HomeMy WebLinkAboutPermit D16-0188 - BOEING COMPANY - 100TH YEAR EVENT BLEACHERSBOEING COMP - 100TH
R EVENT BLEACHERS
9404 E MARGINAL WAY S
���PIRED Ol/1�5"/1 �
D16-0188
�� � City of Tukwila
' , �� Department of Community Development
' �;;�
i ���' • 6300 Southcenter Boulevard, Suite #100
l�
`` `' Tukwila, Washington 98188
''' Phone:206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.�ov
DEVELOPMENT PERMIT
Parcel No: 3324049019
Address: 9404 E MARGINAL WAY S
Permit Number: D16-0188
Issue Date: 7/14/2016
Permit Expires On: 1/10/2017
Project Name: BOEING COMPANY - 100TH YEAR EVENT BLEACHERS
Owner:
Name: MUSEUM OF FLIGHT FOUNDATION
Address: 9404 EAST MARGINAL WY S, SEATTLE,
WA, 98108
Contact Person:
Name: 10HN S MURDOCH
Add ress:
Contractor:
Name:
PO BOX 3707 MC 46-88 , SEATTLE,
WA, 98124
BOEING COMPANY, THE
Address: 100 N RIVERSIDE, M/C 5003-4027 ,
CHICAGO, IL, 60606-1596
License No: BOEINC*294ML
Lender:
Name:
Address:
THE BOEING COMPANY
JOHN S MURDOCK PO BOX 3707 M/C
46-88, SEATTLE, WA, 98124
DESCRIPTION OF WORK:
Phone:(253)740-0214
Phone: (312) 544-2535
Expiration Date: 1/18/2017
CONSTRUCT TEMPORARY STAGING OF BLEACHERS FOR THE BOEING COMPANY'S 100 YEAR EVENT.
Project Valuation: $220,000.00 Fees Collected: $4,884.16
Type of Fire Protection: Sprinklers:
Fire Alarm:
Type of Construction: IIB Occupancy per IBC: U
Electrical Service Provided by: TUKWILA Water District: TUKWILA
Sewer District: TUKWILA
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
International Fuel Gas Code:
Public Works Activities:
2015 National Electrical Code:
2015 WA Cities Electrical Code:
2015 WAC 296-466:
2015 WA State Energy Code:
2015
2014
2014
2014
2015
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering: Volumes: Cut: 0 Fill: 0
Landscape Irrigation:
Sanitary Side Sewer: Number: 0
Sewer Main Extension;
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter: No
Permit Center Authorized Signature: �'�" Date: '[� � T
�
1 hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development permit and agree to the con ' o s attached to this permit.
Signature: �" Date: � � / � v! �
Print Name: �I J'Q Y�� %� ��� t��_��� Xa �� <
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
4: Ensure that the bleachers are adequately grounded.
1: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
2: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
3: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila fire Prevention
Bureauat(206)575-4407.
S: ***BUILDING PERMIT CONDITIONS***
6: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
7: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
8: A final report documenting required special inspections and correction of any discrepancies noted in the
inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the
approved special inspection agency and shall be submitted to the Building Official prior to and as a
condition of final inspection approval.
9: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
10: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
12: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the City
of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other
ordinances of the City of Tukwila shall not be valid. The issuance of a permit based o� construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
1400 FIRE FINAL
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CITY OF TUKWILA
Community Development Department
Public Works Department •
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http: //www. Tukwil aW A. �p_v
Building Permit No. � � �D - ���$
Project No.
Date Application Accepted: 1- � �' ( V
Date Application Expires: I'`� � ��
use
CONSTRUCTION PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**Please Print**
SITE LOCATION !� /� � � �� � �/�G�
King Co Assessor's Tax No.:
Site Address: 9404 East Marginal Way So Suite Number: Grounds Floor: M.O.F.
Tenant Name: T�e Boeing Company New Tenant: ❑.....Yes �..No
PROPERTY OWNER
Na"'e: The Boeing Company - John S. Murdoch
Address: p.0. Box 3707 M/C 46-88
Ciry: Seattle state: WA Z'p� 98124
CONTACT PERSON — person receiving all project
communication
Name: John S. Murdoch - The Boeing Company
Address: p.0. Box 3707 MIC 46-88
Ciry: Seattle State: WA zip: 98124
Phone: �253) 740-0214 F��
Emai1: �ohn.s.murdoch@boeing.com
GENERAL CONTRACTOR INFORMATION
Company Name: T
� •
Address: 5 oa
City: �� State: � Zip: �
Phone: ��,�,�.g��,�� Fax:
Contr Reg No.: oE' N t: ,�.
Tukwila Business License No.: ��� ����
H:�Applicatiom�Foms-Applicmions On Lim�2011 Applicntio��Pem¢t Applicntion Revised - 8-9-I l.docr
Revised: Augusl2071
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ARCHITECT OF RECORD
Company Name:
Architect Name: �
Address: 1� (�
City: State: Zip:
Phone: Fax:
Email:
ENGINEER OF RECORD
Company Name: Consulting Structural Engineering
Engineer Name: Joe P. Hill P.E.
Address: .1801 N Hampton Rd. Suite 440
City: Desoto State: TX Z'p� 75115
Phone: �927) 283-5111 Fa�:
Emai1: �oe@jphpe.com
LENDER/BOND ISSUED (required for projects $5,000 or
geater per RCW 19.27.095)
Na"'e: The Boeing Company - John S. Murdoch
Address: p.0. Box 3707 M/C 46-88
�'�'� Seattle state: WA Z'p� 98124
Page 1 of 4
BUILDING PERMIT INFORMATION — 206-431-3670
Valuation of Project (contractor's bid price): $ 220,000 Existing Building Valuation: $
Describe the scope of work (please provide detailed information):
Construct Temporary Staging of Bleachers and Light Towers for The Boeing Company's 100 Year Event.
Will there be new rack storage7 ❑.....Yes �.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
Addition to Type of Type of
Existing Construction per Occupancy per
Existin Interior Remodel Structure New IBC IBC
1�`Ftoor �� O� II-B U
2 Floor
3 Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑....... Yes m....... No If "yes", explain:
FIRE PROTECTION/IiAZARDOUS MATERIALS:
❑ ....... Sprinklers ❑ ....... Automatic Fire Alarm � .......None m .......Other (specify) Outside
Will there be storage or use of flammable, combustible or hazardous materials in the building7 ❑....... Yes �.......No
If "yes', attach list of malerials and slorage locations on a separate 8-1/2 "x /1 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
❑....... On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
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PUBLIC WORKS PERMIT INFORMATION — 206-433-0179
Scope of Work (please provide detailed information):
Potal Potties will be provided. This falls under the Special Event Permit Application.
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑... Water District #125 ❑ .. Highline
❑ ...Water Availability Provided
Sewer District
❑ ...Tukwila ❑... Valley View ❑ .. Renton
❑...Sewer Use Certificate ❑... Sewer Availability Provided
❑ .. Renton
❑ .. Seattle
Seutic Svstem•
❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department.
Submitted with Aoalication (mark boxes which aaalvl:
❑...Civil Plans (Maximum Paper Size — 22" x 34")
❑...Technical Information Report (Storm Drainage) ❑.. Geotechnical Report ❑... Traffic Impact Analysis
❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (SAO)
❑ ... Hold Harmless — (ROW)
Pronosed Activities (mark boxes that applv):
❑...Right-of-way Use - Nonprofit for less than 72 hours ❑.. Right-of-way Use - Profit for less than 72 hours
❑...Right-of-way Use - No Disturbance ❑.. Right-of-way Use — Potential Disturbance
❑ ...Construction/Excavation/Fill - Right-of-way ❑
Non Right-of-way ❑
❑ ...Total Cut cubic yards
❑ ...Total Fill cubic yards
❑ ...Sanitary Side Sewer ❑
❑ ...Cap or Remove Utilities ❑
❑ ...Frontage Improvements ❑
❑ ...Traffic Control ❑
❑ ...Backflow Prevention - Fire Protection _
Irrigation "
Domestic Water
❑ .. Work in Flood Zone
❑ .. Storm Drainage
Abandon Septic Tank
Curb Cut
Pavement Cut
Looped Fire Line
❑ ...Permanent Water Meter Size... " WO #
❑ ...Temporary Water Meter Size .. " WO #
❑ ...Water Only Meter Size............ " WO #
❑ ...Sewer Main Extension .............Public ❑ Private ❑
❑ ...Water Main Extension .............Public ❑ Pnvate ❑
FINANCE INFORMATION
Fire Line Size at Property Line _
❑ ...Water ❑ ...Sewer
Monthlv Service Billin� to:
Name:
❑ .. Grease Interceptor
❑ .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
❑ ... Deduct Water Meter Size
Number of Public Fire Hydrant(s)
❑ ... Sewage Treatment
Day Telephone:
Ivlailing Address:
City state zip
Water Meter Refund/Billina:
Name: Day Telephone:
Mailing Address:
csry sceio z�P
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PERMIT APPLICATION NOTES —
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within l80 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section ] 05.3.2 International Building Code (cunent edition).
I HEREB ERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY RJURY„BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING
Signature: �
Print Namq
Mailing Ad
P.O. Box 3707 M/C 46-88
�� ���`G �r�i
l Date: 07/11/2016
Day Telephone: (253) 740-0214
Seattle WA 98124
ciry sta,e z�P
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Date Paid: Tuesday, August 02, 2016
Paid By: JOHN S MURDOCH
Pay Method: CREDIT CARD 013292
Printed: Tuesday, August 02, 2016 4:27 PM 1 of 1
��SY57EM5
Date Paid: Monday, July 11, 2016
Paid By: JOHN S MURDOCH
Pay Method: CREDIT CARD 018408
Printed: Monday, July 11, 2016 12:54 PM 1 of 1
��SYS7EM5
iNSP�CTION RECORD �
� Retain a co with ermit ��� " G���
CTION NU. py p PERM17 N�J.
CITY OF TUKVtlILA BUILDING DIVISIUN
6300 Southcenter Bivd., #100, Tukwila. WA 9i3188 (206) 431-3670
Permit inspectian Request Line (206) 438-9350
� Approved per applicab{e codes
Iinspector: �i �Date: � �/�,�� � I
1
� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at b300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
�
�, INSPECTI4N REGORD
Retain a copy with permit ��� -��
INSPECTION N0. PER�li7 N0.
CITY (�F TUKWlLA BUILDING DIVISIC)N
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (2Q6) 43�-3h70
Permit fnspection aequest Line (206) 438-9350
�Approved per appticabte codes. �Corrections required prior to a�proval.
� paid at 6300 Southcenter 8lvd., Suite 100. Call to schedute reinspection.
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REVIEWED FOR
CODE COMPLIANCE
APPROVE�
JUL 2 0 2016
�'� �'
City of �fukwila
BUILDING DIVis10�! '
Y
�� �0�
P�r�11t �VO. ��Q �
Pf�n r����z�� ��n�c���1 is subject to e►rors and or��ssicns.
/��prt�v�I Of C��l s�P�: �`EI�i6 ��4lt71�3�#8 t���� Rf3$ �.t���to�iz�
tha �ri�i��tl�� cf u��dc�t�� c��i� �r a�din�nce. 6��v���t
of apprn��� ;='.�l� �nd con���s��s i� acknowled�ad:
a� . ���' �� ���'� �p
C�i�i �� �'�k�ril�
BUILDIt�G �{i01SfON
�,_,r.,_,.,...�...,....... � �ci; �� an t0 ti1P SCn��
� n�n.,r, �iln'� `�?�
NO �- � 4, }
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� �;'
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, �
ESGEntertainmerrt Structures Group
Engineering fo► the EntertainmenY Industry
Premier Global Roof System
Component Capacity Calculations
�REVIEIN�D FOR
CODE C4MQLIANCE
APPRQVED
JUL 2 0 2016
City �f iukwi{a
�UILDING DIVISiOi�`
Prepared for:
Premier Global Productions
May 21, ZO10
ESG Project #1016.25
•
RECEIVED
CiTY 4F TUKWILA
JUL��2016
PERMIT CENTER
10411 Medallion prive Svite 721, Cincinna3i, OH 45249 �� Phone: SS3.542.33Q0 / 800:542.3302' � Fax: 513.542.5540
�� ��fi������fl t��?��"��'�`�±��f�,���'
Entertainment Structures Group is a division of Steven Schaefer Assodates, Inc.
,
� ..�—.,.�
Table of Contents for Review Packa�e
Design Basis Pgs. 1
RFTRMG96 (2"�c2" chords) Pgs. 2-18
RFTRMG96 (4"x2" chords) Pgs. I9-35
RFTR.RG18 Pgs. 36-48
RFTRRIG 1 Pgs. 49-61
BUTR148 ° Pgs.62-76
BUTR1422 Pgs. 77-91
PATRMN26 Pgs. 92-105
PATRMRI2 Pgs. 106-119
TW1848 Pgs. 120-134
TW2448 Pgs. 135-149
TWBASEZ Pgs. 150-154
KNEE24 AND KNEE30 Pgs. 155-16I
Appendix A— Component Reference Drawings Pgs. A 1-18
ENTERTAINMENT STRUCTURES GROUP
A Division of Steven Schaefer Associates, Inc.
Submitted by, � . ; .
Nathan R. 'V�alsman, P.E.
� �'
�,-'� �,�fa;�,�`
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,
ESG 1 of 161
Pro'ect: Premier Global Com onents
' Client: Premier Giobai
S��per� Srl�aeferAssn�iatcs.h��. �'��y Pro'. No.: 1016.25
.�'�,��"
Consaifing St�acEurai Bnginee� ""�� Desi ner: NRW
��� Pa e• 1 of 1
Ca�cinm�iti,C�hip �1�-5423�Ot� ���inm�tt tructu�es Group Date: 5/21/2010
Cnlambus,CNtio 679-325-�900 BDO•54x-33iS2
Desian Basis
Introduction
The purpose of this report is calculate the capacities for the trusses, towers, and base components of the Premier
Global Roof System. The capacities determined in this report will be used to determine the adequacy of the system
for future configurations and loadings. This report will be used as a reference in future site spec�c reports.
References
-Steel Construction ManuaI,AISC 13th Ed (ASD Design)
ASCE 7-05
-ASCE 37-02 Structures Under Construction
-ANSI E1.21 "Temporary Ground Supported Overhead Structures Used to Cover the Stage Areas and
Support Equiment in the Production of Outdoor Entertainment Events."
ESG2of161
Pro'ect: Premier Gio6al Com onents
�; Client: Premier Giobal
$�e��J1 ��a[.'�E'r ASS�1Gb�i�'R'S, �t�TC � � Pro'. No.: 1016.25
. �i�`�"° .
Cons��fing St�ucEura� Engineecs Desi ner: NRW
��� Pa e: 1 of 17
Cincina�,ri,�.hiv 5i3-a�22�3,�O11 Entertainment tt'UGtWt�Sl�r01J}� Date: 5/21/2010
6al'umbus,Ofiio 6�41133-�900 60D342-3382:
Premier Global Part RFTRMG96- Tvpical 3d Truss
Buildinq Code: IBC
Materials
,---�,--�
HSS tubes = ASTM A500 Grade B
Plates = ASTM A36
Bolts = Grade 8
Ty,pical Truss Chords - HSS2x2x1/8
Properties of inembe�s A,�ho� O 84 ln2 tchord: O 116 i1i
b_over..t' chord = 14 2; h ouer t chord 1,4`:2
�Yahord, , 46 ksi E �9000 ksi
FUchord :� 58 kSi
Tvpical Diaqonals - HSS2x2x1/8
Properties of inember
A�g 0 84 �n2
b over t:`diag '14.2
�Ya�ag 46 ksi
Fud,� .;581csi
Tvpical Verticals - HSS2x2x1l8
Properties of inember Avert � 0.'84ari :
b over t vertr i42
�Yvert 46 ksi
Fuvert ' �8 ksi.
Tvpical Horizontals - HSS2x2x118
Properties of inember
t�,�rz U 84 tn2
b� over t`horz ;i42
�'horz. , :�b ksi
Fuho� 58 ksi
. _; �::;
td�ag ..= 01 l6�Yri
h ov�r t ,cirag 14s2
E .290001csi
�ert � 0116 _iri
h o�er t �ert 14.2
E .:290UO.ksi
thoa;:- 0 116�:in
h over t horz 14 2
E 290001csi
Idiag 0 486 yn4
Sd;� 0 486 rn ;
rd,� 0 761 in
Z�;� 0 584 in3.
Ioe;.t � 486 m4:
SVert 0 486 in3
r�� 0.761,.tn
Z,;;e� 0 584 m3.
Iho� 0 486 tn4
Sho� 0 486 in3;
rhp2 0 761 ui �e
Zhorz 0 584 m3.
IYoho�a fl 486-�n4
SYcho'rd 0 486 in3
TYchoid . 0.761•�ri
Z�chord, 0 584 m3
_.... _
RFTRMG96 Typ 3d truss.xmcd Date Last Save:5/12/2090
�
ESG3of161
Pro'ect: Premier Global Com onents
a' Ciient: Premler Global
$1�Ev�rl �.i1d�L'f�TASSQGttif�'S, �tC. �'� Pro'. No.: 1016.25
CansulEiing Strucfusai Engineets
�� . Desi ner: NRW
����.�h� ������ �'� � Pa e: 2 of 17
CalUnrbus, Ohio ���2s-�aoo Enterrainmeitt StCUCttlteS GtbH�� Date: 5/21/2010
eoo-54�3302
Typical Variabies
Safety factor for flexure �tb 1'67 Safety factor for compression: St� :_16�
Safety factor for tension �t i 6� Safety factor for bearing: S�y� - 2�0
LOCAL MEMBER CAPACITIES/CHECKS
Truss Chord Capacities
Check Flexural Capacitv of Top or Sottom Chord in Vertical Bendinct Between Panel Points
Check limiting width to thickness ratios for°compression elements using Table 84.1.
bt compact := 1.12•� bt compact = 28.121 > b_over t_chord = 14.2
FYchord
ht compact = 2.42•� ht compact = 60.762 > h over t chord = 14.2
FYchord
therefore section is comqact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity: M�„� := Fy�nota•Z�no�a
Mnx
Allowable vertical moment capacity: M� ct�ora �_ �
b
Nominal horizontal moment capacity: M„y := FYchord'ZYchord
Allowable horizontal moment ca aci M Mny
p �' ay_chord �- �
b
Check Axial Tension Capacitv of Chord
Tensile yielding on gross section: Pny = FY�ho�a�Acnord
Tensile rupture will not be analyzed as there are not holes in this member.
Pny
Allowable tension capacity: P�_cnoTd = �
c
_.. _.... _ .._.
RFTRMG96 Typ 3d truss.xmcd
M,,,� = 2.239•ii•kip
Mny = 2.239•ft•kip
P„y = 38.64•kip
__.... .. _. _.. .
Date Last Save:S/12/2010
ESG 4 of 161
Pro'ect: Premier Global Com onents
,g' Client: PremierGlobal
��L�I SC�IRE'f6�'ABSbC1R�'R'3', �'tt'e �r ����g Pro . No.: 1016.25
Conse,lfing StmcEuraI Engizteeis "'�'i� Desi ner. NRW
��� Pa e: 3 of 17
Gimcinra,�i3Ohiv 51J 5�.3301� Entertainment St�turees G Date: 5/21/2010
Columtn�s, Ohic� Bi4 �33-940D eDo-542-3387: ��
Check Axiai Compression Capacitv of Chord (Local Effects)
The nominal compressive strength shall be the fowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member. Lchora' ,_. 46.,875 infor local check only
Effective length factor IC�ff l:b
KUt': k( r :_ ��Lchord
rYchord
Elastic critical buckling stress:
Tt2•E
Fe:=
k] r2
kl r = 61.597
Fe = 75.437•ksi
FYchord
F
Flexural buckling stress, F�r F��:= if kl r> 4.71• E,0.877•Fe, 0.658 e 'FYchord
FYchord
Fcr
Allowable flexural buckling stress: Fa_�r �o�� :_ �
c
Altowable compression capacity: Pca chord iocai �= Fa cr ioc�r�nora
GLOBAL TRUSS CHECKS FOR CHORD CAPACITY
Lateral Torsional Bucklinp Check
Fa = 35.638•ksi
Fa � ��a� = 2134•ksi
The trusses will be checked using JA Yura's tension flange bracing equations. It is assumed the trusses will buckle out
of plane laterally due to loads however the perpendicular trusses will be checked to ensure they can resist rotation. The
stiffness of the adjacent trusses will be checked below. The force required to brace the truss is equal to 0.008 x the axial
force in the compression flange.
Maximum axial force in chords: P�noTa b�a� �= P�a �nora toc�r2 both chord forces are required to be braced
Force required to brace truss: Fbr:= 0.008•Pchord brace Fbr = 28�•lbf
16• Pchord_brace kip
Required stiffness beta: �i •- - 2.747•—
�� � 17.4•ft pr� in
Spacing between points of bracing: �:- 36•ft This value was picked based on the maximum spacing of bracing
before the global capacity controls over the local checks. Value
should match L truss_global value below.
Depth of truss: d�,ss := 60•in -
RFTRMG96 Typ 3d truss.xmcd Date Last Save:5/12l2010
ESG 5 of 161
Pro'ect: Premier Global Com onents
f Client: Premier Global
���I�t�! �C.�t[t�erASSUGtR�'�S, IfxC. �t��'�� Pro'. No.: 1016.25
Cansuiting Stmctural �egineets "�� Desi ner: NRW
�,�� Pa e• 4 of 17
C.;acin�,�i,ohio 51�-�z�3o� �n�ainment in�ctu�+es �roeya Date: 5/21/2010
Colum}n�s,Ohio 699-�2s-�00 eoo•saz33o�
Modulus of elasticity: Est�� := 29000•ksi
Required moment of inertia of perpendicular truss:
Moment of inertia of one perpendicular of truss:
2
I preq's'dwss
b ' 4' Esteel
Iside:= 2• 0.486•in4
rd 2
+ 0.84•in2•I �S�
` 2
Ib = 36.8•in4
Iside = 1513•in4
Trusses are adequate to resist rotation due to lateral torsional buckling. The brace force above is very small compared
to the superimposed loads on the structure. Therefore, this load will not be considered in the overall evaluation as it will
have neglible effect.
Chord Overall Compression Capacitv for Saan Between Trusses
The chords rely on Vierendeel truss action to distribute lateral loads and to resist lateral torsional buckling. An
effective ly and ry will be calculated for the truss by apptying a lateral point load on a span of truss and solve for the
moment of inertia from the calculated deflection from the model. Treat the top chords and top horizontals as
Vierendeel truss.
Point load applied in the model
Span of truss in model
Deflection at midspan from model
3
Pmodel'Lmodel
I°"���0� 48•29000•ksi•0
model
Itruss�lobal
rYtruss�tobal �_
2'Achord
;,
ipmodel _:,;-..:5 , �P:
Lmoclei..= 39 7 ft
�model.:.= 7 6 ln
Ttnus�loba] = 51.101 • in4
�Ym,ss�lobal= 5.52•in
Laterally unbraced length of the member: L�,���o�� �6 �}
Effective length factor 10
�... ._ . ,
Maximum spacing of upstage/downstage trusses
before global capacity controls over local checks.
Use section F5 of the AISC code to determine the flexural buckling strength. Conservatively assume that Cb = 1.0.
E
LP:= 1.1•r5'truss�loba!'
FYchora
E
Lr �_ �'rYuuss�lobal'
0.7•Fychord
Cb := 1.0 Cy = 1
Lp = 12.694 ft
Lr = 43.331 ft
RFTRMG96 Typ 3d truss.xmcd Date Last Save:S/12/2010
�
ESG 6 of 161
Pro'ect: Premier Global Com onents
Client: Premier Global
&tev��t S�haef�rAssc��i�t�s,fYt� ��x Pro'. No.: 1076.25
'�'�� Desi ner: NRW
�onse�lfing �utmeiurai Enginperi Pa e• 5 of 17
Gi�xarrtaCi, C�hip �!3-S�Z,33P1� �� �
Columbus, Ofiio 6i9-428-49oD �����rim'PiTt ""CliCt�'�'' �7�0l� Date: 5/21/2010
BOD-542-3301
Equation F5-3, Lp < L truss_global < Lr
Ltruss�lobal — Lp
Fcr bct := mi Cb' FYchord —�0.3•FYchord�' L— L �FYchord
r p
Equation F5-4, L truss_global > Lr
Cb•�2•E Cb•�rr2•E
Fcr bc2 �_ � 2 5 FYchord� 2�FYchord
Ltruss,�lobal Ltruss�lobal
rYtruss�lobal) rYtruss_global
C �
1f�L�ss�lobal < Lr�Fcr_bcl �Fcr_bc2�
Allowable flexural buckling stress: Fa �r�.s� :_ �
c
Allowable compression capacity: P�a �noTd�obai �_ �Fa ��.seo•�nora�
Diaqonal Capacities
Check Flexural Capacity of Diaaonals in Bendinq
Fcr bci = 35.5•ksi
Fcr bc2 = 46•ksi
Fa_crbc.sec = 21.3•ksi
The local compression capacity of the chord will
govem as long as the spacing of the sub trusses
does not exceed 36 ft.
Check limiting width to thickness ratios for compression elements using Table B4.1.
t�:om c:= 1.12•� bt_compact = 28.121 > b_over t_diag = 14.2
�Ydiag
�,on c:= 2.42•� ht_compact = 60.762 > h_over t diag = 14.2
FYa�ag —
therefore section is compact
therefore section is comoact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
NOfllltl8) V@I'tICB) t110t112I1t C2p8Cl�l: �= Fydiag'Zdiag.
M,uc
Allowable vertical moment capacity: MaX_a�ag �_ �
b
Nominal horizontal moment capacity: �M�.= Fya�ag Zd;ag
MnY
Allowable horizontal moment capacity: May_a�ag �_ �
b
M„X = 2.239•ft•kip
Mny = 2.239•ft•kip
RFTRMG96 Typ 3d truss.xmcd Date Last Save:5/12/2010
ESG7of161
Pro'ect: Premier Giobal Com onents
Client: Premier Global
�f�p+�s�t uCltQCf�YtiSSd�Git[�'eS, l�ktc. �_�� Pro . No.: 1016.25
Cansuifing Stmchtra! Engixt�4s
+'��'�'�� Desi ner: NRW
Cincui�,ti3Ohip �t3•�2 3:�011 ��� Pa e: 6 of 97
Cvlunitnas,Uhio 6�9-�2S-4i00 ��a111t7�f1i tCUCtut@S �r0Et�3 Date: 5/21/2010
800-54x33�'f2
Check Axial Tension Capacitv of Diaqonals for Overali Truss Action
Tensile yielding on gross section: p�.- Fya�ag Aaiag
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension: Stt = 1.67
Aliowable tension ca aci p POy
P �Y� r� a�ag = St
[
P�y = 38.64•kip
-,
� �� ...
xY`��t" g �.'
Check Axial Compression Capacitv of Diaponal for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member. I,dlag ,(58 �n)2 +(214 in)2 Ld�ag = 5.152 ft
Effective length factor 1 Q
{�:. ... .>;.
KI/�: �;, Keff'Ldiag
rdiag
Elastic critical buckling stress: �;_ '�Z�E
kl r2
FYdiag
F
Flexural buckling stress, F�� �:- i kt_r> 4.71• E,0.877•Fe, 0.658 e •Fydiag
FYdiag
F� = 29.509•ksi
Safety factor for compression: S2� = 1.67
Allowable compression capacity: p� d�� := Fcr'Adiag
�c
kl_r = 81.238
Fe = 43.369•ksi
RFTRMG96 Typ 3d truss.xmcd Date Last Save:5/12/2010
ESG8of161
Pro'ect: Premier Global Com onents
� Client: Premier Global
S�e��.� Schac�erAss�ctiates, t�rc. ���'�� Pro'. No.: 1016.25
Consuifing �S#mcEural Ee�inee�s Desi ner: NRW
� � Pa e: 7 of 17
raa�cin�'ri,c��;"° "�3''�z�°o �ntertainmerrt tivGtE�nex�G Date: 5/21/2010
Columbias, O�io b�4-328�1900 Boo-542-3302 ��
Vertical Strut Caaacities
Check Flexural Capacitv of Verticals in Bendins�
Check limiting width to thickness ratios for compression elements using Table 64.1.
om c:= 1.12•� bt compact = 28.121 > b_over t vert = 14.2
FYvert
om�c := 2.42•� ht compact = 60.762 > h_over t_vert = 14.2
FYvert
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity: �- Fy�ert'�ert
Mnx
Allowable vertical moment capacity: M� �en �_ �
b
Nominal horizontal moment capacity: �- FyVert•Z�,e�c
Allowable horizontal moment ca acih� M Mny
p `r' ay_vert �_ �
b
Check Axial Tension Capacitv of Verticals for Overall Truss Action
Tensile yielding on gross section: �= Fy��•A�ert
Safety factor for tension: S2t = 1.67
Allowable tension ca aci p PDy
p �- ta_vert �_ �
t
MnX = 2.239•ft�kip
Mny = 2.239•ft•kip
Pny = 38.64•kip
Check Axial Compression Caqacitv of Verticals for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member: L��;::= 58�in
Effective length factor. � 1 0
KUr: k� _ �ff��ert
�vert
RFTRMG96 Typ 3d truss.xmcd
1-vert = 4.833 ft
kl_r = 76.216
Date Last Save:5/12/2010
�
r '
ESG9of161
Pro'ect: Premier Global Com onents
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�i�ven �cha+�f�rAssDeiates,lttG �/��f Pro'. No.: 1016.25
Consnlfing S!•cnfiEural Engineecs ""���� Desi ner: NRW
� � Pa e: 8 of 17
Gi�tCin�Cir�hiA 513-�2�3U� ���nrri�il� xtUCt�es �t'nu Date: 5/21/2010
['alumbus, Uhio 6�4�2'B-44D0 800-542-3�D2 '�
2
Elastic critical buckling stress: F�:= ��E
kl r2
Flexural buckling stress, F�.:
Safety factor for compression:
FYvert
�:= i kl r> 4.71��,0.877•Fe, 0.658 Fe •FYvert
FYvert
F�T = 31.121 • ksi
St� = 1.67
Ailowable com ression ca aci p Fcr'�ert
p P tY� ca verc �_
�c
Horizontal Capacities
Check Flexural Canacitv of Horizontals
Fe = 49.273•ksi
Check limiting width to thickness ratios for compression elements using Table 64.1.
t�t �,om c:= 1.I2•� bt_compact = 28.121 > b_over t horz = 14.2 therefore section is compact
FYhorz
ht��,o a ac := 2.42•� ht compact = 60.762 > h_over t horz = 14.2 therefore section is compact
FYhorz
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity: M�.= Fyno2 Znorz
Allowable vertical moment ca aci M ._ Mnx
p ty' ax_horz �
�b
Nominal horizontal moment capacity: �= Fynoa Znorz
Allowable horizontal moment capacity: N1 M°y
ay_horz � � .
b
Check Axial Tension Caaacitv of Horizontal
Tensile yielding on gross section: P�.- Fyhoa Anoa
Tensile rupture will not be analyzed as there are not holes in this member.
Pny
Allowable tension capacity: P�_norz �_ �
s
Mr„� = 2.239•ft•kip
Mny = 2.239•ft•kip
P„y = 38.64•kip
RFTRMG96 Typ 3d truss.xmcd Date Last Save:S/12/2010
ESG 10 of 161
Pro'ect: Premier Global Com onents
� Ciient: Premier Global
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Ccasnlfing ShncEuxal Eegineecs Desi ner. NRW
Ginainr�iri3Ohin 5i3•5d2,380D �.�� Pa e: 9 of 17
cnlumtn�s.ohio �5a�23-�1aoo Er�tsrtainment tructures Gnat� Date: 5/21l2010
soasa��a�
Check Axial Compression Capacitv of Horizontal
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Lateraliy unbraced length of the member L�,o� := 22 �n
Effective length factor : � L;�p
�,: . . .
KI/r: �;_ �sr•Lnoa
rhorz
Elastic critical buckling stress:
ar2•E
�''- Z
kl r
for local check only
Flexural buckling stress, F�r �: i kl r> 4.71 ��,0.877•Fe, 0.658
FYhorz
Fa
Allowable flexural buckling stress:
�cG�TioJaR+1�r' SZ
c
Fci Ahori
Allowable compression capacity: P� norz �_ �
c
HSS to HSS Connection Check (Diaa to Chord) - Chapter K2.3
,.
Branch angle to chord: A�o,nt :� 71 deg
Thickness of branch wall tb '� �n
8 :
Width of branch member $b ,,.,2 in
Height of branch member � ; ,.2 'in
Thickness of main wall:
Width of main member.
Height of main member:
Utilization ratio: U:= I Conservatively set utilization to 1.0
kl_r = 28.909
Fe = 342.469•ksi
FYhon
Fe
'FYhorc
t 1 in
8 -.
B 2•1T1
�, ' 2•in
2•�4•Bb�
Effective width ratic pe� ;= sum of perimeters of two branch members
g'B divided by 8x chord width
F�r = 43.485•ksi
Fa_cr local = 26.039•ksi
U=1
�ieg = 1
Chord stress interaction parameter: chord in tension ,QR 1:U
chord in compr. Qf� ;- �f 1.3 - 0.4•U � 1,1.3 - 0.4•U � 11 Qfc = 0.9
( �eff Reii l
�Cheek: cLcheek := if�Qft ^ Qec < 0, "Invalid" , "OK" �
RFTRMG96 Typ 3d truss.xmcd Date Last Save:S/12/2010
ESG 11 of 161
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C���,�r ��� ���� ���+ �,� Pa e: 10 of 17
Cnl6mbus,U➢kio 639-�28�Io0 ErltECWi111�1�SttlJCtl�reSl��'OU� Date: 5/21/2010
8oD-542-33c92
Check limits of applicabilitv (K2.3a)
Joint eccentricity: e�o,,,t :.: ..7..S�in joint_eccentricity_check = "OK" if �e�oint � 0.25•H� n �e�oim � —O.SS�H�
I "NG" otherwise
Per AISC commentary on page 16.1-370, if the gap size in a gapped K or N connection exceeds the value
pe�rnitted by the eccentricity limit then the joint shall be treated as an independent Y- connection as well as a
T-type connection.
Branch angle: branch_angle_check := I"OK" if 9joinc ? 30•deg
"NG" otherwise
Chord Wall Slenderness ratio: check slenderness := I"OK" if b_over t chord <_ 35
'TiC�" otherwise
Tension Branch Slendemess ratio: check branch_slenderness := I"OK" if b over t diag <_ 35
"NG" otherwise
Compression Branch Slenderness ratio:
check compbranch_stendemess :_
Width ratio: check width ratio :_
B
"OK" if b >_ 0.25
B
B
"OK" if b >_ 0.35
B
"NG" otherwise
B
Aspect ratio: check_aspect_ratio :_ "OK" if H> 0.5 n b S 2.0
B B
"NG" otherwise
"OK" if b_over t diag 5 35
E 0.5
"OK" if b_over_t_diag <_ 1.25•( 1
l FYdiag�
E 0.5
"OK" if b_over t_diag <_ 1.1•r 1
l FYdiagl
' "NG" otherwise
RFTRMG96 Typ 3d truss.xmcd Date Last Save:5/12/2010
ESG12of161
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� Client: Premier Global
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Cimcin�idi,C7hio 5i3•542,%�tN3 ��� Pa e: 11 of 17
Columtnas, 06�io ���2s-�oo ����nment tn�ctc�es Gro� Date: 5/21 /2010
eoo•saz-�
Strength: check strength :_ "OK" if Fychor� < 52•ksi
"NG" otherwise
FYchord
Ductility: check ductility :_ "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with Axiai Loads in T, Y and Cross Connections (K2.3b)
.,���u,."�`€ R'� � �
t ��'� ...�;:; � �I�,�
The vertical and diagonal are the same member size therefore both wiil have the same capacity based on the
equations below.
Chord slendemess ratio: B
7�
2'tchord
B
Width ratio: p:- B �i = i
In addition to the requirements of K2.3a, the following must also apply:
beta ratio := I"OK" if (3 >_ 0.25
"NG" otherwise
Hb
Sin A�oint
Load length parameter: r� :_
B
Effective outside punching parameter: p�P ;= ifr5• p< p,5• p,pl
� 'Y 'Y J
ry = 8.621
� = 1.058
ReOP = 0.58
The available branch strength shall be the lowest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall plastification
check chord_wall := I"No check" if p>(0.85)
"Check" otherwise
check chord wall = "No check"
RFTRMG96 Typ 3d truss.xmcd Date Last Save:S/12/2010
ESG13of161
Pro'ect: Premier Global Com onents
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St�v��t $rCii�eferASSt?Glat�s, InC. ����� Pro'. No.: 1016.25
Consuiiiseg Sfiustura! Engineeis
��� Desi ner: NRW
C�cimr<,ti,�tup 573=5�Z�i3on �. � Pa e: 12 of 17
Columtnas,c�hio t�74-926•�JOo E��inmer��M1ClK�'es �� Date: 5/21/2010
90D-54233t13:
Shear yieldinct (punchinct)
check shearyielding :_ �
"No check req"
"No check req"
if R> I 1- 1 j
� 'Y)
if�3<0.85nB>_10
t
"Check" otherwise
check shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord'�$•1.$'tchord i" �
Slri(B�oint�
Local Yielding I'a nl �_
sin�8�oint�' 1.5
Pa_n� = 22.5•kip
Hb
3•
sin�6• �
1.6•tchord2' 1 + �oint ,l29000•ksi•Fychord���s'Qfc
H-3•t �
Sidewall Cri lin p chord p 57.3•ki
Pp 9 a_,� := a_�z = P
SIA(e�oint)�2
10 (FYcno�a'tcno�a
Uneven Load beoi = ml 'I 'Bb�Bb
�B 1 \ FYdiag'tdiag
tchord J
FYdiag'tdiag'�2•Hy + 2•beoi — 4'tdiag�
pa—n3 � 1.58
Maximum allowable load
in diagonals due to locaf
effects of connection
pa_diap local := Itlin�Pa_�1 �Pe_n2'Pa_n3�
b�; = 1.16•in
Pa n3 = 19.8•kip
This value is greater than the
capacity of the member. Does
not control.
RFTRMG96 Typ 3d truss.xmcd Date Last Save:5/12/2010
0
ESG 14 of 161
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CQnsuitingS#�ncEuraiEagineers Desi ner: NRW
� „�'"!� Pa e: 13 of 17
Ciae�in�,�i,ohip 513-542,33RD ��ainl'Ytet1t�11JCtCl�'Cs.�7rolt� Date: 5/21/2010
Columbus.� O}tio 674-�t28-�1400 8D0•542-33�62
HSS to HSS Connection Check (Vert to Chord) - Chapter K2.3
Branch angle to chord: � 90•deg
Thickness of branch wall � 1�n.
;I8 ..
Width of branch member `; 2 ui
�.
Height of branch member _ 2�
�..::;: , ; A:
Thickness of main wall:
Width of main member:
Height of main member:
1 ;`:
� in
8, ��'�
� 2 �iri
� 2 iri
Utilization ratio:�7 ;= 1 Conservatively set utilization to 1.0
2•�4•Bb�
Effective width ratic�= sum of perimeters of two branch members
$'B divided by 8x chord width
U=1
�eff = 1
Chord stress interaction parameter: chord in tension 1'.0
�.. -. ::: :
chord in compr. �; if 1,3 — 0.4•U � 1,1.3 — 0.4•U ,1 Qf� = 0.9
( �eff peff
Check: �c�� cic := if�Qft ^ Qfc < 0, "Invalid�� ,��OIC�� 1
/
Check limits of appticability (K2.3a)
Joint eccentricity: N/A will be checked as T connection
Branch angle: anc w��:= ("OK" if Ajoint � 30•deg
"NG" otherwise
Chord Wall Slenderness ratio: �;w��''�:- I"OK" if b_over_t_chord <_ 35
"NG" otherwise
Tension Branch Slenderness ratio: c c 1 e = I"OK" if b_over t vert S 35
"NG" otherwise
rn „� �� : ,�`�'�-R
° � �#�
� ;�. �'� ` � �,��-�-�����;�
RFTRMG96 Typ 3d truss.xmcd Date Last Save:S/12/2010
,
t
Sf�err 5�%a�ferAss��i:at�s. �+tc, �,� �,
�onsuifing Si�octuca� Eaginee�
Cinoinr�ti,C)lu4 513-54,Z�3Dp � �
Colunr4n�s,Gqeio 694-328-�900 ��ainme�t�YUGtCl�S �`,71'pi�
eoo-sa�33t�2
Compression Branch Slenderness ratio:
o r s e =
Width ratio: M%�;E�J���- �
B
"OK" if b >_ 0.25
B
B
"OK" if b z 0.35
B
"NG" otherwise
B
Aspect ratio: ch c c a �_ "OK" if H>_ 0.5 n b<_ 2.0
B B
"NG" otherwise
Strength: ��,��:- I��OK° if Fy�no�a < 52•ksi
"NG" otherwise
FYchord
Ductility: c = "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with Axial Loads in T, Y and Cross Connections (K2.3b1
Chord slenderness ratio: �- B
, 2'tchord
Bb
Width ratio: �- — p - 1
B
In addition to the requirements of K2:3a, the following must also apply:
et ra '= I"OK" if �i >_ 0.25
"NG" otherwise
RFTRMG96 Typ 3d truss.xmcd
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Pa e: 14 of 17
Date: 5/21 /2010
"OK" if b over t vert <_ 35
E 0.5
"OK" if b_over t vert <_ 1.25 •( 1
l FYdiag J
I E 0.5
II "OK" if b over t vert < 1.1•( 1
– -- `FYdiagJ
I "NG" otherwise
�y = 8.621
Date Last Save:5/12/2010
ESG 16 of 161
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, Ctient: Premier Globai
�t���ri SC31[it'fCi' A�SOC%af¢S, fttC.. �'��' Pro . No.: 1016.25
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�'�� Desi ner: NRW
C9mcinrtaCi.Ohip �13-S4Z,� RD �.�� Pa e: 15 of 17
c�um���,oaao y���s-�oo ���ainm�rit ttUCtE1t'eSG1�Oki� Date: 5/21l2010
eoo•saz-�oz
Hb
sin 8joint
Load length parameter: �-
B
Effective outside punching parameter: i�:- if(5• a< R,5• �,pl
� 'Y 'Y )
�=1
(3e0p = 0.58
The available branch strength shall be the lowest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and Iocal yielding due to uneven load distribution.
Chord wall plastification
N�,�i�e��i�= 'TTo check" if (i > (0.85)
"Check" otherwise
Shearyieldinq (punchinq)
,s�v�,�s,�i a'n :_ �
1
"No check req" if (3 > 1 – —
7
"No check req" if (i < 0.85 n B>_ 10
t
"Check" otherwise
check chord wall = "No check"
check shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.$•tchord+ �
( Sln(Q�oint)
Local Yielding
�"'�"� sin�8� � �• 1.5
�omt
I'a n1 = 20.4•kip
Hb
3•
sin�8• �
1.6•tchord2' 1 -I- 1a�nt ,(29000•ksi•Fychord���s'Qfc
H — 3 •tchord
Sidewall Crippling �:= Pa n2 = 66.2•kip
sin�Qfc�'2
10 I/FYchord'tchord
Uneven Load �;= mi •I •Bb,Bb
CB 1 l FYdiag'tvert
tchord f
b�; = 1.16•in
RFTRMG96 Typ 3d truss.xmcd Date Last Save:5/12/2010
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$���rt'�Ciia�ft7r13S0�liI'�'S.It1C. �I� �� Pro. No.: 1016.25
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C,i�inn:,C9,O.hiv �13•59Z�o� ���7 Pa e: 16 of 17
Columb��s,O�hio 639-�2�-4�00 ��ainment5truetu�res�rcu� Date: 5/21/2010
eao-saz-�:
FYvert'tvert'�2•Hb + 2•b�i — 4'tven}
,p,y,�P�,:=
1.58
Maximum allowable load
in verticals due to local
effects of connection
Truss to Truss Connection:
Bolt Capacities
Pa vert_tocal := min�Pa_n 1� Pa n2 � Pa_n3�
Pa n3 = 19.8•kip
� �� �
Y;� y �- r , r �r�
This value is greater than the
capaciry of the member. Does
not control.
Connection is made with (6) 3/4" Gr. 8 bolts top and bottom of the truss through a vertical plate. The bolts will be
required to resist vertical shear and tension from chord forces. An additional (4) bolts are used at the bottom of the truss
through a horizontal plate and a connection plate to the additional truss. These bolts will only take shear from the
tension in the bottom chord.
Allowable Tension Capacity of Bolts
Allowable Shear Capaciry of Bolts
��, : - � ��-�-�.; -
�� :�������.� ��
Reduce capacity to 13.1 k per note below
The interaction of the bolts will be verified in the Excel sheets per J.3.7. •
The thinnest connection plate material for the truss is 1/4". Per table 7-5, the allowable bolt bearing strength for a 3/4"
bolt in an oversize hole with 3" spacing is 13.1 k. The allowable bott shear listed above will be conservatively reduced
to 13.1k for ease of simplification of the calculations.
Vertical Plate Capacity
The vertical plate has a typical bolt spacing of 3" oc. The plate will be analyzed assuming a bolt tension force equal
to the tension capacity of the bolt to confirm the plate is not the limiting element.
Tributary width of plate per bolt
Thickness of plate
Vertical span of plate
Plastic section modulus per tributary
width of plate
Allowable moment in plate
Allowable shear in plate
bplate. mb 3 �n
tvert_plate 0;5 iii
Lvert ptate 3 in
2
bplate_trib'tvert�late
Zvert�late �= 4
36•ksi•Z�,ert�late
Ma_vert�late �= 1.67
0.6•36�ksi•bP�ate trib'tvert�late
Va vert�late �= 1.67
7vert�late = �• � g�' ��3
RFTRMG96 Typ 3d truss.xmcd Date Last Save:S/12/2010
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�fCi�81t $C%tR!'fCYASSc1Gj�#�'eS, ��1�. �'�� Pro'. No.: 1016.25
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80D-Sd233tiZ
Welded Connections of Truss Members
The truss members are made of 1/8" thick wall members. The welds are 1/4" fillet weids. Therefore, the weld is
sufficient to fuily develop the strength of the member.
RFTRMG96 Typ 3d truss.xmcd Date Last Save:5/12/2010
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�t�F�rc Scha¢ferAssociates, ��'�. ��/ Pro'. No.: 7016.25
C'ansuiting 83mcfura[ Enginee�s
�*�'�, Desi ner: NRW
C3�tnm�,i�.Ohi� �23-�t�o11 �, � Pa e: 1 of 17
6cflumtms„aLtio 634-326-4900 Et�E�k"1�1111Y1�11Y t�11CC61!'2S Gt'tlt�f� Date: 5/21/2010
eoo-sa��
Premier Gtobal Part RFTRMG96- with 2"x4" chords
Buildinst Code: IBC
Materials
HSS tubes = ASTM A500 Grade B
Plates = ASTM A36
Bolts = Grade 8
Tvpical Truss Chords - HSS4x2x1/8
Properties of inembers A,�ho� ; 13 m2 t�hora 01=16 �n
-b o�er 4 c�ord = 14.2 h over t chord 3� 5
�Ychord :_ � k�}
Tvpical Diaqonals - HSS2x2x1/8
Properties of inember �, 0 84 in2
�g
b overi t drag '.` 14:2
Fyd,ag `461cSi
Fud�ag =, 58 ksi
Tvpical Verticals - HSS2x2x1/8
Properties of inember
Avert U 84,�n .
"b o�er £ �ert .` 14 2
�Y`vert , :'46 ksi
`Fuvert 58 ks'i
Tvpical Horizontals - HSS2x2x1/8
Properties of inember
Ahorz 0 84 7n2
�..: _
;b over tt hor� = 14.2
�Yhorz `—: 46 ksi
'�uhon. =: 58 ksi
� `=2900Q l�si
tdiag,; 0115 `Ui
h over t diag 14:2
E 29000 ks.'i
��ert ;: � l l f III
h o�er t �ert 14;2
E '>2900p�ksi
tho�'_ 0 116 �n
h over t ho'rz 14:2
E 290Q0 itsi
�chord 2 65 m4
Sxchord. ;1, 32•�n3;
�'?�`chortl _ . 'il 43 ]n
ZXchora ;Y 66 ��3
�iliag , 0 �}86�in4
Sdiag Q 486 m3
rdiag 0 761 �ii
�a��, . _. 0 5 8� ,m3:
Ivert 0 486 m4
Svert d•486 m3
rvert 0 761 in
ZVe� 0:584 tn�
Ihorz 0 486 m4'
Sho� . 0 486 7n3
rho� 0 761 in.
Zhorc Os584 �n�:
IYchord � 898 in4
s�ctiord 0 898 m3:
�1`chora , 0 83 in
�Yck�ord ; 02 in3;
RFTRMG96 2x4 chords.xmcd Date Last Save:S/21/2010
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Consulfing Stntcturat Engineecs Desi ner: NRW
�- Pa e: 2 of 17
Cineinn�Ci,Ohia 513-�2w33P3 Et1tEt'td�111'ft�ili� ttl'¢S l9 Date: 5/21/2010
Golumbus,Uhio 634-�2�-4400 9oD-54�3�tsz �
Tvpicai Variables
Safety factor for flexure S�b 167 Safety factor for compression: S�� L 67
Safety factor for tension S2� 167 Safety factor for bearing: S�b�g -; 2 0
LOCAL MEMBER CAPACITIES/CHECKS
Truss Chord Capacities
Check Flexurai Caqacitv of Top or Bottom Chord in Vertical Bendinu Between Panel Points
Check limiting width to thickness ratios for compression elements using Table 84.1.
bt_compact := 1.12• E bt_compact = 28.121 � b_over t chord = 14.2
FYchord
ht_compact := 2.42•� ht_compact = 60.762 > h over t chord = 31.5
FYchord — — —
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yiefding controls the flexural strength of the member.
Nominal vertical moment capacity: Mnx = FYcno�a•�cno�a
M,u�
Allowable vertical moment capacity: M� cnora �_ �
b
Nominal horizontal moment capaciry: Mny := FYchord'ZYchord
Allowable horizontal moment ca aci M M„y
p �� ay_chord �_ �
b
Check Axial Tension Capacitv of Chord
Tensile yielding on gross section: Pny := FY�nora�Acnora
Tensile rupture will not be analyzed as there are not holes in this member.
Pny
Allowable tension capacity: P�_�no�a �_ �
c
Mr„� = 6.363•ft•kip
M�y = 3.91•ft•kip
P„y = 59.8•kip
RFTRMG96 2x4 chords.xmcd Date Last Save:S/21/2010
s
ESG 21 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
5t�� 5c�caefarAs�sociafe�s, �[itc. �►��� Pro . No.: 1016.25
Consulfing Stmchuai En�inee�s "�� Desi ner: NRW
Cincinroaki3Ohu� 513•5�233p11 �. � Pa e: 3 of 17
Columin�s,CNtio b1412s-49oD ���am�#�tf1�lJ�S�t'Ott� Date: 5/21/2010
HDO-5423382
Check Axial Compression Capacitv of Chord (Local Effects)
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckiing (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member L��ra.__.,46,875 �rifor local check only
Effective length factor �� 1�0
KI/r: kl r :_ �ff'�chord
rYchord
Elastic critical buckling stress:
Flexural buckling stress, Fcr
Allowable flexural buckling stress:
Fe :_ �2 2
kl r
F� : i kl_r > 4.71
F�
Fa_cr_local �_ �
c
kl_r =,56.476
Fe = 89.737•ksi
FYchord
F
E ,0.877•Fe, 0.658 e •FYchord
FYchora
Allowable compression capacity: P� cnora ioc� �= Fa cr tocarAcnora
GLOBAL TRUSS CHECKS FOR CHORD CAPACITY
Lateral Torsional Buckling Check
F� = 37.118•ksi
Fa cr local = 22.226�ksi
The trusses will be checked using JA Yura's tension flange bracing equations. It is assumed the trusses will buckle out
of plane laterally due to loads however the perpendicular trusses will be checked to ensure they can resist rotation. The
stiffness of the adjacent trusses will be checked below. The force required to brace the truss is equal to 0.008 x the axial
force in the compression flange.
Maximum axial force in chords: Pchora brace �= Pca chord local�2 both chord forces are required to be braced
Force required to brace truss: Fbr:= 0.008�Pcnora brnce Fbr = a62•lbf
1C�Pchord_brace kip
Required stiffness beta: (3 •- - 4.428•—
`� � 17.4•ft a�q in
Spacing between points of bracing: �:- 36•ft This value was picked based on the maximum spacing of bracing
before the global capacity controls over the local checks. Value
Depth of truss: d�s := 60•in
should match L_truss�lobal value below.
RFTRMG96 2x4 chords.xmcd
Date Last Save:5/21/2010
ESG 22 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
,���i��'�'t $C�lR�'fE'i" AS�b�l�a�'C�, �ttG. ��'� �� Pro'. No.: 1016.25
Ccnsuifing StrucEura2 Engiaeeis """`� Desi ner: NRW
Cincu�nati,C�fti+v 513-542w�.3(14� �. � Pa e: 4 of 17
Cs�liambuS,Uhio 634�28•�1400 ��������5 �1r0Uj? Date: 5l21/2010
soasaa-��ax
Modulus of elasticity: E��� := 29000•ksi
Required moment of inertia of perpendicular truss:
Moment of inertia of one perpendicular of truss:
2
Rre •S•dwss
Ib ._ 9
4•Esteel
�Side = 2• 0.486•in4
2
2 dtruss
+ 0.84•in •
2
Ib = 59.4•in4
Iside = 1513�in4
Trusses are adequate to resist rotation due to lateral torsional buckling. The brace force above is very small compared
to the superimposed loads on the structure. Therefore, this load will not be considered in the overall evaluation as it will
have neglible effect.
Chord Overall Compression Capacitv for Span Between Trusses
The chords rely on Verendeel truss action to distribute lateral loads and to resist lateral torsional buckling. An
effective ly and ry will be calculated for.the truss by applying a lateral point load on a span of truss and solve for the
moment of inertia from the calculated deflection from the model. Treat the top chords and top horizontals as
Vierendeet truss.
Point load applied in the model
Span of truss in model
Deflection at midspan from model
3
Pmodel' Lmodel
Itruss�Iobal'= 48•29000•ksi•0
model
Itruss�lobal
rYtruss�lobal �_
2' Achord
'pmode) .= 5 ktp
Lmodel :; 3'9% $
, _
Omodel :.' 7 b �ii
Iwss�lobal = 51.101•in4
rYtri,ss�lobal = 4.43•in
Laterally unbraced length of the member: La„Ss�obai 26� ft
Effective length factor 1 0;
;�-._ .._ _�
Maximum spacing of upstage/downstage trusses
before global capacity controls over local checks.
Use section F5 of the AISC code to determine the flexural buckfing strength. Conservatively assume that Cb = 1,0.
E
Lp := 1.1 • ry�ss�lobal'
FYchord
E
Lr �_ �'rYtruss_global' 0.7•F
Ychord
Cb := 1.0 Cb = 1
Lp = 10.204 ft
L� = 34.831 ft
RFTRMG96 2x4 chords.xmcd Date Last Save:S/21/2010
ESG 23 of 161
Pro'ect: Premier Global Com onents
��r PronNo.: 1016.25 Global
St��+�r Schri�fe:rA�svciat�es, Iv�e, �a►�„�
Cassnifing St�ncEurat Engineeis Desi ner: NRW
Caaocinn�,t9,O.hi�a 513»S+bZ�33o13 �. � Pa e: 5 of 17
cnlumtxos,o�ia �99-a2s-a9oo �n�dinrYtetl'i ttvctur2S Gr+oti€p Date: 5/21/2010
eoo-sa��ar
Equation F5-3, Lp < L truss�lobal < Lr
Ltruss�lobal — Lp
Fcr bcl := mi Cb' FYchord —�0.3•FYchord�' L– L �FYchord
r p
Equation F5-4, L truss�lobal > Lr
Cb•�2•E Cb•�2•E
Fcr bc2 = i 2� FYct,ora> 2>FYchora
(Ltruss�iobal Lwss�iobal
�Ytruss�lobal) � I'Ytruss�iobal�
if�L�ss�lobal � Y-r�Fcr_bcl �Fcr bc2�
Allowable flexural buckling stress: Fa_�r�.se� :_ �
c
Allowable compression capacity: P� chord�lobal �_ �Fa_crbc.sec'Achord�
Diaqonal Capacities
Check Flexural Caaacitv of Diaaonals in Bendina
F�� �� = 37.1•ksi
Fcr bc2 = 46•ksi
Fa crbcsec = 22•2'ks�
The local compression capacity of the chord will
govern as long as the spacing of the sub trusses
does not exceed 26 ft.
Check limiting width to thickness ratios for compression elements using Tabie B4.1.
�; °n p�c := 1.12•� bt_compact = 28.121 > b over t_diag = 14.2 therefore section is compact
FYaiag —
���m�c := 2.42•� ht compact = 60.762 > h_over t_diag = 14.2 therefore section is compact
FYa�ag
Web Iocal buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity: �M�,- Fya;ag Za�ag
Mn,c
Allowable vertical moment capacity: M�_a;ag :_ —
�b
Nominal horizontal moment capacity: �- Fyd;ag Za��
Allowable horizontal moment ca aci M M°y
p �' ay_diag :_ —
�b
Mr„� = 2.239•ft•kip
M�y = 2.239�ft•kip
RFTRMG96 2x4 chords.xmcd Date Last Save:5/21/2010
�
ESG 24 of 161
Pro'ect: Premier Global Com onents
Client: Premier Globai
$��a£J� SC�tR!'fpf`f}g5p�jli�'4'g, r�tG. �� �� Pro : No.: 1016.25
ConsulfingStrucEuratEngiaee�s Desi ner: NRW
C3ncurru�C�, C7tiio 5i3•54�33U� ��� Pa e: 6 of 17
Cnlumims�C�hia b34-�25-�90D ������ e����y�s�t�t�p Date: 5/21/2010
Check Axial Tension Capacitv of DiaQonals for Overall Truss Action
Tensile yielding on gross section: p�:= Fya;ag Ad;ag
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension: SZt = 1.67
Allowable tension capacity: p� d;� :- PII�'
S2t
Pn,, = 38.64•kip
Check Axial Comqression Capacitv of Dia9onal for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (to�sional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member: ;La,ag, �_ (58 �n)2 +(2i 4 m)� Ld;ag = 5.1528
Effective length factor 1:0
�v.... . .,>
KI/r. �� �ff'Ldiag
ra��
Elastic critica! buckling stress: �:_ �2�E
kl r2
FYdiag
F
Flexural buckling stress, F�: �:- i kl r> 4.71• E,0.877•Fe, 0.658 e •FYdiag
FYaiag
F�� = 29.509•ksi
Safety factor for compression: St� = 1.67
Fcr' Adiag
Allowable compression capacity: P�_d;ag :_ �
c
kl_r = 81.238
Fe = 43.369•ksi
RFTRMG96 2x4 chords.xmcd Date Last Save:5/21/2010
ESG 25 of 161
Pro'ect Premier Global Com onents
i Client: Premier Global
S�pr�r �chaefcrAss�eia�es, ltu �,�� .'�-� Pro . No.: 1016.25
Coasulfing St�ncEura! Engineais Oesi ner: NRW
C9ns;nmR,ri,flhip �13�a42�.3.301� ��� Pa e: 7 of 17
�olumbus,()hio 634925-�300 ��ainmer� n�Cu�es:�ro� Date: 5l21/2070
80D-542-330i
Vertical Strut Capacities
Check Flexural Capacitv of Verticals in Bendins�
Check limiting width to thickness ratios for compression elements using Table B4.1.
t o c:= 1.12•� bt compact = 28.121 > b_over t vert = 14.2
FYvert
om c:= 2.42•� ht compact = 60.762 > h_over_t vert = 14.2
FYvert
therefore section is compact
therefore section is comqact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity: �= Fyven'Zvert
Mnx
Allowable vertical moment capacity: M� �en �_ �
b
Nominal horizontal moment capaciry: �= FyveR•Z�,e,.�
Allowable horizontal moment ca ac M Mny
p �' ay_vert �_ —
�b
Check Axial Tension Capacity of Verticals for Overall Truss Action
Tensile yielding on gross section: �;- pYVert.A��
Safety factor for tension: St� = 1.67
Allowable tension ca aci p P°-y
P ry� ta vert = �
t
M„X = 2.239•ft�kip
Mny = 2.239�ft•kip
P„y = 38.64•kip
Check Axial Compression Caqacitv of Verticals for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsionai buckling do not apply)
Laterally unbraced length of the member: i.�,e1� ,,-58 �ri
Effective length factor � 1 U
•�efi' Lvert
KIlr: Mk�,r :_
rvert
RFTRMG96 2x4 chords.xmcd
Lvert = 4.833 ft
kl_r = 76.216
Date Last Save:5/21 /2010
ESG 26 of 161
Pro ect: Premier Global Com onents
Client: Premier Global
S'lL'T�Cbi.�"Cit�C�ferASSEitY��'G'S���IC. 16'��s P�0'. NO.: 1076.25
ConsulfingSfmcEuml Enginee�s �'�� Desi ner: NRW
Ca7xinnati,oh,'o 513-5�2�3.3Q0 ��,. Pa e: 8 of 17
Ctilunitrus, flfiia 634-�28-9900 EIiL@Ctdiil� �tCIJCtU4'�2S �5t"Ott� Date: 5l21 /2010
80D342-3302
2
Elastic critical buckling stress: �: � �E
kl r2
FYvert
Flexural buckling stress, F�: �:- i kl r> 4.71•�,0.877•Fe, 0.658 Fe •FYvert
FYverc
F� = 31.121•ksi
Saiety factor for compression: S2� = 1.67
Fcr' Avert
Ailowable compression capaciry: P� Vert :_
��
Horizontal Capacities
Check Flexural Capacitv of Horizontals
Check limiting width to thickness ratios for compression elements using Table 64.1.
t�com := 1.12•� bt compact = 28.121 > b_over t horz = 14.2
FYhorz — —
h o ac := 2.42•� ht compact = 60.762 > h over t horz = 14.2
FYhorz — — —
Fe = 49.273•ksi
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity: �= Fynorz�Znoa
Mnx
Allowable vertical moment capacity: M� ho� :_ �
b
Nomina! horizontal moment capacity: M�:= Fyho� Znoa
M�Y
Allowable horizontal moment capacity: May noa �_ �
b
Check Axial Tension Capacitv of Horizontal
Tensile yielding on gross section: �P�= Fynorz'Ahoa
Tensiie rupture will not be analyzed as there are not holes in this member.
Pny
Allowable tension capacity: P� norz �_
SEt
MnX = 2.239•ft•kip
M„y = 2.239•ft•kip
P�y = 38.64•kip
RFTRMG96 2x4 chords.xmcd Date Last Save:5/21/2010
ESG 27 of 161
Pro'ect: Premier Global Com onents
�` Client: Premier Global
�t�vt� �iCtti�f�r ASSDG't�i�5, ��tC. �'�. Pro'. No.: 1016.25
C t �*,�,
CoasulfingSt�uc�uxat�ngineeis Desi ner: NRW
C.incin��i3Otvp 513,i42.�00 �;. (� Pa e: 9 of 17
Golum4n�s,t>J�ia 689-928-4900 ���inmen�t ttlUCtk1�S�1�Ot� Date: 5/21/2010
eoo•saz-�vz
Check Axiai Compression Capacitv of Horizontal
The nominal compressive strength shaii be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member L��': 22 ►n
Effective length factor 1':0
��_.:.. _; .:;
for local check only
KUP: �;_ �ff'Lhorz � r = 28.909
rhorc
2
Elastic critical buckling stress: �;_ ��E Fe = 342.469•ksi
kl r2
FYhorz
Flexural buckling stress, Fa: F� = i kl r> 4.71 •�, 0.877•Fe, 0.658 Fe •Fyhorz Fcr = 43.485•ksi
FYhon
F�
Allowable flexural buckling stress:
��,1�4� ��
Fcr'Ahoa
Allowable compression capacity: P� no� �_ �
c
HSS to HSS Connection Check (Diaq to Chord) - Chapter K2.3
Branch angle to chord: 8�o,nt:: 71 deg
Thickness of branch wall tb ;1 �
-�8 .
Width of branch member $b ;� ln
Height of branch member � 2 in
Thickness of main wall
Width of main member:
Height of main member:
Utilization ratio: U:= 1 Conservatively set utilization to 1.0
`t ; in
8::;:
':B 2' in
�, 2;� in
2•�4•Bb�
Effective width ratic Reff ;= sum of perimeters of two branch members
g�B divided by 8x chord width
Fa cr_Ioca1= 26.039•ksi
U=1
�3eff = 1
Chord stress interaction parameter: chord in tens�on ;;� I;0
chord in compr. Q f� ;- �f � 3_ 0.4•U � 1,1.3 — 0.4•U � 1 Qfc = 0.9
C Reff Qeff )
CheCk: cLcheck := if�Qft ^ Qfc < 0, "Invalid" , "OK" �
RFTRMG96 2x4 chords.xmcd Date Last Save:S/21I2010
ESG 28 of 161
Pro ect: Premier Global Com onents
�,s Client Premier Global
Ste�e� S�ha�ferA�so��teS. �it£. �*� .; � Pro'. No.: 1016.25
Consuifing Sl�cEural �egineers �r Desi ner: NRW
Canein�tti3Ofcio 413�,;42 3.�0[1 �G.� �7 Pa e: 10 of 17
Columbxis,09�ia 639�35-�00 ���a�nl�t�l'1t'"!'I�CttM�S �t�OfJp Date: 5121/2010
eoasa��
Check limits of applicability (K2.3a)
Joint eccentricity: e�o,,;t; 7 5�n joint eccenficity_check :_ "OK" if �ejo�n� <_ 0.25•H� n�ejo�n� 2-0.55•H�
"NG" otherwise
Per AISC commentary on page 16.1-370, if the gap size in a gapped K or N connection exceeds the value
permitted by the eccentricity limit then the joint shall be treated as an independent Y- connection as well as a
T-type connection.
Branch angle: branch angle_check = I"OK" if 9joint � 30•deg
"I�G" otherwise
Chord Wall Slenderness ratio: check slenderness := ("OK" if b over t chord <_ 35
"NG" otherwise
Tension Branch Slenderness ratio: check branch_slenderness := I"OK" if b_over t diag <_ 35
"NG" otherwise
Compression Branch Slenderness ratio:
check compbranch_slenderness :_ '"OK" if b_over_t_diag <_ 35
Width ratio: check width ratio :_
B
"OK" if b >_ 0.25
B
B
"OK" if b >_ 035
B
"NG" othetwise
E 0.5
"OK" if b_over t diag <_ 1.25•( 1
— — l FYdiag J
E 0.5
"OK" if b_over t diag <_ 1.1•r 1
— — l FYaiag�
"NG" otherwise
+A.����������.�.��'��'k'�����r�; `� .
z, .�r� �,� �-�`� ��� ���s ��'�, ,,�. � �:
� �ee(��p��b ���1���e�x�e�s�-�� * �,����
B
Aspect ratio: check_aspect_ratio :_ "OK" if H>_ 0.5 n b S 2.0
B B
"NG" otherwise
��k�e�, '� e�E*�'i'�At�����OI��!��
:.� .�. �.,�.�r,.��;Y.��=���:,���
RFTRMG96 2x4 chords.xmcd Date Last Save:5/21/2010
_
ESG 29 of 161
Pro'ect: Premier Global Com onents
Client: Premier Global
u��ept'ti��it�ef�rAS&p�tA[i�S.�s�tC ' �0►��� Pro'. No.: 1016.25
Consulfing StmcEuraT Enginee�s �� Desi ner: NRW
Cancim�,t�,Ofrio 9I�-54223:i0n � � Pa e: 11 of 17
Cc�lunitn�s.03Eia ���s-�oo ���inmer�t t►�uctu�ves C�rau� Date: 5/21l2010
eoo-sa��rz
Strength: check_strength :_ "OK" if Fychora < 52•ksi
"NG" otherwise
FYchord
Ductility: check ductility :_ "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with A�ciai Loads in T. Y and Cross Connections (K2.3b)
The vertical and diagonal are the same member size therefore both will have the same capacity based on the
equations below.
Chord slenderness ratio: B
'Y =
2'tchord
B
Width ratio: p:- b (3 = 1
B
in addition to the requirements of K2.3a, the following must also apply:
beta ratio :_ "OK" if �i >_ 0.25
"NG" otherwise
Hb
Sin A�oint
Load length parameter: � :_
B
ry = 8.621
r� = 1.058
Effective outside punching parameter: peop ;— ifr5• R< p,5• p, pl Reop = 0.58
� 'Y 'Y J
The available branch strength shall be the lowest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall plastification
check chord_wall := I"No check" if (3 >(U.85)
"Check" otherwise
check chord wall = "No check"
RFTRMG96 2x4 chords.xmcd Date Last Save:5/21/2010
ESG 30 of 161
Pro'ect Premier Global Com onents
�F Client: Premier Global
�t�vesr 5chaefer Associut�s, Itt� ��� � Pro . No.: 1016.25
Consulfing StrocEurai Engineeis Desi ner: NRW
� � Pa e: 12 of 17
Girncin�ti,nhiv 513-S�Z�q�i ��ainrn��Y�ICdt!'�'�S �t� Date: 5/21/2010
Cxilumkms, O+hic+ 699�25-�l900 9D0342-33t3i
Shear yieldina (punchinq)
check shearyielding := I
"No check req"
"No check req"
if (3 > (1 - 1 J
� �
if p<0.85nB>_10
t
"Check" otherwise
check_shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenclth
This ►imit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.S�tchord + �
Slri(B�oint)
LoC21 Yleld'tng �'a_nl =
sin�9�oint�'1.5
Pa_�� = 22.5•kip
Hb
3•
sin�6� �
1.6•tchord2' 1 + �oint ,�29000•ksi•Fychord���5'Qfc
H - 3•tchord
Sidewall Crippling Pa �:= sin A• • 2 Pa_�2 = 57.3�kip
� �omt)'
10 FYchord'tchord
Uneven Load b�;:= mi •� •Bb,Bb
CB � FYdiag'idiag
t�ho�a
FYdiag'tdiag'�2•Hb + 2•b�; - 4•td;�
Pa-"� � l .58
Maximum allowable load
in diagonals due to local
effects of connection
Pa_dia�Iocal �= min�Pa_n] �Pa n2>Pa n3�
b�� = 1.16•in
Pa n3 = 19.8•kip
��"' ����y`�',�„^� A
`c i�,z. �» � �' `A �o� .�'i
This value is greater than the
capacity of the member. Does
not control.
RFTRMG96 2x4 chords.xmcd Date Last Save:S/21/2010
._.. . . .;. .
ESG 31 of 161
Pro ect: Premier Globai Com onents
Client: Premier Globai
��i7e�►T u��tf�E'�!'T AS&OCll�i'C5, �tl�. ��s Pro . No.: 1016.25
Consulfiag SiTocE�ual Enguteers
'r•�'"�+��'� Desi ner: NRW
Ci�cinn�ti,Uhiu .r*1� 542331UD �. � Pa e: 13 of 17
Golumbus,Ofiio 6�4-�38-�04 ���a�h�'� tCiJCtCl�5�7t�0ii,p Date: 5/21/2070
eoo•saz-�ox
HSS to HSS Connection Check (Vert to Chordl- Chapter K2.3
Branch angle to chord: e' , 9��deg
Thickness of branch wall t" 1,ri
�>:
. $ .. =_:
Width of branch member = 2 in
�;;. ...,...:_;,
Height of branch member - 2 in
� ::..:..:.::. .
Thickness of main wall:
Width of main member:
Height of main member:
t 1 ;iri
nN 8 :: .>
� 2�•iri
�, 2 in
Utilization ratio:�7 :— 1 Conservatively set utilization to 1.0
2•�4�Bb�
Effective width ratic�- sum of perimeters of two branch members
8'B divided by 8x chord width
U=1
�ieg = 1
Chord stress interaction parameter: chord in tension �:1 Q
chord in compr. �- if(],3 — 0.4•U � 1,1.3 —�'4 U,11 Qf� = 0.9
l �eff �eff �
Check: �;�:- if�Qg ^ Qfc < 0,"Invalid" ,"OK"�
Check limits of applicabilitv (K2.3a)
Joint eccentricity: N/A will be checked as T connection
Branch angle: �r cyh�le�,�,k :_ �"OK" if 9�o;�t >_ 30•deg
"NG" otherwise
Chord Wall Slenderness ratio: c, ,�I�����Iy�sNs,y�.= ('�OK" if b over t_chord _< 35
"NG" otherwise
Tension Branch Slenderness ratio: c h lenderne :_ ���OK" if b over t vert < 35
"NG" otherwise
RFTRMG96 2x4 chords.xmcd Date Last Save:5/21/2010
ESG 32 of 161
Pro ect Premier Global Com onents
�� Client: Premier Giobal
Ste�e� Schrte�crAssv�iates,Yrtc. �,�l� Pro'. No.: 1016.25
�onsuiEingStrocturalE�inee�s '�'"� Desi ner: NRW
Giaxinrcati3Ofuu 9.1�542.33W ��� Pa e: 14 of 17
Co1um}n�s,09►io 6i�28-940a ��ainment �ures.Group Date: 5/21/2010
eoo-saz-�ox
Compression Branch Slenderness ratio:
r 1 e ='"OK" if b over t vert <_ 35
B
Width ratio: tc� 1� ' r t'o :_ "OK" if b>_ 0.25
B
B
"OK" if b >_ 0.35
B
"NG" otherwise
B
Aspect ratio: �}� l�a�s���i= ��OK" if H>_ 0.5 n b<_ 2.0
B B
"NG" otherwise
Strength: c�e,������,�tii := I"OK" if Fycno�a < 52•ksi
"NG" otherwise
FYcnord
< Ductility: �C����N= ,��K" if < 0.8
Fuchord
"NG" otherwise
Branches with Axial Loads in T, Y and Cross Connections (K2.3b)
Chord slenderness ratio: �= B
2'tchord
$
Width ratio: �— b R= 1
B
In addition to the requirements of K2.3a, the following must also apply:
et ra ' "OK" if � >_ 0.25
"NG" otherwise
E 0.5
"OK" if b_over t vert <_ 1.25 •� 1
— — FYd�ag�
E 0.5
"OK" if b_over t vert <_ 1.1•r 1
`FYdiag J
"NG" otherwise
�u �.�.: ���.' � ���
�Z?'�C��d��410r�� ��
��.�
^� = 8.621
RFTRMG96 2x4 chords.xmcd Date Last Save:5/21/2010
... ........... .�
ESG 33 of 161
Pro'ect Premier Global Com onents
� Client: Premier Global
�� Pro'. No.: 7016.25
S%v�rrSchrn�rAssDci�i`cs.�+rc. ,,,�,��-
Consuifing8#rochuabEnginee�s �#� Desi ner: NRW
����.�� 5j���� �� Pa e: 15 of 17
Caiim�n�s. o�►io 614�28-�i9oo ��ai11PVl�lYt 5t1`tJCtB�S �t'Dtl� Date: 5/21 /2010
aoo-saa-�
Hp
Sin e�oint
Load length parameter: �_
B
Effective outside punching parameter: i�:= if(5• a< p,5• a, pl
l 'Y 'Y J
r�=1
peOP = 0.58
The available branch strength shall be the lowest value from the following limit states....chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution..
Chord wall qlastification
n���,rSG�X�'�- I'�No check" if �i > (Q.85)
"Check" otherwise
Shear yieldina (punchingl
check chord wall = "No check"
c�l�,e� r �i d' _"No check req" if �i >(1 — 1� check shearyielding ="No check req"
� 7
"No check req" if p< 0.85 n B z 10
t
"Check" otherwise
The fimit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.5•t�hottJ + �
Local Yielding sin�6�oim�
'�^� sin�8• • }• 1.5
�omt
�a_nl = 20.4•kip
Hb
3•
sin�A• �
1.6•tchord2' 1 + loint ,(Z9000•ksi•Fychord���s'Qfc
H-3•t �
Sidewall Crippling �;— °ho`a pa �Z = 66.2•kip
sin�Qfc�' 2
Uneven Load �� ,,,; B ���chord'�chordl Bb�Bb
Ydiag' vert J
( tchord)
befli = 1.16•in
RFTRMG96 2x4 chords.xmcd Date Last Save:5/21/2010
ESG 34 of 161
Pro'ect: Premier Globai Com onents
� Client: Premier Global
5t¢�eat Schr��ferAssaciaies, l�i�i�. �.��'�~ Pro'. No.: 1016.25
Consui#ing SiineEura� Engiite�e�s �"�'�'�� Desi ner: NRW
C�ncin�,Fi,C�him 5I3•542„�33Qt1 �. � Pa e: 16 of 17
Cal�umin�s,CDhip 634-�35-9900 ����nme��YltitEli'�Sl�i"bfij? Date: 5/21/2010
800-542-33t�z
FYvert'tvert'�2•Hb + 2•b�; — 4•t�,ett)
"p�"�"� 1.58
Maximum allowable load
in verticals due to locai
effects of connection
Truss to Truss Connection:
Bolt Capacities
Pa vert_local �= min�Pa_nl � Pa_n2 � Pa n3�
Pa � = 19.8•kip
This value is greater than the
capacity of the member. Does
not control.
Connection is made with {6) 3/4" Gr. 8 bolts top and bottom of the truss through a vertical plate. The bolts will be
required to resist vertical shear and tension from chord forces. An additional (4) bolts are used at the bottom of the truss
through a horizontal plate and a connection plate to the additional truss. These bolts will only take shear from the .
tension in the bottom chord.
Allowable Tension Capacity of Bolts
Allowable Shea� Capacity of Bolts
Reduce capacity to 13.1 k per note below
The interaction of the bolts will be verified in the Excel sheets per J.3.7.
The thinnest connection plate material for the truss is 1/4". Per table 7-5, the allowable bolt bearing strength for a 3/4"
bolt in an oversize hole with 3" spacing is 13.1 k. The allowable bolt shear listed above will be conservatively reduced
to 13.1 k for ease of simplification of the calculations.
Vertical Plate Capacity
The vertical plate has a typical bolt spacing of 3" oc. The plate will be analyzed assuming a bolt tension force equal
to the tension capacity of the bolt to confirm the plate is not the limiting element.
Tributary width of plate per bolt
Thickness of. plate
Vertical span of plate
Plastic section modulus per tributary
width of plate
Allowable moment in plate
Allowable shear in plate
bplate_tnb . 3%1n
_,
tven�ilase O.S �ri
Lvert�laze 3;: �n
2
bplate trib'tvert�late
Zvert�late �— ,,
36•ksi•Zvert�tate
Ma vert�late �— 1.67
0.6• 36• ksi• bp�ate_trib'tveR�late
va_vert�late �= 1.67
Zvert�late = d.187•in3
RFTRMG96 2x4 chords.xmcd Date Last Save:5/21/2010
ESG 35 of 161
Pro'ecG � Premier Globai Com onents
�r Client: Premier Giobal
� Pro'. No.: 1016.25
Sit�enSc.ha�fcrAssucia�s,inc. ��f��,
Consuiiing S�acEurat Enginee�s Desi ner: NRW
Cimsin�,ti,oleia 513-a%Z3.�UP ��� Pa e: 17 of 17
Cxilumtn�s, OCtio 639�28-490o E�a�nm�i 5t111Gtftri2s l9tYltlp Date: 5l21 /2010
9DD-542-33iY't
Welded Connections of Truss Members
The truss members are made of 1/8" thick wall members. The welds are 1/4" fillet welds. Therefore, the weld is
sufficient to fuliy develop the strength of the member,
RFTRMG96 2x4 chords.xmcd Date Last Save:5/21/2010
ESG 36 of 161
Pro ect� Premier Global Com onents
�Gs Client: Premier Global
.�'i�i7G'li �G'hRc'f�1'�i,SsOc'iti%S, �:r�, ����,r Pr0'. No.: 1016.25
ConsuiHngSlrucEuralEngiaee�s '�'�'� Desi ner: NRW
Ciao�in�,ti3Ohip 513-5�Z.33IX) ���7 Pa e: 1 of 13
Columbns, [k�ic+ 674-�2s-�00 ��ainment tf'iJICtl1T�S Gt�Ott,j� Date: 5/21 /2010
eoo-sa��az
Premier Global Part RFTRRG18
Buildinq Code: IBC
Materiats
HSS tubes = ASTM A500 Grade B
Plates = ASTM A36
Boits = Grade 8
Tvpical Truss Chords - HSS2x2x1/8
Properties of inembers:
Achozii � 84 m?
b over � chord 14;2
FYcnora , �4� �y .
FUchord . 58�`ksi'
Tvpical Diaqonals - HSS2x2x1/8
Properties of inember.
Aa,�; 0 84 in2
b over t d�ag 14.2
�Ydiag 46 ks.i .
FUd,� 58 ksi.
Tvpical Verticals - HSS2x2x1l8
Properties of inember:
ft�rt= 0 84•:in2
b ov.er t vert 14 2
F�Yv,eit 46.ksi
Fuvert 58'ks.i.
Tvpical Variables
Safety factor for flexure: Stb '= 167
Safety factor for tension S2� '= 1 67
RFTRRG18.xmcd
tchord 0116 �n
h' ov�t � :chord = 14'2
;E .. 290.00•ksi
ta,� 0;116 in
h' over � d�ag :14 2
;E 29000 0 ksi
tvert Q:;116 in
h o�er t: vert ':14 2
� 29Q'0:0 0 ksi
�chora:� 0 486 m4
Sxchord 0 486 m�
�ct,ord'� fl 76i, in
ZXchord 0 584 m3
_ -
�d,ag ; 0 486 iii4
Sd,� ;; 0 486 in3.
rg,ag '; 0 761 tn
Zd,� = 0 584 in3
I�� ; 0 486 in4
svert .- 0 486 in�
rvert . ` 0 761 �n
Z�,ert = 0 5$4 iir ;
Safety factor for compression SZ� 1 67;
Safety factor for bearing: S2:brg 2 0
" 4
IYchord ::`9 486 tri :
SYchord , : 0 486 .in3
?3'cnotd ;. a 761 tn
• ZYchord = 0 584 in3'
ESG 37 of 161
Pro'ect: Premier Global Com onents
Client: Premier Global
S���eri 5cha+�.�erAssaeiates, Xtr� �;,rm��r Pro'. No.: 1016.25
CansultingStrachuatEn�ineecs ""'�'� Desi ner: NRW
Ciacinrtati3Ohin 513�54Z,i30!'i ��� Pa e: 2 of 13
coi�mt���,c�;o b�,�Zs-�oo �r�tertainm�er� r�,ct�n�eaGrcw,p Date: 5/21/2010
soasaa��st
LOCAL TRUSS CHECKS FOR CHORD CAPACITY
Check Flexural Capacitv of Top or Bottom Chord in Bendinq Between Panel Points
Check limiting width to thickness ratios for compression elements using Table 64.1.
bt compact := 1.12•� bt compact = 28,1 > b over t chord = 14.2
FYchord
ht compact := 2.42•� ht compact = 60.8 > h over t chord = 14.2
' FYcnord — —
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capacity:
Mnx �= FYchord'ZXchord = 2•2'kip•ft
Mny �= FYchord'ZYchord = 2.2•kip•ft
GLOBAL TRUSS CHECKS FOR CHORD CAPACITY
Check Axial Tension Capacitv of Chords for Overall Truss Action
Tensile yielding on gross section: P�,, := FYchord•�no�a
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension: Stt = 1.67
Allowable tension capacity
RFTRRG18.xmcd
Pny
Pta_chord �- �
P�y = 38.6•kip
� � ���c,�^��,�ix"�
� �` �� ��.�,�..�'�`tg
�
ESG 38 of 161
Pro'ect: Premier Globai Com onents
Client: Premier Global
S�e�Schaef�rA3so�iat�s.11ft� �� e Pro'. No.: 1016.25
ConsultingS#mciura�E�ineeis Desi ner: NRW
Gim�mrt�,ti�,Ohio 5]3.�y.,33Q1) Pa e: 3 of 13
Colombus,O�io 614-426-�1900 ����i111Yt�t1i�1'1ilGttt�S�lbit� Date: 5/21l2010
BDD-54233�
Chord Overall Compression Capacitv for Saan Between Trusses
Check (imiting width to thickness ratios for compression elements using Table 64.1.
b om := 1.12•� bt compact = 28.1 > b_over_t_chord = 14.2
FYchord
h om c:= 2.42•� ht compact = 60.8 > h_over t chord = 14.2
FYchord
therefore section is compact
therefore section is compact
The nominal compressive strength shall be the lowest value obtained according to the timit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member L��d 206 m°:17 2 fi :
Effective length factor: I�eff 1.0
Kl/r.
Elastic critical buckling stress:
Flexural buckling stress, Fcr
Allowable compression capacity:
RFTRRG18.xmcd
Keff'Lchora
kl r:= = 271
�chord
2
Fe = � E = 3.9•ksi
kl r2
FYchord
Fa := 0.658 Fe •FYchord if kl_r <_ 4.71 •�
FYchord
0.877•Fe otherwise
= 3.4•ksi
ESG 39 of 161
Pro'ect: Premier Global Com onents
* Client: Premier Global
�#�?�+G'at �C�tlt�',��1`ASS[1�ii#�'CS, �tz�. �i�'�� Pro'. No.: 1016.25
ConsuifingStcachuatEn�ineers �� Desi ner: NRW
Canein�,�i,dhio 5�3.5��3� ��� Pa e: 4 of 13
Cnlumbus,Cl�ria b94-�28-4900 Er►t�rtainrnent tYUIGtU�'25 �i�b1l� Date: 5/21/2010
eDo342-33�2'.
Diaqonal Capacities
Check Flexurai Capacitv of Diaaonals in Bendinq
Check limiting width to thickness ratios for compression elements using Table 64.1
t om c:= 1.12•� bt compact = 28.1 � b over t diag = 14.2
FYdiag — —
h om�ac�t := 2.42•� ht compact = 60.8 � h over t diag = 14.2
FYdiag � — — —
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable moment capacity:
,�',p�= FYdiag'Zd;ag = 2.2•kip•ft
Check Axiat Tension Capacitv of Diactonals for Overall Truss Action
Tensile yielding on gross section: P�.= FyaiagAd;ag = 38.6•kip
Tensile rupture will not be analyzed as there are not holes in this member.
Safery factor for tension: St� = 1.67
Allowable tension capacity:
Check Axiat Compression Capacitv of Diaqonal for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member
Effective length factor:
KI/r:
RFTRRG18.xmcd
; La,� ; 5 14 fi
; .
r 1 0.
, ��:,: :.._ ,
r _ Keff'Ldiag = 81.1
Il�:-
rdiag
ESG 40 of 161
Pro'ect: Premier Global Com onents
` Client: Premier Global
��` Pro'. No.: 1076.25
S�ev��t S�h€���er.4ssv�iaies, Irrc. ��,.'
Cvnsuifing Stmehua� Enginee�s Desi ner: NRW
Pa e• 5 of 13
Caa�cinn�ti,C�hiv 518�a+62,3.�W Et1t�Ctdil�rYtPttt tt'ilCttit�+ES � Date: 5/21/2010
Columbus,O+hio ba4112S-490� 8C0•542-33oz ��
Elastic critical buckling stress:
Flexural buckling stress, F�:
Ailowable compression capacity:
Vertical Strut Capacities
�2•E
F�= = 43.6•ksi
kl r2
FYdiag
�:= i kl_r > 4.71• E,0.877•Fe, 0.658 Fe •FYdiag = 29.6•ksi
FYdiag
Check Flexural Capacitv of Verticals in Bendina
Check limiting width to thickness ratios for campression elements using Table 64.1.
om ct := 1.12•� bt_compact = 28.1 > b over t vert = 14.2
FYvert — — —
om a:= 2.42•� ht compact = 60.8 � h over t vert = 14.2
FYvert
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable momenf capacity:
�;= FYvert'7vert = 2.2•kip•ft
Check Axial Tension Capacity of Verticals for Overall Truss Action
Tensile yielding on gross section: p�,= FyVe,�•AVert = 38.6-kip
Safety factor for tension: S�t - 1.67
Allowable tension capacity:
RFTRRG18.xmcd
ESG 41 of 161
Pro'ect: Premier Global Com onents
Client: Premier Global
Ste��� Scha�fer Assa�ia�es. �[t:r. �r�'�� Pro'. No.: 1016.25
�onsoifing StiucEusal Engimee�s �"'��, Desi ner: NRW
��� Pa e• 6 of 13
�"`��'�`'�'a�1° '��"�''�� Errtertainment t1'+ulGtttt'251�r0U,}� Date: 5/27/2010
CNumtnis.CNeto 694--�125-�190D HOD-5d2-3382
Check Axial Compression Capacitv of Verticais for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member:
Effective (ength factor:
KI/r:
Elastic critical buckling stress:
Flexural buckling stress, Fcr
Allowable compression capacity:
�vert 5 8�zn 4 8=ft :'
, ,.
L:Q
�v;:;; :;.....,
�ff•�en
k� _ = 76.2
rvert
2
F�:= � E = 49.3•ksi
kl r2
FYvert
�= i kl_r> 4.71��,0.877•Fe, 0.658 Fe •FYvert = 31.1•ksi
FYvert
HSS to HSS Connection Check (Diact to Chord� - Chapter K2.3
Branch angle to chord: 9jomt, -'ZO 2,deg
1
Thickness of branch wall tb; zn
;,
8
Width of branch member Bb 2��n
Height of branch member :I�, 2.�n
Thickness of main wall:
Width of main member:
Height of main member
Utilization ratio: U:= 1 Conservativery set utilization to 1.0
t 1 in
'8 :;::.:
B = 2 in
H�:= 2•in
2��4•Bb�
Effective width ratic pe� :- = 1.0 sum of perimeters of two branch members
8'B divided by 8x chord width
Chord stress interaction parameter. chord in tension Qft ;;_ 1_0
chord in compr. Qf� :- if�1.3 - 0.4•U � 1,13 - 0.4•U � 11 = 0.9
Reff peff )
Check:
RFTRRG18.xmcd
ESG 42 of 161
Pro ect: Premier Global Com onents
r Client: Premier Global
�teven S�haeferr�ssvcia�es, F►rc, �.���� ' Pro'. No.: 1016.25
Consulfiag ShncEusal Engineets ��� Desi ner: NRW
��� Pa e: 7 of 13
���'�'`��71D 5��`�� �fitttCC8it1mellt tttiJCC6Ji'�S G Date: 5/21l2010
Colamkn�s.04tie+ 634-�?5-�904 eDD-542-33iY2 �
Check limits of apqlicability�K2.3a)
Joint eccentricity e�o,�,t 3�:tn joint eccentricity_check :_ "OK" if �e�oinc � 0.25•H� n�ejo��� >_ —0.55•H�
"NG" otherwise
Per AISC commentary on page 16.1-370, if the gap size in a gapped K or N connection exceeds the value
permitted by the eccentricity limit then the joint shall be treated as an independent Y- connection as well as a
T-type connection.
Branch angle: branch_angle_check:= I"OK" if 6joint ? 30•deg
"NG" otherwise
� � ����
Chord Wall Slendemess ratio: check_slenderness :_ "OK" if b over_t chord <_ 35 ;e�i���,��� er�. s� ��.
( "NG" otherwise
Tension Branch Slenderness ratio: check branch slenderness :_ "OK" if b_over t diag 5 35
"NG" otherwise
Compression Branch Slenderness ratio:
check_compbranch_slenderness :_
Width ratio: check width ratio :_
B
"OK" if b >_ 0.25
B
B
"OK" if B >_ 0.35
"NG" otherwise
Aspect ratio: check_aspect ratio :_
RFTRRG18.xmcd
"OK" if b_over t diag 5 35
E 0.5
"OK" if b_over_t diag <_ 1.25•� }
FYa�ag�
E 0.5
"OK" if b over t diag _< 1.1•( 1
l FYdiag J
"NG" otherwise
���:, "'r ,�"' ���.3. i '� ,
' � � ,�, R����n e ��-•� ��-�,F•:,
c�e�. ���pbran�h�����de��' �s�� '0���
�.. ..�.�.�>.. ���h�.;.�� �.��
B
'•OK" if H>_ 0.5 n b<_ 2.0
B B
"NG" otherwise
ESG 43 of 161
Pro ect: Premier Global Com onents
� Client: Premier Global
St�v��r SC.h�ferAssDc'i�ttes,l�te, ���� Pro'. No.: 1016.25
Cvnsuifing S#wct�usai Enginee�s Desi ner: NRW
Pa e• 8 of 13
Ci�ec;n�ai,C�Euv �13�2�i3W E��ai1111'1Et1C tYUlCtui�S �1Y7B�3 Date: 5/21/2010
Coli�mbus.Ohia �69h�23 1900 80D-54k33c>2
Strength: check strength :_ "OK" if Fychord � 52'ks�
"NG" otherwise
FYchord
DuCtility: check ductility ="OK" if < 0.8
FuchoM
"NG" otherwise
Branches with Axial �oads in T. Y and Cross Connections (K2.3b)
The vertical and diagonal are the same member size therefore both will have the same capacity based on the
equations below.
Chord slenderness ratio: B
� � 2'tchord
B
Width ratio: (3 � B p = �.p
In addition to the requirements of K2.3a, the following must also apply:
beta ratio ="OK" if p>_ 0.25
"NG" otherwise
Hb
Sin 8�oint
Load length parameter: r� :-
B
� ��
��'�����x.��`�
�y = 8.6
r� = 1.1
Effective outside punching parameter: Reop ;= if(5• �<(3, 5• p, (3� ReOp = 0.6
� 7 7 �
The available branch strength shall be the lowest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall plastification
check chord_wall := I"No check" if (� >(0.85)
"Check" otherwise
RFTRRG18.xmcd
check chord_wall = "No check"
ESG 44 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
�t���r S�h�F�rA�s�rciatcs, ��zc. �*� �� Pro'. No.: 1016.25
Consulfing Shnciural Engiheeis Desi ner. NRW
Pa e: 9 of 13
Cancin�,ii,v.hio �13ti�4tJ3on Enter�aimr ���1JCtt�'eS� Date: 5l21/2010
Csflutnlnis, 04Eio 584�3A-�F900 eD0-54b33cY1 ��
Shear yieldinq (punchinq)
check shearyielding :_ ',
'No check req" if p>�1 — 1�
7
"No check req" if R< 0.85 n B>_ 10
t
"Check" otherwise
check shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strencath
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.5•tchord + �
Sltt(e�oint)
Locai Yielding Pa_nl �_
Sltl(B�oint)' 1.5
Pa_n� = 22.7•Idp
`�
3•
sin�6• �
1.6•tchord2' 1 + loint ,(29000•ksi•FYchord�0.5,Qfc
H — 3•tchord
Sidewall Crippling Pa_� := sin 8• • 2 Pe-°2 — 57 8�p
� �omt�'
Uneven Load beO1;= p�� B �FFchord'ichordl Bb�Bb
Ydiag' diag J
� tchord)
FYdiag'tdiag'�2•Hb + 2•beoi ' 4'tdiag�
Pa-"� � 1.58
Maximum aliowable load
in diagonals due to local
effects of connection
RFTRRG18.xmcd
Pa_dia�local := min(Pa_nl � Pa_n2 � Pa_n3)
beO1 = 1.2•in
Pa n3 = 19.8•kip
This value is greater than the
capacity of the member. Does
not control.
ESG 45 of 161
Pro ect: Premier Global Com onents
Client: Premier Global
S%ucrt SckcteferAssa�ates, �[ir�. �� �� Pro'. No.: 1016.25
Consuifing Struchuat Engineers Desi ner: NRW
Cineinrt.iri.Otup �13-�t�330,ti �,�� Pa e: 70 of 13
cui�mbx�s,00tio 5��2s-�oo ��ainmen# tn�ct�es �rou,p Date: 5/21/2010
aoo-sar�z
HSS to HSS Connection Check (Vert to Chord) - Chapter K2.3
Branch angle to chord: A 90 deg
nXdR+tKn .::;i: :. ..:.;,....
Thickness of branch wall• � 1 xn
8 :, ::;:
Width of branch member. � 2'iri
Height of branch member: : 2 in
�... ..5. :':.:.
Thickness of main wall
Width of main member
Height of main member
Utilization ratio:�7 := 1 Conservatively set utilization to 1.0
1
�_: �n
, 8 :;
Br;= 2 �ri
IYW . � In
2•�4•Bb�
Effective width ratic�- = 1.0 sum of perimeters of finro branch members
8'B divided by 8x chord width
Chord stress interaction parameter: chord in tension � i`6
chord in compr. �; if�1.3 —��� U< 1,1.3 — 0.4•U � Il Qfc = 0.9
Reff Qeff J
Check: �:= if�Qft ^ Qf� < 0, "Invalid" , "OK" �
Check limits of applicabilitv (K2.3a)
Joint eccentricity: N/A wifl be checked as T connection
Branch angle: branch I h ck :_ "OK" if A�o�n� >_ 30•deg
'TiG" otherwise
Chord Wall Slenderness ratio: c�51 n erness = �"OK" if b_over t chord <_ 35
"NG" otherwise
Tension Branch Slenderness ratio: h ck r h lenderne s:= ("OK" if b_over_t vert <_ 35
"NG" otherwise
RFTRRG18.xmcd
ij��� �T �: �
��4,-�:����.�;-e,
�� �e ��� �,x ���s �1����s ����
� �
r'� �: �wn a�s�.,���k...�"`�.5.'.. n. ca.'�i
ESG 46 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
Stea+�n �chaefe��ssveiat�s,l�z�. ���,, � Pro'. No.: 1016.25
ConsulfiagStm.cEuratEngi.neers Desi ner: NRW
��� Pa e: 11 of 13
Gimcin�c,c�,Cihia 513��2J30U ��aifll�tetl� tt"UCCt1�S�G� Date: 5/21/2010
Columbns,(�io 6341J26-�00 B0o54�33tY2
Compression Branch Slenderness ratio:
h ck com branc sl de s•_
Width ratio: c eck �H th raf o:_
B
"OK" if b >_ 0.25
B
B
"OK" if b >_ 4.35
B
"NG" otherwise
B
ASpeCt �atio: check as e ra i•_ "OK" if H>_ 0.5 n b<_ 2.0
B B
"NG" otherwise
Strength: checl stren = I"OK" if Fychord � 52'ks�
"NG" otherwise
DuCtillty: k k ctili •_ "OK" �f Fychord � � 8
Fuchord
"NG" otherwise
Branches with Axial Loads in T, Y and Cross Connections (K2.3b)
Chord slenderness ratio: �- �
2•tchora
B
Width ratio: �i �.- b (3 = 1.0
B
In addition to the requirements of K2.3a, the following must also apply:
beN�:= I "OK" if (3 >_ 0.25
"NG" otherwise
RFTRRG18.xmcd
"OK" if b over t vert <_ 35
E 0.5
"OK" if b over t_vert <_ 1.25 •� 1
FYdiagJ
E 0.5
"OK" if b_over t vert S 1.1•r 1
l FYdiag J
"NG" otherwise
���� i �k���'�����
r
���,�-�?��E� � � �t 0��.,�:�i?�
^� = 8.6
ESG 47 of 161
Pro ect: Premier Global Com onents
P Client: Premier Global
S���rr ScJ�a�fcrA�sa�i:at�s.I�:c, ,,,�;�,r� � Pr �. No.: 1016.Zs
CvnsulEing S#mchuaI Enginee�s Desi ner: NRW
�����,�� 5y���� ��� Pa e: 12 of 13
Calumbx�s,Uhio �,a�2s-�aon Entertainment5tructures�ro�,,p Date: 5/21/2010
eoo-sa��oz
Hb
Sti1(e�oint)
Load length parameter: �-
B
Effective outside punching parameter: i�;- if(5• R< p,5• R,RI
� 'Y 'Y J
�=1.0
�3�P = 0.6
The available branch strength shall be the lowest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall plastification
ch�cN,k�,ch�ra� I'No check" if (3 > (0.85)
"Check" otherwise
Shear vieldinq (punchinq)
...............:...:....
I "No check req"
"No check req"
if (3>(1-11
l 'Yl
►fp<o.ss�B>_io
t
"Check" otherwise
check chord_wall = "No check" ,
check shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strencath
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S'1.S•tchord �' �
sin�8joint�
Local Yielding p��:-
sin�8�oint�'1.5
Pa_nl = 20.4•kip
Hb
3•
sin�9• �
1.6•tchord2' 1 + loint ,(29000•ksi�Fychord�� 5'Qfc
H-3•t `
Sidewall Crippling ��;— `nO`d pa � = 51.8•kip
Sln�9�oint�'2
Uneven Load b�;— mj � (FFchard'tchord� Bb�Bb
\ Ydiag'tvert
( tchord)
RFTRRG18.xmcd
b�; = 1.2•in
ESG 48 of 161
Pro'ect: Premier Giobal Com onents
T Client: Premier Global
$f�U��r! ���Rt',�Cl` A$SOGla�'C'S, ��'��. ��'�'� � Pro . No.: 1016.25
Consuifing S[rucEural En�in+eecs "�'� Desi ner: NRW
��� Pa e: 13 of 13
C"°�inm�i,ah� 513�y�2�3aj �ttteCtetlllYtell� CUttE1i'e5:�.7 Date: 5/21/2010
Gnlumtn�s,Clfiio 634-928•49� 80034�3�2 ��
FYvert'tvert'�2•Hb + 2•beoi — 4'tvert�
'�'��� 1.58
Maximum allowable load Pa_ven tocal �= m�n�Pa_nl �Pa_n2�Pa_n3�
in verticals due to local
effects of connection
Pa_n3 = 19.8•kip
This value is greater than the
capacity of the member. Does
not control.
Truss to Truss Connection:
This truss is connected to other 3D trusses with a bracket. This bracket consists of plates that go on the outside of a
vertical member from each truss. These plates are then bolted together to clamp the two trusses together.
Welded Connections of Truss Members
The truss members are made of 1/8" thick wall members. The welds are 1/4" fillet welds. Therefore, the weld is
sufficient to fully develop the strength of the member.
RFTRRG18.xmcd
ESG 49 of 161
Pro'ect: Premier Global Com onents
Client: Premier Global
�f�E�tt$G�tatt'��rASSAa`tct�'�,.,���G. A►��� Pro'. No.: 1016.25
Consu�tingShucEuralEn&ineecs "�'�� Desi ner: NRW
Cia�cmr�ti3Ohi.a 513-�±62.3.�W � Pa e: 1 of 13
Cnlumb��s,0leio b9�-�28-�1900 ����nl�l'S� tt'1JCit1�25 �1'Oti,�J Date: 5l21/2010
eoo-saz-�rz
Premier Global Part RFTRRIG1
Buildinp Code: IBC
Materials
HSS tubes = ASTM A500 Grade B
Plates = ASTM A36
Bolts = Grade 8
Tvpical Truss Chords - HSS2x2x1/8
Properties of inembers
�chord 0 84 m?
b over t eho"rd .14 2
RYchord 46�ks1.:
Fuchord 5$�ksi
Tvpical Diaqonals - HSS2x2x1/8
Properties of inember:
���; 0 84��ui
b ov,er t d�ag , 14 2
FYdiag 46 ksi
Fud,� 58 ksi
Tvpical Verticals - HSS2x2x1l8
Properties of inember:
Tvpical Variables
A��; o s4 ���z:
b ov'er ,i .ver� . 14.2
,.
FYvert 46 ksi
Fuvert 5$-ks� ------
Safety factor for flexure: S2b � 1 67
Safety factor for tension S�t = 1 67
RFTRRIG1.xmcd
tchord 0 � 16 in
fi o�er t''. chord = 14 2
E 29000 ksi
td,� Q:l I6 in
'ti over t: dxag i Y4'2
B 29000 0 ks:i
tvert Q:116 in
li o�er t` vert ,;;:14 2
E 290Q0 0 ksi
,
�chord : 0 �$6 m4
SXchord , 0 �8� m3
�chord: 0 761 tn
Zxchord 0 584 m3
Ia,ag _ 0 484 in
Sa,� ;; 0 486 in,3.'
raiag - 0 761 in
Zd�ag = 0 �$4 in
Yvert 0 486 in4
5�,� 0 4$6 i ��
r�� 4 "76i tri
7vert = � 584in3
Safety factor for compression St�� 1 61:
Safety factor for bearing: SZbrg 2:Q
�Ychord. ; 0 486 �in
SYchord .= 0 486 in3.
; ryc� _: 0.761 • in
ZYchord .:= 0 584`in3
ESG 50 of 161
Pro'ect: Premier Global Components
f' Client: Premier Global
� S%aer� SchaeferAssvciairs, Ift� �� Pro . No.: 1016.25
Consuifing Slrnctaral Engin�e�s Desi ner: NRW
��� Pa e: 2 of 13
C3auci�rrtati,Clhip 513-5�2330p �n�ertainmerrt t1'1JitlGre5l7�Y�Ct� Date: 5/21/2010
Cnlum6us,00Eic+ 434�23-�1900 8D0-542-3,3tY2
LOCAL TRUSS CHECKS FOR CHORD CAPACITY
Check Flexural Capacitv of Top or Bottom Chord in Bendinq Between Panet Points
Check limiting width to thickness ratios for compression elements using Tabie B4.1.
bt compact := 1.12•� bt compact = 28.1 > b_over t_chord = 14.2
FYchord
ht_compact := 2.42•� ht compact = 60.8 > h over_t_chord = 14.2
FYchord
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capacity:
Mnx �= FYchord'Zxchord = 2•2'kip•ft
Mny �- FYchord'ZYchord = 2.2�kip•ft
GLOBAL TRUSS CHECKS FOR CHORD CAPACITY
Check Axial Tension Caqacitv of Chords for Overall Truss Action
Tensile yielding on gross section: P„_y := FY�no�a��hora
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension: S2i = 1.67
Pn�
Allowable tension capacity: P� cnora �_ �
c
RFTRRIG1.xmcd
P,,,, = 38.6•kip
ESG 51 of 161
Pro'ect: Premier Globai Com onents
r Ctient: Premier Global
S�f�'i�'1L�J'i �'C�IRR��R�`ASS(1G16f�'CSr �11�. y�/iM��' P�O'. No.: 1016.25
Consniting Stcochnat �ng`ueeeis "'�'�'� Desi ner. NRW
Cancinn�ii�ateia 5�3��2�3oD �� �".� Pa e: 3 of 13
Coliwmirus,Ohia 6i4326-d9�D �n�i11�t1r3tCUCttld'@&�tYlu,� Date: 5/21/2010
60034233i72
Chord Overall Compression Capacitv for Span Between Trusses
Check limiting width to thickness ratios for compression elements using Table 64.1.
bt��.om ac := 1.12•� bt compact = 28.1 > b_over t chord = 14.2 therefore section is comqact
FYchord
ht om a:= 2.42•� ht_compact = 60.8 > h over t chord = 14.2 therefore section is compact
FYchord — — —
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member
Effective length factor:
Kl/r.
Elastic critical buckling stress:
I-chora :136 �n ';113 ft;;
- -;
�ff. ,, _ :1.: �
Keff'Lchora
kl r :_ = 179
�chord
2
Fe:= � E = 9.0•ksi
kl r2
FYchord
Flexural buckling stress, Fcr F�r := 0.658 �e •FYchord ►f kl_r 5 4.71•� = 7.9•ksi
FYchora
0.877•Fe otherwise
Allowable compression capacity:
RFTRRIG1.xmcd
ESG 52 of 161
Pro ect: Premier Globai Com onents
Client: Premier Global
�fE't�t'M �f�tR�f�i'ASS!►Gtl��4'S. �►lC. ��� Pro'. No.: 1016.25
CoasulEing StrncEtuat Engineecs �� Desi ner: NRW
��� Pa e: 4 of 13
Giaxin�ti3Otiio 513�542�330U EntertainmenC truNctuus�ees G Date: 5/21l2010
Gnlumtn�s.Ohip b�4-�2&�00 9oD34�33i�2 ��
Diaqonal Capacities
Check Flexural Capacitv of Diaqonals in Bendinq
Check limiting width to thickness ratios for compression elements using Table 64.1.
t om c:= 1.12•� bt_compact = 28.1 > b_over_t diag = 14.2
FYdiag
h om ac := 2.42•� ht_compact = 60.8 � h_over t diag = 14.2
FYdiag
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not appty. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable moment capacity:
,�p�= FYdiag'Zdiag = 2.2•kip•$
Check Axial Tension Capacitv of Diaqonals for Overall Truss Action
Tensile yielding on gross section: p�.- Fya;� Ad;ag = 38.6•kip
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension: Stt = 1.67
Allowable tension capacity:
Check Axial Compression Capacit�of Diaqonal for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member
Effective length factor:
KUr:
RFTRRtG1.xmcd
L,a,ag 2 86 ft
_.
7��, 1:U
i0�iv ; :.
kl 1' := Keff'Ldiag _ 45.1
iwww
rdiag
ESG 53 of 161
Pro'ect: Premier Global Com onents
Client: Premier Global
Sie�e�r SchacfcrAssD�ates, �*r�• �a��;'�Y Pro'. No.: 1016.25
Consulfing Stm�Eura2 Enginae�s �� Desi ner. NRW
��� Pa e: 5 of 13
C'"0��''�'�',a�' ���"�'�� Eettertainrnent truct�+es � Date: 5/21/2010
cau�a;�►�s, cc�xi� ��432s-�oo eoasax-�oz �
Elastic critical buckling stress:
Flexural buckling stress, F�:
Allowable compression capacity:
Vertical Strut Caaacities
�r2•E
F�:= = 140.7•ksi
kl r2 •
FYdiag
�:=i kl r>4.71•�,0.877•Fe, 0.658 Fe •Fya�� =40.1•ksi
FYdiag
Check Flexural Cauacitv of Verticals in Bendina
Check limiting width to thickness ratios for compression elements using Table 84.1.
t com ct := 1.12•� bt compact = 28.1 > b over t vert = 14.2
FYvert — — — —
om c:= 2.42•� ht compact = 60.8 � h_over t vert = 14.2
FYvert
therefore section is compact
therefore section is comqact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable moment capacity:
�= FYverYZvert = 2.2•kip•ft
Check Axial Tension Capacitv of Verticals for Overall Truss Action
Tensile yielding on gross section: �= FyVert•A�ert = 38.6•kip
Safety factor for tension: S2t = 1.67
Allowable tension capacity:
RFTRRIG1.xmcd
ESG 54 of 161
Pro'ec� Premier Global Com onents
' Client: Premier Global
�
�1!��il�1i �G�t er�4sso�a%s, �`trc, ��'� Pro'. No.: 1016.25
�f . ��,�,
Coasu�fing 3lm�huai Engineers Desi ner: NRW
��� Pa e: 6 af 13
Cuecuu�r�ii3Ohia 518»542.33op �����n�1£�t tiK�C�S l! Date: 5/21/2010
Co1UmEnis,�i� 6�4128-4400 800-54b33or ��
Check Axial Comqression Capacitv of Verticals for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member:
Effective length factor:
KUr:
Elastic critical buckling stress:
Zvert �4�;tn 2 0'ft.
�
1Q
"eff'Lvert
kl�r �._ = 31.5
rvert
,�:_
�2 E = 287.8•ksi
kl r2
Fy��
Flexural buckling stress, F�r �:= i kl_r> 4.71•�,0.877•Fe, 0.658 Fe •Fyvert =43.0•ksi
FYvert
Allowable compression capacity:
HSS to HSS Connection Check (Diaa to Chord) - Chapter K2.3
,
Branch angle to chord ��o,nt �� deg
Thickness of branch wall tb; 1 in
8 .:_
Width of branch member gb 2 �n
Height of branch member Hu 2�n
Thickness of main wall:
Width of main member:
Height of main member.
t 1 �in
8, :
B 2 in
—2ill
��- _. .
Utilization ratio:U:= 1 Conservatively set utilization to 1.0
2•�4•Bb�
Effective width ratic �ie� :_ �].0 sum of perimeters of two branch members
, 8'B divided by 8x chord width
Chord stress interaction parameter:
Check:
RFTRRIG1.xmcd
chord in tension Qft ''_ 1 U
chord in compr. Qf� := if�l.3 -
0.4•U <1,1.3- 0.4•U�11=0.9
�eff peff J
ESG 55 of 161
Pro'ect: Premier Global Com onents
f Client: Premier Global
��'�t+l� �C�EtC`�i�i"l�SSdCtll$4'�, �tiC« ���y Pro'. No.: 1016.25
+�"�'�� Desi ner: NRW
Consulting 8bnchual Engineecs �" Pa e: 7 of 13
r1i0Gi.iliklCi.C1jl11D J���ii�Q.b �� ,•i
c�m���,o�;p h�4�28-490� �ainmer�Strirct�es�roup Date: 5/21/2010
eoo•saa-�x
Check limits of aaplicabilitv (K2.3a)
Joint eccentriaty e�omt 3:��ti joint eccentricity_check :_ "OK" if �e�oint _< 0.25•H� n�e�oinc ��•55•H�
I "NG" otherwise
Per AISC commentary on page 16.1-370, if the gap size in a gapped K or N connection exceeds the value
permitted by the eccentricity timit then the joint shall be treated as an independent Y- connection as well as a
T-type connection.
Branch angle: branch angle_check := I"OK" if 6joint � 30•deg
"NG" otherwise
Chord Wall Slenderness ratio: check_slenderness :_ "OK" if b over t_chord <_ 35 c��4�'" �� es`��=�����::}
I "NG" otherwise
Tension Branch Slendemess ratio: check branch slenilemess := I"OK" if b over_t_diag < 35
"NG" otherwise
c �:� �-..
��3b���?:��-� d�StS� tw.� �
Compression Branch Slenderness ratio:
check compbranch_slenderness :_ ("OK" if b_over t diag 5 35
Width ratio: check width ratio :_
B
"OK" if b >_ 0.25
B
' B
"OK" if b z 035
B
"NG" otherwise
Aspect ratio: check aspect_ratio :_
RFTRRIG1.xmcd
E 0.5
"OK" if b_over t diag <_ 1.25•( 1
l FYdiag�
E 0.5
"OK" if b over t_diag < 1.1•( 1
l FYdiagJ
"NG" otherwise
4�� ��� �;� � x .
� � �"'{'� '�C9Y . � .1�+Y� .
�'' "�-�� ���er�i �.����
���.��,� �:_
B
"OK" if H>_ 0.5 n b<_ 2.0
B B
"NG" otherwise
c�-�� �� a� . ���.,�
�' ��C�'''��x�; �dti0��"��'� �
z��„n��e� �� �.,� � r� :�:�
ESG 56 of 161
Pro ect: Premier Global Components
� Ciient: Premier Global
S�tpert S�itr�f�rAs�vGiat�s,YFtC. �'� Pro . No.: 1016.25
Coasulfing St�octusal.Engineacs
�+��� Desi ner: NRW
CSmcinr�,ti,Clhia 5I�-542�33013 �.�� Pa e: 8 of 13
['oli�mtn�s, e7�►io 634 �2s-�19o0 ����nMT1�1lt tt`tJCtttf'25 �t�bE�S Date: 5/2 112 01 0
800-54b3362
Strength: check_strength :_ "OK" if Fycnora < 52•ksi
'NG" otherwise
FYchord
Ductility: check ductility :_ "OK" if < 0.8
— Fucnord
"NG" otherwise
Branches with Axial Loads in T, Y and Cross Connections (K2.3b)
The vertical and diagonal are the same member size therefore both will have the same capacity based on the
equations below.
Chord slenderness ratio: B
'Y =
2'tcnord
B
Width ratio: p;- b R= 1.0
B
In addition to the requirements of K2.3a, the following must also apply:
beta ratio :_ "OK" if R>_ 0.25
"NG" otherwise
Hb
Sltl e�oint)
Load length parameter: r� �
B
Effective outside punching parameter: pe0p:= �f(5• �� R,5• p,R�
� 'Y ^c 1
ry = 8.6
�=1.4
aeop = 0.6
The available branch strength shall be the lowest value from the following limit states...chord wall plast�cation, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall plastification
check chord wall :_ "No check" if Q>(0.85)
"Check" otherwise .
RFTRRIG1.xmcd
check chord wall = "No check"
ESG 57 of 161
Pro'ect: Premier Global Com onents
�r
Client: Premier Global
$f��t'rt ��TE�t?t^ASSf1C1R�S,���� ��': Pro'. No.: 1016.25
�oasulHng Simthual Engineers '�'�''�� Desi ner: NRW
Ciaucinc�Ci,OMo 9I3-3�3301D �. � Pa e: 9 of 13
G'nlumFn�s,O�ic+ 69�428 19D0 E�ainmenx�tf'1yCtU�'C5 �l+Oti� Date: 5/21/2010
aoo•sa2-3�2
Shear yieldinq (punchinq)
check shear�+ielding =
, "No check req"
"No check rey"
if (3>rl — 1�
� 7
;f R<o.ss., B >_ io
t
"Check" otherwise
check shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.5•tchord "�' �
Sin(e�oint)
Local Yielding pa_n� ;-
Sin�9�oint�' 1.5
Pa nl = 37.9•kip
Hb
3•
sin�A• �
1.6•t�ord2' 1 + loint ,f29000•ksi•Fychord�� 5'QFc
H — 3•t �
Sidewall Cri lin p chord p 99•ki
pp g a_n2 �= a_n2 = P
Sln(e�oint)' 2
10 FYchord'tchord
Uneven load beoi �= mi 'Bb�Bb
CB 1 FYdiag'tdiag
tchord J
FYdiag'tdiag'�2'Hb i' 2'beoi — 4'tdiap�
Pa_n3 �= 1.58
Maximum allowable load
i�5 diagonals due to local
effects of connection
RFTRRlG1.xmcd
Pa_dia�local:= min�Pa_n�,Pa_�Z,Pa_�3�
b�; = 1.2•in
Pa � = 19.8•kip
ESG 58 of 161
Pro'ect: Premier Global Com onents
Client: Premier Global
Sie7?€'� �Chltt'f er^ ASsOt'i at�s,l�tC ��r Pro'. No.: 1016.25
���' Desi ner: NRW
Coasuliing StmcEusal Enguteers ����� pa e: 10 of 13
Cimcin�ti,ohip 5I3-�Z.�3U1) Ettt@!'tdi111Yt�211i5t►`IACtEJA�25�i Date: 5/21/2010
Ca�16mFn�s,[N�io 6344^�1900 86D-54i-33dY2 � -
HSS to HSS Connection Check (Vert to Chord) - Chapter K2.3
_.... . . .
Branch angle to chord. �� 90 deg
Thickness of branch wali � 1 m
- 8�-::
Width of branch member � 2 ii�
Height of branch member � 2 in
Thickness of main wall:
Width of main member.
Height of main member
Utilization ratio: i�T = 1 Conservatively set utilization to 1.0
1
� : in
;8
�'.2�ii
�;; 2 ui
2•�4•Bb�
Effective width ratic 3(��.- = 1.0 sum of perimeters of two branch members
8'B divided by 8x chord width
Chord stress interaction parameter: chord in tension := i.q:
�.::. .. ....
chord in compr. �;_ ; f( �,3 _ 0.4•U � 1,1.3 _ 0.4•U � 11 Qf� = 0.9
l Reff peff �
Check: ��hec�:= if�Qft ^ Qf� < 0, "Invalid" , "OK" }
Check limits of applicabilitv (K2.3a)
Joint eccentricity: N/A will be checked as T connection
Branch angle: anch I, eck := ("OK�� if 9joint � 30•deg
"NG" otherwise
Cho�d Wal) Slendemess r8tio: c eck lendern ,Ns,sW�.= I"OK" if b_over_t_chord <_ 35
'NG" otherwise
Tension Branch Slenderness ratio: ch ck r n h slendeme := I"OK" if b_over t_vert 5 35
"NG" otherwise
������'� � �,E5� ��'Q �' ;�
����:.4. � ��
RFTRRIG1.xmcd
ESG 59 of 161
Pro'ect: Premier Global Com onents
{ Client: Premier Global
+��v�l� �C��E'ft'1'A3SDGi�t�'t'S,lr��, ���� Pro'. No.: 7016.25
Consuliing 5l�acEusaE Enginee�s Desi ner: NRW
����,�r ��p ���� ��� Pa e: 11 of 13
coiumt:us,vnja �s��2�•�aoo Entec�tainm�►1� tn�ctttres�roc�p Date: 5/21I2010
eoo•sar�az
Compression Branch Siendemess ratio:
h om ranc sl derne s•_
Width ratio: �e k wid�;-
B
"OK" if b z 0.25
B
B
"OK" if b >_ 035
B
"NG" otherwise
B
Aspect ratio: Mc,i�icck as ec ra 'o •_ "OK" if H>_ 0.5 n b 5 2.0
B B
"NG" otherwise
Strength: �eck ren h:= I"OK" if Fycnora < 52•ksi
"NG" otherwise
FYchord
Ductility: ch ck d ctili :_ "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with Axial Loads in T, Y and Cross Connections (K2.3b)
Chord slenderness ratio: �:- B
2'tcnord
Bb
Width ratio: �_ — �i - 1.0
B
In addition to the requirements of K2.3a, the following must also apply:
et ra i:= I"OK" if �i >_ O25
"NG" otherwise
RFTRRIG1.xmcd
"OK" if b over t vert <_ 35
E 0.5
"OK" if b_over t vert _< 1.25•� 1
-- FYdiag)
E 0.5
"OK" if b_over t vert <_ 1.1•( 1
`FYdiagJ
"NG" otherwise
7=8.6
ESG 60 of 161
Pro ect: Premier Global Com onents
= Ciient: Premier Global
�1��i�t'�i $C�tRt'�@i't'�S&A�LtI'CS, �tiG �� �� Pro'. No.: 1016.25
Consutfing8imchualEnsineers Desi ner: NRW
�. � Pa e: 12 of 13
�"��'�''Q�"'D 5��"�'�� E�inmerrt�l'uCtt�'eSC� Date: 5/21/2010
Coliimkni��O�ia �i�2S-�800 boo34z-33�61 �
Hy
sin�8�oint�
Load length parameter. �_
B
Effective outside punching parameter: i�:- if(5• R< p,5• a,pl
� 'Y 'Y )
r� = 1.0
�i�P = 0.6
The available branch strength shall be the lowest value from the following limit states...chord wall piastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall plastification
ch�•,�,xr�= I'T10 check" if (3 > (0.85)
"Check" otherwise
Shear yieldinca (punchin4)
hN•��, e r ieldin :_
"No check req" if �i > I 1— 1 J
� �
"No check rey" if (3 < 0.85 n B>_ l0
t
"Check" otherwise
check chord wall = "No check"
check_shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.5•tchord '� �
Slri(e�oint)
Local Yielding
'�"�^� sin�8• �• 1.5
�oint
Pe_„� = 20.4•kip
Hb
3•
sin�8� �
, 1.6•tchord2' I + Joint ,I29000•ksi•Fychord�� 5'Qfc
H-3•t �
Sidewall Crippling �:— cno�a pa_� = 51.8•kip
Sln�e�oint�'2 ,
Uneven Load �;_ p�� B �FFchord'ichordl Bb�Bb
Ydiag' vert J
( tchord)
RFTRRIG1.xmcd
beoi = 1.2•in
ESG 61 of 161
Pro ect: Premier Global Com onents
� Client: Premier Global
��C'pCft �CliR+�f QY Ai�St1G!li�CB, �ttC. �1p���� Pro'. No.: 1016.25
Consu�tingStcucituatEngineeis ""�"�� Desi ner. NRW
Ci�ocinn.�Ci,Ohin 5i��2�3.�tiD ��G Pa e: 13 of 13
Golumbus,Ofitio 634-�2s-�oo �n�ainm�tlZ trUCtuB'es �7r� Date: 5/21/2010
aoasaz-�
FYvert'tvert'�2•Hb + 2•b�i — 4'tveR�
'P�''�'°w3"� 1.58
Maximum ailowable load Pa vert local �= min�Pa_nl�pa_n2�pa_n3�
in verticals due to local
effects of connection
I'a n3 = 19,8•kip
Truss to Truss Connection:
This truss is connected to other 3D trusses with a bracket. This bracket consists of plates that go on the outside of a
vertical member from each truss. These plates are then bolted together to clamp the two trusses together.
Welded Connections of Truss Members
The truss members are made of 1/8" thick wall members. The welds are 1/4" fillet welds. Therefore, the weld is
sufficient to fully develop the strength of the member.
RFTRRIG1.xmcd
ESG 62 of 161
Pro ect: Premier Globaf Com onents
�g Client: PremierGlobai
Stever� Scha��c>r Assd�iat��, �i�. �; y Pro'. No.: 1016.25
c:r �/�,,
Consuiiing 3tmcEunal Enginee�s �r.r �+. Desi ner: NRW
Cancin�,�i,C�hia 51��EZ,�.3R1� �� •`7 Pa e: 1 of 15
Columtn�s, Uhio 634�28-�Ao4 �'������ �tYUGttl�QS: �I'0e1� Date: 5/21/2010
soasaa-�
Premier Global Part BUTR148
Buildina Code: IBC
Materials
HSS tubes = ASTM A500 Grade B
Plates = ASTM A36
Bolts = Grade 8
Tvpical Truss Chords - HSS1.5x1.5x1/8
Properties of inembers
E?chord : Q 6� ��
b over t', chord ;'= 9:8
�'chord -: 46 ks�
Fuchord ,= 58 ksi
End Verticals - HSS1.5x1.5x1/8
tchord' � 11_.6 ui
h over t chord 9 8
E ;2900U�ks'i:
Properties of inember A,e1�,� = 0 66 in2 tendvett 01;16�n
6 over t endvert 9:8 h over t end�ert 9 8
FYendvert � 46 ksi E 29000 ks't
, FuendverN� 58 ks;i
Tvpical Diaaonals -1" STD Pipe 0.125" Wall
Properties of inember ��g 0 460 �ri td,�,;` 0 124��ii
b over`.t diag . 10.6 E;:29000 ksi
FYd�ag ;:;35 ks'i
Fua,� ;, 60 ksi
�pical Verticals -1" STD Pipe 0.125" Wali
Properties of inember
BUTR148.xmcd
Avert ..0 4G0 m� ,tvert S O 12��1I1
-D o�er t vert ;_: 1"0:6 E:�29000 k"si
�yvert :� � S IC$.1
Fu�E� ':60 ksi
Ichord fl 20 tn4
Sc�iord 0:271n3'.
�'cliord 0�36 tti
Z�hord D�34 m3:
�n:d�+ert 0 20 m4:
sendvert 0 27 1n
Fendvert 0 56�in
Zendvert = U 34 tti3
Id�ag 0 0'830 in4
Sdiag 0 126 m3
rd�� 0'423 in
�diag 0 ;177 m3
Ivert � U830 m4
svert 0,�126 m3.
rvsrt . Q:423•tn
?vert 0:177 iri
ESG 63 of 161
Pro ect: Premier Global Com onents
Client: Premier Global
�f�Ft'�i ��1trt�!�eYA3SQClcii��5, �*�� ��'�� Pro'. No.: 1016.25
Consulfing Sirochual E�iaeQcs "'�� Desi ner: NRW
Ci�ecinrt<,ti3Oluv 51J-�LZ�3.�Ot3 ��� Pa e: 2 of 15
Calumbus, Ohio 639-A2S-�i900 ����nt1'1!�itt tCINGtkltreS �t'bt� Date: 5/21 /2010
BOD•542d�Y2
Tvpical Variables
Safety factor for flexure �2b 16Z Safety factor for compression:
Safety factor for tension � 1 b7 Safety factor for bearing:
LOCAL MEMBER CAPACITIES/CHECKS
Truss Chord Capacities
S2G 1 67:
S2erg 2 Q,
Check Flexural Capacitv of Truss Chords in Bendinq Between Panel Points
Check limiting width to thickness ratios for compression elements using Table 64.1.
bt_compact := 1.12•� bt compact = 28.1 > b_over t_chord = 9.8
FYchord
ht_compact := 2.42•� ht compact = 60.8 > h_over t_chord = 9.8
FYchord
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capacity:
Check Axial Tension Capacitv of Chord
Mnx = FYcnora�Zcnora = 1.3•kip•ft
Mny �= FYchord'Zchord = 13•kip•ft
Tensile yielding on gross section: P,,,, := FYcnora�Acnora = 30.4•kip
Tensile rupture will not be analyzed as there are not holes in this member.
Allowable tension capacity:
BUTR148.xmcd
ESG 64 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Globai
Ste�i��t S�hcteferAsso�iat�s.Iire. ��� � Pro'. No.: 1016.25
Consu�fing StincEural Engineers Desi ner: NRW
� ,("*,� Pa e: 3 of 15
c"°`°"�n� ahi° 5'3�2�0� Ertit�rtainment�ructwres �roc�� Date: 5/21/2010
Columbus, Ohip 614-�28-�09 B003a2-33if2
Check Axial Compression Caaacitv of Chord (Local Effects)
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsionai buckling do not apply)
Laterally unbraced length of the member L�hord`= 23 2.5 in for local check only
Effective length factor:
KI/r:
Elastic critical buckling stress:
�etr �.,= 1 �
Keff Lchora
kl r :_ = 41.5
rchord
2
Fe:= � E = 166.0•ksi
kl r2
FYchord
Flexural buekling stress, FG. Fcr := i kl_r > 4.71 ��, 0.877•Fe, 0.658 Fe •FYchord Fcr = 41.0•ksi
FYchord
Allowable flexural buckling stress: Fa �T ��� :_ �` Fa �r �� = 24.5•ksi
�
Fcr' hord F =y.�,.'�- s��€5,�; ;� ��"�"
Allowable compression capacity: p � �?�� 4� ��1��2
ca_chord_local �- � ;}��--.ac�;�°. cn.:��—��-..°�1-�:"9�, .��,�����
c
GLOBAL TRUSS CHECKS FOR CHORD CAPACITY
Chord Overall Compression Capacitv for Span Between Towers ,
The chords do not rely on truss action to distribute lateral loads or to resist lateral torsional buckling. Therefore
consider the overall compression capacity of each member for the full length of the member.
Distance between chord centerlines Dct,oras;�= 12 25 'in
2
C Dchordsl 4
Itruss�lobal �- 4' Ichord + Achord' 2 � = 99.8�in
Itruss�loba!
rYwss�lobal �_ = 6.1•in
4' Achord
Laterally unbraced length of the member L�„ss��obat 91�,m 7 6:ft<.
Effective length factor � 1:0,
BUTR148.xmcd
ESG 65 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
�%7�t'ri �G.�a ex't1�&��ttt�'e5, Tr;.G. ��J Pro". No.: 1016.25
� �� Desi ner: NRW
Caas�ifing Si�chual E�i�xeexs ,r*±
Ciaoeint4,�i,t�.hio 513-5423.�pD �. 47 Pa e: 4 of 15
col�+mtnis, 09�iv 69492s•9400 ����itlttl ��� 5�I"Dktp Date: 5/21/2010
Use section F5 of the AISC code to determine the flexural buckling strength. Conservatively assume that Cb = 1.0.
E
LP := l.l •ry�ss�lobal'
FYchord
E
Lr �_ �'rYtruss�lobal'
0.7•Fychord
cb := i.o
Lp = 14.2 ft
L� = 48.3 ft
Equation F5-3, Lp < L truss�lobal < Lr
Ltruss�lobal — Lp l 1
Fcr bcl �= mi Cb' FYchord —�0.3•Fychord�' �J.FYchordJ
L� — Lp
Equation F5�F, L truss�lobai > Lr
Cb•Tr2•E Cb•�r2•E
Fcr_bc2 = �f Z � FYchord� 2 �FYchord ,
(Ltruss�lobal �uss�lobal
rYduss�lobal� CrYtruss�lobal)
if�L�,ss��obai <L�,Fcr_bc1 �Fcr bc2�
Aliowable flexural buckling stress: Fa �r�.s� :_ �
c
Allowable compression capacity: P�a_�ho�a��oba� �- �Fa_crbc.sec'Achord�
Diaqonal Capacities
Check Flexurai Capacitv of Diagonais
Check limiting width to thickness ratios for compression elements using Table 64.1.
Fcr bct = 46•ksl
Fcr bcz = 46•ksi
Fa_crbc.sec = 2�•5•ksi
Dt_compact := 0.11• E Dt compact = 91.1 > D over t diag = 10.6 therefore section is noncompact
FYdiag — --
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable moment capacity:
BUTR148.xmcd
Mn �= FYdiag'Zdiag = 0.5•kip•ft
ESG 66 of 161
Pro'ect: Premier Global Com onents
�� Client: Premier Global
�t�FGrt�C�t��YA85ACilt�S,ItiC �'r� Pro'. No.: 1016.25
� '� Desi ner: NRW
C'onsu�fing StmcEusal Engineers Pa e: 5 of 15
Cimcin�,R�, C�tiio 5I3�a92�33tl13 �p���it1� � W�E5: � Date: 5/21 /2010
Calumin�s,O�io 6�44F8-4900 800-54z-3303: ��
Check Axial Tension Capacitv of Diaaonals for Overall Truss Action
Tensile yielding on gross section: �= Fya�ag Aaiag
Tensile rupture will not be analyzed as there are not holes in this member.
Safery factor for tension:
Aliowable tension capacity:
SZt = 1.67
Pny
Pta_diag '- �
t
P„�,= 16.1•kip
Check Axiai Compression Capacity of Diauonal for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member: ;Ld,ag , 20 �ri
....
Effective length factor u���� 1:Q
iOJ�Ay... . . .:
i��/I': kl r ;_ �eff'Ldiag
ivtiww
rdiag
Elastic critical buckling stress: �;_ '�2�E
kl r2
kl_r = 47.3
Fe = 128.0•ksi
FYdiag
F
Flexural buckling stress, F�r �:- if kl_r> 4.71• E,0.877•Fei 0.658 e •Fyd;� = 31.2•ksi
FYdiag
Safety factor for compression: S2� = 1.67
Allowable compression capacity:
BUTR148.xmcd
Fcr'Adiag
Pca_diag �_ �
c
ESG 67 of 161
Pro'ect: Premier Globai Com onents
� Client: Premier Global
$�'�ii�.SCJTR�fik�1'ASSO�li�I'C5��1tC. �11I`��� P�0'. No.: 1016.25
Consuiiing Sirnchuat EngineeRs ��'�� Desi ner: NRW
Ci�cin�ti,nhia Sl3•�t,�3oU ��� Pa e: 6 of 15
��������p 5��8� EntertainmentStructures�rr�p Date: 5l21/2010
eoo-sa��
Vertical Capacities
Check Flexural Capacity of Verticals
Check limiting width to thickness ratios for compression elements using Table 64.1.
���:= 0.11 • E Dt compact = 91.1 > D over t vert = 10.6 therefore section is noncomqact
FYvert — —
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable moment capacity:
Check Axial Tension Capacitv of Vertical
��= FYvert'Zvert = 0.5•kip•ft
Tensile yielding on gross section: p�.- FyVert•A�ert
Tensile rupture will not be analyzed as there are not holes in this member.
Allowable tension ca aci P P°y
A tY� ra_vert �_ �
t
P„y = 16.1•kip
Check Axial Compression Capacitv of Vertical
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member ,LYe1.t;i 12 25 in
Effective length factor:
KI/r:
Elastic critical buckling stress:
BUTR148.xmcd
i:o
,b�,, ,,.
Keff'�vert
,�v,:=
rvert
�r2•E
,�i,�=
kl rZ
kl_r = 29.0
Fe = 341.3•ksi
m
ESG 68 of 161
Pro' ct: Premier Global Com onents
� Client: Premier Global
�t�vert S��tacferAsscr�iaf�s, �t1e ��¢� �r Pro'. No.: 1016.25
Consulting Stmefurai Enginee�s Desi ner: NRW
Cimcine�i6i3OhiA 513��42.7�3pti �. � Pa e: 7 of 15
Columtms,(kiio 639-438-�?!04 ��aillrYt�l'it tCUttEi�'E:5 �71'bC.l�i Date: 5/21/2010
BOD-542338i
FYvert
F
Flexural buckling stres5, F�: � kl_r > 4.71 • E,0.877•Fe, 0.658 e •Fy�� = 33.5•ksi
�. FYvert
Allowable flexural buckling stress:
Ailowable compression capacity:
End Vertical Capacities
�cr
Fnn�icc3�elAri�v'— �
c
Pca vert �= Fa a local'Avert
Check Flexural Capacitv of End Verticals
Check limiting width to thickness ratios for compression elements using Table 64.1.
� °r �c := 1.12•� bt compact = 28.1 > b over t endvert = 9.8
FYendvert
����-t 2.42•� ht compact = 60.8 � h over_t_endvert = 9.8
— —
FYendvert
Fa cr local = 20.1•ksi
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capaciry:
,�= FYendvert'Zendvert = 13•kip•$
,�,py�;= FYendvert'Zendvert= 1.3•kip•ft
Check Axial Tension Capacitv of End Vertical
Tensile yielding on gross section: �= FYend�ett•Aendvert
Tensile rupture will not be analyzed as there are not holes in this member.
Pny
Allowable tension capacity: Pta e„a�en �_ �
c
BUTR148.xmcd
P„y = 30.4•kip
ESG 69 of 161
Pro'ect: Premier Global Com onents
,� Client: Premier Global
Stevc�cSchae��r�#sso�ia�es„CitC. ��� Pro'. No.: 1016.25
Cansulting 3hnetural En�inee�s
��"'�'� Desi ner: NRW
Ci�inre�,e6,C�hi�v 5T35�2330t9 �. � � e: 8 of 15
Colua�kn�s�09�ic� 694-935-�1400 ���i11111�11'i tCl�tttl9�SG�'l1EJ�J Date: 5/21/2010
80D.542-3:�D�
Check Axial Compression Capacity of End Vertical
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buck�ing (torsional buckling, and flexural torsional buckling do not apply)
,
Laterally unbraced length of the member Le,;avert .. 1=2 25 ui
Effective length factor.
KI/r.
Elastic critical buckling stress:
Flexural buckling stress, Fcr
Allowable flexural buckting stress:
Allowable compression capacity:
_. _.. _ ._ .
I� 1:0
KetiLendvert
,�,�_
rendvert
�rt2•E
�:_
kl r2
tf kl r> 4.71 •J - , 0.877•Fe, 0.658
�cic' -
FYendvert
Fcr
�a,s�ralar�� ��
n
Fc� • •endvert
Pca_endvert �_ �
c
kl_r = 21.9
Fe = 598.1 • ksi
FYendvert
Fe
'FYendvert = �•5•ksi
HSS to HSS Connection Check (Diaq to Chordl- Chapter K2.3
Branch angle to chord: e�o,ns, 33'•deg
Thickness of branch wall tb,; 0 125:�rri Thickness of main wall: t- 1.�ri
.- : :::... . . ...;:.
::.::::::.8: ::::
Width of branch member ,Bti 1 32��n Width of main member. B:. I 5•.in.
Height of branch member Hb 1 32��ii Height of main member. � 1 5 tn
Utilization ratio: U:= 1 Conservatively set utilization to 1.0
2•�4•Bb�
Effective width ratic (3e� := sum of perimeters of two branch members
8'B divided by 8x chord width
Fa cr ►ocal = 26.7•ksi
ae� = 0.9
Chord stress interaction parameter. chord in tension -Qft 1_;D
chord in compr. Qf� ;- if�1.3 - 0.4•U � 1,1.3 - 0.4•U � 1� Qfc = 0•8
QefT aeff
Check: cLcheck := if�Qft ^ Qfc < 0, "Invalid" , "OK" �
BUTR148.xmcd
ESG 70 of 161
Pro'ect: Premier Global Com onents
! Client: Premier Global
$�epCti ��%R�f��'AS&dK't�t�'R'S, I►iC. ����� Pro'. No.: 1016.25
Consuiiing St�clura� En�inee�s Desi ner: NRW
�� ,�,-� Pa e: 9 of 15
Caaesmn�h`nhip S�3'�4�z,33IX1 Er�tertainm� truct�res�rou Date: 5/21/2010
Cx�himbus, O�hiv 6�4�7.'5-9900 800-5423�6t �
Check limits of applicabilitv (K2.3a)
Joint eccentricity: e�omt � 1 4375 �n joint_eccentricity_check :_ "OK" if �ejoim � 0.25•H� n�e�oint ?-0.55•H�
I "NG" otherwise
PerAISC commentary on page 16.1-370, if the gap size in a gapped K or N connection exceeds the va(ue
permitted by the eccentricity limit then the joint shaii be treated as an independent Y- connection as well as a
T-type connection. .
Branch angie: branch_angle_check :_ "OK" if Ajo�n� >_ 30•deg
I "NG" otherwise
Chord Wall Slendernes5 ratio: check slendemess := ("OK" if b over t chord <_ 35
"NG" otherwise
Tension Branch Slenderness ratio: check_branch_slenderness := I"OK" if b_over c_diag < 35
"NG" otherwise
Compression Branch Slendemess ratio:
check_compbranch_slenderness := I"OK" if b_over t diag <_ 35
Width ratio: check width ratio :_ '',
BUTR148.xmcd
B
"OK" if b >_ 0.25
B
B
"OK" if b >_ 0,35
, B
II "NG" otherwise
E 0.5
"OK" if b_over t diag 5 1.25•r 1
� FYa�egJ
E 0.5
"OK" if b_over_t_diag <_ 1.1•� 1
FYaiag�
"NG" otherwise
ESG 71 of 161
� Pro ect: Premier Global Com onents
� Client: Premier Global
��'e7��� $�tlt8f��" �1SSUCYaf'�s, I�iC. M�'� Pro'. No.: 1016.25
Consulting StrueEura� En�ineers �� Desi ner: NRW
Ci�ocinRaCi,Ohin �13�4Z,333pA ��� Pa e: 10 of 15
Cnlumbus,(�io 639�26-4900 ���d1111Yt�tli��t�IJGCtl�Sl�l�btJ�? Date: 5/21/2010
8D0-542-33�i
B
Aspect ratio: check aspect_ratio :_ "OK" if Hp>_ 0.5 n bD<_ 2.0
, U U
"NG" otherwise
�
Strength: check strength :_ "OK" if Fychord < 52'ks�
"NG" otherwise
FYcnora
Ductility: check_ductility :_ "OK" if < 0.8
Fu�ora
"NG" otherwise
Branches with Axial Loads in T. Y and Cross Connections (K2.3b)
�+ 7hyr5�'��-�j"�y � � � "1��
�che k��s� t�ra.��,, ��� �
i�'.,.r.t�LJs«v�.�r1x. s3+:rua
- a-�o�s�w`=�
_ �
The vertical and diagonal are the same member size therefore both will have the same capacity based on the
equations below.
Chord slendemess ratio: B
ry � 2'tchord
Bb
Width ratio: R� B p- 0.9
In addition to the requirements of K2.3a, the following must also apply:
beta ratio := I"OK" if (3 >_ 0.25
'NG" otherwise
Hb
Sln e�oint
Load length parameter: r� :_
B
be '.�a�4�� Q���
f SFkS+r�: ..9 %Y.�. 3
ry = 6.5
r� = 1.6
Effective outside punching parameter: peOP ;= ifr5• �< a,5• a,(31 Peop - �•7
� 'Y 11 J
The available branch strength shall be the lowest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall plastification
check chord_wall := ('No check" if �3 > (0.85)
"Check" otherwise
BUTR148.xmcd
check_chord_wall = "No check"
ESG 72 of 161
Pro'ect: Premier Global Com onents
�,,f Client: Premier Global
Si��a�r Sc1:�c�erAsscr�at�es, ���c. �y/��=; Pro : No.: 7016.25
�oasuifing StmeEuraE Enginpets '��� Desi ner: NRW
Caao�in�,t9,Ohip SI3-5423301� �. � Pa e: 11 of 15
Cotumbus,C�hio s��xs-�oo ����nment�tCUCtt1�ES�7t�d4.l� Date: 5/21/2010
80D-542-338z
Shear Xielding (punchinq)
check_shear�+ielding := I
1
"No check req" if R> 1--
�
"No check req" if �i < 0.85 n B>_ 1Q
t
"Check" otherwise
check_sheazyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.5•tchord + �
Stnte�oint)
LOcal Yielding 1'a nl �_
, sin�9�oint�'1.5
Pa_n� = 43•kip
Hb
3•
sin�6• �
1.6•tchord2' 1 + ����t •�29000•ksi•Fychord�� 5'Qfc
H — 3•tchord
Sidewall Crippling Pa_� := sin A• • 2 Pa_� = 141.1•kip
� �omt�.
Uneven Load beoi �= n►� 10 (FYchord'tchordl Bb�Bb
B l FYdiag'tdiag J
( tchord)
FYdiag'tdiag'�2•Hb + 2�beoi — 4'tdiag�
Pa_n3 �= 1.58
Maximum allowable load
in diagonals due to local
effects of connection
BUTR148.xmcd
Pa_dia�local := min�Pa_nl+Pa_n2�Pa_n3�
beoi = 1.3•in
Pa „� = 12.8•kip
������~ �
This value is greater than the
capacity of the member. Does
not control.
ESG 73 of 161
Pro'ect: Premier Global Com onents
} Client: Premier Giobal
1�� Pro'. No.: 1016.25
��¢��nS�ta�ferAssvciatcs„[rtc ,+,�r,sR:�
Consuiting ShucEusaE Engineecs "�1°�� Desi ner: NRW
Cimeine�Ei,Ohio +13-542.330t1 �.�� Pa e: 12 of 15
Colambus,c7�iv 63�2s-�ao ���ainrr�rt tructrrresC�roup Date: 5/21/2010
eoo-sa��z
HSS to HSS Connection Check (vert to Chord) - Chapter K2.3
Branch angle to chord
Thickness of branch wall
Width of branch member
Height of branch member
Utilization ratio:�T := 1
�� 90 deg
1 '
� iii
8.: ,: `:
� 1 3�in
w'� 15�i�i
.
iuv�,�.:, ;. �,....;.;_:
Thickness of main wall:
Width of main member
Height of main member
Conservatively set utilization to 1.0
U = 1.0
2��4•Bb�
Effective width ratic�— sum of perimeters of two branch members Reff = �•8
8'B divided by 8x chord width
Chord stress interaction parameter: chord in tension � 1;Q
chord in compr. �:= if(1.3 — 0.4•U � 1,1.3 — 0.4•U � 11 Qf� = 0•8
l aeff �eff J
Check: �:= if�Qft ^ Qfc < 0, "Invalid" , "OK" �
Check limits of applicability (K2.3a)
Joint eccentricity: N/A will be checked as T connection
Branch angle: r nch � le h ck =("OK" if 9�oint � 30•deg
"NG" otherwise
Chord Wall Slenderness ratio: � i n n = I"OK" if b over t_chord 5 35
"NG" otherwise
Tension B�anch Slendemess ratio: check branch_slendemess :_ "OK�� if b over t horz <_ 35
"NG" otherwise
� . � � : �ti�.�
a �e �'`�1`�-'r�S �1 e ,��
� _ � -�w-.�-� : � x
BUTR148.xmcd
ESG 74 of 161
Pro'ect: Premier �lobal Com onents
� Client; Premier Global
���t'�tT �C�tt�t'f�'T e9i3&4Glii��9r �%iC, �� �� Pro'. No.: 1016.25
Cansuiiing�StmcEuralEngineers Desi ner: NRW
� � Pa e: 13 of 15
C;ao�iis�,ti,ohio 6T3-54t�33011 �y.�{ain1Y1P.17t�C�IICtUt2s � Date: 5/21/2010
C�lumkms,Ohio 674�}28-�1900 800-5423302 w�'p
Compression Branch Slenderness ratio:
check compbranch_slenderness :_ �"OK" if b over_t_horz 5 35
Width ratio: �C�"��'' tl' 1t!° :_
B
"OK" if b >_ 0.25
B
B
"OK" if b >_ 0.35
B
"NG" otherwise
B
Aspect ratio: 1 s ="OK" if H z 0.5 n b 5 2.0
B B
"NG". otherwise
Strength:
DUCtlllty:
tiv�,�iw�' e�n'— I��OK" if FYchord < 52•ksi
"NG" otherwise
FYchord
c�h �C;�: i t�= "OK" if < 0.8
FUchord
"NG" otherwise
Branches with Axiai Loads in T. Y and Cross Connections (K2.3b)
Chord slenderness ratio: �= B
2'tchord
Bb
Width ratio: �- — R = 0.8
B
In addition to the requirements af K2.3a, the foilowing must also apply:
� e�a�= I "OK" if (3 >_ 0.25
"NG" otherwise
BUTR148.xmcd
E 0.5
"OK" if b_over t horz <_ 1.25•r 1
l FYdiagJ
E 0.5
"OK" if b_over t horz <_ 1.1•( }
— — `FYdiag1
"NG" otherwise
� �����, �:: �;�
r ���
�t�.�;–.,�Y=. �:.; �.
���� °�����(�3 �'�'�s`�
k� �:.;�.� � ?-:� +�:�'
7 = 8.6
.... . I ........... ..
ESG 75 of 161
Pro ect: Premier Global Com onents
� Ciient: Premier Global
Stever���hReferAssoeia�es„�irr ���� � si ner: NRW25
Consul�g St�aciurat Ensineeis
�����I���� 5����� ��� Pa e: 14 of 15
Cnlumbus,Ohio 61+�2s 1400 Ent�rhainmerrt tt'I�ICtUt'ES�71Y�J Date: 5l21/2010
eoo•sa��
Hb
Sin(e�oint
Load length parameter: r��.=
B
Effective outside punching parameter: �:= if(5• a<�i,5• �,p�
` 'Y 'Y
� = 0.8
(ieOP = 0.4
The available branch strength shall be the lowest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall plastification
c cl d�H�1,1�= I"No check" if �i >(0.85)
"Check" otherwise
Shear vieldinq (punchinq)
check chord wall = "Check"
e ri 1 in :_ "No check req" if (3 > I 1— 1 I check sheaz�ielding ="No check req"
` 'Yl —
"No check req" if R< 0.85 n B>_ 10
t
"Check" otherwise
The limit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S• 1.5•t�hord '�" �
Sin(e�oint�,
Local Yielding �._
sirt�8joint�' 1.5
�'a_nl = 16.9•kip
Hb
3•
sin�9• �
1.6•tchord2' i + Joint ,(29000•ksi•Fychord�� 5'Qfc
H — 3•tchord
Sidewall Crippling p�:= �a_r2 = 35.5•kip
Sln�e�oint}'2
Uneven Load �;= rpi B r Fchord'tchordl Bb�Bb
\ Ydiag'tvert J
� tchord)
BUTR148.xmcd
beoi = 1.1•in
ESG 76 of 161
s Pro'ect: Premier Globai Com�onents
�; Client: Premier Global
S�ven 5cltacferAssociates, i�r.c. ��:'. � Pro . No.: 1016.25
Consulting SfmcEurai Enginxecs '�j11��t Desi ner: NRW
Cincine�,ti,o.hiv 513-�4Z,i3U� �. � Pa e: 15 of 15
Coium�nas,O�iv b��2s-�oo Entertainrre�r�t�ttlCtt�25 �rY76t� Date: 5/21/2010
eoo-sa�-�
FYvert'tvert'�2•Hb + 2•beoi — 4'tvert�
'�"�'�� 1.58
Maximum ailowable load pa_vert_toca! �= m�n�Pa nt �Pa_n2�Pa n3�
in verticals due to local
effects of connection
Welded Connections of Truss Members
Pa n3 = 12.8•kip
This value is greater than the
capacity of the member. Does
not controL
The truss members are made of 1/8" thick wall members. The wetds are 1/4" fillet welds. Therefore, the weld is
su�cient to fully develop the strength of the member.
BUTR148.xmcd
ESG 77 of 161
Pro"ect: PremierGlobal Com onents
Client: Premier Global
Sf�z�G�t S�hltt'ferr'lSSPGiliteS, ��C. �ra0��� Pro'. No.: 1016.25
CoasulEing Stmctural Engineeis "�'��.+ Desi ner: N RW
CSncin��i3O.hia 5i34a92�W �.� L7 Pa e: 1 of 15
C,olumbt�s,Ohio sr�2s-�oo Enterrainment StCUMI:tt�S �t�GtE�? Date: 5/21/2010
60D342-33ti2
Premier Global Part BUTR1422
Buildinq Code: IBC
Materials
HSS tubes = ASTM A500 Grade B
Plates = ASTM A36
Bolts = Grade 8
Tvpical Truss Chords - HSS1.5x1.5x1/8
Properties of inembers
Achord �' 0 66 in2
b over t chord = 9 8
FYchord = 4b Icsi
�l!chord := 58 ksi
End Verticals - HSS1.5x1.5x1/8
}chor3 O, l lb iii
i� bver t c�►'ord 9;8
E ;:29000•.ks%
Pro erties of inember 2 '' `
p Aendvert ,= 0 66 �ns_ {enilvert � l:lb iri
b o�er ..t end�ert 9 8 h over t endvert _';9 8
�Yendveit' 46 k.si E ;29000 ksi
Fuerictvert• 58 kSi
Tvpical Diaqonals -1" STD Pipe 0.125" Wall
Properties of inember
?,d,� U 460 in� td,�;: 0124iri
D over t diag = 10 6: E 2�0001rs_i
FYa�ag =: �S lcsi
Fua,� _, 6D ksi
Tvpical Verticals -1" STD Pipe 0.125" Wall
Properties of inember
BUTR1422.xmcd
A.�,� ;0 4fi0 tn2 tvert :� 0 124 in
D over _t vert ' 10.6: E:29000 ksi
; FYvert. _' 35 ks'i
Fuvert =: 60 ksi
Tciior.d , 0;20 tn4
$chord , 0:?7 m3
rchord 0;`56 in
` ' 3
Zehord Q. �� in .:
Iendvert U 20 m4
Sendvert '0 27 tn3.
re�,dvert — � 56 in,
Zendvert �� 34 tri3`
Ia;� 0 0830 m4
�a�ag 0:126 in3:
ra;� 0.423 nii
� :...:. .....:..::.. ..:.
Za,� 0;177 m3
Ivert 0 0.830 in
S;;� 0126 fln3.
rvert Q, �4,23• ��i
�ert 03,177 in3
tl
ESG 78 of 161
Pro ect: PremierGlobal Com onents
�r Client: Premier Global
$�FE'J'1$�%1��1'tiS5d�GYRiY.'�, �MC. p►�� Pro'. No.: 1016.25
�°''�� Desi ner: NRW
Consuiiing SlrocEusat Eagineets ���,�7
������,��p �1�����j Pa e: 2 of 15
cnli+mbus, o�io s��s2s•�oo Ent�rtainmer� Str�u�t�+es �roup Date: 5/21/2010
. eoo-sa��
Tvpical Variables
Safety factor for flexure nb 1 G7 Safety factor for compression:
Safety factor for tension: S�� 1.67 Safety factor for bearing:
LOCAL MEMBER CAPACITIES/CHECKS
Truss Chord Capacities
S2�' 1".67
S2big Z.Q
Check Flexural Caaacitv of Truss Chords in Bendinp Between Panel Points
Check limiting width to thickness ratios for compression elements using Table B4.1.
bt compact := 1.12�� bt_compact = 28.1 > b_over t chord = 9.8
FYchord
ht_compact := 2.42•� ht compact = 60.8 > h_over t_chord = 9.8
FYcnord
therefore section is compact
therefore section is compact
Web Iocal buckling and flange local buckling do not apply. Yielding contro(s the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Aflowable horizontal moment capacity:
Check Axial Tension Capacitv of Chord
Mnx �= FYchord'Zchord = 1.3•kip•$
Mny �= FYchord'Zchord = 1.3•kip•ft
Tensile yielding on gross section: P„y := FYcnora•Acnora = 30.4•kip
Tensile rupture will not be analyzed as there are not holes in this member.
Allowable tension capacity:
BUTR1422.xmcd
ESG79of161
Pro'ect: PremierGiobal Com onents
{ Client: Premier Global
St��� S�hac�erAs��ciai�es, Inc. ��� Pro'. No.: 1016.25
Cansrulfing StiucEurat Engineeis �wr
�+�� Desi ner• NRW
Camciirrari3Ohiu 513 54Z3.30U C.�� Pa e: 3 of 15
Cot�amtn�s,OPuv s��as-�oo ����nment tractures�rat�a Date: 5i21/2010
aon saz-�m
Check Axial Comuression Capacitv of Chord (Local Effects)
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not appty)
Laterally unbraced length of the member L�ho� 24 in
Effective length factor: I�ff;; 1,�Q
Keff'Lchord
KI/r: kl r :_ = 42.9
rchord
2
Elastic critical buckling stress: Pe:= �` �E = 155.8•ksi
kl r2
for local check only
FYchord
F
Flexural buckling stress, Fcr Fcr �= if kl r> 4.71 • E, 0.877•Fe, 0.658 e •FYchord Fcr = 40.7•ksi
FYchord
Allowable flexural buckling stress: F8_cr_�oca� �_ �r Fa_cr_�ocat = 243•ksi
c
Fcr' Achord • � ,� _ ��, .�
Allowable compression capacity: P�_cno�d_toca� �_ � �R�a�or���� ����
c
GLOBAL TRUSS CHECKS FOR CHORD CAPACITY
Chord Overall Compression Capacitv for Span Between Towers
The chords do not rely on truss action to distribute lateral loads or to resist lateral torsional buckling. Therefore
consider the overali compression capacity of each member for the fuli length of the member.
Distance between chord centerlines Dchora� �` 12 25�;�n -
2
CDchordsl 4
Itruss�lobal �= 4' Ichord "�" Achord' I = 99.8•in
2 /
Itruss�lobal
►'Ytruss�lobai �_ = 6.1•in
4'Achord
Laterally unbraced length of the member. ;L�,,,���o� 2G3 75 �n:= 22 0 ft'
Effective length factor g����, . 1:Q
�r�Tv.: _:;-..
BUTR1422.xmcd
ESG 80 of 161
Pro ect: PremierGlobal Com onents
� Client: Premier Global
�f��t+aJ SQ�tt�f EM' A�Sf1Gia�'�S. ltt� ��'�� Pro'. No.: 1016.25
,r� ��
Consu�fiag Strochual Eagizteeas "'�� Desi ner: NRW
� ,('"�,-� Pa e• 4 of 15
CSrxin�6i3Ohiv �1�542.33tl11 Etlf�.'CtOintYt�1'P���CiJGtUi1'es � Date: 5/27/2010
Cnlumbus, Ohio 614�28-�00 900342-338x �
Use section F5 of the AISC code to determine the flexural buckling strength. Conservatively assume that Cb = 1.0.
E
LP:= 1.1•ry�ss�lobal'
FYchord
E
Lr �_ �'rYtruss,.global'
0.7• Fychord
Cb:= 1.0
LP = 14.2 ft
Lr = 48.3 ft
Equation F5-3, Lp < L truss�lobal < Lr
Ltruss,�lobal — Lp
Fcr bcl := mi Cy FYchord —�0.3•Fychord�' L— L >FYcho�t
r p
Equation F5-4, L truss_global > Lr
Cb•�rr2•E Cy�►r2•E
, Fcr bc2 �_ � 2 5 FYchord � 2� FYchora
(Ltruss�lobal Lwss�lobal
rYtruss�lobal� n'uuss�lobat
if{L�u�lobal � I-r�Fcr_bcl �Fcr_bc2�
Allowable fiexural buckling stress: Fa_cr�c.sec �_ �
c
Allowable compression capaciry: P� ���a��obai �- �Fa crbc.sec'Achord}
Diaaonal Capacities
Check Flexural Capacitv of Dia�onals
Check limiting width to thickness ratios for compression elements using Table B4.1.
Fcr_bct = 42.8•ksi
Fcr bc2 = 46•ksi
Fa crbc.sec = 25.7•ksi
Dt compact := 0.11 • E Dt_compact = 91.1 > D_over_t_diag = 10.6 therefore section is noncompact
FYdiag
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable moment capacity:
BUTR1422.xmcd
Mn �= FYdiag'Zd�� = O.S�kip•ft
0
ESG 81 of 161
Pro'ect PremierGlobal Com onents
��? Client: Premier Globai
$�peaT ��hqt'f�'�f�BS[[1�ttt�'CS, ,�tiG. � , Pro . No.: 1016.25
ConcuiEing SlrocEura� Engiareis
���'� Desi ner: NRW
Ciacin�,ti3Ohio 533�94z�3a13 ��� Pa e: 5 of 15
GO�URI�l175rOOkIO 5i4-92s-�14o0 ��diilnl.elTt'StCUNGt�'25�.�+roe1;p Date: 5/21/2010
soasaa-�z
Check Axial Tension Caaacitv of Diaaonals for Overall Truss Action
Tensile yielding on gro.ss section: �P�.= Fyd;ag �►aiag
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension:
Allowable tension capacity:
st� _ �.6�
Pny
Pta diag '_ �
Pny = 16.1 �kip
Check Axial Compression Capacitv of Diaqonal for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member: yd�ag = 1 8751i
Effective length factor 1:0
�::;<:.:,.::; :;
KUr. �;_ �ff'Ldiag
ra��
kl_r = 53.2
2
Elastic critical buckling stress: �;_ ��E Fe = 1012•ksi
kl r2
FYdiag
Flexural buckling stress, F��: �� i kl r> 4.71•�,0.877•Fe, 0.658 Fe •Fyd�ag = 30.3�ksi
�Ydiag
Safety factor for compression: S2� = t.67
Allowable compression capacity: p� d�ag := Fcr•Aaiag
��
Vertical Capacities
Check Flexural Capacitv of Verticals
Check limiting width to thickness ratios for compression elements using Table B4.1.
BUTR1422.xmcd
ESG 82 of 161
Pro ect: PremierGlobal Com onents
Client: Premier Global
�h'7#.'J'J �iC�iRt'f�'Tt�BS��t�i��S,IttC. Ar��'( Pro'. No.: 1016.25
��'�'� Desi ner. NRW
Cansoiting St�wch�rat E�inee�s pa e: 6 of 15
Cin�inru��i3Ohio 513-54Z,7.�pA �� •�•�
CalumFn,s,O�ice 699-338-490D ��ainm.ern tn�tr;�s Grou� Date: 5l21/2010
eoo-sa��sz
�7 w���= 0.11 • E Dt compact = 91.1 > D_over t_vert = 10.6 therefore section is noncompact
FYvert
Web local buckling and flange local buckling do not apply. Yieiding controis the flexural strength of the member.
Nominal moment capacity:
Allowabie moment capacity:
Check Axial Tension Caaacitv of Vertical
�M„�„�= FYvert'Zvert = 0.5•kip•ft
Tensile yielding on gross section: P�:= Fy�en•A�ett
Tensile rupture will not be analyzed as there are not holes in this member.
Allowable tension ca acit : p Pny
p Y ta vert �_ �
t
P�y = 16.1 •kip
Check Axial Compression Capacitv of Vertical
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member j,�,ert ;= j2 2S 7t1
Effective length factor.
KI/r:
Elastic critical buckling stress:
�;:= 1::U
Keff' Lvert
�-
rvert
�2•E
�n'— � r2
kl r = 29.0
Fe = 341.3• ksi
Fyy�
F
Flexural buckling stress, F�� �f kl r> 4.71• E,0.877•Fe, 0.658 e •FYvert = 33.5•ksi
�. FYvert
Allowable flexural buckling stress:
F��
�,��1P�'— �
c
Allowable compression capacity: P� Vert := Fa cr local'Avert
BUTR1422.xmcd
Fa �� ��� = 20.1•ksi
ESG 83 of 161
Pro'ect: PremierGlobal Com onents
� Client: Premier Globai
$�dt �G�tR€'ft'f �isSbGYli�'¢�. �`�iC. �'�f Pro'. No.: 1016.25
Consulfiz�gStrucEuratEngineeis ��� Desi ner: NRW
�'��,,� Pa e: 7 of 15
Ga�cinriCi,Ohio 513�2,�3D� ��,�i1111t4i1t St►�,1GttH�E?5 �t'dt� Date: 5/21/2010
Columbus,OCtiv b39-925-490D 800-5d233iYi
End Vertical Capacities
Check Fiexural Capacitv of End Verticals
Check limiting width to thickness ratios for compression elements using Table B4.1.
�own�c ,:= 1.12•� bt compact = 28.1 > b_over t_endvert = 9.8
FYendvert
��,�:= 2.42•� ht_compact = 60.8 > h_over_t_endvert = 9.8
FYendvert
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capacity:
�= FYendvert'Zendvert = 1.3•kip•ft
�,py,,;= FYendvert'Zendvert = 1.3•kip•ft
Check Axial Tension Capacitv of End Vertical
Tensile yielding on gross section: P�.= Fye�a�en•Aendvert
Tensile rupture will not be analyzed as there are not holes in this member.
Allowable tension ca acit : p P°-y
p Y ta_endvert�= �
c
Check Axial Compression Capacitv of End Vertical
BUTR1422.xmcd
P„y = 30.4•kip
ESG 84 of 161
Pro'ect: PremierGlobal Com onents
� Client: Premier Globai
��pQri �C.i[d[4'�L'Y,AiS&c1�R�'�S.1ttG �p►�'�' Pro'. No.: 1016.25
Cansulfimg Stm�tural Engin�ers "�'1� Desi ner: NRW
Ci�inreati3Ohip 51�-�%2�3U1� ��� Pa e: 8 of 15
Colun�nu.o9�ic+ 6Il9�28-4904 ���ainment trr�ctures �roup Date: 5/21/2010
�aoo-saz-�
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
, _
Laterally unbraced length of the member Le11a�� 12' 25 in
Effective length factor.
Ku�:
Elastic critical buckling stress:
Flexural buckling stress, Fcr
Allowable flexural buckling stress:
Allowable compression capacity:
� 1'0
Keff'Lendvert
,�,:_
rendvert
�:= i kl r> 4.71•�,0.877�Fe, 0.658
FYendvert
F F�
A�,rG7�elA�'— �
C
Fcr' Aendvert
pca_endvert�= �
c
kl_r = 21.9
Fe = 598.1 •ksi
FYendvert
Fe
'FYendvert = 44.5•ksi
HSS to HSS Connection Check (Diaq to Chord) - Chapter K2.3
Branch angle to chord: 6�o;,,t 33�,d'eg
Thickness of branch wall: tb �= 0125�in Thickness of main wall: t= 1 �n
: .. .. ., .:....- ; g
.
Width of branch member Bei 1 32�:in Width of main member: B;: 1.S�iri
Height of branch member �Ty; 1 32::in Height of main member. �t 1 S in
Utilization ratio: U:= 1 Conservatively set utilization to 1.0
2•�4•Bb�
Effective width ratic �ie� :-
8•B
BUTR1422.xmcd
Fa cr local = 26.7•ksi
sum of perimeters of two branch members Re� = 0.9
divided by 8x cfiord width
ESG 85 of 161
Pro'ect: PremierGlobal Com nents
St�ilc'� �Chq�ferAiSfib�ttttt'9, Ii�c �,r1►��� Pro nNo.: 1016.25 Global
Cvasuifi�g S#mshual Engin+ee�s '�*� Desi ner. NRW
�����r�� ����� � � Pa e: 9 of 15
Co14a�En�s,c?}uo 61�38-190Q �nt2Cta�nm�t�rCllttU�S�1'tlu� Date: 5/21/2010
son•sa�3�az
Chord stress interaction parameter. chord in tension �Qft i;U
chord in compr. Qf� :- if�1.3 — 0.4•U � 1,1.3 — 0.4•U ,11 Qf� = 0•8
Qeff �eff J
Check: cLcheck := if�Qft ^ Qfc < 0, "Invalid" , "OK" �
Check limits of applicability (K2.3a)
Joint eccentricity: e�o�nt;_ 14375 �ri joint_eccentricity_check := I"OK" if �ejoint � 0.25•H� n�ejoint ?-0.55•H}
"NG" otherwise
Per AISC commentary on page 16.1-370, if the gap size in a gapped K or N connection exceeds the value
permitted by the eccentricity limit then the joint shall be treated as an independent Y- connection as well as a
T-type connection.
Branch angle: branch angle_check := I"OK" if A�oint � 30•deg
"NG" otherwise
Chord Wall Sfendemess ratio: check slendemess := I"OK" if b_over t chord <_ 35
"NG" otherwise
Tension Branch Slendemess ratio: check branch_slenderness := I"OK" if b_over_t_diag _< 35
"NG" otherwise
Compression Branch Slenderness ratio:
check compbranch_slenderness :_
BUTR1422.xmcd
��.���������
�:A �e'JRI�' ..�'a'^ <dti. u`�i�i�e3da� ct5:i
"OK" if b_over t_diag <_ 35
E d.5
"OK" if b_over t diag 5 1.25•( 1
l FYdiag�
E 0.5
"OK" if b_over_t diag <_ 1.1•( 1
l Fya�agJ
"NG" otherwise
ESG 86 of 161
Pro ect: PremierGiobal Com onents
; Client: Premier Global
��i�c'si $C�t(u'��rA3SVGiuf��, �ttt �p►� �� Pro'. No.: 1016.25
r.rr�'
Cansulfing Stmciwai Engineeis Desi ner: NRW
Gia�cinn�,6i,C7hia �13-542�3oi3 � � P e: 10 of 15
Cnluniia�s,Ofiio bi412s•4900 Enter�tainmer�t�tvtt�SiGt�Ott� Date: 5/21/2010
aoo-54z-3�s1
Width ratio: check width ratio =
B
"OK" if b >_ 0.25
B
B
"OK" if b >_ 035
B
"NG" otherwise
B
Aspect ratio: check aspect_ratio :_ "OK" if H>_ 0.5 n b<_ 2.0
B B
"NG" otherwise
St�ength: check strength :_ "OK" if Fycno�d < 52•ksi
"NG" otherwise
FYchord
Ductility: check_ductility :_ "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with Axial Loads in T, Y and Cross Connections (K2.3b1
��y '. - ^ �� %a"�,�
����'�.�.:.� ���5.��— p �„_
� �,��
The vertical and diagonal are the same member size therefore both will have the same capacity based on the
equations below.
Chord slenderness ratio: B
^! �_
z'tchord
B
Width ratio: b
R�= B a=o.9
In addition to the requirements of K2.3a, the following must also appfy:
beta ratio := I"OK" if p>_ 0.25
"NG" otherwise
Hb
Sin�B�oint�
Load length parameter: � ;_
B
Effective outside punching parameter: p�P;- if�s• R< p,5• �,pJ
� 7
ry = 6.5
r� = 1.6
�eop = 0.7
The available branch strength shall be the lowest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
BUTR1422.xmcd
ESG 87 of 161
Pro'ect: i PremierGlobal Com onents
� Ciient ' Premier Global
$f�vC����RC�f�i"�kS86�2R�'�S,Xf1£ ���'�� Pro'. No.: � 1016.25
CansultingSkcucharatEnginee�s '�� Desi ner. NRW
C�c'snmti3Oliio 513.5gy,33UD ���`= Pa e: I 11 of 15
c�m��»,oxro 6��2s�aoo Eett�rtainmertt�tructames�ro� Date: I 5/27/2010
eoo 5az-�
Chord wall alastification
check chord wall := ("No check" if �i >(0.85)
"Check" otherwise
Shear vieldinq (punchinq)
check shearyielding :_
"No check req" if R>�1 — 1�
7
"No check req" if (3 < 0.85 n B>_ 10
t
"Check" otherwise
check chord_wall = "No check"
check shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall stren4th
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYct,ora'tcnorcl' S • 1.5•tcnora + �
( SIl](e�oint)
Local Yielding Pa_nt �_
sin�8�oint�' 1.5
I'a,nl = 43•kip
3� �
sin�9• �
1.6•tchord2' 1 + ����t •�29000•ksi•Fychord�� 5'Qfc
H — 3 �tchord
Sidewall Crippling Pa_� := sin 8• • 2 Pa n2 = 141.1•kip
� �omt�'
10 FYchord'tchord
Uneven Load beoi �= mi 'Bb�Bb
C B � FYdiag'tdiag
tchord
FYdiag'tdiag'�2•Hb + 2•beoi — 4'tdiag�
I'a n3 �= 1.58
Maximum allowable load
in diagonals due to local
effects af connection
BUTR1422.xmcd
Pa_diap local := min(Pa nl �Pa n2�Pa n3)
beoi = 1.3•in
1'a n3 = 12.8•kip
This Walue is greater than the
capacity of the member. Does
not control.
ESG 88 of 161
Pro'ect: PremierGlobal Com onents
� Client: Premier Global
��'��'ft ��t�t'�CrAS50Ci�1�Y?S, �tSC. ��� Pro'. No.: 1016.25
�'°�°�'�I Desi ner: NRW'
ConsulEing St�ncEura2 Ensineecs Pa e: 12 of 15
Giiecinru�Ei,Qhia 513-'a!62.i30p ���
Columbx�s,Orhia 6�2S-a9oD Erqt�rtainm� tnxtures �roup Date: 5/21/2010
aoasax�
HSS to HSS Connection Check (vert to Chord) - Chapter K2.3
Branch angle to chord
Thickness of branch wall
Width of branch member
Height of branch member
. : >
�� 9Q deg
_ 1
� in
8 :
� 1 5 :in
� � S�:iri
Thickness of main wall:
Width of main member:
Height of main member:
; � :
�, m
$ .;
� 2 �n
�-T, 2,i.n
Utilization ratio:�7 := 1 Conservatively set utilization to 1.0 U= 1.0
2•�4•By�
Effective width ratic�- sum of perimeters of finro branch members (jeff - p,g
8'B divided by 8x chord width
Chord stress interaction parameter: chord in tension � 1:.0
�._,_,:
chord in compr. �:— if(1.3 — 0.4•U � 1,1.3 — 0.4•U � 11 Qf� = 0•8
l peff peff j
Check: �; ck := if�Qft ^ Qfc < 0, "Tnvalid" , "OK" �
Check limits of apqlicability (K2.3a)
Joint eccentricity: N/A will be checked as T connection
Branch angle: �R,�S�= I��OK" if 9�oint � 30•deg
"NG" otherwise
Chord Wall Slenderness ratio: �cw���,��:= I"OK" if b_over t_chord _< 35
"NG" otherwise
Tension Branch Slenderness ratio: check branch slenderness :_ "OK" if b_over_t_horz <_ 35
"NG" otherwise
Compression Branch Slendemess ratio:
u
BUTR1422.xmcd
ESG89of161
Pro'ect: PremierGlobal Com onents
Jt Client: Premier Global
S$ei�t'rt a�GkltGfer ASSOCtatCS, �itC.. ��� � Pro : NO.: 1076.25
Consnlfixeg Stmchual Eagiaeecs Desi ner: NRW
� � Pa e: 13 of 15
Ciaxin�i.�hiv 513•�2,�30p ���in117�t��GtW�S � Date: 5/21/2010
Goli�min�s, O�tia 634-336-4900 BOD-S+t233d2 �'p
Width ratio: ���� t f�o,:=
check compbranch_slenderness :_ �
B
"OK" if b >_ 0,25
B
B
"OK" if b > 0.35
B
"NG" otherwise
B
Aspect ratio: as ec .�_ "OK" if B z 0.5 n B<_ 2.0
"NG" otherwise
Strength: ���t�.- I��OK" if FYonora < 52ksi
"NG" otherwise
FYchord
Ductility: c�1�i�f i�_ "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with Axial Loads in T. Y and Cross Connections (K2.3b1
Chord slenderness ratio: �— B
2'tchord
Bb
Width ratio: �_ — R - 0.8
B
In addition to the requirements of K2.3a, the following must also apply:
be ra io •= I"OK" if �3 >_ 0.25
"NG" otherwise
Hb .
sin 9joint
Load length parameter: �-
B
BUTR1422.xmcd
"OK" if b_over_t horz < 35
E 0.5
"OK" if b_over t horz <_ 1.25•( 1
— — l Fydiag�
E 0.5
"OK" if b over t horz <_ 1.1•( 1
— — — l Fya�ag1
"NG" otherwise
�y = 8.6
� = 0.8
ESG 90 of 161
Pro'ect: PremierGlobal Com onents
a Client: Premier Global
�$�t��.R ��iTttC`�!'1"�4.SSOClIi�CS.�tTC. ���;`�� Pro'. No.: 1016.25
Caasuiting SttncturaE Engineers Qesi ner: NRW
Cincinn�tti, Ofiiu 513�"a�2� 0� �.�� Pa e: 14 of 15
Colambn�s,Uhiv b94�26-�1�06 �t�Ctapll�b�ltt fiJC#U�25 �t�Dtf� Date: 5/21/2010
HDO-542-3�2
Effective outside punching parameter: i�:- if�5� �< R, 5• R, pl
'Y 'Y J
peop = 0.4
The available branch strength shall be the towest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall qlastification
}�,��,�� r�+�= I "No check" if �i > (0.85)
"Check" otherwise
Shear yielding (punching�
n�'v��'�'v�v�v�=
"No check req" if �i >�1 - 1 I
'YJ
"No check req" if (3 < 0.85 n B>_ 10
t
"Check" otherwise
check_chord wall = "Check"
check shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S• 1.5•tchord + �
( Slll(e�oint)
Local Yielding
'�"� sin�6• • �•1.5
�omt
Pa_nl = 16.9•kip
Hb
3•
sin�A• �
1.6•tchord2' 1 + �oint ,l29000•ksi•Fychord�� 5'Qec
H-3•t �
Sidewall Crippling �,�:_ �nO`a pa_i2 = 35.5•kip
Sit]�6�oint�'2
Uneven Load m� B r Fchord'�chord� Bb�Bb
�'- I
\ Ydiag' vert
tchord
FYvert'tvert'�2•Hb + 2•b�i — 4'tvert�
'�"�"� 1.58
BUTR1422.xmcd
beoi = 1.1•in
Pa n3 = 12.8•kip
ESG 91 of 161
Pro'ect: PremierGlobal Com onents
��;' Ciient: Premier Global
S�'!?i1� SG.��Rt'1'iSTOGIIi�'BS� �t�F. ���,,r• Pro . No.: 1016.25
Cansuiiing Slivc6ural Engi��a�s Desi ner: NRW
����`���� �����.�� � � Pa e: 15 of 15
�IttE+�C'C�illrltl�tl��tt'UCt�S �� Date: 5/21/2010
Golunitn�s.Ohic+ 6741125-�1900 EOD-54�33cf2
Maximum allowable load Pa_vert locai �= m�n�Pa nl>Pa_n2�Pa n3�
in verticafs due to local
effects of connection
Welded Connections of Truss Members
This value is greater than the
capacity of the member. Does
not control.
The truss members are made of 1/8" thick walf inembers. The welds are 1/4" fillet welds. Therefore, the weld is
sufficient to fully develop the strength of the member.
BUTR1422.xmcd
ESG 92 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
S�verr $Gh�ieferAssa�iu�es, �iTC. ��� -�� Pro'. No.: 1016.25
Consulting St�ucEurat Ensineeis Desi ner: NRW
CiroGinrtati3Ohio :+73-�k2-33W ��� Pa e: 1 of 14
cown,t�,s,a��o h39-925-�190D ��ainm�nz5tru�ures�Grc�p �ate: 5/21/2010
eoo-sa��a2
Premier Global Part PATRMN26
Buiidinp Code: IBC
Materials
HSS tubes = ASTM A500 Grade B
Piates = ASTM A36
Bolts = Grade 8
Tvpical Truss Chords - HSS3x3x1/8
Properties of inembers:
b� or±er t choid 22:9
FYctiord 46�lcsi
Fuchoid , 58�ksi
Tvpical Diaqonals - HSS2x2x1/8
Properties of inember:
Ad�ag: 0 84 =ui2
b o�er t d�ag '14 2
FYdiag �6 ksi
Fit��ag 5$1CS1
Tvpical Verticals - HSS2x2x1/8
Properties of inember:
Tvpical Variables
Safety factor for flexure:
Safety factor for tension
PATRMN26.xmca
Avert" 0 84 in�
b over t vert 14 2
FYVert 46�ksi,
Fuveit 58 ksi.
S2y ;., t 67
S?rt =:1 67:
tchord Q. i 16 �n
h` over t:'chord := 22:9
E: 290U0•ksi
t�ag 0:116 �n
h_over t diag 14 2
E 290U'U 0 ksi
t;,en 0:116 tii
'h o�er t=�vert _. 14.2
°�. 29000 O�ksi
Ichord - 1 78 tn4
3
Schord = 1 19 in
rchord .= 1 17..'tn
Zchord �= 1 40 in3
Id,� 0 486 in4
Sd�ag :�,0 4�6 ��t3:
rd,ag ;� 761 �n
Zd�ag ,,, 0 S84 in3;
I,,� `0 486 �n4
Svert . : 0 486 rn3:
rvert <: ; 0 761 in
7vert. " 0 584 in3'
Safety factor for compression 52�;� 1 67 Safety factor for shear 52Y .- 1,67
Safety factor for bearing: Ste�g 2 Q
ESG 93 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
��'L'i��n �Cft(tE��'J"AS&OG`lli�'�S, ��tC.. ���� Pro . No.: 1016.25
Cansu�iing S#�usEural Engineeis "�'� Desi ner: NRW
��� Pa e• 2 of 14
Gaaocinnk,ti,ohi�v 5i3-3�23301� Etl!C�t"tdillt?t�11# #E'uNCtt�"4S�t+btij3 Date: 5/21/2010
Cxslumbus,OGuiv 6�28-4900 800-Sd2de82
LOCAL TRUSS CHECKS FOR CHORD CAPACITY
Check Flexural Capacitv of Top or Bottom Chord in Bendina Between Panel Points
Check limiting width to thickness ratios for compression elements using Table 64.1.
bt compact := 1.12•� bt compact = 28.1 > b over t chord = 22.9
�Ychora
ht compact := 2.42•� ht compact = 60.8 � h_over t_chord = 22.9
FYchord
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable verticai moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capacity:
Mnx �= FYchord'Zchord = 5.4•kip•ft
Mny �= FYchord'Zchord = 5.4•kip•ft
Check Axial Tension Gapacitv of Chords for Overall Truss Action
Tensile yielding on gross section: P„�, := FYonora•�t,o�a
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension: �tt - 1.67
Allowable tension ca aci p PD,'
p ty' ta chord �- —
�t
PATRMN26.xmcd
Pq�, = 59.8•kip
ESG 94 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Globai
$%7�i't �Ch��ft'i`li,�SOGiateSF It;�, �pt� ; Pro'. No.: 1016.25
Consulfing Stincftuat Engineeis "'�'� � Desi ner: NRW
�� ,r`"� Pa e: 3 of 14
CS�ac"vrr�ti3Ohip 513-5%2�330�D ��il1i'Yt�i1CStE'IiCtCt!'�S17 Date: 5/21/2010
Columb�isr O�hia 699-�?8-�900 800-���y� ��
Chord Overall Compression Caaacitv for Saan Between Trusses
Check limiting width to thickness ratios for compression elements using Table 64.1.
bt com ac := 1.12•� bt compact = 28.1 > b_over t_chord = 22.9
FYchora
�om := 2.42•� ht compact = 60.8 > h over t chord = 22.9
FYchord
therefore section is compact
therefore section is comqact
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member.
Effective length factor:
KI/r:
Elastic critical buckling stress:
L�ho�a 5 �
Keff . .1 _ �
Keff'Lchord
kl r :_ = 51
rchord
2
Fe:= � E = 108.8�ksi
kl r2
FYchord
Flexural buckling stress, F�r F� = 0.658 Fe •FYchord if kl_r 5 4.71•� = 38.5•ksi
� FYchord
0.877•Fe otherwise
Allowable compression capacity:
PATRMN26.xmcd ,
ESG 95 of 161
Pro ect: Premier Global Com onents
Client: Premier Global
S#e�r� �ch�efer.�ssociates, �►i`C. �1�'�� Pro'. No.: 1016.25
C'onsuiling Stmtfurai Engineecs '��'� Desi ner: NRW
�. � Pa e: 4 of 14
Ca�rocinreati,f�liio 513��2,33W �p�CBCtaillli'b�t7i�t'�UCCUf@5 �9� Date: 5/21l2010
Golumbus,0$eio 61+]-43R�4900 800342-33tY2
Diaqonal Capacities
Check Flexural Capacity of Diaqonals in Bendinq
Check limiting width to thickness ratios for compression elements using Table 64.1.
b�:om ct := 1.12•� bt_compact = 28.1 > b_over t diag = 14.2
FYdiag
om c�:= 2.42•� ht compact = 60.8 > h_over t_diag = 14.2
FYd�ag —
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable moment capacity:
,M�,y�,;= FYdiag'Zd;� = 2.2•kip•ft
Check Axial Tension Capacitv of Diaponals for Overall Truss Action
Tensile yielding on gross section: �P�,= Fyd;ag A,d;ag = 38.6•kip
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension: Slt = 1.67
Allowable tension capacity:
Check Axial Com�ression Capacitv of Diaaonal for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member
Effective length factor:
KI/r:
Elastic critical buckling stress:
PATRMN26.xmcd
;Ld�ag :`2 79 ft
� 10
_... _.:;_
Keff' Ldiag
l�r :_ = 44.0
rdiag
2
F,�= � E = 147.9•ksi
kl r2
ESG 96 of 161
Pro'ect: Premier Global Com onents
Client: Premier Giobal
�t�p�z ��ae��Assa�iai��. Jnc ��;� P�o-. No.: 1016.25
Consuifing St�chua� Eagiaeers Desi ner: NRW
� � Pa e: 5 of 14
��"�`'�'`��t° 5��`�"�� Entertainmertt tr�tu�es:Gra�s Date: 5l21/2010
CnU�mkn�s,C�ic� 63�-72s-19oo eoosaz-�2
FYdiag
�f kl r> 4.71•�,0.877•Fe, 0.658 Fe •Fya; = 40.4•ksi
Flexural buckling stress, Fcr �`� - FYdiag �
Allowable compression capacity:
V@I'tlCal StPUt CaplCltl@S
Check Flexural Capacitv of Verticals in Bendinp
Check limiting width to thickness ratios for compression elements using Table 64.1.
b com c= 1.12�� bt compact = 28.1 > b over t vert = 14.2
FYvert — — — —
h om act := 2.42•� ht_compact = 60.8 � h_over_t_vert = 14.2
FYvert
therefore section is compact
therefore section is compact
Web local buckting and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominai moment capacity:
Allowabie moment capacity:
��= FYvert'Zvert = 2.2•kip•ft
Check Axial Tension Capacitv of Verticals for Overall Truss Action
Tensile yielding on gross section: p�.�- FyVert•Avert = 38.6•kip
Safety factor for tension: S2t - 1.67
Allowable tension capacity:
PATRMN26.xmcd
ESG 97 of 161
Pro'ect: Premier Global Com onents
�?� Client: Premier Globai
S�Ff'JrtS&�liL'��iA1S&UC1lXtCSr�`��c. � Pro.No.: �o�s.2s
Consuifing 3hucEara! Engin¢ers
��'� , Desi ner: NRW
Ci�inne�,fi3Ohio 5I�2•;33UA ��� Pa e: 6 of 14
Golumtn�s, O➢tio b���s-�aoa Ertt�rtainment �tru�ct�s Gro� Date: 5/21/2010
aon sa��a2
..
Check Axiai Compression Capacitv of Verticals for Overall Tn�ss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsiona( buckling do not apply)
Laterally unbraced length of the member:
Effective length factor.
KI/r:
Lve� 21;�n 1,8;ft"
1Q
��v .. .:.:......:.. .:
Keff'Lvert
k�,•= = 27.6
rveR
2
Elastic critical buckling stress: ,F,�,.= ��= 375.9•ksi
kl r
�Yvert
Flexural buckling stress, F�� �:= i kl_r> 4.71•�,U.877•Fe, 0.658 Fe •FYVert = 43.7•ksi
FYvert
Allowable compression capacity:
HSS to HSS Connection Check (Diaq to Chord) - Chapter K2.3
Branch angle to chord 9�o,�t 38 8 deg
Thickness of branch wall tb; �_ �n
8 :
Width of branch member Bb 2�ri
Height of branch member � 2�n
Thickness of main wall:
Width of main member:
Height of main member:
Utilization ratio: U:= 1 Conservatively set utilization to 1.0
t ,;$ �ri
B 3 in
H,;= 3,in
2•�4•Bb�
Effective width ratic peff ;- = 0.7 sum of perimeters of two branch members
8'B divided by 8x chord width
Chord stress interaction parameter. chord in tension Qft 1;0
chord in compr. Qf� :- if�1.3 — 0.4•U � 1,1.3 — 0.4•U � 1� = 0.7
�eff �eff
Check:
': M�_�1L1\ � .�rl s
ESG 98 of 161
Pro'ect: Premier Global Com nents
���` Client: Premier Global
��¢'AG'J� $C�fi�t'A$50Ci1��'CSr Yft�, �,'P�.¢r Pro . No.: 1076.25
Consulfing S#mrEnua! Enginee�s "��� Desi ner. NRW
Pa e: 7 of 14
G'��'�`�`��1° ��`'�"��' �ttEertainrner�t tr+uctuui�eeSG Date: 5/21/2010
Cniumb��s,Qfldo 539-�28-�-700 aDo-542-3362 �'p
s
Check limits of apqlicabilitv (K2.3a}
Joint ecCentric�ty ejomt ��fl6 jn joint_eccentricity_check :_ "OK" if �ejoint � 0.25•H� n�e�oim �-0.55•H�
"NG" otherwise
Per AISC commentary on page 16.1-370, if the gap size in a gapped K or N connection exceeds the value
permitted by the eccentricity limit then the joint shall be treated as an independent Y- connection as well as a
T-type connection.
Branch angle: branch_angle_check:= I"OK" if A�o;,,� >_ 30•deg
"NG" otherwise
Chord Wall Slenderness ratio: check_slenderness :_ "OK" if b over t chord < 35 �,��h;e���l nd�����`��
I "NG" otherwise
Tension Branch Slenderness ratio: check branch slendemess :- "OK" if b over t diag < 35
"NG" otherwise
Compression Branch Slenderness ratio:
check compbranch_slenderness :_
Width ratio: check width ratio :_
PATRMN26.xmcd
B
"OK" if b >_ 0.25
B
Bb
"OK" if — >_ 0.35
B
"NG" otherwise
"OK" if b over t diag <_ 35
E 0.5
"OK" if b over_t_diag <_ 1.25•r 1
l FYdiagJ
E 0.5
"OK" if b_over t diag 5 1.1•( 1
`FYdiagJ
"NG" otherwise
�'"'e�e��" m�bxai�c s '�"�c��e'ss' 'O �',�;
3v i`d+"u3...-4i� ��:Ski �"i �c 3�5Y�.2"is^+L^s'i2'�&' �ii�3iK �',,.
ESG 99 of 161
Pro' ct: Premier Giobal Com onents
Client: Premier Global
S#e�erc Scha��r Assa��ates, ��sc �� ? Pro'. No.: 1016.25
Consulfing SbucEtual Engine¢is Desi ner: NRW
CSnannki6i3Ohi4 5I3.54o2.330t� �.�� Pa e: 8 of 14
Golam�n�s,Uhio 6i4�3S-�900 �������� tt�iGttlt+�Slil01�� Date: 5l21l2010
eoasaz-�
B
Aspect ratio: check_aspect_ratio :_ "OK" if H>_ 0.5 n b<_ 2.0
B B
"NG" otherwise
Strength: check strength ="OK" if Fychord < 52•ksi
"NG" otherwise
FYchord
Ductility: check ductility :_ "OK" if < 0.8
FUcnora
"NG" otherwise
Branches with Axial Loads in T, Y and Cross Connections (K2.3b)
The vertical and diagonal are the same member size therefore both will have the same capaciry based on the
equations below.
Chord slenderness ratio: B
'Y =
2'tchord
B
Width ratio: p: B R- 0.7
In addition to the requirements of K2.3a, the following must also apply:
beta_ratio := I"OK" if R>_ 0.25
"NG" otherwise
Hb
Sin 8�oint
Load length parameter: r� ;—
B
� � �'::�. _.,r �;��
ry = 12.9
r�=1.1
Effective outside punching parameter: peOP := if r5• a<(3, 5• a, Rl �i�p = 0.3
\ 'Y 'Y J
The available branch strength shall be the lowest value ftom the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
PATR11TN26.xmcd
ESG 100 of 161
Pro"ect: Premier Global Com onents
; Client: Premier Global
S��p��t$C.h�#R'ft'TA3S��ti�'f'S.I�tC. ��� Pro. No.: 1016.25
���� Desi ner: NRW
Consnlfing Struetura� EnginPers Pa e: 9 of 14
Ci�ins�ri,�hip ay��a�a� ��ainm��#nactEires�ro�p Date: 5/21/2010
C[�lumEn�s,t}hio 6��}2�-4900 BOD-542-3302
Chord wall plastification
check chord wall := I"No check" if a>(0.85)
"Check" otherwise
Shear vieldinq (punchinQ)
check shearyielding :_
"No check req" if (3 > I 1- 1 J
� 7
"No check req" if p< 0.85 n B>_ 10
"Check" otherwise
check chord wall = "Check"
check sheazyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenQth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' $• 1.5•tchord '�' �
Sln(e�oint)
Local Yielding pa_nl �_
S'1n�0�oint�'1.5
Pa nl = 46.1•kip
Hb
3•
sin�8• - �
1.6•tchord2' 1 + lomt ,(29000•ksi•Fychord�� 5'Qfc
H — 3•tchord
Sidewall Crippling Pa_� := sin A• • 2 �'a_n2 = 64•ldp
� �omt�'
Uneven Load beoi = mi 10 (FYchord'tchordl Bb�Bb
B \ FYdiag'tdiag J
( tchord�
FYdiag'tdiag'�2'Hb + 2'beoi ' 4'tdiag�
�'a_n3 = 1.58
Maximum allowable foad
in diagonals due to loca!
effects of connection
PATRMN26.xsncd
pa_diap local �= ml�Pa_nl�pa n2�Pa_n3�
b�� = 0.8•in
Pa ,� = 17.2•kip
This value is greater than the
capacity of the member. Does
not control.
�
ESG 101 of 161
Pro'ect Premier Global Com onents
Client: Premier Global
$�E+Jt �C%�t'1'�S�C1�[1'4'Sr �►t�« �1►���t Pro'. No.: 1016.25
Consulfing Stiushual �nginee�s ""r"r'� Desi ner. NRW
Cit�cin�,Ci,viii� 513-�Z,�3oD �.� � Pa e: 10 of 14
Columlw�.09tia ��4�12s-�oo Entertainment Structures �ro�p Date: 5/21/2010
soo-saa-�
HSS to HSS Connection Check (Vert to Chord) - Chapter K2.3
Branch angle to chord ��� �90 deg
Thickness of branch wali � 1 in
8 `.;'
Width of branch member �'iri
. V
�n ..:....... ..: .:
Height of branch member 'H� 2`;n
Thickness of main wail
Width of main member
Height of main member
Utilization ratio:i�1:- 1 Conseroatively set utilization to 1.0
1 ;
�— �n
-.: 8
�:= 3-in
H 3 in
2•�4•Bb�
Effective width ratic�- = 0.7 sum of perimeters of two branch members
8'B divided by 8x chord width
Chord stress interaction parameter: chord in tension �, ,1:0
chord in compr. �:= if(1.3 — 0.4•U < 1,1.3 — 0.4•U � 11 Qfc = 0.7
` Qeff �eff �
Check: Nc�;h�CWkN:= 1f�Qft � Qfc � O, "Invalid" ,"OK" �
Check limits of applicabiliry SK2.3a)
Joint eccentricity: N/A will be checked as T connection
Branch angle: branch n le heck := I"OK" if A�oins � 30•deg
"NG" otherwise
Chord Wall Slenderness ratio: check len rn s:= I"OK" if b_over t chord <_ 35 �eo � e eri�ess �,� .��
,.� ��.�...�v ,��������s�. .�-�_..
"NG" otherwise
Tension Branch Slenderness ratio: che k b nc sle derness := I"OK" if b_over t vert <_ 35
"NG" otherwise
PATRMN26.xmcd
� ,
�
ESG 102 of 161
Pro'ect: Premier Global Com onents
��}` Client: Premier Global
�i�ev¢r� SG�C��f�rA35b�ia�s, �t1C. ��:;� Pro'. No.: 1016.25
Consuifing St�cEwat E�sineers Desi ner: NRW
� � Pa e• 11 of 14
�"�"i°�`'�',��p �1��'�'�� E�ttt�Ct�inmellt�tt'�UIGtE�'eSG Date: 5/21l2010
Cnlun�b�as, Ohio �i�9-�25-�1400 900,542-33�d2 ��
Compression Branch Slenderness ratio:
check om bran sl n ern s•_
Width ratio: c i,c�+id r tfo :_
B
"OK" if b >_ �.25
B
B
"OK" if b >_ 0.35
B
"NG" otherwise
B
Aspect ratio: h ck as ec • io •_ "OK" if H>_ 0.5 n b<_ 2.0
B B
"NG" otherwise
Strength: c�e k s h:= I"OK" if Fyct,ord � 52'ks�
'NG" otherwise
FYchora
Ductility: e til' _"OK" if < 0.8
Fuchord
"NG" otherwise
Branches with Axiai Loads in T, Y and Cross Connections (K2.3b)
Chord slenderness ratio: �— B
2'tchord
By
Width ratio: �:_ — p = 0.7
B
In addition to the requirements of K2.3a, the following must also apply:
beN ta�rat��= I"OK" if �i >_ 0.25
"NG" otherwise
PATRMN26.xmcd
"OK" if b over t vert <_ 35
E 0.5
"OK" if b_over t vert <_ 1.25 �( 1
l FYd�ag�
E 0.5
"OK" if b_over t vert < 1.1 •( 1
-- lFYdiagJ
'NG" otherwise
�y = 12.9
ESG 103 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Globa!
�$��R't� �uGiJR�fpJ"�SffiPGtt1t�5,t1EC, ��'�� Pro'. No.: 1016.25
ConsulEimg 5lm�cEusal En�ineers Desi ner. NRW
Cincinn�tti3Ohio 913�54Z�3oD ��� Pa e: 12 of 14
Calumian�,O�io 539�36-9900 ��ti���nm�i ti�LICCU�ESl�tOlt� Date: 5/21/2010
H6D 542-33D2
Hb
Sin(e�oint>
Load length parameter. �-
B
Effective outside punching parameter: i�;= if(5• a< p,5• a, al
` 'Y 'Y J
r� = 0.7
peop = 0.3
The available branch strength shail be the lowest value from the following limit states...chord wall plastiflcation, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall plastification
he���= I "No check" if �i > (0.85)
"Check" otherwise
Shearyieldinq (punchin�
check she r i ldin := I
"No check req"
"No check req"
if R>�1 — 1J
�
�f p< o.ss � B>_ io
t
"Check" otherwise
check chord wall = "Check"
check_shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strencath
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.5•tchord + �
SI l]( e�oint) )
Local Yielding
'�'a'd'�t"� sin�6• • �•1.5
�omt
Pa_nl = 20.4•kip
Hb
3•
sin�6• � '
1.6•tchord2' 1 + Joint ,{29000•ksi•Fychord�� 5'Qfc
Sidewall Cri lin p H— 3•t�nora pa n2 - 2g,4•kip
pp 9 ,��= sin�e� � �.2 -
�omt
PATRMN26.xmcd
ESG 104 of 161
Pro ect: Premier Global Com onents
� Client: Premier Global
��
$fC���r1 �ChaCf@rA35c1Citttes, I�e ��0►�:. Pro'. No.: 1016.25
Consulfin$ Struetusaf En�ineers �� Desi ner: N RW
� Pa e: 13 of 14
C.aaxin�ti3O.hio 5I3-a4Z+33W ���dil1� btrlJCtt�'ES�f`.9 Date: 5/21/2010
�nlumbus.OP�io 634�28-4900 eD0-542d3�s3: ��
Uneven Load mj 10 FYchord'tchord .Bb�Bb
,�:_
B FYdiag'tvert
( tchord)
FYvert'tvert'�2•Hb + 2•b�i — 4'tvert�
�:_
1.58
Maximum allowable load Pa vert_local �= min�Pa nl>Pa_n2�Pa_n3�
in verticais due to local
effects of connection
Weided Connections of Truss Members
beoi = �•in
Pa n3 = 17.2•kip
This value is greater than the
capacity of the member. Does
not control.
The truss members are made of 1/8" thick wall members. The welds are 1/4" fillet welds. Therefore, the weld is
sufficient to fully develop the strength of the member.
Truss to Truss Connection:
Bolt Capacities
Connection is made with (6) 3/4" Gr. 8 bolts at each end of the truss through a vertical plate.
The bolts will be requi�ed to resist vertical shear only.
Allowable Tension Capacity of Bolts
Allowable Shear Capacity of Bolts �;��'����y �,�� j���
�. ���� �M
The interaction of the bolts will be verified in the Excel sheets per J.3.7.
The thinnest connection plate material for the truss is 1/2". Per table 7-5, the allowable bolt bearing strength for a 3/4"
bolt in an oversize hole with 3" spacing is 26.1 kips, which doesn't control.
PATRMN26.xmcd
ESG 105 of 161
Pro ect: Premier Global Com onerrts
Client: Premier Global
��'FL'��['.�il�G'f�Tf1sS(1Cla�.'S.IatG. ���'�Y( Pro'.No.: 1016.25
CcnsulEing Skmefara� Enginnets "'�'�� Desi ner. NRW
� � Pa e• 74 of 14
Cam�int�ki.C�fiia 513-�4t�3oA �ttBC't8ii1rYl�Ii#�CltGttil'6S�tG4ij� Date: 5/21/2010
Golumirus,Q3�ia 684�128-�140a �pp.gqZ.�
Vertical Plate Capacity
The vertical plate has a typical bolt spacing of 3" oc. The plate will be analyzed for vertical shear only.
Tributary width of plate per bolt
Thickness of piate
Yieid strength of plate
Allowable shear in plate
PATRMN26.xmcd
b,plate mb �=. 3•in
tvert�plate , 0 5 ln
Eyp�aze 36 ksi
0.6 � FyP�ate' bplate_trib'tvert�late
Va vert�late �— �
ESG 106 of 161
Pro'ect: Premier Global Com onents
� Client: • Premier Globai
S�L'77�'l7 SC`�frL'�!.'J"At$Sd'GiRtL'$r t1Pb'. y�JI��� Pro . NO.: 1016.25
Consuifing StrOsEural En�iaeea """'�'� Desi ner: NRW
Gi�ocia�h,Ohin 513-a+l2�3Ut1 ��� Pa e: 7 of 14
Columbus,Uhio 679-435-�1900 Et�tel"tdi111Y1�itt tKL�Cttt�S kilYiti,p Date: 5l21/2010
800-542-338i
Premier Global Part PATRMR12
Buildina Code: IBC
Materials
� HSS tubes = ASTM A500 Grade 6'
Plates = ASTM A36
Bolts = Grade 8
Tvpical Truss Chords - HSS3x3x3/16
Properties of inembers
�chora � 89 iri
b ouer t chord 14:2
FYcho'_rd �`�1
�uchocd $8:ksi
Tvpical Diac�onals - HSS2x2x3/16
Properties of inember:
Aa,ag:: 1 19 -iri?
b over t d►ag 8 49
Fyd,� 46 ks'i
Fud�ag 58. ksi
Tvpical Verticals - HSS2x2x3/16
Properties of inember:
: Z
Avert�` 1 19,`m r
b over t vert 8 49:
FYuett 46 ksi
FuY� 58 ksi.
Tvpical Variables
Safety factor for flexure: Stb - 16"7:
Safety factor for tension St� ,= 1 67
PATRMR12.xmcd
tchord 0 174 iii
h' ouer t �chord = 14w2
,_:
�_ 290U0 ksi
fd,� 0:174 in
'h` over t;ici�ag. . .:8 49
!B 29qUU•ksi
f�,� U°174 in
la over :t: vert , ;$ 49
E 290�:0 ksi
Zchord -: 2 46 �n�
Sehord. = 1 64•in3:
rchoid ��= 1 14 iti
�chord �:= 1 97•in
Td,� ; 0 641 in�
5�,� = 0 641 m3:
r�,ag 0 733 in
Zd,ag, � 0 797•in�:
I�� , 0 641 in
S�,e1.� = 0 641 in3
rvert '=0 733 in
7vert , �. 0 797 .in3:
Safety factor for compression S�� 1.67:
Safety factor for bearing: Stti�g 2 p,
Safety factor for shear 52;, 1 6'1
ESG 107 of 161
Pro'ect: Premier Globai Com onents
Client: Premier Global
��eFen Scha�erAsso�iat�s,;hrc. ��� Pro'. No.: �o�s.zs
.•� .,,
Consulfing Stmci�ual Engineecs ��� Desi ner: NRW
�= � Pa e: 2 of 14
Cincar�,ti3Ojiip 5ia-5�t,33UD ��t�CCaillmetl2 1'UGtU�eS �5IrC1� Date: 5/21/2010
Cc�lam6us,CNEia 6A9-32t3-49D0 80D•S�tb33iMt
LOCAL TRUSS CHECKS FOR CHORD CAPACITY
Check Fiexural Caaacitv of Top or Bottom Chord in Bendina Befinreen Panel Points
Check limiting width to thickness ratios for compression elements using Table 64.1.
bt compact := 1.12• E bt compact = 28.1 > b_over t chord = 14.2
FYcnord
ht compact := 2.42•� ht compact = 60.8 > h_over t_chord = 14.2
FYcnord
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capacity:
Mra:= Fychord'Zct,o�a = 7•6•kip•ft
Mny := Fychord'Zchord = �•6•kip•ft
GLOBAL TRUSS CHECKS FOR CHORD CAPACITY
Check Axial Tension Capacitv of Chords for Overall Truss Action
Tensile yielding on gross section: P„y := FYcnora'Acnora
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension: Stt = 1.67
Pqy
Allowable tension capacity: P� �nora �_ �
PATRMR12.xrrccd
P„y = 86.9•kip
ESG 108 of 161
Pro'ect: Premier Global Com onents
Client: Premier Globai
$%7iBrl �f�t���T�1SSt?��[�4'S. �.tE�, =�� Pro'. No.: 1076.25
t �7/. .
ConsultingSt�osEuraiEnginee�s "�'� Desi ner: NRW
��- � Pa e: 3 of 14
�"6�'�'�,0�"° "'��"'�'`�`�� Et'et£rtailltYl�ilt'.stFUCtt1i'e51� Date: 5/21/2010
�lumbn�s.O�io 514-�28-�00 e0D•542330i �
Chorcl Overail Compression Caaacitv for Span Between Trusses
Check limiting widfh to thickness ratios for compression elements using Table B4.1.
t com a:= 1.12•� bt compact = 28.1 � b over t chord = 14.2
FYchord — — —
t�om c:= 2.42•� ht compact = 60.8 � h_over t chord = 14.2
FYchord
therefore section is compact
therefore section is comqact
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member
Effective length factor:
KI/r:
Elastic critical buckling stress:
Lehord 135 m�I 1 2 ft:'
�ff.,.J .1�0
Keff'Lchotd
kl r :_ = 118
rchord
2
Fe = � E = 20.4•ksi
kl r2
FYchord
Flexural buck(ing stress, F�: F��:= 0.658 �e •FYchord if kl_r <_ 4.71• I — = 17.9•ksi
� �Ychord
0.877�Fe otherwise
Allowable compression capacity:
PATIZMR22.xmcd
ESG 109 of 161
Pro'ec� Premier Global Com onents
r` Client: Premier Global
Stev�Sch�,eferA�spGiatcs,ltt�. ���� Pro. No.: 1076.25
Consu�t'ing SlrocE+ural Engin+eecs Desi ner: NRW
Pa e: 4 of 14
Cincinrtati.Ohiu �1a-54z.33W E�y��jn174�ft��C�CCft��S �`7r0l,E Date: 5/21/2010
�nlumims,00�io 6i443S•49tl0 Boq-54233�D2 'p
Diaaonal Capacities
Check Fiexural Capacitv of Diaqonals in Bendina
Check limiting width to thickness ratios for compression elements using Table 64.1.
o c:= 1.12•� bt compact = 28.1 > b_over t diag = 8.5
FYdiag
��roc�n�i � c:= 2.42•� ht_compact = 60.8 > h over_t_diag = 8.5
FYdiag
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable moment capacity:
M,,,ax,;= FYdia� Zd�� = 3.t•kip•ft
Check A�cial Tension Caaacitv of Diaqonals for Overall Truss Action
Tensile yielding on gross section: P�.- Fyd�ag Aa�ag = 54.7•kip
Tensile rupture will not be analyzed as fhere are not holes in this member.
Safety factor for tension: St� - 1.67
Allowable tension capacity:
Check Axial Compression Caaacitv of Diaponal for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member
Effective length factor:
KIlr:
Elastic critical buckling stress:
PATIZMR12.xmcd
Ld�g. ;;2 77•ft
%w� : :. '1'0
Keff'Ldiag
kN l�r,'.= = 45.3
rdiag
Tr2•E
F�:= = 139.2•ksi
kl r2 •
ESG 110 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
$��v��i SC11�f4't f1B50Ct�[�'t'S� fiiG, ��r� Pro'. No.: 1016.25
Consulfing Shas[vraF Ensineers Desi ner: NRW
Cincin�,Ei, ahip �1�5�2�330t3 �.�� Pa e: 5 of 14
ColumEn�s.(�io 61�]28-�1900 Eltt�"Cdit1rt18T1t'�ttllGtt�S�t�b!!p Date: 5/21/2010
eoD•sax-�
FYdiag
F
Flexural buckling stress, F• ,�,�,�= if kl_r> 4.71• E,0.877•Fe, 0.658 e •Fyd;ag = 40.1•ksi
cr Fy�;ag
Allowable compression capacity:
Vertical Strut Capacities
Check Fiexural Capacitv of Verticals in BendinA
Check limiting width to thickness ratios for compression elements using Table 64.1.
t com c:= 1.12�� bt compact = 28.1 > b over t vert = 8.5
FYvert — —
h�;om c:= 2.42•� ht_compact = 60.8 > h over t vert = 8.5
FYvert
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable moment capacity:
�= FYvert'Zvert = 3.1•kip�ft
Check Axial Tension Capacitv of Verticals for Overall Truss Action
Tensile yielding on gross section: �— Fy1ert•A�ert = 54.7�kip
Safety factor for tension: Sti = 1.67
Allowable tension capacity:
PATRMR12.xmcd
ESG 111 of 161
Pro ect: Premier Global Com onents
�,r' Client: Premier Global
�t��T ���T�Bi'�SSAf�af't'�, l�i�, �'� Pro'. No.: 1016.25
ConsuiFing Sl�cEural Eogimpers "'��'�� Desi ner: NRW
Cincin�ti3Oliin :13�E2�330D �.�� Pa e: 6 of 14
columbus,oa�ip 5?442s�}400 Ertit�rtainmei'tik�ttyJGtUreS �1'01tp Date: 5/21/2010
soo-so�-��crz
Check Axial Compression Capacitv of Verticals for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according ta the limit state of flexural
buckiing (torsional buckling, and flexural torsionai buckling do not apply)
Laterally unbraced length of the member:
Effective length factor:
KI/r:
Elastic critical buckling stress:
T,;;� 21 • in 1.8 ft`
�,. 1'9
Keff'Lvert
l�r,:= = 28.6
rvert
2
F,�:= � E = 348.7•ksi
kl r2
FYvert
Flexural buekling stress, F�.: �:= if kl_r> 4.71•�,0.877•Fe, 0.658 Fe •FYvert =43.5•ksi
FYvert
Allowable compression capacity:
HSS to HSS Connection Check (Diaq to Chord) - Chapter K2.3
Branch angle to chord 8�o,nt 391 deg
Thickness of branch wall tb; 3 �n
16 :::
,;
:.
Width of branch member B� 2 �ri
Height of branch member � 2 iri
Thickness of main wall:
Width of main member:
Height of main member
x ' � iii
�<16: .
B ; 3 in
,�,`_
3 in
Utilization ratio: U:= 1 Conservatively set utilization to 1.0
2•�4•Bb�
Effective width ratic pe� :- = 0.7 sum of perimeters of two branch members
g'B divided by 8x chord width
Chord stress interaction parameter: chord in tension
chord in compr
Check:
PATRMR22.xmcd
`Qft<;=± 1�:Q
Qfc := if(1.3 — 0.4•U < 1,1.3 — 0.4�U � Il = 0.7
l Reff Qeff J
ESG 112 of 161
Pro'ect: Premier Global Com onents
` Client: Premier Global
��'6F1�1T ��.��,�E'TA�SdGI�t�'C5� Iit� �� �� Pro . No.: 1076.25
Consyliing StmtEurai EngixEee� Desi ner: NRW
_
��"`"„� Pa e• 7 of 14
GSaucin�V�,Ciiu�v SI�a+62,33p�3 ��.ti��nl'Tl�tYkSl�IJCtt1�2S:�IC�l1 Date: 5/21/2010
Cnlumbus,Ohto 639�25-4900 gpp.�y�..�,p,2 �
Check limits of applicabiliN (K2.3a)
Joint eccentricity ejoint 2:06 in joint eccentricity_check :_ "OK" if �ejoint � 0.25•H� n�e�oint �-0.55•H�
I "NG" otherwise
Per AISC commentary on page 16.1-370, if the gap size in a gapped K or N connection exceeds the value
permitted by the eccentricity limit then the joint shali be treated as an independent Y- connection as well as a
T-type connection.
Branch angle: branch_angle_check := ("OK" if Ajoint z 30•deg
"NG" otherwise
Chord Wall Slenderness ratio: check slenderness := ("OK" if b_over t chord 5 35
"NG" otherwise
Tension Branch Slenderness ratio: check_branch_sienderness := I"OK" if b_over t diag <_ 35
"NG" otherwise
Compression Branch Slenderness ratio:
check compbranch_slenderness :_
Width ratio: check width_ratio :_
PATRMR12.xmcd
' B
'I "OK" if b >_ 0.25
B
Bb
"OK" if — >_ 0.35
B
I "NG" otherwise
�� � ����� � �
c ��e �:
� ��..::. �r .� �..��� .. �
"OK" if b_over t_diag 5 35
E 0.5
"OK" if b_over t_diag 5 1.25•( �
l FYdiag
E 0.5
"OK" if b over_t_diag 5 1.1�( 1
l FYdiag�
"NG" otherwise
�ry�EC' �,F��x�"�., � �,yv"—h1E�, n�� �,S^�� "�'��0, ��^��
�� iz��—���� 1 � �
ESG 113 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
$���� �C.haefer,�#�&UG{atCs, It�c, �� T Pro'. No.: 1016.25
Consuliing Stiust�uat En�iaeecs Desi ner: NRW
Cincinm,ti3Ohiv 5I3��B2,33op �.� � Pa e: 8 of 14
c�a��5,o�ia s;�xs-�won Ent�rtainrt�Stru�tc�es�ra� Date: 5/21/2010
eoo•saz-s�a2
B
Aspect ratio: check aspect ratio :_ "OK" if H>_ 0.5 n b<_ 2.0
— B B
"NG" otherwise
Strength: check_strength :_ "OK" if Fychora < 52•ksi
'TTG" otherwise
FYchord
Ductility: check_ductility :_ "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with Axial Loads in T. Y and Cross Connections (K2.3b)
The vertical and diagonai are the same member size therefore both will have the same capacity based on the
equations below.
Chord siendemess ratio: B
ry � 2'tchord
B
Width ratio: (3 :- B R- 0.7
in addition to the requirements of K2.3a, the following must also apply:
beta_ratio := I "OK" if (3 � 0.25
"NG" otherwise
Hb
Sin�B�oint�
Load length parameter: � ;_
B
_z�
� ::,�. � ��:r. � -
^y = 8.6
r� = 1.1
Effective outside punching parameter: peOp ;= if(5� R< p,5• a, �il peOp = 0.4
� 'Y 'Y J
The available branch strength shall be the lowest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
PATRMR12.xmcd
ESG114of161
Pro'ec� Premier Global Com onents
Client: Premier Global
Ste�en 5ch�eferA,sso�at�s, Fa#C. �/� ��f Pro'. No.: 1076.25
Consuifing StmcEusal Engineecs Desi ner: NRW
����r���p ����� ��� Pa e: 9 of 14
�t1t�E'teitlmetlt tt'I�ttlt'E:SG Date: 5/21/2010
CalumErus, Ohta 639-3�F'rI900 80034'2-33�b� �
Chord wail qlastification
check chord wall :_ �"No check" if p>(0.85)
"Check" otherwise
Shear y,ieldina (aunchinq)
check_shearyielding := '
'"No check req" if (3 >�1 — 1 J
7
"No check rey" if �i < 0.85 n B>_ 10
t
"Check" otherwise
check_chord wall = "Check"
check shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.5•tcnord+ �
( Sln(e�oint)
Local Yielding pa_nl �_
Sln�9�oint�'1.5
Pa nl = 75.7•kip
Hb
3•
sint8� �
1.6•tchord2' 1 + loint ,(29000•ksi•Fychord�� 5'Qfc
H-3•t �
Sidewa►I Cri lin p cnora p 1503•ki
pP 9 a_n2 �= sin 9• • 2 a n2 = P
� �omt)'
10 FYchord'tchord
Uneven Load b�;:= mi •Bb>Bb
CB 1 FYdiag'tdiag
tchord�
FYdiag'tdiag'�2•Hb + 2•beoi — 4'idiag,
pa_n3 = 1.58
Maximum allowable load
in diagonals due to local
effects of connection
PATRMR12.xmcd
Pa_dia�local �_ -min�Pa_nl . pa_n2 � Pa_n3�
b�; = 1.2�in
Pa � = 28.5•kip
This value is greater than the
capacity of the member. Does
not control.
ESG 115 of 161
Pro'ect: Premier Giobal Com onents
;' Client: Premier Global
St�ue� SCh��fer Asscr�iates, �t1� � Pro . No.: 1016.25
��'�'',�r Desi ner. NRW
Consu9fing Stmcfurat Enginre�s ,�Y,��
Gin�trrn�,ti3Ohicr 51�5423.�Qt9 Pa e: 10 of 14
Cnlumbus,t�ia 6�4-#28-�900 ��di�1t11�t'�t tt'I�GtE�ES �t�OiJ,�J Date: 5l21/2010
aoo-sax��ar
HSS to HSS Connection Check (Vert to Chord) - Chapter K2.3
Branch angle to chord: � 90�deg
Thickness of branch wall: � 3.'}n
:16 ...::
Width of branch member: � 2.:�p
Height of branch member: � 2 in
Thickness of main wall
Width of main member
Height of main member:
Utilization ratio:�:= 1 Conservatively set utilization to 1.0
, 3
t�=: iri
:i6;. ;.
�B=3�n
�, 3 iri
2•�4•Bb}
Effective width ratic�- = p.� sum of perimeters of two branch members
8'� divided by 8x chord width
Chord stress interaction parameter. chord in tension �' -�:;`_:; i�0
� .....-..
chord in compr. �:_ ;f�1.3 — 0.4•U � 1,1.3 — 0.4•U � 1 Qfc = �•�
peff �efF )
Check: ��h c�kN:= if�Qft ^ Qf� < 0, "Invalid" , "OK" �
Check limits of applicabilitv (K2.3a)
Joint eccentricity: N/A will be checked as T connection
Branch angle: �,nch n ,�:= I��OK" if 9joint � 30•deg
"NG" otherwise
Chord Wall Slenderness rati0: check slendern ss :_ "OK" if b over t chord <_ 35 '�`�"�e���le�� ern��"� ��
I "NG" otherwise
Tension Branch Slenderness ratio: check r nc sten erness :— "OK" if b over t vert 5 35
"NG" otherwise
PATItMR12.xmcd
ESG116of161
Pro'ect: Premier Global Com onents
a` Client: Premier Global
St�v�Jt SChaCferASstr�lat�S.I►TC. ��; �� Pro'. No.: 1016.25
Cvnsulfing Stmciusa! Engineers Desi ner: NRW
��� Pa e: 11 of 14
Ca�aeinc�ti,C�hio +73-r�2�.30D ��it11YU��1tStEtilCtEl�'eS�t�Ok! Date: 5/27/2010
Coliimbus. C7tihip 6�h�2�-�900 900-54�338i �
Compression Branch Sienderness ratio:
ch om r e sl n e ess •= I"OK" if b_over t vert 5 35
E 0.5
"OK" if b over t vert 5 1.25•� 1
— — FYdiag J
E 0.5
"OK" if b_over t vert 5 1.1 • r 1
`FYdiag�
"NG" otherwise
Width ratio: c�h�eck width r t�:=
B
„OK" if b >_ 0.25
B
B
"OK" if b >_ 0.35
B
"NG" otherwise
B
Aspect ratio: �ec�� ec, ra io •_ "OK" if H>_ 0.5 n b<_ 2.0
B B
"NG" otherwise
St�ength: check s en h:_ `"OK" if Fychord � 52•ksi
I"NG" otherwise
FYchord
Ductility: �i ctili •_ "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with Axial Loads in T, Y and Cross Connections (K2.3b)
Chord slenderness ratio: �= B
2'tchord
Bb
Width ratio: .�i �_ — p = 0.7
B
In addition to the requirements of K2.3a, the following must also apply:
betN�N:= I "OK" if (3 >_ 0.25
"NG" otherwise
PATRMR12.xmcd
7=8.6
�
ESG 117 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
S�evett SChseferAssa�tat�s, d�tC. ��i Pro'. No.: 1016.25
Conaiif'uig SitocEural En�inee�s
' � '6� Desi ner: NRW
Ginc'tnrrati3Olvo �1�,i4Z,33ofi �. � Pa e: 12 of 14
Colimrknts,O�ia 614-�2fi-�oo Ei1tE1't0inC1'D�11t t1`UGttlIxG'S�7f�01� Date: 5l21/2010
800•542-330Y
Hb
Sin 8�oint
Load length parameter. �-
B
Effective outside punching parameter: i�;- if(5• �<�3,5• �,pl
1 'Y 'Y J
r� = 0.7
ReOp = 0.4
The available branch strength shafl be the lowest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall qlastification
ch�wl�d�ra�= ( "No check" if R > (0.85)
I"Check" otherwise
Shear iey Idin.q (punchinq)
ch ck h i in :_ 'No check req" if �3 >(1 —� J
` 7
"No check req" if (3 < 0.85 n B>_ 10
t
"Check" otherwise
check chord wall = "Check"
check shear�+ielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.5•tchora '�' �
Sin(e�oint) )
Local Yielding ��.-
Sin�B�oint�' 1.5
Pa_nl = 35.3•kip
Hb
3•
sin�A• �
1.6•tchord2' 1 + loint ,(29Q00•ksi•Fychord�� 5'Qfc
Sidewall Crippling H— 3•tchord p 67•ki
'�"�'�'� sin�8� • �•2 a_n2 = P
�mnt
PATlZMR12.xmcd
ESG118of161
Pro'ect: Premier Global Com onents
{ Client: Premier Global
$��vi'JT$C�tt�f@t'e4SSOCitt�t.'Sr��"� �'�� Pro'. No.: 1016.25
Consulfing St�octutal Enginee�
'�� Desi ner: NRW
Ci�ocinrtaCi,C�.Eva SI�"a42,S30D �. �` Pa e: 13 of 14
CUlumb2�s,Ohia 534�3fi-�19o0 ���ntll�rit�tittiJCtF1�E5'L�I�Otl�:� Date: 5/21/2010
eoo•saz-3�t32
Uneven Load �;= m; 10 FYchord'tchord Bb�Bb
(B Fydiag'tvert
tchord)
FYvert'tvert'(2•Hb + 2•beoi — 4'tvert�
'�"�4� 1.58
Maximum allowable load Pa_ven_local �= m1°�Pa_nl�Pa n2�Pa_ns�
in verticals due to local
effects of connection
Welded Connections of Truss Members
beoi = 1.2•in
Pa_n3 = 28.5•kip
This value is greater than the
capacity of the member. Does
not control.
The truss members are made of 1/8" thick wall members. The welds are 1/4" fillet welds. Therefore, the weid is
sufficient to fully develop the strength of the member.
Truss to Truss Connection:
Boit Capacities
Connection is made with (6) 3/4" Gr. 8 bolts at each end of the truss through a vertical plate.
The bolts will be required ta resist vertical shear only.
Allowable Tension Capacity of Bolts
Allowable Shear Capacity of Bolts
The interaction of the bolts will be verified in the Excel sheets per J.3.7.
The thinnest connection plate material for the truss is 1/2". Per table 7-5, the allowable bolt bearing strength for a 3/4"
bolt in an oversize hole with 3" spacing is 26.1 kips, which doesn't control.
PATRMR12.xmcd
ESG 119 of 161
Pro'ect Premier Global Com onents
t Client: Premier Global
Steve.n �cha�ferAssdcaa%s„��.
�/��j Pro". No.: 1016.25
Consuifing 5t�ustura! Engiitee�s ''�"'�'-'��- Desi ner: NRW
��� Pa e: 14 of 14
�a�'���'' p�'p '���'��' Ent2Ctdi1lt'�t�l'1� tt'�Ctt�+Es: � Date: 5/21 /2010
Co]umbuS�Cf�tio 6�442�-�±700 60D34b3�di �'p
Vertical Plate Capacity
The vertical plate has a typical bolt spacing of 3" oc. The plate will be analyzed for vertical shear only.
Tributary width of plate per boit bP�� �,b .= 3 in
Thickness of plate �;grt,.plate - �t$ �n.
Yield strength of plate Fyp�a� :36 ksi:
Allowable shear in late V _ 0.6•FyP�ate'bplate_mb•�ert�late
p a vert�late �— �
0
PATRMR12.xmcd
ESG 120 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
$�'�F�fT�C�1RE'��i'�SSOCtR�'QSr�ttF. ���:� Pro'.No.: 1016.25
�
Coasvlting Shueiurat Engineers � Desi ner. NRW
�� „('�,� Pa e• 1 of 15
C3ncine�ti3Ohio 533•542�O1� ��;nmer�t tn,�tu�s �a Date: 5l21/2010
Galumbus,O�io 5141136-�900 80d56233dY2 �'�
Premier Global Part TW1848
Build„ inq Code: IBC
Materials
HSS tubes = ASTM A500 Grade B
Plates = ASTM A36
Bolts = Grade 8
Typical Truss Chords - HSS2x2x1/8
Properties of inembers
Achord , 0 84 �n2
b. over t: ohord = 14 2
FYchora � �6;ksi
Fuchord, - 58 kSi
Tvpical Diaaonals - HSS1.5x1.5x1/8
Properties of inember
Adlag 0 b6 tn�
b over t<. cl�ag ; 9:8
FYa,ag 46 ksi:
Eud,ag =S8 ks'i
Typical Horizontals - HSS1.5x1.5x1/8
Properties of inember
?�horL 0 66 xn2
li over t: hor�z `.9:8
'FYtwrz .:4614�'t
�horz .=;58 ksi
�pical Variables
Safety factor for flexure. Stb 1;6'7
Safety factor for tension S2� 1 67
TW1848.xmcd
tchordt fl 116 ui
h ouer t choid 14:2
E �29000 ksi
td,� ;= 0 116; in
h. ouer t_diag 9" 8
E 29p00 O ksi
�horz.� 0116.�ui
h o�er t horz 9'8
E 29000 O�ksi
Ichbrd � 4$6 �n4.
�ctiord 0 4�6 in3:
Tctiord 0;.']61 • �ri
Zehord 0:`584 tn3
I��a� 0 2U m4
Sa•,''ag 0 27 m3
rd•,� 0 56 iri
Za;�g 0 34 m3;
I�,o� 0 20 m4 � 1: 92 an3
Shorz 027 in3
r�;� 0 56 in
�hor� 0 34 mJ
Safety factor for compression :52� 1;b� Safety factor for shear S3n, 1;b7
Safety factor for bearing 'SZbrg Z:p Safety factor for torsion St�r 1:67
,
ESG 121 of 161
Pro ect: Premier Global Com onents
� Client: Premier Global
S�FeJz S�ta�ferAssp��iat�S, �`ltC, �� e Pro'. No.: 1016.25
��"r`'�'¢� Desi ner: NRW
Caasulfusg Stinchuat Eogi�eers �,�� Pa e: 2 of 15
C9ncinrcati,C�hio 5I3-5d2�3D� ��ainrri�rlt trUGtu1+25 �II�OtE Date: 5/21/2010
£olumbns.O�io fi'i4�3S-a904 800-54233�Dz �
LOCAL MEMBER CAPACITIES/CHECKS
Truss Chord Capacities
Check Flexurai Capacitv of Tower Chords in Bendinq Between Panel Points
Check limiting width to thickness ratios for compression elements using Table B4.1.
bt compact := 1.12•� bt compact = 28.1 > b over t chord = 14.2
FYchord
ht compact := 2.42•� ht compact = 60,8 > h_over t chord = 14.2
FYchord
therefore section is comnact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capacity:
Check Auial Tension Capacitv of Chord
Mnx �= FYchord'Zchord = 2•2'kip•ft
Mny �— FYchord'Zchord = 2.2•kip•ft
Tensile yielding on gross section: P�y := FY�ho�a•A�y,ord = 38.6•kip
Tensile rupture will not be analyzed as there are not holes in this member.
Allowable tension capacity:
TW1848.xmcd
ESG 122 of 161
Pro'ect: Premier Global Com nents
Client: Premler Global
Ste��ri Schae�FerA�sa�at�s, hr�, �#� �� Pro'. No.: 1016.zs
�'oasultiag SlmciuTaF Engineecs Desi ner: NRW
C����r�� ����� ��� Pa e: 3 of 15
Colamkn�s,Oh10 619-438-�300 ��ainmentStn�ct�+es�ra�a Date: 5/21/2010
aoo-sa��csz
Check Axial Compression Capacitv of Chord (Local Effectsl
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member Lchora' 24 lri for local check only
Effective length factor:
KI/r:
Elastic critical buckling stress:
Flexural buckling stress, Fcr
Allowable flexural buckling stress:
�eff ,;_. ,I U
Keff Lchord
kl r :_ = 31.5
rchord
2
Fe:= � E = 287.8•ksi
kl r2
F�� := if kl_r > 4.71 •�, 0.877•Fe, 0.658
FYchord
Fcr
Fa_cr local�= �
c
Allowable compression capacity: Pca ono�a �ocal �= Fa � local'Achord
FYchord
Fe
'FYchord = 43.0•ksi
Fa_cr local = 25.8•ksi
GLOBAL TRUSS CHECKS FOR CHORD CAPACITY
Chord Overall Compression Capacitv for Span Between Base and Main Roof Trusses
The chords do not rely on truss action to distribute lateral loads or to resist lateral torsional buckling. Therefore
consider the overall compression capacity of each member for the full length of the member.
,.
Distance between chord cente�lines D��� = 16 5�ri
2
I 4 + ( Dchords� _ 230.6� in4
truss_global �_ ' Ichord Achord'� 2
Itruss�lobal
rYwss�tobal �_ = 8.3•in
4' Achord
_
Laterally unbraced length of the member: L�„Ss�oba� 35:5�;ft
T'W1848.xmcd
base to main truss ht.
ESG 123 of 161
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Columbus,Od�io 63+I-�28-�900 ���nrn�Y StCUC��W�ES lalYkJ� Date: 5l21/2010
8oD342330�
Effective length factor 1:0
�v... _.:. �:..
Use section F5 of the AISC code to determine the flexural buckling strength. Conservatively assume that Cb = 1.0.
E
Lp := 1.1•ry�ss�lobal'
FYchord
E
Lr �_ �'rYtruss_global'
0.7•Fychord
Cb := 1.0
Lp = 19.1 ft
Lr = 65.1 ft
Equation F5-3, Lp < L truss_global < Lr
(Ltruss�lobal — Lp 1
Fcr bcl := mi Cb• FYchord —�0.3•Fychord�'I L— L � I'FYchordl
` � P � J
Equation F5-4, L truss_global > Lr
Cb•�2•E
Fcr bc2 = � 2
�russ�lobal
( �Ytruss,�lobal)
Cb•�rr2•E
� FYcnord� 2+FYchord
CL'truss�lobal1
rYtruss,_global J
if(L�ss�lobal � Lr. Fcr_bcl � Fcr bc2�
Allowable fiexural buckling stress: Fa_�rbc.sec �_
�c
Allowable compression capacity: P�_�,o�a��obai �_ �Fa_crbc.sec'Achord�
TW1848.xmcd
Fcr bet = 41.1•ksi
Fcr bc2 = �•�CSI
Fa crbc.sec = 24.6•ksi
The global compression capacity of the chord will govern.
ESG 124 of 161
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Diaqonal Capacities
Check limiting width to thickness ratios for compression elements using Table 64.1.
bt��,om ac := 1.12•� bt compact = 28.1 > b_over t diag = 9.8
FYdiag
h��;om c:= 2.42•� ht compact = 60.8 > h_over t diag = 9.8
FYdiag — —
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capacity:
�- FYdiag'Zdiag
Mnx
Max_diag �- �
b
�Mp�- FYdiag'Zdiag
M�Y
MaY d�� :_ �b
Check Axial Tension Capacitv of Diaqonals for Overall Truss Action
Tensile yielding on gross section: �= Fya;ag Aa�ag = 30.4•kip
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension: Stt = 1.67
Allowable tension capacity:
M„X = 1.3•ft•kip
M�y = 13•ft•kip
Check Auial Compression Capacitv of Diaaonal for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not appfy)
Laterally unbraced length of the member: Ld,ag ,"2 3 fi
Effective length factor: � � p
Kefi'Ldiag
KUr: kl r :_
nNww
rdiag
TW1848.xmcd
kl r = 49.3
1 ESG 125 of 161
Pro"ect: Premier Global Com onents
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eoo-sa�-�a¢
2
Elastic critical buckling stress: �:_ ��E • Fe = 117.8•ksi
kl r2
FYdiag
Flexural buckling stress, F�� �:= if kl r> 4.71• E,0.877•Fe, 0.658 Fe •FYdiag = 39.1•ksi
FYdiag
Safety factor for compression S2� = 1.67
Allowable compression capacity p F� ��ag
ca diag � �
c
Horizontal Capacities
Check Flexural Capacitv of Horizontals
Check limiting width to thickness ratios for compression etements using Table 64.1.
��r►'�c ,:= 1.12•� bt_compact = 28.1 > b_over t_horz = 9.8 therefore section is comqact
FYhorz
t o Nn�, = 2.42•� ht compact = 60.8 > h over t horz = 9.8 therefore section is compact
FYhorz — — —
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capaciry:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capacity:
�,,:= FyhoryZhorz
M,vc
Max_horz �_ �
b
�,p}{,� = FYhori Zhorz
M�Y
May_horz �_ �
b
Check Axial Tension Caqacitv of Horizontal
Tensile yielding on gross section: �= Fyhori At,oa
Tensile rupture will not be analyzed as there are not holes in this member.
TW1848.xmcd
M„X = 1.3•ft•kip
M�y = 1.3•ft•kip
P�y = 30.4•kip
ESG 126 of 161
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8oD•542 3302
Alfowabie tension ca aci p � PDy
p �' ta_hon �_ �
t
s, .,
�������� � ��
Check Axial Compression Capacitv of Horizontal
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member L�,o� `= 1375�ft
Effective length factor:
KI/r:
Elastic critical buckling stress
�, 1:0
Keff'Lhorz
,w�ww'—
rhorz
kl r = 29.5
Fe = 329.7•ksi
FYhon
F
Flexural buckling stress, F�: F�:= if kl_r> 4.71• E,0.877•Fe, 0.658 e •Fyho� = 43.4•ksi
FYhorz
Allowable flexural buckling stress:
Allowable compression capacity:
Fcr
�.f'�a�a4' S2
c
Fcr' Ahoa
Pca horz � �
c
Check Torsion Capacitv of Horizontal HSS - For Knee Bearing
Torsional constant C = 1.92•in3
Safety factor for torsion S2�r = 1.67
TW1848.xmcd
Fa_cr_local = 26.0•ksi
�
ESG 127 of 161
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'�
Nominal torsion capacity:
Allowable torsion capacity:
Distance from load to HSS cg
Vertical load resisted at
each horizontal HSS
0.6•F if h_over t horz <_ 2.45 �
Yhorz
FYhorc
E
2.45•
0.6•FYhoa FYhorz if 2.45�
h_over t_hon Fyhon
0.458•�r2• E otfierwise
j h_over_t_horz2
Tn := F�� C = 4.4ft•kip
T
TorHSS �= n = 2.6ft•kip
�tor
eHSS 0.75ui
�
< h over t hon <_ 3.07
FYhorz
HSS to HSS Connection Check (Diaq to Chord) - Chapter K2.3
Branch angle to chord: . e�o�nc. .. 30_ deg
Thickness of branch wall tb: 1•in Thickness of main wall: t._ ;�n
8: 8:=
Width of branch member Bb; i S�.iri Width of main member: B�._ 2�in
Height of branch member � 2;� Height of main member: I�- 2'in
Utilization ratio:U:= 1 Conservatively set utilization to 1.0
= 27.60•ksi
2•�4•Bb�
Effective width ratic peff ;- 8 B sum of perimeters of two branch members Qeff — �•8
divided by 8x chord width
Chord stress interaction parameter: chord in tension ;:_;3::0
� : . ...........
chord in compr. Qf� ;= if�1.3 - 0.4•U � 1,1,3 _ 0.4•U � 11 Qfc = �•8
Reff Reff J
Check: cLcheck := if�Qft n Qfc < 0, "Invalid" ,"OK" �
Check limits of applicability (K2.3a1
T'W1848xmcd
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eoo-sa��ay2
Joint eccentricity: e�o�nr = 1 4375 i� joint_eccentricity_check := I"OK" if �ejoint � 0.25•H� n�eja��t >_ —0.55•H�
"NG" otherwise
Per AISC commentary on page 16.1-370, if the gap size in a gapped K or N connection exceeds the value
permitted by the eccentricity limit then the joint shall be treated as an independent Y- connection as well as a
T-type connection.
Branch angle: branch_angle_check := I"OK" if 8joinc � 30•deg
"NG" otherwise
Chord Wall Slenderness ratio: check slenderness := ("OK" if b_over t chord 5 35
"NG" otherwise
Tension Braneh Slendemess ratio: check_branch slenderness :_ "OK" if b over t diag <_ 35
"NG" otherwise
Compression Branch Slenderness ratio:
check compbranch_stenderness :_
Width fatio: check width ratio :_
B
"OK" if b Z 0.25
B
B
"OK" if b >_ 035
B
"NG" otherwise
B
Aspect r2tio: check aspect_ratio :_ "OK" if H>_ 0.5 n b<_ 2.0
B B
"NG" otherwise
TW1848.xmcd
"OK" if b_over t diag <_ 35
E 0.5
"OK" if b_over t diag <_ 1.25•( 1
— — l Fydiag�
E 0.5
"OK" if b_over_t_diag <_ 1.1•( 1
l FYdiagJ
"NG" otherwise
,.'�� �"�'-° �a���'�e`��.�- . � -���c
��1��±�`tiCObA��?�i1�T�ls`��a� � �F�x{'����
4 '�'a .li �..3.$1r-.. A_vW'..c:..
ESG 129 of 161
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Strength: check strength :_ "OK" if Fychord < 52•ksi
"NG" otherwise
FYchord
Ductility: check ductility :_ "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with Axial Loads in T, Y and Cross Connections (K2.3b)
The vertical and diagonal are the same member size therefore both will have the same capacity based on the
equations below.
Chord slenderness ratio: B
� 2'tchord
B
Width ratio: b
��= B �=0.8
In addition to the requirements of K2.3a, the following must also apply:
beta ratio :_ "OK" if R>_ 0.25
"NG" otherwise
Hy
sin 9joint
Load length parameter: � ;-
B
7 = 8.6
� = 2.0
Effective outside punching parameter. �jeOP ;;p(5. �� R, 5. R,�31 p�P = 0.4
� 'Y 'Y I
The available branch strength shall be the lowest value from the following limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall plastification
check chord_wall := ( "No check" if �i > (0.85)
"Check" otherwise
Shear vielding (punchinq�
TW1848.xmcd
check chord wall = "Check"
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Calumbu5,(?hio 634-428-�1900 Spp-SqZ,.33� �
check shearyielding :_
I "No check req"
"No check rey"
if (3>I 1 — 1 )
� 'Y/
�f p <o.ss � B >_ io
t
"Check" otherwise
check shearyielding = "No check req"
The limit state does not need to be checked per the criteria abave.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.5•tchord + �
Slri(e�oint)
Local Yielding Pa_nl �_
S1n�A�oint�' 1.5
pa_nt = 69.3•kip
3• � �
sintA• �
1.6•tchord2' 1 -f- ]oint ,(29000•ksi•Fychord�� 5'Qfc
H-3•t �
Sidewall Crippling pa �;= chord pa �= 157.5•Idp
— Sin�B�oint�'2
Uneven Load be01:= m; 10 FYchord'�chord Bb�Bb
B ( FYdiag'tdiag )
( tchord)
FYdiag'idiag'�2•Hb + 2•b�i — 4'tdiag�
Pa n3 �= 1.58
Maximum allowable load Pa_dia�lceal �= min�Pa_nl�Pa_n2�Pa_n3}
in diagonals due to local
effects of connection
HSS to HSS Connection Check (Horz to Chord) - Chapter K2.3
Branch angle to chord:
Thickness of branch wall
Width of branch member:
TW1848.xmcd
�• 90 deg
..__.-. __...,.
` 1 :,;
� in
8-.
� 1:5.•in
Thickness of main wall:
Width of main member:
b�; = 0.9• in
Pa n3 = 17.8•kip
This value is greater than the
capacity of the member. Does
not control.
.
ESG 131 of 161
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Height of branch member � 1 Sr�n Height of main member:
Utilization ratio:�:= 1 Conservatively set utilization to 1.0
�, 2�in
2•�4•By�
Effective width ratic�- sum of perimeters of two branch members
� 8'B divided by 8x chord width
U = 1.0
Reff = 0.8
Chord stress interaction parameter: chord in tension �- ;1 U
chord in compr. �;_ ;f 1.3 - 0.4•U � 1,1.3 - 0.4•U, i Qf� = 0�8
( �eff �efY )
Check: ���N;= ;f�Qft n Qf� < 0, "Invalid" , "OK" �
Check limits of applicabilitv (K2.3a)
Joint eccentricity: N/A will be checked as T connection
Branch angle: • nc �;�1��,�:= I"OK" if Ajoint � 30•deg
"NG" otherwise
Chord Wall Slendemess ratio: �h��,�l��i��:- I°OK" if b_over t_chord <_ 35
"NG" otherwise
Tension Branch Slenderness ratio: h le derne := I"OK" if b_over t horz <_ 35
"NG" otherwise
Compression Branch Slenderness ratio:
r =
T'W1848.xmcd
B e . c , ':. 9
r y� �. �-", �;.�.� c.�'..a ..a� `'` �€&�uc, -�' �...
"OK" if b over t horz 5 35
E 0.5
"OK" if b over t horz <_ 1.25•( 1
— — — l Fydiag�
E 0.5
"OK" if b_over t horz <_ 1.1•r 1
l FYaiag�
"NG" otherwise
,
ESG 132 of 161
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����� �� 51��� � � Pa e: 13 of 15
Ga�lumbl�s,Uhia 634-426-�900 �����ni�t�f�Y t�llGtllri25�t+OFl� Date: 5/21/2010
900-542-33dY2
Width ratio: ch�c�k,�,\,�wi th ratio :_
B
"OK" if b >_ 0.25
B
B
"OK" if b >_ 0.35
B
"NG" otherwise
B
Aspect ratio: �c1 as e ra i•_ "OK" if H>_ 0.5 n b_< 2.0
B B
"NG" otherwise
Strength: �}�,���:= I,�OK" if FY�nora < 52•ksi
"NG" otherwise
FYchord
Ductility: check uctil�'t�;= "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with A�ciai Loads in T. Y and Cross Connections (K2.3b)
Chord slenderness ratio: �- B
2'tchord
By
Width ratio: �- — p = 0.8
B
In addition to the requirements of K2.3a, the following must also apply:
be ratio •_ "OK" if �i >_ 0.25
"NG" otherwise
Hb
Sin�B�oint�
Load length parameter: r��.-
B
��t; ,�,�, ; ���.�
����.��..��°� � �.; s
�v��� ���.."'i:
� ,k:�=. .� �1.:.��� �s:
7 = 8.6
r� = 0.8
Effective outside punching parameter: 3�:- if(5• R< p, 5• p, p} Reop = 0.4
\ ^l 'Y J
The available branch strength shall be the lowest value from the following limit states...chord wall plastification, shear
TW1848.xmcd
ESG 133 of 161
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Golumims.O�io bi9-92S-�19d0 800-5A233�z ��
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall plastification
nS''���,9�,dw�X1��- I��No check" if �3 >(0.85) check chord_wall ="Check��
"Check" otherwise
Shear vieldinq (punching�
c i ck , r�i di�,;= "No check req" if Q>�1 — 1� check shearyielding ='No check req"
� 7
'No check req" if �i < 0.85 n B>_ 10
t
"Check" otherwise
The (imit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
Hb
2'FYchord'tchord' S�1.5•tchord �"
sin(B�oint)
Local Yielding �;= Pa_„� = 16.9•kip
Sitt�A�oint�'1.5
3 • �'
sin�A• �
1.6•tchord2' 1 + loint ,(29000•ksi•Fychord}0.5 Qfc
Sidewall Cri lin H— 3•tchord
pP 9 ,�:= Pa_� = 35.5•kip
Sl tl(e�oint)' 2
T'W1848.xmcd
ESG 134 of 161
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ColumEn�s.CNk10 b34928-4900 800•542-33�]
Uneven Load h.: m� 10 FYchord'tchord .gb�Bb
n'/vGCH
C B � FYdiag'thoa
t�no�a
FYhori ihori �2'Hb + 2'beoi — 4'thorz�
'�'�'d�`� 1.5 8
Maximum allowabie load Pa_vert local �= m�n�Pa_nl �Pa_n2�Pa_n3�
in verticais due to local
effects of connection
Welded Connections of Truss Members
b�; = 0.9•in
Pa n3 = 14.4•kip
This value is greater than the
capacity of the member. Does
not control.
The truss members are made of 1/8" thick wall members. The welds are 1/4" fillet welds. Therefore, the weld is
sufficient to fully develop the strength of the member.
TW1848.xmcd
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r.��`r. .
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BDO-54233t1Gt
Premier Global Part TW2448
Buildins� Code: IBC
Materials
HSS tubes = ASTM A500 Grade B
Plates = ASTM A36
Bolts = Grade 8
Tvpical Truss Chords - HSS3x3x1/8
Properties of inembers ;q�hora ;13 in2
;li �over t': chord ;= 229.
�Ychord - � �I
�uchord = 58 kSi
Tvpical Diaaonals - HSS2x2x1/8
Properties of inember
Ad,�g Or84 in2:
�b over t diag '.: 14:2:
FYd,ag _:46 ksi
Fud�ag ; 58 ksi.
Tvpicat Horizontals - HSS2x2x1/8
Properties of inember
Tvaical Variables
Safety factor for flexure:
Safety factor for tension
TW2448.xmcd
t11,� _ �_0 84 in2
;b over t horz =' 14 2
:FYhoiz _ 46 ksi
Fuhorz:=, 58 ksi
Stb 167
,S2t 1;67
tchorii 0 i Y 6 iri
h over t chord 22 9
E, :�29000:ksi
ta,�g't 0 116_ iri
h over t diag 14 2
E 29000 0 :ksi
Yhorc' O llf �n
h o�er t horz .� 14r2
� `29000 0*ksi
lchord 1 78 m�
Schord . 1;19 �n3.
rcfiora 1::17�iri
Zchord 1�4 tri�
Ia;� 0 486 in4
Sd�ag 0.486 iri3:
r�� 0 7'61 in
Zd�ag 0' S84 m3.
Iho�z 0 486 ti►4 �..105 in3
Shorz 0;486.m3
rhocz . 0'761-iri
Zjro� 0;584 m3
Safety factor for compression ; S�� 1:67 Safety factor for shear .S?7, 1.67
Safety factor for bearing St�g 2 U Safety factor for torsion Sttor 1;67
ESG 136 of 161
Pro'ect: Premier Global Com onents
f Client: Premier Global
Ste�c� SchQ�f�r,�sso�iat��s, �rcc. �'�
� � Pro'. No.: 1016.25
� '�� Desi ner: NRW
Causulfing St�ucE��rai Enginee�s ��� pa e: 2 of 15
Giixint�ti,C�.hiv 513-5�fiZ,334D ���dif'tl'ltE►lt tClJ�'tl1l�S�7 Date: 5/21/2010
Calumbx��, U3kio 6i432&�190D 60D-5423382 ���
LOCAL MEMBER CAPACITIES/CHECKS
Truss Chord Capacities
Check Flexural Caqacitv of Tower Chords in Bendinq Between Panel Points
Check limiting width to thickness ratios for compression elements using Table 64.1.
bt compact := 1.12•� bt compact = 28.1 > b over t chord = 22.9
FYchord
ht compact = 2.42�� ht_compact = 60.8 > h_over t chord = 22.9
FYchord
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capacity:
Check Axial Tension Capacitv of Chord
Mnx �= FYchord'Zchord = 5.4•kip•ft
Mny �= FYchord'Zchord = 5.4•kip•ft
Tensile yielding on gross section: P�y := FY�nora�Acnord = 59.8•kip
Tensile rupture will not be analyzed as there are not holes in this member.
Allowable tension capacity:
TW2448.xmcd
ESG 137 of 161
Pro'ect: Premier Global Com onents
Client: Premier Global
SteFeir SChae,�er Associu��s, ItiC. ��� Pro . No.: 1016.25
� ''�'� Desi ner: NRW
�Q���g����E�s��� Pa e• 3 of 15
Ci�cin�ti3Oitip 513-34��30p �� �
Cobi�mbus, Ohio 819�2s-49o0 �a�nm�C "'�tt�ES �7t'4tti� Date: 5/2112010
e00342-3302
Check Axiai Compression Caaacitv of Chord (Locai Effects)
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckiing (torsional buckling, and flexural torsional buckling do not apply)
Lateralty unbraced length of the member L�nora 28 �n for locai check oniy
Effective length factor:
KI/r:
Elastic critical buckling stress:
�.,
�eff �:_ .1 Q
Keff'I-chord
kl r :_ = 23.9
rchord
2
Fe :_ � E = 499.8•ksi
kl r2
FYchord
Flexural buckling sfress, F�. F�r = i kl r> 4.71• I — ,0.877•Fe, 0.658 Fe •FYchord =�•3•ksi
� Fy�no�a
Allowable flexural buckling stress: Fa �r ►� := Fcr
�c
Allowable compression capacity: P�a �hoTa io�i �= Fa �r to�''`�chord
GLOBAL TRUSS CHECKS FOR CHORD CAPACITY
Fa cr tocat = 26.5•ksi
Chord Overall Compression Capacitv for Span Between Base and Main Roof Trusses
The chords do not rely on truss action to distribute lateral loads or to resist lateral torsional buckling. Therefore
consider the overall compression capacity of each member for the full length of the member.
Distance between chord centerlines `D�,o�as = 21 rn
2
f Dchordsl 4
Itruss�lobal �- 4' Ichord '�' '`�chord'► � = 580.4•in
` 2 /
Itruss�lobal
rYwss�lobal �_ = 10.6•in
4''`�chord
Lateratly unbraced length of the member L�s�ob� 35;;5 ft
TW2448.xmcd
base to main truss ht.
ESG 138 of 161
Pro ect: Premier Globai Components
Ciient: Premier Global
$1�ep��tt ��a��4t�t�r'AsSOGiI�fCS, XttC �p����* Pro'. No.: 1016.25
CoasnifingSt�ucEuralEngi�eers "�� Desi ner: NRW
��� Pa e: 4 of 15
G"°"�"`'�',��11D �Y�'�'�`�' Lrtl�rtainmeltt ttt�Ctu�+es � Date: 5/21/2010
Cnlnmbus,Ufikio 634-428-�QD HOD-54b33tS2 �'p
Effective length factor: 1:0
��-. `
Use section F5 of the AISC code to determine the flexural buckling strength. Conservatively assume that Cb =1.0.
E
Lp := 1.1�rYwss�lobat'
FYchord
E
�r �_ �'rYtruss�lobal'
0.7• Fychord
Cb := 1.0
LP = 24.3 ft
L� = 83.0 ft
Equation F5-3, Lp < L truss�lobal < Lr
I-truss�lobat — I-p 1
Fcr bcl �= m� Cb' FYchord —�0.3•Fychord�' L_ L �FYchordJ
r p
Equation F5-4, L truss�lobal > Lr
Cb•�►r2•E Cb•�2•E
Fcr bc2 �= If 2� FYchord� 2�FYchord
Ltruss�lobal LWss�lobai
( r'Ytruss�globai) � I'Ytruss�lobat)
iftL���lobai � �nFcr bcl �Fcr bc2�
Allowable flexural buckling stress: Fa_�rt�.se� :_ �
c
Allowabie compression capaciry: Pca_cnora�iob� �_ �Fa_crbc.sec'Achord�
TW2448.xmcd
Fcr_bcl = 43.4•ksi
F� bc2 = 46•ksi
�a_crbc.sec = 26•ksi
The local compression capacity of the chord will govern as
long as the spacing of the sub trusses does not exceed 36 ft.
ESG 139 of 161
Pro'ect: Premier Global Com onents
��t Client: Premier Global
�fevttrt �J�it6t�fC'i"�1S&l1�Ili�'CS, IttC. �'• Pro". No.: 1016.25
C�snsuiHng Stmchus2 Engin¢e�
�'�'� Desi ner: NRW
Ci�neit�nari, Otiiv Sl�-�L2�3o� �. � Pa e: 5 of 15
Cdumtms,O,hio 6391}25-9400 , ����int71E�C tCUGtCt�2S�� Date: 5/21/2010
800•542-33dY2
Diaqonai Capacities
Check limiting width to thickness ratios for compression elements using Table B4.1.
bt om ac := 1.12•� bt_compact = 28.1 > b_over t diag = 14.2
FYdiag
t o�1ct := 2.42•� ht compact = 60.8 > h_over t diag = 14.2
FYdiag — — —
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Allowable horizontal moment capacity:
�yy�; = FYdiag' Zdiag
Mnx
Max diag �- �
b
,�- FYdiag'Zdiag
M�Y
�ay diag �- �
b
Check Axial Tension Capacitv of Diaaonals for Overall Truss Action
Tensile yielding on gross section: P�.- Fyd;ag Ad;ag = 38.6•kip
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension: SZt = 1.67
Allowable tension capacity:
MnX = 2.2•ft•kip
M�y = 2.2•ft•kip
Check Axial Compression Capacitv of Diaqonal for Overall Truss Action
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not appfy)
Laterally unbraced length of the member: La�ag = 28 �n
Effective length factor:
KI/r:
TW2�i$.X1YlCC1
� 1 _U
Keff'Ldiag
k,,,ti,�,�,:_
Tdiag
kl_r = 36.8
ESG 140 of 161
Pro'ect: Premier Global Com onents
° Client: Premier Global
���IP-tt SC��'�t'YAS�dG`��k�'�'3, I�C. ���'��� Pro'. No.: 1016.25
ConsuifiagStmchualEngineers "'�'�� Desi ner: NRW
C'�ncitttu�fi,f7hiv 5T3-"at�i330l� ��� Pa e: 6 of 15
c.��mb���,o�o b�a-4zs-�oo ���ainmentStruct�es�rou,p Date: 5/21/2o1U
b08-542-33�2
i
Elastic critical buckling stress: F�:- ��E Fe = 211.4•ksi
kt r2
FYdiag
Fiexural buckling stress, F� �:= if kl r> 4.71• I`,0.877•Fe, 0.658 Fe •FYdiag = 42.0•ksi
— J Fydiag
Safety factor for compression S�� = 1.67
Allowable compression capacity p ,_ Fcr'Adiag
ca_diag •— �
c
Horizontal Capacities
Check Flexural Capacitv of Horizontals
Check limiting width to thickness ratios for compression elements using Table 64.1.
om := 1.12•� bt_compact = 28.1 � b_over t_horz = 14.2
FYnoa
�t�io n�,c�:= 2.42•� ht compact = 60.8 >. h over t horz = 14.2
FYhorz — — — —
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal vertical moment capacity:
Allowable vertical moment capacity:
Nominal horizontal moment capacity:
Atlowable horizontal moment capacity:
�,; - FYhorz' Zhorz
Miu�
Max_horz �_ �
b
,�,,p�,�= FYhoa'Zhorz
M�Y
May_horz �_ �
b
Check A�cial Tension Caqacitv of Horizontal
Tensile yielding on gross section: �= Fyhoa•�4,orz
Tensile rupture will not be analyzed as there are not holes in this member.
TW2448.xmcd
MnX = 2.2•ft•kip
M„y = 2.2•ft•kip
P�y = 38.6•kip
0
ESG 141 of 161
Pro ect: Premier Global Com onents
+' Client: Premier Global
S%�ue.� �ch�tefer�kss��iat��s� ��tC. �lr��� Pro'. No.: 1016.25
Consuifing Slroctural Enginee� """K'�� Desi ner. NRW
c3nctnr�,�S,Ohi� 413-3��Cx� �. � Pa e: 7 of 15
Cntumbus,O�io €+]9�28-�44oD ���nm�rrt tru�tures �rau� Date: 5/21/2010
eoo.sa��m
Allowable tension ca aci p P0y
P tY� ta_horz �_ �
t
Check Axial Compression Capacitv of Horizontaf
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsionai buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member Lno� �,., 15 ft
Effective length factor:
KI/r:
Elastic critical buckling stress:
�, 1,0
Keff' Lhon
��_
rhorz
7T2•$
��
kl r2
kl_r = 23.7
Fe = 511.6•ksi
FYhorz
Flexural buckling stress, Fa: F�:= i kl r> 4.71• I—,0.877•Fe, 0.658 Fe 'FYhoa =��3���
JFYhorc
Allowable flexura! buckling stress:
Allowable compression capacity:
Fcr
�'�r�t4'- �
c
Fcr''�horz
Pca horz �_ �
c
Check Torsion Capacity of Horizontal HSS - For Knee Bearinq
To�sional constant C = 1.05•in3
Safety factor for torsion S2tor = 1.67
TW2448.xmcd
Fa cr loca! = 26.5 • ksi
ESG 142 of 161
Pro'ect: Premier Global Com onents
; Client: Premier Global
�f�t��'ri �C�'t�t'fE'f t�s&p�Gtli�L'5, ItiC, y�1/� �� Pro'. NO.: 1016.25
ConsolfingSirnetu:a�.Engimeeis "�� Desi ner: NRW
��� Pa e: 8 of 15
Cirxinm�,Ofuo 51�5�2�01� Er►tertainrn� tnu�tures�i+au�a Date: 5/21/2010
Golumbns,[?hiv 6i9 4�s-�9oo eoo-saz-33tYY2
Nominal torsion capaciry:
Allowable torsion capacity:
Distance from load to HSS cg
Verticai load resisted at
each horizontal HSS
0.6•F if h_over_t_horz S 2.45 E
Yhorz
FYho
E
2.45•
0.6•FYhori �Yhorz if 2.45�
h_over t horz Fyhorz
0.458•�Z• E otherwise
h over t horz2
T� = F�� C = 2.4ft•kip
T
Tor�s:= n = 1.4ft•kip
�tor
e�g 0 75�%i
�= 27.60•ksi
a
E
< h_over_t horz <_ 3.Q7
FYhora
HSS to HSS Connection Check (Diaq to Chordl- Chapter K2.3
Branch angle to chord: ��oi�t 30•deg
,..
1 , '. 1
Thickness of branch wall tb = in Thickness of main wall: t._ ��
8 ::
-- g '
Width of branch member Bb 15 ui Width of main member: B,: 2 in
Height of branch member H�;: 2�n Height of main member: �:- 2 rri
Utilization ratio: U:= 1 Conservatively set utilization to 1.0
2•�4•Bb�
Effective width ratic (3eff := sum of perimeters of two branch members Reff = 0•8
g'B divided by 8x chord width
Chord stress interaction parameter. chord in tension ::QR 1;�0
chord in compr. Qf� :- if 1.3 — 0.4•U � 1,13 — 0.4•U � 11 Qf� = 0•8
� aeff Reff J
Check: cLcheck : if �Qft ^ Qfc < 0, "Tnvalid" , "OK" �
Check limits of applicability (K2.3a)
TW2448.xmcd
,
ESG 143 of 161
Pro'ect: Premier Global Com onents
' £ Client: Premier Global
$�iiG'�1. ��i��'i'ASSOGtI#�'4'5. ��t� ,�Itd�'�r Pro'. No.: 1016.25
Consnliing StmctusaE EnginPer+s "'�'�� Desi ner. NRW
Pa e: 9 of 15
ci��n�,ei,ohio ��5€z�n� ��ainm�#�t�turesGrci[� Date: 5/21/2010
Calumbus,Ohio 83h�2S-940D �pp_Sq��
Joint eccentricity: e�olnt`; 14375 m joint eccentricity_check :_ "OK" if �e• •< 0.25•H� n�e• •>-0.55•H�
�omt — �omt —
"NG" otherwise
Per AISC commentary on page 16,1-370, if the gap size in a gapped K or N connection exceeds the value
permitted by the eccentricity limit then the joint shall be treated as an independent Y- connection as well as a
T-type connection.
�
BranCh angle: branch_angle check:= "OK" if 8joint � 3U•deg bna;."�; �.a�n���e�,,�,- ��'�
:�
"NG" otherwise
Chord Wall Slenderness ratio: check_slendemess := I"OK" if b over t chord _< 35
"NG" otherwise
Tension Branch Slenderness ratio: check branch_slenderness :_ �"OK" if b_over t diag 5 35
"NG" otherwise
Compression Branch Slenderness ratio:
check compbranch_slenderness :_
Width ratio: check width ratio :_
B
"OK" if b >_ 0.25
B
B
"OK" if b >_ 0.35
B
"NG" otherwise
Aspect ratio: check aspect_ratio :_
TW2448.xmcd
B
"OK" if H>_ 0.5 n b<_ 2.0
B B
"NG" otherwise
"OK" if b over_t_diag <_ 35
E 0.5
"OK" if b over t diag 5 1.25•r 1
l FYdiag�
E 0.5
"OK" if b_over t diag S l.l•� 1
FYdiag J
"NG" otherwise
�'�'��bi����'� '��e�"5"���'� ��
,�.�..__,.� �� -,�� ��-� �
ESG 144 of 161
Pro'ect: Premier Global Com onents
i Client: Premier Global
Si�v�n &rhacf�rAsscr�iatas.I�tC, �'�� Pro'. No.: 1076.25
Cansulfing St�acEurai Engineers
� '�l, Desi npr. NRW
C37xintc�,Ei,c�his� 51�i42,3.'�iM� �,�� Pa e: 10 of 15
6oiumbus,O�io 634112s-49oo �►1teCtdil111"t�t1Y #KUGtU�'!e5 t71'OtJ�! Date: 5/21/2010
eoo-sax-�
Strength: check_strength :_ "OK" if Fychord < 52•ksi
"NG" otherwise
FYchord
DuCtility: check ductility :_ "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with Axial Loads in T, Y and Cross Connections (K2.3b)
The vertical and diagonal are the same member size therefore both will have the same capacity based on the
equations below.
Chord slenderness ratio: B
'y :_
2•tchora
B
Width ratio: (� ; B R= 0.8
In addition to the requirements of K2.3a, the following must also apply:
beta ratio := I"OK" if (3 >_ 0.25
"NG" otherwise
Hb
Sin 8�oint
Load length parameter. � :_
B
ry=8.6
r� = 2.0
Effective outside punching parameter: p�p ��f(5. R � p,g. �, pl (3e0P = 0.4
l J
The available branch strength shall be the lowest value from the folfowing limit states...chord wall plastification, shear
yielding (punching), sidewall strength and local yielding due to uneven load distribution.
Chord wall alastification
check_chord_wall := I"No check" if p>(0.85)
"Check" otherwise
Shear vieldinq (punchinq)
T'W2448.xmcd
check chord wall = "Check"
ESG 145 of 161
Pro'ect: Premier Global Com onents
Client: Premier Global
$��F�tt ��tRBfli"A�50GtA�%QS, �N�. �t�►�'�� Pro'. No.: 1016.25
Consuifing Slcachuat Engineers. ""�� Desi ner: NRW
--
�����r��� ������ � Pa e: 11 of 15
Columbus, 09►ia 6�9�28-�900 ���`�mm�11� ""k�Ctl�S �t�� Date: 5/21/2010
soo-5ax-3�z
check shearyielding :_ �
"No check req" if �i > I 1— I J
\ �
"No check req" if �i < 0.85 n B>_ 10
"Check" otherwise
check_shear�ielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenqth
This timit state need not be checked unless the chord member and branch member have the same width.
2'FYchord'tchord' S•1.5•tchord '�" �
sin�9�oint�
Local Yielding Pa nl �_
sin�8�oint�'1.5
Pa_nt = 69.3•kip
Hb .
3•
sin�A� �
1.6•tchordz' 1 + �oint ,l29000•ksi•Fychord}0.5 Qfc
H-3• �
Sidewall Crippling pa �;= tchord pe �= 157.5•kip
— SIn�9�oint�' 2
10 FYchord'tchord
Uneven Load beoi �= m� Bb.Bb
CB 1 FYa;agtaiag
t�nora J
FYdiag'tdiag'�2•Hb + 2•b�i — 4'tdiap�
Pa_n3 �= 1.58
Maximum allowable load Pa_diag local �= min�Pa n1.Pa_n2.Pa_n3�
in diagonals due to local
effects of connection
HSS to HSS Connection Check (Horz to Chord) - Chapter K2.3
Branch angle to chord:
Thickness of branch wall
Width of branch member:
T'W2448.xmcd
__
90 deg
H� .
� 8 zn
� 1.5�in
Thickness of main wall
Width of main member:
b�; = 0.9�in
Pa_n3 = 17.8•kip
This value is greater than the
capacity of the member. Does
not control.
� 8 in
�, 2•in
ESG 146 of 161
Pro'ect: Premier Globai Com onents
Client: Premier Global
��� Pro'. No.: 1016.25
S�� SchacferAssDciat�s.I�t�. � �,,..
Consulfix►g S3inchual Engineeis Desi ner: NRW
����, p� ���� � � � Pa e: 12 of 15
Columin�s,Ohi� 614112�-4900 Etlt�rt8i�1m�f1t tCU�ttJr'es�rOti� Date: 5/21/2010
�DO•542-33�
Height of branch member � 1 5•;in Height of main member: � 2•`iri
Utilization ratio:�; 1 Conservatively set utilization to 1.0 U= 1.0
2•�4•Bb�
Effective width ratic�- sum of perimeters of two branch members aeff - �•8
8'B divided by 8x chord width
Chord stress interaction parameter: chord in tension � 1;�
• chord in compr. �;= if 13 - 0.4•U � 1,1.3 - 0.4•U ,� Qfc _ p 8
C aeff �efY )
Check: ��h�:= if�Qft ^ Qf� < 0, "Invalid" , "OK" �
Check limits of applicabilitv (K2.3a)
Joint eccentricity: N/A will be checked as T conne�tion
���;� � c�i ;.�.`"����
Branch angle: �nch ck = I"OK" if 9joint ? 30•deg f�� �.� ,3
"NG" otherwise
Chord Wall Slendemess ratio: 1 �Pn,{P s= I"OK" if b over t_chord <_ 35 '�c���� `�i���,;;�,. ':
N'�gv��uM��JGWvJc�niwvsv� — s�3�.�s�,: - �c.,:�-.�.�i,� �
"NG" otherwise
Tension Branch Slendemess ratio: 1 e:= I"OK" if b_over t_horz <_ 35
"NG" otherwise
�'�' t
�,• � ���'�C�,a��`�Xl �`�'ss�"�-'�,e"�J,�,�.t�,�',i�
.: - � : �ssxcrsv�—.�:��...x-a �.�.'.�_� ....1�
Compression Branch Slenderness ratio:
ch k o ra n e e:= I"OK" if b over t_horz <_ 35
E 0.5
"OK" if b over_t_horz 5 1.25•� 1
FYdiag�
E 0.5
"OK" if b_over t horz 5 I.1•r 1
-- `Fydiag)
"NG" otherwise
TW2448.xmcd
ESG 147 of 161
Pro'ect: Premier Global Com onents
f Client: Premier Global
�i:eve,n SchaeferAssaciates, �ttC. �� � Pro . No.: 1016.25
ConsuifingSl�uchualEngineetv �+ Desi ner: NRW
Gi�oein�iti,vtiio 51��%2,330#1 ��`7 Pa e: 13 of 15
coli�mbus,oieic+ �34�2s-a9oo E►�tsrCainm�er�t tnJ�Ctt1�e��nD�J Date: 5/21/2010
�oo-sa��aaz
Width ratio: ecl i th r t o:_
B
"OK" if b z 0.25
B
Bb
"OK" if — >_ 0.35
B
"NG" otherwise
B
AspeCt ratio: ck as ec ra i•_ "OK" if H z 0.5 n b 5 2.0
B B
"NG" otherwise
Strength: c 1 e h= I"OK" if Fy�no� < 52•ksi
"NG" otherwise
FYchord
Ductility: c�hNe,ck ductili •_ "OK" if < 0.8
Fuchord
"NG" otherwise
Branches with Axial Loads in T, Y and Cross Connections (K2.3b)
Chord slenderness ratio: �= B
2'tchord
B
Width �atio: �.i�= b p= 0.8
B
In addition to the requirements of K2.3a, the following must also apply:
bet ra i•= I"OK" if �i >_ 0.25
"NG" otherwise
Hb
Sin�9�oint�
Load length parameter: �-
B
�y = 8.6
r� = 0.8
Effective outside punching parameter: 3�:= if(5• �< p,5• �,(31 ReOp = 0.4
� 'Y 'Y J
The available branch strength shall be the fowest value from the following limit states...chord wall plastification, shear
TW2448.xmcd
ESG 148 of 161
Pro'ect: Premier Global Com onents
r Client: Premier Giobal
St�e� SchacferAs�ociates.l�r�. �� �Y Pro'. No.: �o�s.ss
C'onsulfing St�ochuat Enginee� Desi ner. NRW
�� „(`�� Pa e: 14 of 15
CIIOCi11141firOhip 5T��4233013 �.il�'..C�d1111T1.iP.11� tC�li�EllP.S �`7tY�l� Det@: 5/21/2010
+�olumbt�s, Qhia 6�41}28-4�00 800342-3302
yielding (punching), sidewall strength and locai yieiding due to uneven load distribution.
Chord wall plast�cation
�C�}�;���dW,�- "No check" if (3 > (0.85}
"Check" otherwise
Shear yieldinq (punchinq)
�c,��� �n '-
1
"No check req" if �i > 1 — —
�
"No check req" if R< 0.85 n B>_ 10
t
"Check" otherwise
check chord wall = "Check"
check shearyielding = "No check req"
The limit state does not need to be checked per the criteria above.
Sidewall strenqth
This limit state need not be checked unless the chord member and branch member have the same width.
Z'FYchord'tchord' S•I.5•tchord {' �
C Sin(e�oint)
Local Yielding P��:-
S1I]�6�oint}' 1.5
Hb
3•
sin�9• �
1.6•tchord2' I + loint ,t29000•ksi•Fychord�� 5'Qfc
H — 3 �tchord
Sidewall Crippling �:_
Sin�9�oint�' 2
TW2448.xmcd
Pa nl = 16.9•kip
Pa_n2 = 35.5•kip
0
ESG 149 of 161
Pro'ect: Premier Globai Com onents
Client: Premier Global
$$eF� ��tldCfG'i'A35pGiti�'�5r ��tC. ����� Pro'. No.: 1016.25
Coasulting S#iaciural Engineeis "'�'��,* Desi ner: NRW
Ci�ec[n�iFi,Ohiu 5�a..y,��,�pp �. � 7 Pa e: 15 of 75
6vliwntibi��,C1P�ic+ 6i4-�2S-�?Iao ���i11�1�f7i�'hi,lCitJteS I�rYN� Date: 5/21/2010
6DD-54233iY7
Uneven Load mi 10 FYcnord't�hora Bb�Bb
,�vi,:=
B Fydiag'thore
C tchord)
FYhoa'thori �2'Hb + 2'beoi — `� thoa�
'�'0�'`� 1.58
Maximum allowable load Pa_„� �ocal �= m�n�Pa_nl �Pa_n2.Pa n3�
in ve�ticals due to local
effects of connection
Welded Connections of Truss Members
beoi = 0.9•in
Pa n3 = 14.4•kip
This value is greater than the
capacity of the member. Does
not control.
The truss members are made of 1/8" thick wall members. The welds are 1/4" fillet welds. Therefore, the weld is
su�cient to fully develop the strength of the member.
TW2448.xmcd
ESG 150 of 161
Prdect: Premier Global Com onents
�� Client: Premier Global
S�Q� Schae�er' Assb�'iafe'sr �i1G �l�� r Pro'. No.: 1016.25
Consuiting St�ocEuraI Ensinee�s ""'���� Desi ner: SAN
Ci�einr�ti3Ohi�v 51�i23300 ��� Pa e: 1 of 5
C'olumFms.Uhia 639sl281900 ���it1t14�tti tt'UCttld'85�5r0�f3 Date: 5/21/2010
90034233i12
Premier Global - Tower Base TWBASE2
Buildinq Code: IBC 2006
0 Reference:G:�PROJECT�10�16\25�design�MathCad�TW1848.xmcd
Materiais
HSS tubes = ASTM A500 Grade B
Plates = ASTM A36
Botts = Grade 8
Tvpical Members - HSS3x3x3/16
Properties of inember. q�s 189 in2
b over: i HS'S : 14 2:
, FYxss':"= 46 k'si
Fuxss>- 58 ksi
Tvpical Members - C6x10.5
Prope�ties of inember:
Tvpical Variables
Safety factor for flexure:
Safety factor for tension:
A� 3 08 in2
tf 0:343 iii
�yG -;�6 ksi
Fu� � 58 ksi
b� 2•in
Safety factor for weld tension
TWBASE2 Capacity.xmcd
S2b ,1; 67
Sti 1,:67
�wt .='188:
tHss 0 174 �ri
h:over t HSS 14 2
E :`= 2900.U; ksi
;tW — 0.314�in
d� 6 rn
2900� ks'i
�i✓ _
r�,� 0:669 iri
ho 5.66;��n
_
4
I�g 2:46 in .
S�g 1 64 m3;
r�g 1,14 �n
Zxss 1 97 m3;
Ix� = 15 1 �n4
Sx� = 5 04 rn3
rx� := 2 22•iii
Zx� � 6 18 iri3
Safety factor for compression.
Safety factor for bearing:
Safety factor for weld shear
Iy� 0 86 in4
Sy� 0 561 m3:
ry� 0 529 iri
Zy� 1 14 in '
st� i s�
�ti�s . 2 �:
5�,, ,, 2�4
J . 0128 in
�W ..= 5.91•in6
ro ;2 48 in
0.842
� :;,
T� = 4 375�;in
,
ESG 151 of 161
Pro ect: Premier Global Com onents
� Client: Premier Giobal
5te��n �c�rt�ferAssa����s, I►1C. �'�J Pro'. No.: 1016.25
•��'�y Desi ner: SAN
Consulfing StrocEusa� Engineew ���
Cimcin�,ti,l?hio 4I3��4t�33W Pa e: 2 of 5
Cnlvmbus,07�io 674�25-�1900 �h��aml7l�li t11JMCt@lt'2S�71�OEi,p Date: 5l21/2010
BOD-S4233�3
Check Flexural Capacitv in HSS Members
Check limiting width to thickness ratios for compression elements using Table B4.1.
bt_compact := 1.12•� bt compact = 28.1 > b_over t HSS = 14.2
FYxSs
ht compact := 2.42• E ht_compact = 60.8 > h_over t HSS = I4.2
FYxss
therefore section is compact
therefore section is compact
Web locai buckling and flange local buckiing do not apply. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable moment capacity:
Check Flexural Capacitv in Channels
Mn �= FYHSS'ZHSS = 7.6•kip•ft
Flanges and webs must be compact. Use Table B.4-1
b
flange_compact = 0.56� E= 15.9 > f= 2.9 therefore flanqe is compact
FYC 2'tf
T
web_compact := 3.76• E= 106.7 > �= 13.9 therefore web is compact
FYC tw
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal yielding moment capacity:
Allowable yielding moment capacity:
Unbraced length
Limiting length
TWBASE2 Capacity.xmcd
M�= Fy�•Zx� = 18.5•kip•ft
_..... ...
I>b 13:5 in
LP := 1.76•ryc' E = 26.4•in
FYC
ho IYc
�_—• —=1.1
2 CW
ESG 152 of 161
Pro' ct: Premier Global Com onents
�f Client: Premier Global
Sitv���haefc�rA�so�ates,�iT�. �i�� Pro'. No.: 1016.25
Consuifing Siro�ctx�rat En�ineers �� Desi ner. SAN
��� Pa e: 3 of 5
Gncinn�'n,Oliic' �13�'S+i�.33UA �nter�tain►�ru� xtlJGttlreS�K� I]ate: 5/21/2010
Columin�3,Ofikio 619-425-1900 BDD•542-33d2
Iy� C,�, -
�= - 0.669•in
Sx�
0.7•F Sx h 2
Limiting length L�:= 1.95�rk� E J•c , 1+ 1+ 6.76�� Yc� c� ol _ 151.5•in
0.7•Fy� Sxc'ho E'J'� %
Since lb is less than Lp lateral torsional buckling does not apply.
Check Capacitv of Weld from HSS to HSS
HSS is fillet welded on (2) sides and flare bevel welded on (2) sides.
Total length of weld (fillet)
Thickness of weld (fillet)
Total length of weld (flare bevel)
Thickness of weld (flare bevel)
Allowable shear capacity in weld
TWBASE2 Capacity.xmcd
�rveld_fil : 2 (3 ':in) 6.0 an
itweld. fil;`•= 0 25, in
�Lweld ib;;� 2(3`;ii�) 6 0 tn
:tweld tb = g 0 1$75 in 0 117 in
ESG 153 of 161
Pro'ect: Premier Giobal Com onents
a Client: Premier Global
5icperr S�h�,ferA�sa�iat�s, �i:c. �` Pro . No.: 1016.25
�
Consulfing Shuchuai Engim�ers
����� Desi ner: SAN
C.uocinnati,ohio �13-�Z�33oD ��� Pa e: 4 of 5
Entertainrrtet�t t�tW'es � Date: 5/21/2010
Calumbus.O9do 634�28•�190a 6D034�33t1d �
Check Capacitv of Weld from HSS to Channei
HSS is fillet welded on (3) sides and flare bevel welded on (1) side.
Total length of weld (fillet)
Thickness of weld (fillet}
Total length of weld (flare bevel)
Thickness of weld (flare bevel)
Allowable shear capacity in weld
��;y: 3 �3�in) 9 0 iii
M�;= 0 25�.in
��: 3 �n = 3 0 in
N�5 018T5�n :Q117iri
' 8
Check Capacitv of Weld from Channel to Channei
Channel is fillet welded on both sides of the web
Totai length of weld
Thickness of weid
Allowable shear capacity in weld
,..
= 2 �T��-.= 8 8 �
;,.....ta .. _ .......
tweid — ':U 25 ui
Check Capacitv of Weld from Channel to 2" Diameter Pipe
Pipe is welded to web of channel with (2) flare bevel welds
Total length of weld (flare bevel)
Thickness of weld (flare bevel)
Allowable reaction at each support
TWBASE2 Capacity.xmcd
2 (6�in) 12'A in
�i , . .
��,= g 0 1`875 m-0 117yii
ESG 154 of 161
Pro'ect: Premier Globai Com onents
�� Client: Premier Globai
�1�F�tT�C}TR6���`ASfiDGtli�'�a,�. ��> Pro'. No.: 1016.25
ConsulSing Stmciurzi Engineers Desi ner: SAN
� ,�"`',� Pa e: 5 of 5
Cinamrta€i,C�hin �T3-542:330U ��{�ditl� WlCtutB� i`.1 Date: 5/21/2010
Colum���, O➢�io 63+}-}28-49� BDD-S4z33ti2 ��
Maximum Chord Forces - Based on Tower Base Capacitv
Allowabie moment capacity in HSS Ma xss = 4.5•kip•ft
Allowable shear capacity in weld Val� weia xss c= 38.6•kip
from HSS to channel - - -
Ma_�g• 27• in
Pa��_xss_� �_ = 8.8•kip
17.5•in•9.5•in
27•in
Pall HSS_2 �= Vall_weld_HSS_C' = 29.4•kip
9.5•in + 26•in
TWBASE2 Capacity.xmcd
ESG 155 of 161
Pro ect: Premier Global Com onents
�f` Ciient: Premier Global
Sfeiu�t SChae�erAssc?r�atCS.�ii'C, �'� Pro'. No.: 1016.25
Consuifing S#mthuaP En�inee�s ��� Desi ner. SAN
Cimcinm,ki,ot►i.R 5I3yS4Z,33oD ��� Pa e: 1 of 7
�t1t�C't0i11m�11x CUcttli+25ly Date: 5l21l2010
COlUmbIIS,QDFiP �i3+3$iS-4iOO 60D•S4Z�3J�D�i �
Premier Global - Knee Brace KNEE24 & KNEE30
Buildinq Code: IBC 2006
Materials
HSS tubes = ASTM A500 Grade B
Plates = ASTM A36
Bolts = Grade 8
Tvpical Members - HSS3x3x1/8
Properties of inember: A�S ;= 13 �n
�b ,over t �ISS`, 22;9:
F`!'xss : � ksi
Fuxss * 58 ksi
Tvpical Variables
Safety factor for flexure: Sib 1 67
_... . ...
Safety factor for tension: S2� 1 6'7
Safety factor for weld tension St�, t l:g$
Check Flexural Capacitv in HSS Members
t�g 0116•in
h .over t;:IiSS �2.9
� := 2909U ksi
:IHSs 1 78 �n
SFySs .: 1 19 irr
rxss 1.1�7•in
ZHSS. . :1 40 in3:
� 192�in�
Safety factor for compression '�� 1 67 Safety factor for shear S�, P:67
Safety factor for bearing: :St¢�g 2:Q Safety factor for torsion .Stior ;: 67
Safety factor for weld shear S2N, ,, Z,U
Check limiting width to thickness ratios for compression elements using Table B4.1.
bt compact := 1.12• E bt compact = 28.1 > b_over t_HSS = 22.9
FYxSS
ht compact := 2.42• E ht_compact = 60.8 > h_over t_HSS = 22.9
FYxss
therefore section is compact
therefore section is compact
Web local buckling and flange local buckling do not apply. Yielding controls the flexural strength of the member.
Nominal moment capacity:
Allowable moment capacity:
KNEE24 KNEE 30 Capacities.xmcd
Mn �= FYHSS'ZHSS = 5.4•kip•ft
ESG 156 of 161
Pro'ect: Premier Global Com onents
�I Client: Premier Glo6al
�t�v�� �chae�erAssaciatcs, ��1C. ����F Pro'. No.: 1016.25
C`onsuifing Stm�fuia! Engineers '�'� Desi ner. SAN
� � Pa e: 2 of 7
C"°"l'�u,h,v.hi'° 513-5`62'33IX� Er�t�tainment��'U�tt1t�S�Y0t�9 Date: 5/21/2010
C.�16minis, Uhic� b3�F8-99d0 gpp.$qZ.�
HSS Overail Compression Capacitv - KNEE24
Check limiting width to thickness ratios for compression elements using Table B4.1.
b�;w�r��c := 1.12•� bt compact = 28.1 > b over_t HSS = 22.9
FYF[Ss — — —
^t t�c�C��rn zc := 2.42• E ht compact = 60.8 > h_over t HSS = 22.9
FYxss
therefore section is compact
therefore section is compact
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member:
Effective length factor.
KI/r:
Elastic critical buckling stress:
LHSs., _ 24 an
<,.
��:;: ..,1; �
Keff' LHSS
kl r:= =21
�HSS
2
Fe:= � E = 680.2•ksi
kl r2
FYHss
Flexural buckling stress, F�: F�� := 0.658 �e •FYHSS �f kl_r <_ 4.71•� = 44.7•ksi
FYHSS
0.877•Fe otherwise
Allowable compression capacity:
KNEE24 KNEE 30 Capacities.xmcd
ESG 157 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
;S�en 5cnae�er �sso�iates, i�c.
��'�f Pro'. No.: 7016.25
Consuliing $tmcharal Engineers "�� Desi ner. SAN
��� Pa e: 3 of 7
�`��,��b �3'�'�� �ttL�C'tain� YYUCtt1�e5 G� Date: 5/21/2010
Golunabus, O�eio 6fl4-32S��900 800-542-3382
HSS Overall Compression Capacitv - KNEE30
Check limiting width to thickness ratios for compression elements using Table 64.1.
�om ac := 1.12•� bt_compact = 28.1 > b_over t_HSS = 22.9
FYHSS
ht om c:= 2.42•� ht compact = 60.8 > h_over t_HSS = 22.9
FYHss
therefore section is comqact
therefore section is compact
The nominal compressive strength shall be the lowest value obtained according to the limit state of flexural
buckling (torsional buckling, and flexural torsional buckling do not apply)
Laterally unbraced length of the member
Effective length factor:
KI/r:
Elastic critical buckling stress:
� ` 30 in
1U
�'v,<.<::: -:..
�ff'Lxss _ 26
,�,:_
rHSS
2
�,F�:= � E = 435.3•ksi
kl r2
FYHSS
Flexural buckling stress, F�: F�:= 0.658 Fe •FYHSS �f kl_r <_ 4.71 •� = 44.0•ksi
FY�tss
0.877•Fe otherwise
Allowable compression capacity:
Check Axial Tension Capacitv of HSS
Tensile yielding on gross section: Pny := FYxss•A�S = 59.8•kip
Tensile rupture will not be analyzed as there are not holes in this member.
Safety factor for tension: Stt = 1.67
Alfowable tension capacity:
KNEE24 KNEE 30 Capacities.xmcd
ESG 158 of 161
Pro'ect: Premier Global Com onents
�+ Client: Premier Global
$#'�7�t�lt �C%dd�f��,f�ssO�Ci�ft'�, �►t�. ��'� Pro'. No.: 1076.25
Consul�ng Stmchual Ensinee�s Desi ner: SAN
Cincinnaii3Ohip 513�+�i2,33qti � � Pa e: 4of7
Gal'umbvs,Ohio 539-�28-�00 E��nmP�t� t�WT25 �.11�04.f� Date: 5/21/2010
800-542330Y
Check Flexural Caaacitv of Piate Holdinq Knee to Tower Horizontal Member - KNEE24
Plate is bent about minor axis, therefore lateral-torsionai buckling need not be considered.
Effective width of bending in plate b�i 3:�n + 2(2 �n) 7 D �n
Thickness of plate and angle t�l 0 25 iii
2
Section modulus of plate 7�,� := bP� �1 = 0.109�in3
4
Yield strength of plate and angle Fqpl '36 ksi
Nominat moment capacity:
Allowable moment capacity:
Eccentricity from resultant bearing
location to max bending Iocation
Allowable horizontal tension force
at upper attachment to tower.
Distance from CL of truss chord to
CL of tower horizontal
Total vertical force resisted at knee
Actual tension force at upper
attachment to tower.
KNEE24 KNEE 30 Capacities.xmcd
Mn�,� := FyP�•Zp� = 328•lbf•ft
Ma�,� := M��'� = 196•lbf �ft
b
1.5•in
ep�:= = 0.50•in
3
etower . :^ 4 �ri
,, ;_,:
-V�� ;;SOOOIbf
����
� ,��
Vtotal' etower
Tconn_act �= 24•in — S33•]bf
ESG 159 of 161
Pro'ect: Premier Global Com onents
�t' Client: Premier Global
$f�tnt �G.TtRGf�t'�SSOGiIi�eS, IftC. f� Pro . No.: 1016.25
'��'�� Desi ner• SAN
Consuliing Stmcfival Engineets _._ ..... ... •
�� „�� Pa e: 5 of 7
�"'�'�`"�'c',��"° 5j�'`�� �ttteC'tainmel'tt tClNGtt11'esl�r� Date: 5/21/2010
['olumbxiy.Ohio 6i4-�28-9900 BDD-54b33is2
Check Flexural Capacitv of Anqle Hoidins� Knee to Tower Horizontal Member - KNEE24
Consider the angle horizontal leg to resist downward forces by bending as a flat p�ate. Angle is bent about
minor axis, therefore lateral-torsional buckling need not be considered.
Effective width of bending in angle ba„�e , 3 m+ 2;0 25 in_= 3 5 an
2
Section modulus of angle Z�g1e := b�g1e tPI = 0.055•in3
4
Nominal moment capaciry:
Allowable moment capacity:
Eccentricity from resultant bearing
location to max bending location
Allowable vertical shear force at
each attachment to tower
M�_ar,g�e := FyP�•Za»g�e = 164•]bf•ft
�
M Mn_angte _ 98•lbf •ft
a_angle �- �
1.5•in b ��i{�l�"T ,
0�g�e := 3 + 0.25•in = 0.75•in
`r ��'� i�
�� �_ :.0 ..... , . . Lflphb� � .. _ . � �. �
Check Flexural Capacitv of Plate Holdina Knee to Tower Horizontal Member - KNEE30
Plate is bent about minor axis, therefore lateral-torsional buckling need not be considered.
Effective width of bending in plate
Thickness of plate and angle
Section modulus of plate
Yield strength of plate and angle
KNEE24 KNEE 30 Capacities.xmcd
� 3.•m + 2�(2 375 in) 7 8�in
=� 0:25 iii
2
�= bp� tp� = 0.121•in3
4
n�)v .-
36•ksi
•- �
�
� SS
�11EM�$���
S�even 5chae�erAssaciates. �`ir�, y,�„r,r��"
. Coasulting Stmciura! Engiheeis "'�'�M�
� C3axhsc�i3O.hio 513-a+C2�330D ��`7
Columin�s, O�io 6��2s��oo Entertainmer� Stn�tures �rr�p
aoo-5az-33trz
Nominal moment capacity: ��^= Fyp��7�,i = 363•!bf•ft
Aliowable moment capacity: �:- Mn�� _ 218,1bf-ft
Sl�.
Eccentricity from resultant bearing
location to max bending location
Allowable horizontal tension force
at upper attachment to tower.
1.5•in
e��.= = 0.50•in
3
ESG 160 of 161
Pro'ect: Premier Global Com onents
Client: Premier Global
Pro'. No.: 1016.25
Desi ner: SAN
Pa e: 6 of 7
Date: 5/21 /2010
Distance from CL of truss chord to �' 4 in
CL of tower horizontal "" "" `" '
Total vertical force resisted at knee '�� -,5000 lbf,
Actual tension force at upper ucos�r�CoWeT
attachment to tower. T^���- 24 �n = 833•lbf
�
Check Flexural Capacitv of Anale Holdinq Knee to Tower Horizontal Member - KNEE30
Consider the angle horizontal leg to resist downward forces by bending as a flat plate. Angle is bent about
mino� axis, therefore lateral-torsional buckling need not be considered.
Effective width of bending in angle 3 in + 2'`..0 625 tn 4 3 u�i
� . .=
2
Section modulus of angle b��e tP� = 0.066•in3
� 4
Nominal moment capacity: A��= Fyp�•Z�g1e = 199•lbf•ft
�
_
M-. - _ ___. _., �
ANowable moment capacity: � g1e = 119•Ibf•ft � ,�
._
n�✓�n�Aer16,•— . - -
b .�,� .
�,.p4 �" _.._ .y,.._ -.�.�,_ ,,...
Eccentricity from resultant bearing ��= 1.5•in + 0.625•in = 1.13•in� �"� .
location to max bending location 3 �SS
'�'�UJ'� � � � tr�;����f�S
���, . :ri�`��;�s �-,R ..,_y an� � ..:� � � � .
Allowable vertical shear force at
each attachment to tower
KNEE24 KNEE 30 Capacities.xmcd
�
,
ESG 161 of 161
Pro'ect: Premier Global Com onents
� Client: Premier Global
$��i7Gtx �G�1��eYa'�SSOCI1i�'L!S.l�C. ��OP.�'� Pro. No.: 7016.25
Consulfing StmcEuzal Er�inee�s ""r'�� Desi ner: SAN
Gincin�Ei, C?hip SI3-a4Z.'l�L�U Pa e: 7 of 7
Catumbns,03�io 6i4�38-�900 ��1tt�Ct8it1tYlQrit�ttUZttl�ESl�Piitip Date: 5l21/2010
aoo saz-�.aos.
Check Shear Capacitv of Anale Holdinq Knee to Tower Horizontal Member
If we assume that the HSS is up against the vertical leg of the angle, there is no bending in the angle, only shear.
Effective width of shear in angie
Thickness of angle
Allowable shear capacity in angle
� 3 in
tp� = 0.25•in
Check Capacitv of Weld from HSS to Anstle
Angle is fillet welded on (3) sides. The weld is being used in tension and shear. For the capacity of the weld
use the minimum strength and compare this to the sum of the squares of the actual tension and shear.
Total length of weld
Thickness of weld
, ,
�weltl . .=: 3 (3 tri) 9 Q �n
>.tweld . ; 0 25 tn
0.6• 70• ksi • 0.707� L W eld'tweld
Allowable tension capacity in weld Tau �,,,eid :_ = 35.5•kip
�wt
Allowable shear capacity in weld
Allowable force in weld
KNEE24 KNEE 30 Capacities.xmcd
0.6• 70 • ksi • 0.707• I,�ld'tweld
val1_weld �_ = 33.4•kip
�w v
Appendix A
�---'.�'�" s
� as��� �� �,
h �' J'
�V:.y,.. tl �.
`�diy,._ p � �.._3
r�
r�- -..�`i%'.i-
;-,-; .` �� �
�,��4�Fo� ��
4, P�€ �"d �4.
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Project: B-100 Premier
'�� �rttertainn�ent Struchxes Gr+ou� Client: , Premier Global
s� h�-e f e r ��� /, ,�p� ' Proj. No.: 1694.19
�/! Ert�;^'«snyk''c1'eEnt"u►"+�met'.d�'y . Designer: � MJM
�0.�42.33Q2 � S�F�a�fer-ir1C100�ri E5� � .3��02���`� Page: . 1 of 3
Date Saved: . 7/13l2016
Seismic Desiqn Criteria-Chapter 11,12,15 ASCE 7-10 (Premier Global �deo Screen)
Buildinq Code: 2012 IBC / ASCE 7-10
oesian �oads: � , TAKEN AS AVERAGE $ g lp
� � _ HEIGHT OF SCREE h6� ���?
Building Height ` n.— 34ft ,� ��
�
Risk Category and resuiting Importance Factor I� ;- ^ J�► ��
(per IBC Table 1604.5) v ! � — / � �? �
� r .�
Table 15.4-2 Factors: Guyed Trussed Towers
Response Modification Coefficient
Overstrength Factor
Deflection Amplification Factor
X Dir
RX:= 3
StX:= 2
C�:= 2.5
Input Structure Type (per Table 12.&2) X Dir T�eX '—
Y Dr Typey:=
'
� t.....�..---.
Approximate Period Parameters (per Table 12.8.2)
M '�����!►', ��'6' y
Y D , M� ���� �� W
� < O� v
1 � f ✓ o�,io
Ry : = 3 c'� �.�,
Sty:= 2
�9�SZ tiZ £ZZZ
Cdy:= 2.5
� FOR
LIANCE
0 2016
C� = 0.02 �; = 0.02
Xx = o.�s = o.�ity of Tukwila
ai ��� nING DIVlSION
The following coefficients are provided by U.S. Seismic Design Map Webpage (under "View De —
Spectral Response Acceleration Parameter Sl := 0.551.
at a period of 1s, mapped S@2 p89@ 4 fOf S@ISR11C
Spectral Response Acceleration Parameter S o.982 values for Tukwila, WA
DS�-
at Short Periods, design
Spectral Response Acceleration Parameter
at a period of 1s, design
Long-Period Transition Period (s)
Did you use an analysis package to determine the
Approximate Fundamental Period (Ta)? Answer "No"
to use Ta only.
SD1:= 0.551
TL:= 12
Answer :_
�v
Tx_analysis:= 1.6
F�ECFIVED
ClTY OF TUKWILA
JUL 1 +� �p�
�ERNflT CENTER
Ty_analysis �= 0.9
xx Xy
Appro�umate Fundamental Period (per Eq 12.8-7) T�:= Ca•� ft� = 0.256 Tay:= Cty•� ft 1 = 0.256
/
•
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c�.-��� �+'q^"rEngf�'�wE""'�t'irt�^rn��"'�"'o'�' 4 Designer: MJM
80U.�42,33Q2' �', SCh�fBr•inG.Ocxri ��� s�o.sez.33oxacnxtu.::wm Page: � 2 of 3 _
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Maximum Fundamental Period (s) (per Section 12.8.2) Tm� X:= Cu• T� = 0.359 Neglected if Assuming Ta
Tm�,,:= Cu� Tay = 0.359 Neglected if Assuming Ta
Fundamental Period (s)
Seismic Response Coefficient (per Eq. 12.8-2)
SDS
CSl_X:= R
X
Ie
Csl x = 0.327
Maximum Seismic Response Coefficient
(Eq.s 12.8-3 8� 12.8-4)
CS_m�_X : _
SDl if TX <_ TL
RX 1
TX —
Ie �
SDl• TL
otherwise
a RX 1
TX � )
Csmaxx=0.716
Mlnimum Seismic Response Coefficient
(Eq.s 12.&5 8� 12.8-6)
Cs_min_x �= max�0.044• SDS• I�, 0.01� if Sl < 0.6
0.5• Sll
m 0.044• SDS• Ie, 0.01, otherwise
RX
��
Cs min X = 0.043
Seismic Response Coefficient (%g)
TX:= if�Answer = 1.0, min�Tx_anatysis� Tmax_x�� T�� TX = 0.256
Ty:= if�Answer = 1.0, mirt�Ty_�alysis� Tm�y�, Tay� Ty = 0.256
SDS
Cs1�,. R
y
Ie
Cs1y = 0.327
CS_m�y : _
SDl lf Z'y _< TL
Ry 1
Ty —
�J
SDl• TL
\ otherwise
T 2 RY I
y �)
CS_m�y = 0.716
Cs_m;ny�= max�0.044• SDS•I�, 0.01� if Sl < 0.6
0.5• S11
m 0.044• SDS• Ie, 0.01, otherwise
Ry
�J
Cs_miny = 0.043
CSX = 0327
Csy = 0.327
G:\PROJECT�16\94\19\design\MathCad\Seismic Design Forces - Single Story Building - ASCE 7-10.xBist� Printed:7/13/2016
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--
Date Saved: 7/13/2016
Horizontal Seismic Forces
Screen and Structure Mass
Seismic Base Shear (per Eq. 12.&1)
�= 26000• lbf + 4• 2004 lbf + 9a_ft• 8a plf = 41.2 kip'
VX:= CSX W
Vy:= Csy W
The total seismic base shear due to the weight of the video screen and supporting structure
does not exceed the total wind force of the video screen (16,400 Ibs)
G:\PROJECT�16\94\19\design\MathCad\Seismic Design Forces - Single Story Building - ASCE 7-10.x�at� Printed:7/13/2016
.7/13/2016� Design Maps Summary Report
� ��� Design Maps Summary Report
User-Specified Input
Report Title 8-100 Screen
� Wed ]uly 13, 2016 16:49:08 UTC
Building Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.47401°N, 122.26105°W
Site Soil Classification Site Class D-"Stiff Soil"
Risk Category I/II/III
S118 U�� - ' � -- - -w,.,� -f - --� - - ��
� '� ' � 90 � Fi
BA F �� ', BOEWG. i + ,� �
I , -.. �; � f1DX1NG � '�'" _� ,
��O�NTL -:�� �L/`�._�,;y��"��
. � S' n , .i'���-,
`- - � �"`'"'� ! �ti
_ -� �,
. �- . - t� �- , ' �
.J ,"r _ - 5� `` ,, REIVTON � , , ,
. A�UN! °� �'
�'� ; .� j 1�:�� �apoar,� �` � � �-y� ' ��,;' ..
� -' -
k �� ��', Burifn� �� ` '��,,�,, ��lital _ �: _:�":;r
, �"'"'�_.�l�.�Cy�� ' `' . �-'=ti `�. ��
V�rsl,orti � _ 1 �� 't. . ,,�`
SfATT'Lfj �� !`' „ �� � ;' �*''
� � TAtO�A DVn ' 1' y`�
,%...
� �i � ' ' ���� �npoR�r ;\ ?'' Maple Vall� .I�fic�l
; ,�� - ��_ � Des Moina`sr � o� �e
. , 1_ ,
.� � �,
, , i , � w„
1 , , _ ,• ''1.�
� ' � • ..,-:- - .. � ��..,„. }
L � � � _ _ -�• _ '-� �[ara# ___ � •>._'
USGS-Provided Output
Ss = 1.473 g SMS = 1.473 g Sp, = 0.982 g
S1 = 0.551 g SMl = 0.826 g Spl = 0.551 g
For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCE� Response Spectrum
1.65
1.50
1.35
1.20
1.05
...
� 0.�0
y 0.75
0. GO
0.45
0.30
0.15
0.00
0.00 0.20 0.40 0.60 O.DO 1.00 1.20 I.10 1.60 1.90 2.00
Period. 7 (sec)
i.ia
1.00
0.70
o.ao
o. �o
.�
0� 0.60
�.
y 0.50
0.10
0.30
0.20
0.30
0.00
0.00 0.20 0.l0 0.60 0.60 1.00 1.20 1.40 1.60 1.80 2.00
Period T ( sac)
Design Response Spectrum
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge.
http://ehp1-earthquake.cr.usgs.gov/designmaps/us/sum m ary.php?tem plate=m i ni mai&1 atitude=47.474012104852658J ongitude=-122.26104892650514&siteclass=... 1/1
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BOEING VIDEO SCREEN
COMPONENT DRAWINGS
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DRAWINGS AND INFORMATION ON ELECTRONIC FILES
ARE THE SOLE PROPERTY OF PREMIER GLOBAL
PRODUCTION INC. AND MUST NOT BE COPIED OR
DISTRIBUTED WITHOUT WRITTEN CONSENT OF THE
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DESIGN SCOTT C.
D6CRIPfION
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TOWER BASE SINGLE
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DRAWINGS AND INFORMATION ON ELECTRONIC FILES
ARE THE SOLE PROPERTY OF PREMIER GLOBAL
PRODUCTION INC. AND MUST NOT BE COPIED OR
DISTRIBUTED WITHOUT WRITTEN CONSENT OF THE
OWNER.
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� PREM�]�� G]LO�A]L
PRODUCTIONS �l�TC .
PROJECf WWE
OR1NN BY MiPROYFD BY JOB� DAIE
DESIGN SCOTT C. 07-22-00
DESCRIPTION PMf IUME Ip,
TOWER BASEE DOUBLE TOWER TW BAS E 2
i y �
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. ; Entertainmenfi Structures �r��p
� �� Engineoring for the �ntert�inment Mndustry
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REVIEWED F4R
CODE COMPLIANCE
APPROVED
JUL 2 � 2016
Ciiy ofTukwi(a
BUILDING D1ViS(ON
�oeing B=X.O�/TP� 2016
Seattle, Washi��ton
Prep�red fo�•: � „_,�„�
Prernier Glohal P�odr�ct�ons
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f�ECEIVED
July S, 2Q16 CITY OF TUKW'VILA
ES� Project #16�4.19
.Sf��. i 1 2Q96
PERMIT CENTER
1 �
10A11 M�dallian Drive Suito 727, �incin�atf, OH AS2A1 • Phona: 513.542.3300 / 800.542.3302 + Fax: 513.542.5540
www, e n#e rta i n m e i�tstru ct u re s. co m
Entertainment Structures Group is a division of 5t�vtsn 5tht�efer Assotiates, Int,
6
/R�'t , �
Tabl� uf Contents for Revicw Pnck� e
l�esi�r� ��sis _ _ P�;s, 1-2
�eneral A1Ut�s a��c� QperatiQ�� Plas� — P�s. 3-5
Ucsign Loads _Pgs, 6-�3
�3allast and Bcarir�� P�s. l4� 1 G
Ram Elci�ncnts lVlodel Vicws P�s. 17-30
�'xc�l Interacti�n (;hccks Pgs. 31-34
��p�ii�iix A— Rigging Plan Pg�. 35
Appenda`x �— Higia Wind Action F'lan ____ F�;s. 3t-37
Appendix �— D�•awin�s �i�ci Ballast Pl�n _ P�s< 3$-�6
FNTFRTAINM,FNT 5TR[JC`1"URLS GkOl1P
A Divisio» oi' St�ven Schaef'�r Ass�ciatcs, Iti�.
:1 �
l,�
�
�
Subrnitted by,
Mich�el J. Merz. P.�.
� ------- _ _
�. �{h• �' "�,.
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G�•��a�'v .I. Rilev. P.E. (WAl
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s c h�e f e r /'� � F�niertainmc3nt Strurtures �iro�
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�nanafnm�nsnrunurus.eom
£300,542,330?. I sch�efer-inc.cc�rn ��� eao.s�2,33oz
Desiqn Basis for goeinq-B-1001TPN 2016
introduction
GJ�7 I tll NO
07/06/16
1694.19
P�ojoct: � Booing 2016_ __ _ _
� Client: Premtor C�lobaf _ _ ,
� ProJ. No.: f,.1694.79 __ .. .... ;
Designer, _ NRW �
k Pa�e�- — - � _ 1 of ?. __ � � �
� Dato:_ _ 7lF3/2016 -.- -- I
ihe purpose of this report is to review ti7e struct�araf adequacy of th� Premier Global roof system for ihe 2Q16 Boeing
8-100/7PN-2016 Show in SeattlP, Washington. TMe struCture will support lighting, seund equipment, video monitors and
othet such rigginy. The seal on this permit packag� only applies only for the dates of this particular event at thi� specific
IAG�tI0t1.
Gi@SG�I ptlOtl
The p�ck�ge �ont�ins three structures. ihe first structur� cansists af 5'-0" deep Pr�mior Global ?russes comprised of
HSS6x2x3116" Chords spanning 90'-0" betw�en four 4Q'-0" tall Premier Gldb�l 24"x24" trussed towers. The trussed
towers are braced mid-h�ight by a tower ciiagonaf. 7he tbwet ar�d diagonal sit on standard Premier Gfabal bases. The
basos ar� welded to a frame, provlded by others, which is �ttached to a Goldhofer trailer (rPviewed by others), weigliing
B�,OflO Ibs. ihe trusses support a video screen and audio delay points,
Th� s�cond structure Gaiisists af 2' wide by 5'-0" deep towers standing 40'-0" tall connected at the top and bottom by
beams with guy wires between. The structure supports audio delay points.
The third structure consists a roof spanning 20'x30' to four premier global 24" square trussed towers standing 50'-0" tall.
The trusses are 5'-0" d��p Premier Global Trusses compris�d of HSS2x2x118° chords. The root structrure supports a
video scr�en and audio del�y points. All four sides of the toof are tied with guy wiros.
Primarlc Load Cases
1) Dead Lo�ad - Structurc� selfweight is applied in the ft�M �lements model.
2) Rigging Load - I�rovided by Premier Global and att�ched in the app�ndix for e�f�rence.
3) Wind Load in llpstage/Downstage I�irection for 40 mpf� wind (sidewall/backwall)
4) Wind Load in Stage RlghtlLeft Directinn for 40 mph wind (sidewall/backwall)
5) Wind Load in Upstagelbownstage Diroction for 69 mph wind apen structure
G) Wind Load in Stage Right/I.eft Dirpctian for 69 mph wind open structure
IBC 2Q12 requires use of ASCE 7-10, ASCE 7-10 chaiiged the wind lo�ding provisians. As we will sf�ow below, the wind
loading in ASCE 37=02 for temporary structures (while using the ASD wind loading methodology) will be more stringent
than the I.RFD methadalogy in ASCE 7-10, including temporary structure fact�rs, For the purposes of this calculation
submittal, ws will use the ASCE 37-02 �nd high wind action plan IoAding.
V���i��d lo := I 15 V��•ind 5:= 3�
ia�vinil_Ib:= Q.Q025G•V��,ind 162`�•6 = i0.314 1?��•ind 5:= 0.0(1256�V�vind Sz = ZO.%�G
As shown, the ASD loadi�g is slightly abave the LRFD loading, We will use the methodolo�y of ASCE
37-02 and ASD wind loading of tt�e previous code,
The 69 mph wind is the full wind speed of 90 mph wind reduc�d by a factor af 0.75 per ASGE 37-02 for temporary
structures. It will be dstermined that for temporary structures seismic loads do not neeci ta be consid�red perASCE
97-42 and will not be included in the laad combinations for analysis,
02 besfgn Basis Boeing Seattle.xmcd
scha�f�r
$04.542.33(Yz J schaefer-inc.c,om
References
��,� EtttertoMment Structures Gra�
h C+s:� r k�rsr
���� ��r»iM�9 f6f CM ErNMt�tnm4nt InlfVitry
���rtnt�rtnlnm*nirt�uctures.com
epo.saz.33o2
. COU L UI 40
07J06/16
1894,19 � .
Pro ect T Boein 2014 �
Cliant �� Premi�r Globat, _ _
Proj No,:'� M� 1699,19 1
besignert NRW
f Page: I, 2 of 2�'-_� -��
� Date: - - -; -7/6/2016 .-- -. .
-St�cl Construetion Manual,Al�C 13th Ed (ASD Oesign)
-ASCE 7-10
-ASCE 37-02 Structures l�nder Construction
-ANSI �1.21 "�ernporary GrounB Supported Overhead Structures Used to Coverthe StageAreas ar�d
Support Equiment in the Production of Outdoor EntPrt�inment �vents."
l.oad Gombinations
1) DL+ Rigging Load
2) DL + 0.75 Wind (4� rrph case) + 0,7� Rigc�ing l.oad
(it is �ssumed some rigging will be lowered to the ground in winds �bove 40 mph per th� HWAP )
3) DL + Wind (Both wind cases)
Note: Wind c�mbinations aIS4 include 75% of tho �rthoginal wind loads applied sirriultaneously in the abov�
cornbinations.
AnalvSis Method
`ihe aliowable capacities of the v�rious truss CQmponents, end conneCtionS, and columns were determined using
M�thcad �nd wore submitted tA Premier Global in a��par�te report dated May 2i, 2010, RamElements was used to
determii�ed the maximum forces in the various members from gr�vity and lateraf loads. Each member ofi khe trusses
and towers was modelc�d in a three dimensional model and the res�alts were exported to Excel. Excel was used to
�h�ck each load combiriation and the interaction capacities. See appendix for a snap shot of the ExcQl memb�r
checks.
Conclusians
These struc:tur@s have beer� reviewed according to th� International Buliding Code 7012 per the 2014 Florida �uilding
Code. They have been found to bo adequate for loads as definod in tt�� buildirig code and as indicated Qn the attached
drawings and calculations. The engine�ring seal an this cover Iett�C shall apply to the att�ched calculatinns in reference
to tMe roof configur�tian described above and dapicted in the Ref�rence Drawings in the Appendix and for the loads
described above at this particular avent,
Disnlaimer
ThQ capacity of the existing structure or grade to support these new loads must be verified. it is the responsibility of the
building or venue owner to ensure that the existirig structure can safely suppart a bearing prassure of 15p0 pounds per
square foot. It rnay b� necessary fQr the building ar vQnu� owner to have the existinc� structure reviewed by a
professionaf engineer to ensure that th� now loads c�n be safely supported by khe existing structure. Entertai►�ment
Structures Group has n�t analyzed any portion of the existing structur� unless spe�ifically noted iti this submittal
p�ckagQ. The stage deck assembly is not part of this gaCkage.
The compon�nts connecting the wirc3 ropes to th� trusses, towers, or b�llasl h�ve not been dasignQd by �5�.
Attachment of wira ropes and rigging aotnponents to occur only �t panel points nf trusses and towers. Premior Global
to ensure the caniiection components used are c�pable of resisting th� capaciky af the wire rope andlar the weight of
the ballast being att�ctied.
Q2 D�sign Basis Boeing Seattle,xmcd
�a�a o ui 40
07/OG/i (i
1694.19
GENERAL NOT�S AN� OPERATION PLAN
GOVERNING CODE
2012 INTERNATIpNAL BUILDING CODE (BAS�� ON ASC� 7-10)
REF[RENC@S TO ASCE 37-02
DESIGN LOA�S
ROOF LOAD:
A. SiRUCTURE S�LFWEIGHT
�. ROOF TARP: 1 PSF
C. RIGGING LOA�5: $�E ATTACWEp RIGGING DRAWINGS IN APP�NDIX.
D. SUPERIMPt75EQ I�AD: 5 PS� (APPUED UNIFORMI,Y ON ROOF, NOT IN CONJUCTION WITH RIGCING
LOAD PER ANSI �1.21)
NQTE: TM[ ROOF TARP !S A"SUN-SHAl7�" SY&T�M QNLY AND IS NOi INTEND�D FOR PERSONNEI. ACC�SS OF2
SUPPORT, ROtJ� SYSTEM SMALL BE ACCESS�D FROM TH[ TRUSS COMPONENTS ONI.Y.
WINb LOAp (PER ASGL 7): TWO WINb CdN�ITIONS WERE CONSIOER�1�. A R�DUCED WIND SPEED WAS
APPf.IEII TO TME FULIY SCRIMM�D SiRU�TUR�. BASED ON THE HIGH WIND ACTION PLAN INCI.UpEA IN THE
APPENDIX, THE SCRIM 1NILl �E R�MOVED WHEN WIND S�EE�S IN EXC[SS OF THIS VAI.UE ARE EXPECTED.
THE FULL WIND SPE�� (REpUCED BY THE PERMISSA6L� VALUE ACCORDING TO ASCE 37-Q2) IS APPUED 'i0
THE BA�E �TRUGTUR[ (NO WALL SCRIM) ANU 7HE RQpF TARP.
A. B/�SIC WINb SPEEL? (BAS�D ON 3•SECOND GUSi) = 90 MPIi APPLIED TO TH� STRUGTURAL FRAME
AND PERMANENT A'TTA�MMENTS INCLUDW� TWE RAOF TARP.
�3. WIND R�DUCTION FACTOR = 0,7b (BASE� QN ASCE 37•02)
C. REDUCED WIND SPE�D APPI.IED TQ TH@ FULLY SCRIMME-D STfiUCTURE = 40 MPH
D. BUIIDING �AYEGQRY = II
E. iNlhl� iMPORTANCE FACTOld,1= 1.0
F, WWp �XPOSURE = B(ALL WIND DIRECTIONS)
G. INTEFtNAL PRES$UR� CU6FFICIENT ENCLOSED, GCpi =+0.1$, -0.18
H. INTERNAL f'FtESStJR� GQEFFICIENT PARTIAILY ENCI.QS�D, GCpi =+0.55, -0.55
CONSTRUCTj,QN AND SAFETY
1. CbNYRACT�Ft SWALI, RRAG[ �NTIf�E STRUCTURE AS REqUIRED TO MAINTAIN STABILITY UNTIL COMPLETE AND
FtJNCTIONING AS THE DESIGNED UIVii,
2. ENGINEEf� SHAI.L NAT B� RESPONSIBLE FOR TH� l�A�ANS, METHODS, TECHNIQUES, SEQUENC�S OR
Rf�OCE�URES QF CONSTI3UCTION SELECYED �Y CONTRACTOfi.
3. ThIE CONTRACTOR WII.L �E SOI.�I.Y AND COMPLETE4.Y f��SPANSIBLE FOR CONDI'fIONS OF Tti� JOB SITE
INCLU(�IfdCa SAFETY OF ALL PERSONS AND f�RAPERTY DURING PERFO�MANC� OF TME WORK, TH1S
REQUIREMENT WILL APPLY CONTtNUOUSLY AND IS NOT LIMITED TO NORMAI. WORKING HOURS. WHEN QN
$IT�, THE ENGINEER IS RES�'ONSi�L� FOR HIS/HER OWN SAFFTY BUT HAS NO RESPONSIBif.ITY FOR THE
SAFETY OF OTHER PERSONN�i. AR SAFETY CONDITIONS Ai TWE SITE.
4. CONTRACTOR SMAIL VERIFY ALL EXISTINC3 CQNDITIONS AND DIMENSiONS, SWAULD ANY DISCREPANCY 9E
FOUND, CONTRACTOR SHAI�L NOiIFY ARCWITECT/ENGINEER IMMEDIAT�LY OF TME CONDITION.
5. ROOF SYSYENi �R�QTIQN:
A. ALL CQNCRETE AND WATER �3ALIAST SHAII BE iN PLAC� PRIOR TO HOISTING OF ROOF SYSTEM.
B. RQOF SYST�M SHAI.L NOT BE HOISiE� DURING WIND SPEEDS GREA�ER TIiAN 10 MPH.
C. WIRE ROt�E X-f3RACES SHAI.1. RE INSTALLED INiNI�f7iAT�LY AFTER ROOF HAS 9EEN WOISTED TO
DESIGN ER�CTION NEIGMT (IF REOUIRED P�R THE STRUCTURl�L PLANS.)
p, KNEE Bf3ACES SHALL 8� CONNEGTED FROM TOWER Td ROOF TRUSS SYTEM IMMEDIAiEf.Y AFTER
WIRE ROPE X-�RAC�S WAV� 6[EN INSTALLE�J.
E, SELF-GONTAINED ERECTION H01$TS ARE INTENDED 70 HOISi iHE ROOF SYSTEM (Ft00F TRUSSES)
l�ND CHAIN HOIS�'S SUPpQRTED DY THE ROOF SYS7M QNI.X. SELF•CONTAINED HOISTS AR� NOT
IN1'END�� TO hIO1ST ANY COLLATERAL OR RIC,,C31NG 1.OADS.
r �
1 �
COV 4 UI 4�
07/0611 S
1894.19
HEAVY BAtN.ACTIQN PLAN
1. PRIOR TO ANTIGIPATED HEAVY RAIN �VENTS, ROOF PANELS SHAI.I, s� �UT OR 1�@MOVE� 70 EI.IMINATE WI�TER
PONOING. A7 NQ TIM� $HOULD PONDED WA7ER 8E At,LUW�D TQ ACCUMUl./�TE QN THE Rp9F STRUCTURE.
�. IF PONp[D RAIN IS ALIOWED i0 ACCUMUI,ATE AND NOT REMOVED, ALL PERSONNEL ShOULD MAfNTAW SAFE
CLEAR DIST/�NCE AS COLLAPSE QF TW� ROQF IS POTENTIALIY IMMINENT,
STRUCT_URA SL TEEL
1. ALL DETAIIING, FABRlCAiION, ANp ERECTfON SHI�LL CON�dRM TQ AISC SPECIFiCA71�N$ FQR "DESIGN,
FABRICATION, AN� �RECTiQN OF STRUCTURAL S7E�L FOR BUI�DINGS", AND THE AISC "�OD� OF STANDARD
pRAC710E FqR $TE�L @UILQINGS AND BFiIa�E$'", (_AT��T EDITION.
2, FIELD CONNECTIONS SFiALI �E �OLTEQ OR CONNECTEt� W17H APPRQV�D TRUSS SYST�M CONNEGTpRS.
A. 1'FiUSS C9NNE�TIONS SMALL BE BCyLT�a IN �ACW I�OLE
3, W�LDING SMALL BE IN ACGORDANCE WITW TME AMERICAN WELDING SOCI�'fY (AWS 01.1:2002).
4. MATERIALS:
A, PLATES UNLESS N07�D: ASTM A3(i.
B. TUBE SHAP�S (H$$); ASTM A500, GRADE 6
�, BOLTS: GRAQE 8 UNL��$ NOTED.
D. �IEL� WE�DS: AWS E70XX, LQW HYDROGEN Ef.ECTRODES.
RE R RE AND ACC�SSO IES
1. ALL DEiAILlN�, FABRICATION, I�ND EREC71c.7N SMfAI.I CONFQRM TO 7H�SE GENERAL NOTES AND
AGCOMPANYING DRAWINGS /�ND SPECI�ICATION9.
2. M/aTERIALS;
A, �TEEL WIRE RQf'E: GA6VANIZEt? 6x1a IWRC OR ST�ANq CO�E, F�D. SPEC. RR•W-410. S1�� AS
INQICATED ON STRUCTURAL DRAWiNGS.
B, SWA�KLE�; GALVANIZED STEEL, ASl'M A1a�,
C. WIRE ROi�E GLIPS; CRQSBY �ORGED STEEL WIRE RaP� �LIPS (OR EQU/�L), FED. SP�C. C-450, TYPE 1,
CLAS� 1. �
D. THIMBLES: �ALVANIZEQ $7'��L, FED. SPEC. FF•T-278b.
E, iURNBUCKLES: FORG@D GALVANIZ�� ST��L, ASTM F-1145�05, ASTM AEiF3$ �IASS /� MATERIAL OR
EQUAL.
3. /�1LL WII2E F2C)PE COMPONENTS SHALL BE IN$TAI,L�D ACCOi2DING ia MANUFAC7URERS
REC(�NIMENCIATIONS. INSPECT ALL MAT�RIALB PRIOR TO USE; REMOVE ANY DAMAGED, CRACK�� QR
ABRApEO MATERIALS FROM SERVICE.
MIGM WINQ-LOAD ACTIQN PLAN (HWAP1 REQUIREMENTS
1, THE i�1WAP D�PINES WIND I�ESI�N St'�EQS FOI� /dN °OREN MAIN SiAfi� ROOF SYSTEM" AND A"FULIY
ENCLOSED MAlN STAGE ROOF SY$TEM".
A, AN "OPEN MAIN STAGE R(70� SYST�M" SliAll BE DEFINED BY A CUNpIiION WMERE THE MAW STAGE
ROO� STRUCT�RE IS �UILY �R�CTED WITH NO WALL PANELS QR STAGE Ec]UfPMENi INSTAI.LED ON
THE ROOF STRI�CTURE.
F3, q"FULLY [NCLOSED MAIN STA�E I�(�f)F $YSTEM" SHALL BE DEFIN�b 6Y A CONDITION WHERE 7NE
MAIN �TIAGE ROQF STfZUCTI�R� I$ FULLY �RECTED WITH �IDESTAGE OR 81�iCKSTAGE WALI. PANELS
OR STAGE �QUiPM�NT INa7ALLED ON THE RC7C7� S'PRUC1'UR�.
1
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07/06/18
169A.19
C. WIND DESIGN SPE�17S FOR TI�[ "OPEN" CON�IYIQN AND THE °FULLY �NCLOSED" CONDI710N AR�
DEPINED IN iHE "L4ADS" SECTION, ABOVE,
2. 7HE PURPbSE OF TME HWAP IS TO ENSUR� THAT ALL S7itUCTUR�S iN TME STAGE 6l.ACK (STAGE, STAGE
ROAF, SIDE STAGE SCAFPOLD TQW[RS & B/�1CK3iAGF) ARG4 WILL REMAIN SAF[ DURING ALL WINp
CONDITIONS.
A, A SAFE MEANS OF USING A LOWER WIND DE51GN SPE�� FOR A FULLY ENCLdSED MAIN STAG� ROOF
SYSTEM
B. TH� HWAP PRAVIQ[S A MEANS OF SAF�I,Y RESPONDING TO fNCREASING WIND LOAD DURING
pERiODS OF VENUE OPERATION.
C, THE HWAR 15 ONLY INTENDED TO PROVIDE A METHQD FOf� REDUCING THE PROJECTED WINk� AREA
ON THE PERFORMANCE STAGE MA1N ROOF ANLY.
D, TWE HWAP SHALL BE IN FORCE AT ANY TIME WHEN iW� MA�N STAG� ROOF SYSTEM FABRIG
SIDEWALLS AND BACK WAII.S ARE IN�Tl�LLEO,
3. THE FOLLOWING PROVISIONS MUST BE MET PRIOR TQ IMPLEMENTATION OF TIiE MWAP;
A, TME FI�BRIC SIDEWA6L AN� BACKWALI. INSTAIi.AiION M�TMQR MUST ALLOW FOR THESE UNITS TO
BE LOWERED IN A CANTROLL[D F/�SHION IN I.ESS THAT 5 MINU7�5 F�OM NOTICE OF f'UTTING TME
HWAP INTO ACTIQN.
�3, SPECIFIC iNSTALLATiON i7�TAlI.S MUST BE APP�tOV�D BY THE ENGINEER OF R�CORD.
b. MIGH WIND ACiiON PLAN:
A, THE MWAP SHALL BE IN FORCE WHEN ANY OF 7HE FALLAWING CONDI710NS OCCUR:
1. FABRIC SIDEWALLS AN�lOR SACKWALLS ARE INSTALL@D ON THE MAIN STAGE FZOOF
SYSTEM.
2. 'iHE VENU� iS DEING USED FOR AN �VE-NT.
a. AN EVENT SHAi.L 8E DEfINED AS ANY CpNC�RT, REHEARSAI., RENTAL OR ANY
OTHER PROFESSIANAL OR CqMMERCIAL USE OF THE STAGE SPACE BY ANY
PARTY THAT IN /�NY WAY R�QUIRES USE OF STAGING EQUIPMENT TQ BE
ATTACHED 701'FiE N1AIN STAGE f�00F STf2UCiURE.
b. EXCEPTION;
(1) ANY EXCEPTION SFiAtL 9E ALLOWED IF 7H� �4UIPM�NT INSTALLE� QN
TiiE MAIN ROOF UNIT PRESENTS A f RO.I�CTED WIND AFtE,4 QF LESS
THAN 2% QF THE BARE ROOF AREA AND
(2) NO SIQ�WALLS OR BACKWAI.I.S OF ANY KIND ARE INSTAILED ON �HE
MAIN STAGE R06F SYST�M.
B. 'iHE H1NAP SWALL GOVERN OPFRATING CONDITION$ DURING A TIME PERIOf7 TI1AT SHALL
COMMENCE AT THE BEGINNWG OF PRE•EVEN7 OPERA7fONS AND SHALL CONTINU[ TO SUCH i1ME
WHEN AlL PER50NNEl. AND EQUIPMENT HAVF BE�N REMOVED FROM THE V[NUE AT THE CLOSE OF
THE SPECIFfC EVENT.
C, MQNITORING OF SITE WIN� CQNDITIONS: ACYIVE QN SITE WIND M�NITORING SHALI. HE
M/�INTAINED FO�t iH� DURATION OF THE NIAiN STAGE ROOF SYS�EM ER�GTION UNLESS THE WALL
f�ANE6S ARE I.QWERED TO REDUCE WIM� PRESSURE.
WIND SPEED fV10Nf`TORING (ANEMOMETO�tS): AGTIVE ON•SITE WINq MONITORING SHAI.L
CdNSIST OF ANEMOMETERS ERECiEQ QN THE MAIN STAG� ROOF SYSTEM TOW�t�S,
L�CAL WEATHER �ERVICE MONITORIN�; REAL-TIM� MONITORING OF A IOCAL LINK TO THE
NATIONAL WEATHER SERVICE (7HIS MAY BE A UNK TO A LACAL COMMERCIAL OR
GOVERNMENT SEF3VICE) SHALI �E MAINTAWED BY TFi� HINAP CREW.
3. QCCE53 DURING MONITORING: ACCESS IN '�HE VICINITY OF THE ROdF STRUCTURE SHA1.1.
ONLY F3E ALLOWEQ WHILE MONIYORiNG 1S MAIN7AINED.
p. REFER TO TME HIGH WIND ACTION PI.AN PROVIDEd �Y PR�MIER GLOBAL f'RQDUCTIONS ANIS
ATTACMED IN THE AF'l��NI51X,
Sch�f�r
$00,:�2,334� � ech�ofiQr�ir�C.G�
0
�� �' �1ter�inment Stn�ctures �arcxr�
• �., a w+w.
�R�s Ln�nNrinq 4or tfN Brqrre�lnnrwnt Indurt+p
E���rrt�etainmfnetteuetw�n.som
800,SA2.3342
Wind Desi n�o ce for Sol�d Si ns and Freestan�fin Waiis
nau o ui 40
Q7/Q(i19 6
1694.1g ____
�Pra ect � Premier Globai Baei� Video �
Client:� �—Premier Global
� Proj No.; � 1894.98 __ .
� �Qsigner; NRW ��
�Paget _ � _ 1 of 3 _ _�
t Date. _ 7/6l2018 _ - --
Structure D�seription: Vide4 Screen Standard Prernier �lobal Offstage Video
�ocatian: Stage Laft and St�g� Right
Bufldinq Cocie: ASC� 7-05 (Figure 6-20)
e
��
S0.Op3Nd1 �
�llt�fi�npnqlYAu,
h
o�auNp �u�r�ea
ELEYAiION VIEW
t
F
�� A
N1N0� '
�Ho I F M—o=�
�rw�a
•2 �
a �. h� F � o,o�
a12
�.h :n� � ...�...
♦fh <.1 OMYFAlU�P�C! � � .
Desi�n Parameters;
Heic�ht fror� ground
at top of sign
Sign Width
Sign Height
Topograptiic �actor
Gust Eff2ct Factor
� _ .._ - --
VVinc� Importance Factor
Wind DirectionaAty
�actor
1694 Boeing Vid�o Screen.xmcd
h ;= 45�t
lih;�„ := $7ft
tici�n := 4Uit
K„ := 1.t?
�,Yind �� 0.85
f��, = 1.00
K�i :� b.�5
�''�—°�*��*—* �i�
wiN" o F F
F
F
GASE G
4ASE B
�
0 �Q� � � IMND
141M71
Exposure C�tegory
Structure Category
o�l� • 'f'
• �_=�,
I� _
F F w�
� F
E:xp .— � v
Categnry :_
II �
3 Seeond Wind Gust V�,,;,,a :-
Speed, in miles p�r hour 40 u
Sign Are�
Velocity Pr�ssure
ExE�4sure Caefficient
As :_ %3sigu's�ign = 3�4801t�
K�, = 1.07
�� h�e f� r .� ��t���� S� G���
, <<,.> _-•�:
�l�►� �i��.Kwrrp ior ira Cra.nemn�wne I�►n
�0,�42,3302 � echaeferdnc.�om ��� 800.542.3302ttttyttwa.com
MW��tS Si�n Calculations - Caa�s A, B 8_C:
q�; :_ .0025C•K��•K,��Kd•Vwina�'i�,•psf = 3.77.�psf
�_-- �� � _ , __.� �.:-___.� _---
�f fior C�ses A and B: Gr n= 1.5U1
�"
Force on sign for Cases A& B;
Fn �= �ln•U„-��,a'�r A'AS
Forces on sig�i for Case C:
�'C; = �h'�wind'�f C
n�
F� � 1C�S42�(hf
G.G7
4,43
4.IS
F� = q:Uq �psi'
n n
O,UO
d,00
0.00
Vsrti�af Load Offset from o�nt�r of sign:
c1'sstA ;�= �O,OSs���,s} if' ��s,jan � h�
IO otherwise
a�s�„ �. o.na ec
COt5 f UI +AO
07l06/16
i89A.19
�Project: f Prem{er Global Boeing Video _(
' Glient � Premier Global
} Proj Nv . 169419 ... _
Deslgner:�NRW .__,� __� e,
Pags.— _ 2 of 3 �--_. ---_
Oato .� . _ ��7lfi12Q16.. — . - --
V�locity Pressure - ASCE 7- 6.5.9Q
Ct for Ca�� �:
2
F��'j '.-' �'til�ll }+�'fl
2. I OG "0 ta s"
1.39y "s ta 2s"
1.311 "2s to 3s"
C� � �_ (� "3s to 4s"
-„
Q "4s to Ss"
0 "5s tn I Os"
O "> I Qs"
F��n -
Horizontal Load Offsct fre�m
center of sign (Case S):
� sign
Do�s G apply? cNeck� :_ „YES" it' >_ 2="�I:S��
Ss;bn
��Ni�`� OT�1C!'WISC
1694 �o�ing VideQ Scre�n.xmcd
C�151E; �= ��.2�'�si(in
a�s�,i - � �.4o r�
1 OGC�7
7084
Cs64ff
�
p
0
0
"U ta s°
"s ta 2s"
"2s to 3s"
IbP "`3s to 4s"
"4s to Ss"
"Ss tc� l 0a"
��> 1 Us��
` Ent��� Stnxtures Grqu,p
� � i� ���� � ��- n� �_,r f��.�
� ���� Cng �ring for tt�. ��nsrt�lnmsn9 tndea�try
amtpkpl�m4ff (ESf 4tt�+0l,SQm
80t?,542,3302 � sahn�fQr�inc.rom � '�-�' �.7 soo,�az.��o2
Sum _m_ary:
Case A: Forc� an wall: F� = 16.54•kip
Vertical offset from Center: dist,� -().00 fi
C�se �: Force on wall: F,� - 1G.S4•kip
VerkiG�l pffset from cent�r: dist� = Q�4q �t
H�rizontal off��t from center= ciist�� = 17,4Q ft
� ' ,
�a�a g �i 40
07/Q8149
1694.19
� Pro�ect; � Premier Global 8oeing Vidao ,�
!Clisnt � Premier Global
! F'roj No.: - -1684.19 �_ ��' �
� Da�ignar:_� NRVH ��_ -�_ I
� Page: — --._.� _ 3 af 3 _ --- - -
; DatQ: il(i/20t6 _ _ _ , �
Case C: DoeS it �pply? icheck�� ="YFS"
1 UG67 � "0 to s°
�U84 "s t� 2s"
G64Q "2s tca 3s"
ForGes on wali:
I���2 — 0 �Ibf "34 tn 4s"
„
p '"4s to Ss"
O "3s to 1 �s"
(1 "� 1 p���
V�rtical offset from center: dist� = Q,00 fc
R�suits for case C do not take into �ccount a reduction for a return comer condition, This is
c�nservative.
1
C;�tse C i.ct�ding
�) JU
Dislanc� 1��•�m I:nd of Si�n (Ft)
1694 �oeing Vidoo Screen.xmcd
,
�������
�.542.33(YZ � �ch�fer-inc.com
t�
� � �nterte[nmenit Stn►ctu�s Grcnj�
�li ���.,-,�.�,.,�
/IM' Eu,y►n.,rfnq la t�• e++4.rt•�nmN+1 ��d�ry
���'!'� intMPlnm�nt�truttur�t.com
V BOO.S42$S02
Boeing Dela� Structure D�sian L�ads
Buildina Code: 2009 and i0�i2 IBC/Based on ASCE 7-05110
Desistn Loads: 2�09 and 2012 IBC
Gravitv Loads
f�ead load: SbifW�igtlt Of r9o� structure
Live load: Audio Delay Rig�ing Points
VIlind Laads farAnalvsis
eou y ui 40
07/06N 8
1694.18
' ProJect:--- eoeing belay-- ..__
i Cliant, ��Hremier Global �
�P�_ No.: � 1894 19 _
_�._.
r Designer: _ MJM
� P��e: ._'_ 1 of 3—__,_ �_T
! ��ta: .�7/6/2016, _
Full 90 r�ph wind lo�d (with temporary wind r�duction factar} with roof tarp only. Th� structure wiil be cansid�ted �pen
otherwise. The roof uplift wiil be consider�d using the force co�ffici�nts fc�r rc�ofis over open buildings. The faterai wind
Ibads will b� d�t�rrr�ined using force coefficients for solid signs and farce coeffici�nts for irussed towers. Use ASCE
7-05 wind lo�d criteria.
Basic wind spesd = 8� mph
Scrimm�d Speeci = 40 mph
�Xp65UfG C�t��Oi"y = C
Imp�rtanc� F�ctar = 1.�
M�an roaf h�ight = 4A'
�ust eff�ct f�ctor, G:
Velncity pres�ur� exposure coeffici�nt:
7opogra{�hic factor:
Wind dirsctionaNty factor:
Yemporary wind reduction factor:
Vei�city pr�ssure at 90 mph:
Velocity pressure at 40 mph:
V40 = 9Q t11J5�1
uqp := 4� jTli)�l
I:= t.t)
f�mcan �= 4n��� raof trim height is 40', ASCE MWFRS loads aro still in effisct.
<;c1�:= 0,85
K,:= 1,04
K,� ;— 1,0
!f� = 0.85
w�.�i ;= p.75 F�cr ASC� 37-p2 use only for the 90 m�h wind case
9ry 90 == O.Q025ti�Kz'Kz�'Kd'1'�V9o'�'red�2•psl` = 10.3�psf
t7. ao := d.��2Sfi�K; K��•Kd�l��V4U�2�psf = 3.G�psf'
G;\PROJECT1161941Boeing Video SoreenlBo�ing D�lay Structure Loading.xmcd
�������
8b6.Fa�42,3�02 � achaefier-inc.cam
�1�� � �t�rt�4nrr��rrt Stn�ctures Grou,p
�, ,,�r.:: �•�,�.�,.
��� �hp±si4A1�y fer 4h9 E�nt�lnrncne i�fuw(ry
���entcrtnlnmentstn�stu+o�,com
soo.saz.s�az
Case 1: 4Q mph 3crimmed c�n Tawers
Towers will be compl�t�ly scrimm�d ar covered
16'-0" Width
H'Iower cente�, :� 1 G•{i
htowcr ccntce = �0'�
�!' cetatar :_ '�•�$
}�wind ccmcr �= �lr. 40'Vc1T'Cf c�ntcr = ¢.$�3`P���
}�wind ecntcr'���tower_cenler'��l��wcr cemn•
WFI�RIIC(I c:c.nter ��_� T —._._.. -_. . . ._ — = 19.45 I •�)If
latu���er cenier'4
12'-Q" Wldth
lvtowcr anc = � 2' i
CC siAc := 1.62
(�wina s�d� �= �•r. a�'Gctr��"`f SiSIC "' Y.yH6•psf
n�aind_sidC'N'i�>�vcr cmc•lttmvcr ccntcr
N'�ppli¢d_sidc :_ _ _ - - 14.95$•pll`
htn„�cr ccntcr•4
G:\PROJECT116\941Boeing Video Screenl6oeing D�lay Structure Laading.xmcd
�.�V I V UI 4l�
Q7/OB116
169A.1 A
Projact: �Ioeingp�laY. _ .�.. _._...---
�Glient: ��1 Premi�r Global
'----�—_ _ .
Pro� Na,s � 1�9a 19
_ De5igner: .� MJM '_� ---
�ag�. _ . �? of 3 _ .
D�tQ: � i 7!8l2016..
�������
eoa,�a2,sso2 I �cna�rerGina�carn
�,� � F�#ertainmerrt Stnxturas Grca�p
hla�`:;'.� � r."_r.�:w
��� E�nsarinp ler M� GM�ren�nmons Induury
� �� unlertalnm�tatructw.:.carn
�a,sax,a�az
Case �. 90 mph (reduced) on O�en Trusses
2d" %wers:
Tower members: A��,i,� 1t14� := 2•4•in•40•1t -F 1,5•2•in•GO�in + 2Q•2�im64�in
A��n�ss:- GO•in•40•il
�sUlid iri�s3
�soliil �_ �sulid ` 0•2K5
�g_trticc
Det�rmine Cf: C� := 4.(1•�Goi�aZ — 5.���u,u� -i� 4A �� = 2:G44
Round member factor: frri11i1z1 :�. (1•S 1`fFnlid2 + U,�7 i�.���nd = U,CI� I
�_ ! ,p merr�k�ers are square members
Lateral pres�ure �n towe�: w�o�,.�r ,�o �- ��•r, 9(I��I���PDIi11A���CfT
/a � t0 ��Cil tQW�C: � \Mtowur_JO'Asnlicl iniss
pp Y ro�ver_90 :—
4a•ft•4
CSV i � vi au
07/06/16
ifi9!1.19
Projoct: � Boeing Dalay , T 1
Cilent: Prgmimr Global � _�
� PraJ No;; 1694.19 - � ___ �
Designer: � MJM -. _ . �._ ._. .._ . �
' Page:.__._ ..._ ' , 3 of 3 +
_._ _ _ . .
_ Date: __ ._. 7/6/2018_. _��
._ _..�.F
�cnlicl truss = $�•944 ft
2
���russ = 20U I�
2
W►�„�zP �ao = 23.18 � psf
Ptuwrr 9p = R.249•�51f
Total lr��d on tower. Divid� by the twmber
Af chords to which th� load is being �pplied
in the rr�odel.
G;\PROJECT\96194\�oeing Vide� �creen\Bo�ing Delay Struature Laadi�g,xmcd
�������
800.5Q2.33d`l. � �chaefer-inc:r,m�
�^ � �itertainment Structur� C�rvup
��,; Ar�::-.>ar,,��„
�
�1� Etr�r�lt�np fpr tii! �n}trt�lnn�wnt Inalu€try
��� c�eprteinmantaMuetu+oc.tom
800.342,3342
Bo�in� 5ide Structure- Design Loads
Buildina Code: 2009 and 201218CIBased on ASCE i-05110
Desipn L.oads: 2009 and 2012 IBC
Gravitv Laads
dead load: S�Ifweight of roof structur�
Live load: Rer Rigging I lot
Wind Loads #orAnalvsis
�a� ic ui an
07l06/16
1694.19
�Prn�ect.� k eoaing Sido Structure _^�
Client _ i Premier Giobal . _ _.
Pro} No.: 1 169419
� Deslgnar;� y MJM L --^4 , �
� Pa�e: _ . 1 of 2 �___
�Dato:_....... •. 7I�I�Q16_._�__._ �
Full 90 mph wind load (witl� tcttipor�ry wind reduction factor) with roafi tar� c�niy. The structur� will be �onsidered open
oth�rwis�. The roof u�lift wili be considered using the iQrce caefficients for roofs over open �uiidings. The iateral wii�d
Ipads will be deterrr�ined usin� fnrc� �oeffiiCi�t7ts fQr solid signs and forcc3 coeFfiCients for truss�d t�wers. Use ASCE
7-05 wind load crit�ri�, �
l�asic wind speed = 90 mph
Expo�ure Category = C
Impartai�ce Factar = 1.0
Mean roof height = 50'
Gust effect factor, G:
Velocity pr�ssurn t�xposure coefificient
Topographia factor;
Wind directianafity factor:
T�mpor�ry wind reduction f�ctor.
Vel4city pressure at 90 mph:
V9U := 40 mph
I:= 1,Q
hmeuo ;� 50•tt
Ge� :- �.�5
K, :- 1.09
fC,� - i.n
Kti :- (?.$5
w,�� :- (?.75
roof krim f�eiglit is 5Q', ASGE MWFRS ic�ads are still in offect.
per ASC� 37-02 use only �or 1h� JO mph wind c�se
�3r 90:= 0.002SC�Kr.'Kr.i'�d'I'�V9p'N'rrd�2'(�sf' � JQ,R•psf
G:\PRQ�E�T116�94\Boeing Video Sereen\�oeing Side Structure Loading.xmcd
scha-�f�r
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07i06l1S
1694.18
� Project: � Boeing Side Struature=_ . ]
rClient: P'romier Gldb�l �
� proj. No:: _j 1694.19 � �
D@SigneP: MJM . _
Page___ �t2 of 2 ... _ ._ —i
LDate: _ 1 7/8/2Q16-- -. _ _ �
Case 1: 90 mph (reduced) on_Open Trusses
Supertruss betwe�n Towers will be supporting ligt�ts aiid will se� winci loading on salid pottion �f open fac�
Lateral �res�ure$ on trussed towers det�rmined bv fi�ure 6-23
24" 7awers.
Tower members: As�i;a ,,.,,ys := 2�3•in�58•ft+ 2S•2•in•l�•in + 24�2�in•2G.7•in
A��rus� = 24•in•58=ft
�snlid truss
£snlid �= � Fsolid = Q,���
{�_truss
nssilid truss = 44. ] 5112
Ag_truss = I 1 G 11
2
Determiiie Cf: �r := 4.ci•e��i�az — 5.���;�r�i + 4.t) C� = 2.334
ROUi1d I11�PTlbBf fBCtOP: frnund �= 0.51 �Bs����{2 -F O.S7 fii�i���� = 0.6Q4
�;� �,p members are square rrrembers
Lateral pressure on tawer: w,�«,i:r 9t? -' �x 90't'f"firatntd�Gt:rr ��toircr_90 - 2�,A4•psf
A I to each tower: P W10µ�cr 9��n`�ua.��uss Y 1G.3t9• If
F�p Y towcr_9� = 5�, � tower eo = P
� 60" Truss
Truss members: Aa��;�� ,T�„� r��, := 2�2�in-&ft -i- 4•2•in•G�•in + 4•2•imG2�in
A�_ auss_�ER := GQ• in• S• tl
Asolicl_truss��gp
�:_ _ Esol�d = 0.37$
!�� UussJ'RI�
Determine Cf: �:� 4.�•es„�;a2 – 5.�:�•E�n�;� -H 4.0 Ci� = 2,3�2
Lat�rat pressure on tower; Wtowcr ��o��P �= 9r_en��-r`��etr
A � to each tower: P ._ Wi�,��.�r on•AS„rd ����s�
pP Y u,�v,:��_go_p�� �— 4��• Il
G:\P�tc7JECT116\94\Boeing Video Screenl8oeing Side Structure Loading,xmcd
Total load on t�wer. Divid� by th� �iumber
of chords to which th� load is being applied
in the model,
Asolid_truss��gp = 9.44Q R
2
�p, tniss_P�.� - 2,5 ft
2
�'lvwcr_9�1_.p�p ' � I .S 1 � �)Si
Ptp�..�r �����, = 24.57�-pifLoad to each chord
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1699_19 _
�Proj�ct: '• �o8ing Video B�Ilast _ _ �
Client; Premier Giobal _ _ .
Pre� Nu.: 169A 19
� DeSignere NRW �
... --�
Pag@ 1 Of $ � _ . .. �
Data -. -- ,_ 7!6l201� v____.__ _
Premier Global Boein 2U9 fi- Ballast and Qearin �a aci Checks
Buildins� Cad�: 2009 and 2012 iBC/ ASC� 7-Qa and 7-1D
Desian Loads: IB� 2009 and I�C 2012
�eSiq11 p11'at11@t@I'S
Co�ificicnt of frictian between base �nd ground µ;- (�,3
Factar of $afPty �gains# sliding and ov�rturning I'S := 1,5
Allc�wable bearing �apacity vn,� ;= I SQp•psl�
/�nal�,sis Result� for Baliast-Vitieo Screen
Ail of t�e trailer sections will be c�nsidvted eff��tive for slidin�. �aeh 4rail�r module weighs 10,OQ0 Ibs. We will do a
globai check for sliding.
V�vind �� 17�k't�) Ptrailec := KQ•kip
v���ind
pslidinb reqd = µ •F$ - $5•ki�
psliding_reqd
QC�slidin@ �� i' = U.8U2
rtl'Hl�l![ � �54�4Cl1
PSc,��e« :-- Zfi�kip Ymodidc = IO�kit)
Now check overturning bn the trailer modules. 3 modui�s are �onsidered effectiv� for averturning.
Upst��e Diagonal �a�e
Maximum Uplift Force
Diagonal bistan��
Module I�ngth
Moment Qvertumin�
NU�un := 1 �.S�kip
�dist .- 12•ft
�nrodul4 �� 9•ft + 1(1•in
Mri7' �= �'upufl'In,udulc = 1$1.917•klp•R
R�sisting Required Mrt.s�bi rcqcl :� Mn��••FS = 272.875•kiE�•fi
3 I"„'d���`� - 147,S�ki � ft
Resisting Provid�d M`�Sis''= �"'�`�"��•' • 2 I�
MI'LCI$( ICljf� — MI'CSISi
�allast Required Ptk�n�a� ��ad �= � _ � � � �K•�ad•kip
n,odu�c
iPballaaat_upx[ag� �= 20•ki�J
�������
�,542,331�2 � schasfer-ino.corn
Downstage T6uVar B�s�
Maximum Uplift ForcE
�,�;1 E�tartatnmant Stnacturres Gruup
�"��, Rr �-�„ __:��
��' �m�rinp fbr [!qr Eri:tRtlnr�ent �ndk�siry
���rntartiflnrtidslSfttu[tiF-'9t,601n
a4o.saa.a�oa
Maximum Tower Reactic�n Rosisting tJpiift
Moment �verturning �ownstege
Moment Resisting Downst�go
B�II��t Ftequirad
Puplili drnvnsta�c ;= 1$,$'�C1p
r.�� ia vi aa
07l06116
. 1894.19
Proje�t: . -Boaing Vidao Ball�st _._ -
G1�ent T .�Premier Glotial
Pro� No� 1694.19 .��,� .
, __ ._ _
DasignQ�:_ _ N#tW -- --�_ .
t Pa�o,F�._- _ 2 af 3. _ _ _�. ,
�Date _7l612018 .._ �
�IU�VtlY_lI1J1411.�'.1.9gC •— ZUUU=1bf=3 -�• JSOO�Ibf' - 9.:i•kip
MU'1'_ll �_ �'uplilt do�vnsi��e'�inadu�c = ]�i1.917�kip•ft
M •— p I + P 3• ��noc�uic _ 238.95•ki ft
�I'C51S1 l:6Wfl •— 101VCI' {ION'nstagc' moclule mcKlulc' 2 P.
� ` _ MOT n'FS — Mxcsist_dnwn _ 4.�)iS��fl
b�ll�si rc��d_ down •— P
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sc��fer
8fl0,�12,330? ( �h�efer�inG,can
Delay Structure Ballast
/ � F�nt�rta�nm�r►t Struttures Gro�rp
�/ � � A p'.f.4� M M�
/�� • Ertp��p tor t�M EM.rte�nm.nc �nduny
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07/06/14�
1694.19
r - -
project: . _ _ Boaing Vidoo �allast
�Ilent: Promier Global .. � _ �
ProJ Na.: 1684.99 __� _
Dosi�ner: NRW
Pa�o: 3 of 3 _ _ _ '
Datec 7/Gl2016 _ _ _ �
Check sliding on a global scale. Oniy one tower will b� in uqfift �t any one tim�, so it ell b�ses are tied wo can resi�t sliding
with the provided ballast of the other bas�s.
�����„d_d�iey := 3.2�kip
V�eind dciny
psliding dclny_rrqd := — µ •�5 ��)kl�i
Maximum Uplift Force
�rovided ballast amount-Delay Towor Front
Frovided b�llast ampunt-Delay Tower Brack
Check Total Ballast Available for Sliding
�'uprn,..doifly = 7.8•ki�
��baliast dclay_ret�d <_ �uplifl_dci�y' i.5 = 1 I.i kln
�PJelay_balinsc,front �g l2•kl�l
;pdc�u>_bat�+s�ec:= 10�kip1
}�I1flIIfl.''ilY5IIfiI11�i1Y01IflbIG dr.liq, := Pcicl,iy_I,�allasi fmm 'E' Ndcln�_bnliEisl_sidc'� — Pbtillast dclay�rcqd =�0.-� �.I�
Side Structure Ballast
V�vin�l_sidc :^ G.1 •kip
Maxir�num Uplift �arce
�halla9t dcla� rcqd
DCR�pna 9�a� := � - � 0.975
� dela�� hall�st_front
f�aliCling_Jela� reqd
U�1ZsIiJing_sidc �� a 0.��3�
�b�dlost sliding aveilnhic dde�•
V�vind sidc
��slidinp,_side_rcqd �� � '�S = 30.5lcip
Provided ballast amount�DQlay Tow�r Front
�uplin_s;dc := 4..5•kip
�nnnns� sidc rrqd �= �up�in_sid¢• I.S = G.75 kip
j$ide�ballast := I 1�1:ip
Ghack Total �allaat Av�il�ble for Sliding NhfliinN,_Si;�;,,� ����il�Ble �- SI(JC_hHIIASI•4 — I�h;,n;,S, �;a� �qa•2 = 3Q<5 ki��
t�hallast sidc .rcqd _ �.� � 4
N�iAw�itlan= Side ballast
��sliAinK sidc rcqd _ �
��i�PRe�ltf�n/ �
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File narne: G:�PROJEGT�36�44\�oeing �deo Screen\Bceir+g �lidea Screenetz�
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AnaCysis result
Maximum farces at mem4ers
Condrtion : C3=DC
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h�tEtniBER 51987
A,1ax QA2
Min 0.02
MEPABER 51984
n��x �.o�
rwin -9.��
MEMSER 62086
iwaz a29
Min 0.29
ME1v1$ER 620�7
ylax 0.15
i1ASn 0.15
i�tEMBER fiZ088
Max -0.32
Min -0.32
NiENiBER 62U89
ftAax -0.32
Min -0.32
MEMBER 62090
Shear V2 Shear V3 Toaion M22 M33
�k�P� iK�a] ��P'�� IK�P`�I IK�P°ftI
-0.01
-aoi
6
0
-Q.28
-0.28
0
0
-o.i9
-0.29
-0.01
-0.Ol
-0.39
-039
0.3p
031
43
-0.34
0
0
0
0
a
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0
0
0
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0
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-0.Ol
-o.oi.
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-0.01
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-o.o�
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-0.02
o.oa
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Allawable axial compression -28.4 ki�
AIlawable axial tensivn 35.8 kip
Aliavable v2rtka� flezure 3-81 �t-kip
AUawable horizontal Elexure 234 ft-kip
ALL LQADS INPUT FltOM RAMpDVANSE
lNU5T BE IPJ Fb-KtP
--- - --InteractionC:s�cks-Maximum'lalues � -�
�.21 0.24 a.22 0.74 Q.87 0.9Q
0
�Sxial Tension Axial Comp Vert PNomEnt Harz Moment Ir�teract Tension I'Merad Comp
o.on$ -o.oio o.ons �.oaro o.aog a.000
0.008 -0.U10 O.OUS 0.00� 0.409 0.�0
O.UGO 0.(D00 �.�00 0.000 O.Q00 0.000
U.OW 0.(J00 O.UO3 0.000 Q.�3 0.000
0.000 O.ODO 0.003 O.ODO D.003 O.U00
0.0� 0.000 U.000 Q000 0.0�0 O.U00
-0.003 O.OU3 0:005 U.004 0.000 0.41fl
-0.003 O.Od3 �_013 U.OQ4 O.OUO OA19
O.00Q 0.000 0.� 0.�00 O.ODO 0-00D
O.WI -0.Q�1 0_Q03 O.a00 0.003 O.00D
0.001 -0.001 0.003 0_000 0.003 O.flOD
0.000 OAO� 0.000 OOOD 0.000 Q000
-0.002 U.fl02 O.ODS U.000 0.000 Q.006
-o.Qoz a.00a o.o� o.000� o.a�o 0.0�4
0.000 D_000 O.OUO O.00d 0_000 0.000
0.0� -0.010 0.000 0.000 0_804 O.OUO
a.008 -0.010 O.flOS O.00U fl.Q09 0.000
O.00fI O.ODd Q�t30 0.000 Q.004 0.000
U.004 -6.�5 O.UlU O.f100 O.Oi3 0.000
4.U04 -d.Q05 U_0�13 U.�40 O.OflS O.U00
a:ooa o.cwo o.000 o.aQo o.ono o.4vo
-0.069 O.dll Q.016 0.004 0.000 0_Q2fi
-a.� o.oii o.00s o.00a o.000 o.ais
O.ODO 0.000 O.00D Q.000 0.000 U.Q00�
-0.009 Q.813 O.Q08 U.004 O.OflO D.Ofl8
-0.009 0.013 O.OiO 0.009 0.040 U.025
�.000 0.00U 0.000 U.000 0.000 0.000
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HORRBNTALS-TW2448
Hetivteti-Packard Compa:ay
CurreM Date: 7/6/2016 Y1:5& AM
Units sysiem: English
File name: G:�PROlEC7�15�4�Boeing Video Screen�8aeing wdeo Screen.etz\
Analysis result
Maximum fOr[�5 aE memd�rs
Londition : f1=Dt
Axial
[K��l
MEMBER 55343
r�� ao2
ILSin 0.02
NSEMBE� 514p8
Max o.ol
u���+ o.o�
MEPkBfR 614i19
Max -0.02
�nGn -0.oz
MEMBER, 61410
Max 0.01
N1in 0.01
MEM$ER 6Y�11
Max -Q.02
ns�� •ao2
�9Etu16ER 51423
h9ax Q.02
Mi� 0.02
1�AE64BER 61424
Max 0
n��n a
MEMSER 61425
Max 0.01
nn;n o.oi
MEMBER 62426
Max -0.01
m��n •o.oi
nnetrts�� 6iav
iMax -0.02
Min -0.02
MEMBER 6IA28
Max -0.Ol
Min -0.01
ShearV2. Shearlf3 Torsian� �u122 N133
(��ai 1Kio� jxip'�� �K�`tcJ (Ka•�!
a
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o.os
aos
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O.OY�
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-0.03
-0.03
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Max alEovrable compression -223 kip
Max alSovrable teruion 23.1 lcip
Aflrnvable vertical fle�cure Y.34 ft-kip
Allowable horizaMal ftezuse 134 it-kip
{hord wail plasti�eca�on 1N.4 ki�
ALL LOADS INPIJT fitOM 'RAMAOVANSf
MU75T BE IM FT-KIP
- - _ _ - --
Interactioc� Checks - NAaximun+ Valrses
0.20 q28 Q_A3 0.25 0.57 D.84 0.85
Axial Yension Axia1 Com� Chord'1A'all Vert Moment Ha:x Moment tnteract Tension Inte:act Com�
o.o�i . -�.00i n.�i o.000 a.a� a.oco o.00a
o.00i -a.00i o.aai o.000 o.auo a.oco o.000
o_ooa o.000 o�.000 o.000 o.o� o.000 a.uoo
0_�D00 O.000 4.001 O.Ou�O 0.000 0.000 0-0(f0
aaoo o.000 a.oai o.000 o.o� o.coo o.000
o:noo o.000 o.aao �.ono o.00u o.000 o.o�
-0.DOl O.Wl O.�OY 4.OD0 O.00D O.Oim O.Q00
-Q_001 0.001 O.COl �.000 a.000 0.000 O.WO
O.�f10 0.400 0.000 d.000 U.UCO D.000 O.Oc70
O.Q00 Q000 0.6D1 Q:000 d.OliO 0_000 0.006
O.00D Q.000 61.OD1 Q.OQO Q.OQO fl_000 0.000
0.� Q:�'i0 0.006 O.OtfO O.OI30 Q_000 fl.WO
-O.QOY d.001 0.�1 O.00O 0.�00 0.000 8.000
-0.QOl 0.001 0.00�1 0.000 O.OQD Q.� Q�000
o_aov o.000 n.oao o.c�o o.c�oo o.aao o.aao
o.oai -aooi o.oai o.000 o.00a o.no� o.000
U.OQl -0.001 O.00Il O.00d 0.4R10 O.QQD 0.6Q0
a.oco o.000 aaoo a.00a o.ouo o.00a o.cam
0_IXJO O.ODO O.�D 0.000 O.f100 O.00D O.WO
o.aou �.000 o.coo o_oao a_aoo o.00a o.000
o.c� o.ono o.000 a.aao a.�ao o.000 o.ona
0.000 0_000 0.001 V.OGO 0.�0 0.00U O.U00
o.aoa� aaao o.ani a.oco o.cao o.aoo a.000
o.00a a.000 o.ono o.000 o.c�o o.� o_�o
4.00U O.Q00 Ra01 0.000 0.tl00 0.0�0 0.000
0.0�0 O.OdO Q_001 0.000 0.000 O.Q00 0.000
aaoo o.c�o o.�o o.000 o.ona o.aoo o_000
-o.00i o.an3 o.00x aooa o.00a o.c�on o.a�
-U.001 O.ODI O.Q4Y O.f100 0.000 O.ODQ 0.000
o.000 o_000 o.000 a.000 a.000 o.000 o.000
0.f100 0.� �.QOl 0:0�0 O.OUO O.U00 0.000
0.000 D.0�0 O.00I 0.0� O.00rO 0.000 0.000
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1694,18
M�thod Statement ��mmary for days #h�� have
wind velociti�s of 0-�� MPH (0-64kph)
1. When wind gusts exc��d 2� mph (32kph), P.G.P. cr�w chi�f will m�et with
P.G.P. Staff, production �#�ff �nd local climbers.
2. Onstage VIP �eck to �� �va�uated at winc� gusts of �5 m�h (4Qkph� or
when winds in exc�ss of �0 mph �64kph) are expect�d.
3. The upstage wir�d wali wi(I be removed by liftin� with a rope and pulley
system when wind gusts �re 25 mph (40kph) or wh�n wind� in �xce�� of
40 mph (64kph) ar� expected.
4. P.G.I�. crew along w�th iQcal climbers wil� remove all oth�r s�ft goods at
wind gust� of 25 mph {4Qkph} or when winds in exc�ss of �Q mph (�4kph)
are expected.
5. Th� onsite P.C.P. �rew chief will ca-ordinate the remov�l ofi all soft goods.
6. Do not attempt tQ remove goods when wind sp�ed is ir� access of 35 mph
(56kph). If soft goods are not rernov�d wh�n wind speeds exceed 35 mph
(5�kphj, #he steps autlined in the M�thod Sta#ement for wind v�locity 4Q�
68mph (64-109kph) should be fQllowed.
7. All suspended speakers must be lower�d and landed when wfnd gusts
exceed 25 mph (40kph) or when winds in exce�s of 40 mph (64kph} are
ex�ected.
8. All suspended video scre�ns must �e landed when winds gusts e�ceed 2�
mph (40kph) or when winds in exc�ss of 4� mph (fi4kph) are expected.
9. All suspended scenic �lements must be lowered and I�nded wh�n winds
exceed 25 mph (40kph) �r wM�n winds in excess of 40 rr�ph (6�4kph) are
expected.
90.The bnsite P.G.P. crew chief will co-ordinate the securing af the tighting
syst�m with th� �#age Manager and Lighting �r�w �hi�f.
11.The emergen�y lef# and right x cables to be installed on the dawn stage
and mid �tage towers (40 ft upsta�e) �rh�r� winds in excess ofi 4Q mph
(6akph) are expected.
kwtita J/ UI q4
07/06l16
1684.19
HIG�I VUIiVD� A�TION �LAN
Meth�d St�t�rr�ent for Possibie Severe Weather
witl� wir�d vei��itie� af 40-68 mph (64-1Q9kph)
Thi� Hiq,� Winds Action Plan is to be initi�t�d by �estiv�l 0rga,ni�ers and
P��$taff when imminent danger from � w��ther �y�t�� is �p�r4aching.
1. AI1 soft goods need to be removed (exc�pt roof skir�)
2. Ali suspended �peakers must be lowered ar�d land�d
�. All suspended video screens must be landed
4. All suspend�d scenic elements must be lowered �nd landed
5. Emergency sta�e left to stage ri�ht cross cabies to be ir�st�ll�d an the
dawnst��e towers and mid stage t�wers.
6. The onsite P.C.P. crew chief will co-ordinate the landin� and securing af
the lighting system with the Stage M�nager �nd Lighting Crew Chief.
7. All working staff �nd public are to evacuate immediate stage area and
seek shelter i# any of the ��eve steps cannat be completed prior t� winds
reaching 40 rnph (64kph).
8. Th� �ns�te �.G.�._sunerr� sor v�►i11 have the �utharity to evacuat� the
st��e at_h�s_discr_ei�ora v���n wtr�d gusts exceed 40 mph (64kph�
Meth�d Statement #or @ossibl� Sev�r� We�ther uvith
wind velociti�� ir� ��c��� of 6$ mph (� O9kph)
The immedi�te stage �rea shaul� be evacuated of all working staff and pu�ilic
when winds are expected to exceed 68 mph (109kph) with no �xc�ptic��s:
A endix �
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DESIGN CALCULATIONS
FOR
BLEACHER SEATING
B-100
BOEING FIELD
7277 PERIMETER RD. S.
SEATTLE, WA 98108
�
� r �
REVIEWED FOR
CODE COMP�.tAN�E
:.: �►PRRt?VEt�
�.
} �UL 14 2Q15
�
���
pC�C�Ca�I[�
JUN 3 0 2016 �
_ _ �
REID �(I[1�L�T�11 IfVC.
JOB: 16211 DATE: 05/12/16 JOE P. HILL, P.E.
BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com �
TABLE OF CONTENTS
LOAD ANALYSIS INFORMATION 3- 8
-------------------------------------------------------------------------------------------------------
SEAT BOARD DESIGN 9 -12
�-------------------------------------------------------------------------------------------------------
SCREW JACK LOAD_SPECIFICATIONS___________________________________ 13
----------------------------- - - - -- - - - - - -- - -
SONCO TUBE MATERIAL SPECIFICATIONS 14 -16
�-------------------------------------------------------------------------------------------------------
HANDRAIL/GUARDRAIL DESIGN 17 -18
-------------------------------------------------------------------------------------------------------
WIND/SEISMIC DESIGN OF BLEACHER FRAMES 19 - 29
-------------------------------------------------------------------------------------------------------
MUD SILL DESIGN 30 - 31
-------------------------------------------------------------------------------------------------------
RISA3D MODEL SUMMARY 32 - 36
-------------------------------------------------------------------------------------------------------
_RISA3D MODEL -174'X9' FLOOR-SHORT (A2)_______________ __ ___ 37 - 50
- - - -- - ------------------------------------------------------------
_RISA3D_MODEL_-150'X32_ROW_BLEACHER_(A2)__________________ 51 -137
RISA3D MODEL - 150'X32 ROW BLEACHER / 150'X16'
_FLOOR-A2-(A2)--------------------------------------------------------------------------- 138 - 396
JOB: 16211 DATE: 05/12/16
BY: CD CHD: JPH
JOE P. HILL, P.E.
CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com
2
�. T 8� B EQUIPMENT CO3 ING. �.
� .:
. -- LOAD TEST ANALYSiS - �
� ; I. ANALYSIS DESCRIPT(ON � � . ' �
•. • i
ANAI.YStS OF A TYPlCAL T�MAORARY ELEACNER .SYSTEM. AN,4�YSIS TO PROYIDE SUPPORT .
REACTION AND MEMBER STRE3SES FOR VERTtCAL AND TWO-DtRECT10NAL SWAY FORCES. � .�
. � � ii. �ESI GN PARar�ErERs . .
. , .
A. �IGN LOADS ' . • . .
. �
BLEAC:iER 100PSF VERTICAL � L�Y � LoA7X�� � .�
' 24P5PP�.� f'ARALLEL i 0 SEAT '
IOPSF �,.� PERFENDICULAR i4 SEAT � � '
. [2O PLF ����aoaR;n��Fn�1 �o�R�S,C���� i'��i O�ThI� GA�LS�
,
B. MATERIAIS . . � .
TU�ING : STEEL —� ,�s-Tt�j 513_ "� H4T Ro1.�ED P� GlC.L�
E - 3'0,000 KSi �'�'Nn .Ot LED.
G = 12,OOOttS1 � '
FY - 50,OOOKSi ����, �,� �� i � -rUgE
Jactcs : STE�l. C-i018 C. R. SCTc i`�'�"%fGrfM�t �� P�E 13 –1,5 ,
E = 30,000 Ksi �
� G .= 12,OOOxsI � �
' FY = 10,000KS! .
, PI.ATES : ST�EL A'43f� . �
£ - ''30,040 KS1 �
� = 12,OOOKSi � . �
. ' III. d,E...j�BER ANALYSiS . . �
� ..
A, AdJUSTA9l, SCREW JACKS .
. ....._....._ .
.
• 1 :V11' 1N��Af�E� M�
; ; I .LCVCI.INO NUI ; • .
� ' :M' � �
. �y � . .
� �,x. . �. � �
' [KTCkItCN
' � �. .
� . _1— t �,z•
' . �. � �. �....�`�. � . :
I 13/8" DIA, 7HREADED �AR : C-1018 C.R. STE'cL
FY 7 o Ks� � �
. � - 1.485 �NZ
I = 0.1155 1N�
S = 0.255i �NZ
R = O. 343 % IN
k$" REDUlRED EXTENSION ' .
.:2�� � . �
SUPPORT FRAMc �-B-BP,ACiNG SEA7 FRAME LUMBER
Y Y Y Y
Dl.. ' = {4 x 42#) / Z + 4(5.2#) � 50# + 200�
= • _ 354.8# �SAY . w00#
,•
� ; � �.
SHEAR �= � 2G# / FT. X 6' X 4 ROwS �
. - 516 �es. - � ' . . .. .
VE�rica� Loao = 6'. x 6' x 100# / FTz . �
. . . - . _ 3604 I.BS, . ,. . .
0
�
�,`
Ax�a� l.oao DuE = l�' X 51b# I 6' �•�
ra SwAY Fo�cE _ � 1536 ,l�s. �. � � . .
• � PAxt�� = • L00# + 3600# + I536# " � .
. � . � = 55361,�S. ' . .
� . . �A :.. .. = .. '� b534# i �.485 �N2 .; � . . �
� - � • 37Z8 PSI; � , '
, MMAX . . = 576# �X Iz" {MAX. fXTEN510N) - � � � .
� � - _ 6912 �N-kBS, ' . .. ,
ae � . 6912 IN-L9S. / 0.2552 INS . . • �
. . - � Y7,084.6 Psl. - . .
�� 3728 PS�. ' + 27.084,6� Psl. �� - . - . G.86 �
3b000 Pst. � Sb,000 �PS�. � �
� . 0.86 < 1.0 . • � . �g� �
2. ) B ASE PLAT� �STEEL A-�6a
. . . : • � �. ~ ��
. � , r � ���� 'A��. � ,.
6'
� T -'w��3 X b.536 K. /(36 1N2) x(2�,�i875')2 1 21,b !t.
� T . = O.�Z IN , .
. : �P : = 5536# 1 36 rNZ . .
. . _ ` .. (53,8 P51. . : .;
' , - _ � 2�, i44 FSF, . . .
. rBasEr,.Ara -. 0.31Z5 !N � "' . : o: �2 tt� , : g�
� a . • .. - � � � �
�,j �� ACHER SUPPORT FRAME
. 1. �ONG1TUdiNAL D1REC710N . . . ; .
� . FY (S?EE�) ° 50,000 PS
. .
� ��•� � � �
. :�:;��.,�Y,� . .q �
� .. _,:�--... ;,
. � ' . . . : �' �� �/r JI u7i� 11KL 1 �� ��� � + I
l �
., . . ' �� � . ' . (�.
. ��'r . , � . ' �� � . . � . .. � � . • '
A.)
$.)
1?
, r, ' .. . ... ' ' '� � . , . . � -
v_ERrica�.s (� s�aM x o.a9�� w�aL�)
� . A - . 0.4�34 �NZ
► = 0.128 IN�
� �S - 0.l581N3
R - 0.543 1N
Axta� �EG L�A� = :- 5336#
.F�a = 55�8# ! 0.434 �N2
= i2,755 PSI.
KUR • = 48"l0.543" . �
=. 68.4 � .
DIAGONA� �I 1/G" X 0,073" WAL!)
:. A - 0.2741��z . .
� O.OL71N� .
�S; . � - , 0.975 it�3 . :
� -. . 0.416 lN, . � . .
��
�
PANEI SNEAR - � IISZ 19S. (CONSER'�IATIVE� ' ,
Pa .- :1152# x 76'!72" � iJ DIAG.) ��� �
= . � 1216 L85. . . .
�A . �_ ; 121b#l0.21 �N�
= � 4583,7 �Si.. �
Fa . � z � , rrz x �30,�08,A00 ! (7b" / �Q.416')Z .,'
. ' = 89i l.2 ; . >, � 4'S03,? � � - �
?J LATERA'LL'Y�'L�ADED� :
A•� � VERT��ALS �i 518" X 0.09" WALLi
: A .� = � 4.4�4 iN� �
�1 = . '0.f28 �IN� _ .
. �S . : . "0.158 irv� � . .
' ��R :., = . �0.543 'IN
� � ?ax�AL = �404# tD.L.) + 3719# + L�8#
� . � = 4227 I.�s. �
� M = 5b� �N-1.BS.
FA - 4227# i 0.434 tN2
� _ , 9740 'Ps1. �
�a - 5b3 iN-tBs. 1 0..158 IN3
' . 3563 Ps�. � : .
FA = .. . (7,282 PSt. . . .
. FB �. '.= ',-+ t 2i3 •:50 (4'8` / 0.545" )p ° � .X `'SO,Ot?0 P51.
. . 1530 x 1000 � , - - .
' . . � , ZV�SGi� �"J�. .
' 4l7t�4 + _ : _ �63 .' = � : 0.82�. . < : i.0 0,�
17,282 .. .: 20,Sb5 , :":.. : ,:'_`. :. "; � _. � .: ' _ . .
�.) DIAGaNAL �I I/4' X 0 d7 ' WALLJ��
Paxi,�� . , s 14781.9s.
FA ;� ' ' �078 �9s. / O,Z1 �N2
� � . ,_ . 399.3 �Si.
� Fa �� _.� : �8871.2. Ps►� : .� > : , 3993 .PSi. �
C.� H,4UNCH $RACING B, rwFFN FReM�.a .�� .`��L" x 0 066' W4 1�,
A . :. 0„ 314 ��N2 . . . . . . ,
� � � O.OS4 INi '
. S � -. : 0.�086 iNs
� - .`0.412 IN
.PAxtAi. = .354# �
° F� - 350# 1 0.314 tN2
� .=. ��ifl5 P51. .
M = � 109 tN-18s.
°`8 � _. 109 ttv•�.Es.. / 0.�86 1Ns
� �1z67.4 Pst.
:
0
BLEACHER SEAT BOARDS AND FOOT BOARDS
MATERIAL: 2x10 NOMINAL - N0.1 SOUTHERN YELLOW PINE
Fb = 1050 PSI SX = 3.469 �N'
E= 1600000 PSI IX = 2.602 �N4
LOADING REQUIREMENTS:
DL = 3 PLF
LL = 100 PLF
Cp = 1.25 SEVEN DAY TEMPORARY LOADING
SPAN:
L= 6 FT MAX. WITH 3 SPAN CONDITION TYP.
SUPPORTS: SUPPORTED EVERY 6 FT
AND CLAMPED AT EVERY 18 FT.
Fe = Fb * Cp = 1312.5 PSI
M= 1/10 (DL+LL) L2 = 370.8 LBS-FT
REQD Fb = M/SX = 1282.68 PSI ,
REQD Fb < Fb' OK
DEFLECTION: MAX LL DEFLECTION = U200 = 0.36 IN
LL DEFL =[(LL) " L4] /[386 * E" I] = 0.139 IN
LL DEFL < MAX LL DEFL OK
USE: 2x10 NOMINAL SEAT/FOOT BOARDS TYP.
�og: 16211 �ATE: 05/12/16 JOE P. HILL, P.E.
BY: Cp CH�: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com 9
,
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�'/���,o�--n �1����1�
Cp = 1.25
Fb = 750 psi
Fb'=Fb* 1.25=937.5psi
t�-F- tGti'`bpo �•'�+ � �T �X 1�-
��_ ��� ���.
`��0.937 ` 2.53 t�#'a :.. '
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BY: Cp CH�: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com � Q
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a od.=_ Z o00
Z �� O ��� OON N�N ti
y ��A <6 L
+�+ dc�CC�� W ��� OOf�CO tn�v. CV
QL ~ a "� �
� Q �
� � ��� � � � Q Q � � Q � � � �
� U� �'_ __ O tn00 O�� �O� I�
_� i G7��9 �� O)I�Ln NO� OOO�f� �
CLL ��� � �
�7 � WLLm= � �
J� Y
Q� � V
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� � �
� U
_ � Q � � +L-'
a/ �J,J LLI � " � c�
F- " p c� N � � a� a�
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I t..) � I► �� c� � � �
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� � a �, �o ���- NNN �
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�� Y Q o�Z ZZZ ZZZ Z
" 11
Table 1-e — STRUCTURAL LIGHT FRAMING, STRUCTURAL JOISTS AND PLANKS, AND STUDS -2"
TO 4" THICK (Each width has a separate set of design values)
Extreme Tension Compression Compression Modulus
Fiber in Parallel Horizontal Perpendicular Parallel of Elasticity
Bending to Grain Shear to Grain to Grain (million psi)
GRADE «Fb,� «Ft„ „F�„ "F��„ «Fu�" „E„
Kiln Dried or S-Dry, MC 15, MC 19
APPLIES TO 2" - 4" TH/CK — 12" WIDE ONLY (1), (2)
Dense Select Structural
Select Structural
Non Dense Select Structural
No. 1 Dense
N o. 1
No. 1 Non Dense
No. 2 Dense
No. 2
No. 2 Non Dense
No. 3 and Stud
�
N
1800
1600
1400
1100
1000
900
800
750
700
450
1250
1100
975
750
650
575
500
450
400
250
175
175
175
175
175
175
175
175
175
175
660 �
565
480
660
565
480
660
565
480
565
1750
1650
1550
1500
1400
1350
1300
1250
1250
725
1.9
1.8
1.6
1.8
1.6
1.4
1.6
1.4
1.3
1.3
.
.
Capacity of Systems Tubular Screw Jack Rev.
(For Variable Jack ExtensionsJ
���
�
�
�,�•�>
. �� r,. . x
��� :>„ <.
rf.. :..�._,
. . : ,
,.._..__..........>..�,.,�..x t.........__.._..,
,.,v .
,_... ..,_.
: : �
..... ........... �f �....... h�.�t
�' � vw
,�.�
F�: fk':N SICaH
���
,n�� , ....... .......
,,,,...� ......................... �
Part Number 0032-609
Weight Galv. 7 Ibs.
• Maximum Allowable
Jack Extension X Com ressive Load P
Metric m Im erial in. Metric kn Im erial Ibs.
0.43m 17" 18kn 4,OOOIbs.
0.35m 14" 31 kn 7,000 Ibs.
0.30m 12" 33kn 7,5001bs.
NOTE:
INDICATES 4 TO 1
FACTOR OF SAFETY PER
OSHA REQUIREMENTS.
Rated for Scaffold Use
* Contur Modular Scaffold
Component Allowable Loads
Technical Manual
Section B
Page 3 of 12
son�rco rueFPRon�►crn�.Qrr�r�
GLCK HERE FflRAf7DITI0NALINFO;
• Shapos � Welphis per
• Sizea
i GeugeDrWell
'fhicknass
Focrt
• Manufactur�n�
Com��tibility
Sanc+�'s Mechanica! Di�vision
R�unds Backto Shaoes
`------------------------' VERTICALPOST/HORIZONTAL
� Size Gauge '�ail � FRAME MEMBERS
� �.sr 25 -! �` �� 3-f °r � � ASTM 513
�________________________� HOTROLLEDPICKLEDANDOILED
OD Fraction Wall Gauge aD
9.�625 '15!$ UA95 13 �.435
We7ghUF�oot Ye4d Tensite
9.553�92 �rODOD 55'0�0
Ara'A" �n :�s mosi �requent and �normally irn stock
A"B'rt�n is �ess �requeni, bt�truras on a sefieduled basis.
�tun freq.
A
8ur�dle
�a�nts
�arvey �hil
61
A"C" rur� �s very �nfrequent. We are capable of making tFais s�ze 9�owever produdion
�un os basetf on tonraage accumu1atiorn.
Ca41 for �ore anfor�ation and detaiis on sizes and teagths �rrently a�ailat��e.
{888) 766-2613
14
�Oun�� 8ackxoShanes
�-------------------------
� �
� Size Gauge Wa11 �
� � 1250 . & � � '�r ; —, �
� � . ) ,�� • � •, �
, � �
L� _ � � _ _ _ _ _ _ _ _ _ _ _ _ _ _ � � � � � � �
dD Fraction �Wa11 Gauge fD
'�I25 11/4 0.�072 115 7.1fl6
We�ghtlF�oat Ye4d Tensr�e
0.'906683 50000 �5i30D
A:ra "A �r�n is mosi�requent and �aorma'lly�in stock.
A'6' �run is less frequen�, b�t.rurns o�a a schedu1ed �bas�s.
SONCG► Tia►BE,PRODUCTINATRIX
CLqCK HERF POR AOOITIONAL INFD:
• Sha�s • Wef�hts por
• Sizt�s
• G�u9e prlNall
Thiekr�eas
F,Dot
• Manufacturing
Comp�tibility
Sonco's Mectaanica! flivi�ion
DIAGONAL BRACE
ASTM 513
HOT ROLLED PICKLED AND OILED
Run Fret�.
C
IBundle
Counts
�aN�y ��„i
A"C' ��ata �isver�'infrequer�t. We :are capable of mak�ng this size however production
�un is base� or� tonnage acoumulatiom.
�Ca11 for mor�e �nformation a�d details on sizes and iengths c�rrentiy availabfe.
{888�766-2673
15
Rounds �ack #o Shaoes
r- - - - - - - - - - - - - - - - - - - - - - - - �
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, , �.�o o �� ., _ . ; �
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�D Fract�on Wai1 Gauge aD
� 'I U.(f72 95 U,856
WeighUFoot Yeld �fensl�
0.7i42s3 5000U 6U000
M"A' rum ;is most freque�t and normaily in s�ock.
A"B' r�rn is less frequent, but r�ras ora a sc�eduled basis.
SONCO TUl3E �P�OpU�TArI�Tit/X
CLICK HERE FOR A4Dff10NAL II�R3:
• Shapos
� Sixes
• Geu�� or Wal1
ThicknQ�a
• W�iBhts per
Foot
• M�anufacturang
Campatibality
Sonco's Mechanrcaf D�vision
VERTICAL / CROSS BRACES
ASTM 513
HOT ROLLED PICKLED AND OILED
R�n freq.
A
8ur�dle �Counts
19atvey Phl
769 '185Ja27
A"�C" run �is �ery infrequer�t. �Je are capable of maleing this size however produc�ior�
�run is tiased on �onr�age accumulation.
Ca11 fortr►ore infor�nat�on and detals on ,siies and 9Engths cc�rrent�y avai1.ab9e.
{888} 76fi-2673
16
` HANDRAIUGUARDRAIL DESIGN
TYPICAL GUARDRAIL:
Ri
R3
�'_o��
3'-O�� 3�_���
200 "
R2
�i4
NOTE: DUE TO CONSTRUCTION
VERTICAL LOAD WILL DISTRIBUTE
TO LOWER HORIZ. MEMBER.
R� _
RZ =
RT =
100 LBS
100 LBS
200 LBS
VERTICAL LOAD: 200 LBS ANY POINT/ ANY DIRECTION
HORIZONTAL LOAD: 200 LBS ANY POINT/ ANY DIRECTION
OR 50 PLF IN ANY DIRECTION AT THE TOP
1/2" DIA. STUD BOLT VqLLOW - 2827•53 LBS
USING FV = 14.4 KSI THEREFORE 1/2" DIA. STUD OK
HORIZONTAL MEMBER: 1.25" DIA x 0.073 W.T. ROUND TUBE
AF = 0.270 IN2 FY = 50.0 KSI
SF = 0.0751 IN3 Fv = 14.4 KSI
�F = 0.0470 IN4 FT = 20.0 KSI
E = 29x106 PSI
SHEAR: V = 100 LBS
AR = 0.0104 IN2
AF = 0.27 INZ OK
FLEXURE: M= 150 FT-�Bs TOP & BOTTOM HORIZ. DISTRIBUTION
SR = 0.060 IN3
SF = 0.0751 IN3 OK
DELTA TL =(.02681) / I o.oa�o = 0.5705" -> U126 OK
��8� 16211 �ATE: 05/12/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING '
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com � 7
O
HANDRAIL/GUARDRAIL DESIGN (CONT'D)
IF 200 LBS LOAD IS APPLIED HORIZONTALLY TO TOP RAIL,
THEN 1/2" DIA. STUD BOLTS ARE IN TENSION, FT = 20.0 KSI.
TA��aW = 3927.13 LBS > 100 LBS OK
ALLOWABLE FLEXURE IN HORIZONTAL:
SF = 0.0751 IN3
MALLOW = 187.75 FT-LBS
PALLOW = 125.17 LBS
DUE TO WELDED STIFF FRAME:
TOP RAIL WOULD TAKE 125.17 LBS AND
BOTTOM RAIL WOULD TAKE 74.83 LBS. OK
MAX. LATERAL DEFLECTION AT TOP RAIL
BASE ON P= 125.17 LBS.
DELTA TL =(.03356) / I o.oa�o = 0.7141" -> U101 OK
JOB: 16211 �ATE: 05/12/16 JOE P. HILL, P.E.
BY: Cp CHp: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com � $
WIND DESIGN - BLEACHER FRAMES
LOCATION: SEATTLE, WA
CODE: 2012 INTERNATIONAL BUILDING CODE
(WITH 2O12 SEATTLE BUILDING CODE AMENDMENTS)
ASCE 7 CODE: 110 MPH (ULTIMATE) EXP. C
Max. Bleacher Height = 45.00 FT
qZ = 0.00256 * KZ Kn Kd V2
KZ = 0.85 CASE 2b MWFRS in Other Structures
Kd = 0.85 OPEN LAT.TICE FRAMEWORK
K� = 1.00
V = 110 MPH
qZ = 22.38 PSF
QF = qZ G Cf DESIGN WIND LOADS OF OPEN BLDGS
& OTHER STRUCTURES
G = 0.85
Cf = 1.2 ROUNDED MEMBERS -(D* qZ°'S < 2.5)
QF = 22.83 PSF USE 23 PSF
**SEE RISA MODELS FOR WIND DESIGN **
��8� 16211 �ATE: 05/12/16 JOE P. HILL, P.E.
BY: Cp CHp: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com � g
�� Design Maps Summary Report
User-Specified Input
Report Title Seattle, WA
Thu May 12, 2016 20:16:55 UTC
Building Code Reference Document 2012 International Building Code
(whlch utilizes USGS hazard data avallable in 2008)
Site Coordinates 47.5368°N, 122.30387°W
Site Soil Classification Site Class D-"Stiff Soil"
Risk Category I/II/III
r�^--r - - -- - ---T� - - - --- r. ---�- -. _ . �� ---- -�.
�' ' .�SIa�1d r. �f r-� _. ,
. �"� .,, i; `_ _ _ _ . '' B+�� �E�'U�'t� , Lake
�'?t ; c..>' _e�:��� �'� �` .._ � 5 a��marn�sh
l� 5.^� ; . ` _ � - ! , - � � . ` � `,` -- -�---r.,� `,,� -� _ . , - .
,:. �� �� , .1 _
, �ri+c ►�rv�� .. , x - i �� ?r' �v•
; �, f - s��l,�� �-��� � r �
_. sASF '. � �, � so�wG; �,�90 � ��•� �.�,. ;.,
--- ` �� v r�./1'��ti6 �- '` i
" �'• k . � �+ ♦ � �it 1 i A�� ♦ I
� ,; � + I \ � ; .,�,. +��'1 ., I
� " � _ - ... � ��'� \ R �771t�TTy�0�1V ` -� -� , ,.K
4y�? �' � r"r `` ,� `�,j��/{�!{R��` 'j � '�'�
i . t . . 1x {' � ~ . j "- . \���fr NIf �� �� 1 � �'rY � "'�
�; �.. L �,�, � � y
'� � �nton "� �'�,�,
,� - ':.. Burien �'�� °
. . ��J * �_�� � ; -� � .
"� � � V',ash4rl' ` �� ��.�`" .�'-�. "�.: �
�- �1 �) _
1 � _ � _ _�'SFA� TLE' ' y-� -S� - - -'�-��� �- ----
.
USGS-Provided Output
SS = 1.507 g SMS = 1.507 g Sps = 1.004 g
Sl = 0.576 9 SMl = 0.864 9 Sol = 0.576 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the'�2009 NEHRP" building code reference document.
MCE� Response Spectrum
1.T6
1.60
1.44
1.28
1.12
� 0.96
y D.80
D.61
D.16
D. 32
8.16
D. DO
0.00 0.20 0.40 0.60 O.BD 1.00 1.20 1.40 1.60 1.80 2.00
Period, T (sec)
Design Response 5pectrum
1.10
D.99 - -
0.68
0.77
C� 0.66
y 0.55
O.lt
0.33
0.22
0.11
O.DO
0.00 0.20 0.40 0.60 D.BO 1.00 1.20 1.10 1.6U 1.80 2.00
Period, T (sec)
ARhough thls information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of
the data contained therein. This tool is not a substitute for technlcal subject-matter knowledge.
2�
���,j� Design Maps Detailed Report
2012 International Building Code (47.5368°N, 122.30387°W)
Site Class D-"Stiff Soil", Risk Category I/II/III
Section 1613.3.1 — Mapped acceleration parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and
1.3 (to obtain S,). Maps in the 2012 International Building Code are provided for Site
Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3.
From Fiaure 1613.3.1(1) �l�
From Fiqure 1613.3.1(2) �z�
Section 1613.3.2 — Site class definitions
SS = 1.507 g
S1=0.576g
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Section 1613.
2010 ASCE-7 Standard - Table 20.3-1
SITE CLASS DEFINITIONS
►
Site Class
A. Hard Rock
B. Rock
C. Very dense soil and soft rock
D. Stiff Soil
E. Soft clay soil
F. Soils requiring site response
analysis in accordance with Section
21.1
vs N or N�n s„
>5,000 ft/s N/A N/A
2,500 to 5,000 ft/s N/A N/A
1,200 to 2,500 ft/s >50 >2,000 psf
600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
<600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the
characteristics:
• Plasticity index PI > 20,
• Moisture content w>_ 40%, and
• Undrained shear strength s� < 500 psf
See Section 20.3.1
For SI: lft/s = 0.3048 m/s llb/ftz = 0.0479 kN/mz
21
Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response
acceleration parameters
TABLE 1613.3.3(1)
VALUES OF SITE COEFFICIENT Fa
Site Class Mapped Spectral Response Acceleration at Short Period
, 55 <_ 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS >_ 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of SS
For Site Class = D and SS = 1.507 g, F, = 1.000
TAB�E 1613.3.3(2)
VALUES OF SITE COEFFICIENT F�
Site C!ass Mapped Spectral Response Acceleration at 1-s Period
S1 <_ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 >_ 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S1
For Site Class = D and Sl = 0.576 g, F„ = 1.500
22
Equation (16-37):
Equation (16-38):
SMS = FaSs = 1.000 X 1.507 = 1.507 g
SM1 = F�S, = 1.500 x 0.576 = 0.864 g
Section 1613.3.4 — Design spectral response acceleration parameters
Equation (16-39):
Equation (16-40):
SDS=z�SMg=2�X 1.507= 1.004g
Spl = z/g SMl = 2/ x 0.864 = 0.576 g
23
Section 1613.3.5 — Determination of seismic design category
TABLE 1613.3.5(1)
SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION
RISK CATEGORY
VALUE OF Sos
I or II III IV
Sps < 0.167g A A A
0.167g <_ Sps < 0.33g B B C
0.33g <_ Sps < 0.50g C C D
0.50g <_ Sps D D D
For Risk Category = I and Sps = 1.004 g, Seismic Design Category = D
TABLE 1613.3.5(2)
SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION
RISK CATEGORY
VALUE OF Sol
I or II III IV
Sol < 0.067g A A A
0.067g <_ Spl < 0.133g B B C
0.133g <_ Spl < 0.20g C C D
0.20g S Spl D D D
For Risk Category = I and Sol = 0.576 g, Seismic Design Category = D
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
Seismic Design Category =��the more severe design category in accordance with
Table 1613.3.5�(1) or 1613.3.5(2)" = D
Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design
Category.
References
1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(1).pdf
2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(2).pdf
24
�
SEISMIC DESIGN - BLEACHER FRAME
LOCATION: SEATTLE, WA
CODE: 2012 INTERNATIONAL BUILDING CODE
(WITH 2O12 SEATTLE BUILDING CODE AMENDMENTS)
ASCE 7-10 Lateral Force Procedure (Acceptable by Code Rquirements) �
Max. Bleacher Height = 25.67 FT
SS = 1.507 S� = 0.576 Site Class = D
Fa = 1.000 F„ = 1.500
Sps = 2/3(Fa)SS = 1.005 Sp� = 2/3(F„)S� = 0.576
Seismic Use Group = I
SEISMIC DESIGN CATEGORY = D
R= 3.00 (Steel structure not specifically designed for seismic resistance.)
I= 1.25 > 300 people congregate in one area.
T = 0.23
CS = S�s
(R / I)
SDt
CS'M'vc T(R/I)
Cs, MIN - 0.O44SDS �
SEISMIC BASE SHEAR, V= CS W
DL OF BLEACHERS = 10 PSF
CS = 0.42 «
CS, MAx = 1.05
C+s, MIN — O.OG
'`*''SEE CHART FOR ALL BLEACHER TYPES ON NEXT PAGE***
��8� 16211 oATE: 05/12/16 JOE P. HILL, P.E.
BY: Cp CHp: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com 2rj
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� 0�0 N
Z � 6'
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r Q
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0
BASE PLATE TO MUD SILL CONNECTION
MAX. VPosr = 177 LBS (FROM SEISMIC/(SWAY*0.75) DESIGN LOADS)
WOOD --> METAL CO-EFFICIENT OF FRICTION
�.1� = 0.2 (WORSE CASE, WET)
IF VPosT � Pa" µr---> OK
IF VPosr � PA" �.A.f------> NAILS REQUIRED
PA= (DL+LL) X 6 FT. X 6 FT. INTERIOR POSTS
Pa= 3960 LBS
Pa= (DL+LL) X 6 FT. X 3 FT. (EXTERIOR POSTS)
PA = 1980 LBS
USE, PA = 1980 LBS
PA *�= 396 LBS > 177 LBS OK
USE MINIMUM NUMBERS OF NAILS FOR SAFETY
USING 16d BOX NAILS (SINGLE SHEAR) VA��ow = 58 LBS
USE 4 NAILS => VA��ow = 232 LBS
VHORIZ � VALLOW OK
CONCLUSION:
ATTACHMENT OF BASE PLATE TO MUD SILL USING EITHER
4-16d BOX NAILS
��8� 16211 DATE: 05/12/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com 29
MUD SILL TO GROUND CONNECTION (CONT'D)
ANCHORS ONLY AS GOOD AS GROUND/ASPHALT.
# STAKES = 1
DIAMETER STAKES = 3/8 IN
STAKES AT EVERY 4 MUD SILL BASE
AREA AF 0.110 INZ
MAX VPosT = 708 LBS
F� = 0.40 " 36.0 KSI = 14.40 KIPS
VALLOW - AF '` Fv = 1590 LBS
VALLOW � VPOST - 2•25 OK
CONCLUSION:
TYP. BLEACHER ATTACHMENT OF MUD SILL TO ASPHALT/GROUND
USE (1), 3/8" DIAMETER STAKE WITH A MINIMUM
OF 18" EMBEDMENT AT EVERY (4) MUD SILL BASE.
�og� 16211 �ATE: 05/12/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com 30
0
Tl'P SUPPORT POST
T1'P. MUp SfLL
T`r'P 8�4SE PL�4TE
OF BLE�4CHERS
MIN. l4) 16d NAILS
MIN, 11)- 3/8" DIA. x 18 " EMBEDMENT ST,41GE5
PER EVERI' OtNER B�4SE.
MUD SILL
��8� 16211 �ATE: 05/12/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com 31
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32
RISA MODEL OF 6'x6' BAYS BLEACHER FRAMES
DL = 10 PSF LL = 100 PSF
BAY WIDTH: 6.0 FT
BAY LENGTH: 6.0 FT
SHORT DIRECTION:
Po�+�� = 3960.0 LBS (INTERIOR COL)
PDL+LL - �9HO.O LBS (EDGE COL)
USE MAX. SEISMIC LOADING = 98 LBS PER POST
ASD SEISMIC LOADING = SEISMIC * 0.7 = 69 LBS PER POST
LONG DIRECTION:
Pp�+�� = 3960.0 LBS (INTERIOR COL)
PDL+LL - �980.0 LBS (EDGE COL)
USE MAX. SEISMIC LOADING = 98 LBS PER POST
ASD SEISMIC LOADING = SEISMIC * 0.7 = 69 LBS PER POST
MEMBER PROPERTIES:
COLUMNS => 1.625" OD x 0.09" WALL ROUND TUBE
FRAME HORIZONTALS => 1.625" OD x 0.09" WALL ROUND TUBE
FRAME VERTICALS => 1.0" OD x 0.073" WALL ROUND TUBE
FRAME DIAGONALS => 1.25" OD x 0.073" WALL ROUND TUBE
HORIZONTALS => 1.0" OD x 0.073" WALL ROUND TUBE
CROSS BRACES => 1.0" OD x 0.073" WALL ROUND TUBE
Fy = 50 KSI STEEL
��8� 16211 DATE: 05/12/16 JOE P. HILL, P.E.
BY: Cp CHD: JPH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com 33
O
RISA MODEL OF 6'X8' FLOOR FRAMES
DL = 10 PSF LL = 100 PSF
BAY WIDTH: 6.0 FT
BAY LENGTH: 8.0 FT
SHORT DIRECTION:
PDL+LL - rJ2HO LBS (INTERIOR COL)
Po�+�� = 2640 LBS (EDGE COL)
USE MAX. SEISMIC LOADING = 66 LBS PER POST
ASD SEISMIC LOADING = SEISMIC * 0.7 = 46 LBS PER POST
LONG DIRECTION:
PDL+LL -
PDL+LL -
USE MAX. SEISMIC LOADING =
5280 LBS (INTERIOR COL)
2640 LBS (EDGE COL)
66 LBS PER POST
ASD SEISMIC LOADING = SEISMIC " 0.7 = 46 LBS PER POST
MEMBER PROPERTIES:
COLUMNS => 1.625" OD x 0.09" WALL ROUND TUBE
FRAME HORIZONTALS => 1.625" OD x 0.09" WALL ROUND TUBE
FRAME DIAGONALS => 1.25" OD x 0.073" WALL ROUND TUBE
HORIZONTALS => 1.0" OD x 0.073" WALL ROUND TUBE
CROSS BRACES => 1.0" OD x 0.073" WALL ROUND TUBE
Fy = 50 KSI STEEL
�oB: 16211 DATE: 05/12/16 JOE P. HILL, P.E.
BY: Cp CHD: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com 34
T1'P PLAT�ORM LAYOUT - PL�4N YIEUJ
O
�
�
O
�
�n
r
m
�
O
�_
6"-O" 10'-O" q'-O" 10'-O" 10'-D" 6'-O"
2ux�/dii
FLAt SAR
PUTLOCz SEGT(ON MODS:
S x = 2.102 IN�
Ml,4LLOUJ�=O.rol�o0)1.852/12= 5.�6 K-FT
10Ft SPAN - -
WIALLOUJ)=5.5�018)/102= 0.��4 KLF
QI�LLOU1)=�44�PL�/6 FT= �4 PS�
�fFT SPA1J - -
l�,s" � x O.COq" LU(ALLOUI)=5.5�o18�/q2= 0.5�°I KLF
U1ALL PIPE QIALLOUJ)=54qPLF/6 FT= q2 Pv�
l6 O KS I STL �
6�T SP/�N - -
WCALLOUJ)=5.5�oC8)/ro2 = 1.235 KL�
QIALLOUJ )=1235PL�/�o Ft = 20�o PSF
�oB: 16211 �ATE: 05/12/16 JOE P. HILL, P.E.
BY: Cp CH�: �pH CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com 35
Company :
Designer :
Job Number:
Section Properties: 1.625x0.09wa11 @ 6"
Section Information:
Material Type
Shape Type
Number of Shapes
Basic Properties:
Total Width
Total Height
Centroid, Xo
Centroid, Yo
X-Bar (Right)
X-Bar(Left)
Y-Bar(Top)
Y-Bar (Bot)
Max Thick
Equivalent Properties:
Area, Ax
Inertia, Ixx
Inertia, lyy
Inertia, Ixy
Sx (Top)
Sx (Bot)
Sy (Left)
Sy (Right)
�
ry
Plastic Zx
Plastic Zy
Torsional J
As-xu Def
As-yy Def
As-xx Stress
As-yy Stress
= General
= Arbitrary
= 2
= 1.625
= 7.625
_ -0.000
= 3.000
= 0.813
= 0.813
= 3.813
= 3.813
= 0.090
= 0.862
= 8.015
= 0.253
= 0.000
= 2.102
= 2.102
= 0.312
= 0.312
= 3.049
= 0.542
= 2.587
= 0.421
= 0.513
= 1.000
= 1.000
= 1.000
= 1.000
in^2
in^4
in^4
in^4
in^3
in^3
in"3
in^3
in
in
in^3
in^3
in^4
Section Diagram
C:\RISA Section Files\putlog.nmsx
36
37
39
41
Company : JOE P HILL P.E.
��� Designer : CD
V�1 1 Job Number : T8B EQUIPMENT Checked By: JPH
Model Name : 174' X 9' FLOOR-SHORT (2/A2)
Global
RISA-3D Version 13.0.0 [C:\...\...\...\...\Engineering\RISA 3DW2\174'X9' FLOOR-A2-SHORT.R3D] Page 1
42
Company : JOE P HILL P.E.
��� Designer : CD
U�Ja � Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 174' X 9' FLOOR-SHORT (2/A2)
Global. Continued
Seismic Code ASCE 7-10
Seismic Base Elevation ft Not Entered
Add Base Wei ht? Yes
Ct X .02
Ct Z .02
T X sec Not Entered
T Z sec Not Entered
RX ___ _ . . _ _. _ _ 3
RZ 3
Ct Ex . X _ _ . _ — _ - 75 -
Ct Ex . Z .75
SD1 . � _ --.--- - ---_ _ __._ _ _ _.
SDS 1
S1 - --- - - _ . 1
TL sec _ 5
Risk Cat I or II
Om Z 1
Om X 1
Rho Z 1
ho X 1
Hot Rolled Stee/ Pronerties
Hot Rolled Stee/ Section Sets
Member Primarv Data
RISA-3D Version 13.0.0 [C:\...\...\...\...\Engineering\RISA 3DW2\174'X9' FLOOR-A2-SHORT.R3D] Page 2
43
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8B EQUIPMENT Checked By: JPH
Model Name . 174' X 9' FLOOR-SHORT (2/A2)
Member Primarv Data (Continuedl
Member Advanced Dafa
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
_ 1 _ _ M1 . _ _ __ _ ._ .._ _ Yes None
2 M2 Yes None
3 M3 __ _ __ _ _ _ _ _ Yes None
-------... __- - _
4 M4 BenPIN BenPIN Yes None
5 M5 Yes None
- - - --- __ . . - _
6 M6 Yes None
7 M7 BenPIN BenPIN __ Yes None
__ _-
8 M8 Yes None
9 M9 _ __ __ Yes None
_ _ _ _ _ _ _ __
10 M10 Yes None
11 M11 Yes None
_ --- _ - -- - - -
12 M12 Yes None
13 M13 Yes None
_ .--- - - - -
14 M14 Yes None
15 M15 Yes None
Joint Coordinates and Temaeratures
Label X ft Y ft Z ft Tem F Detach From Dia...
1 N1 0 0 0 0
2 N2 0 2.109375 0 0
3 N3 0 2.557292 0 0
4 N4 -0. 0.3125 0 0
5 N5 3 1.645833 0 0
6 N6 3 0 0 0
_7 N7_ _ 1.5 2.557292 _0-- - 0
8 N8 1.5 2.109375 0 0
9 _ _ - _N9 __ _ _. 3 0.3125 0 0
_. _.
10 N10 0 1.645833 0 0
11 N11_ __ __ 9 __ 0 0 0
12 N12 3 0.901042 0 0
13 N13 9 _ 0.901042 -- - - - . 0 - -_. --- � - , . -
14 N 14 3 1.890625 0 0
15 N15 -__ _ 9__ __ __ __ 1.890625 0 0
16 N16 3 2.109375 0 0
17 N17 9 2.109375 0 0
18 N18 __- 3 2.557292 _ . 0 0
19 N 19 9 _ 2.557292 0 __ 0
20 N20 5 2.557292 0 0
21 N21 5 2.109375 0 0
22 - N22 7 2.557292 0 0
23 N23 7 2.109375 0 0
24 N24 6 1.890625 0 0
25 N25 6 0.901042 0 0
26 N26 1.5 0.979167 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\Engineering\RISA 3DW2\174'X9' FLOOR-A2-SHORT.R3D] Page 3
Company : JOE P HILL P.E.
� Designer : CD
V�1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 174' X 9' FLOOR-SHORT (2lA2)
Joint Boundarv Conditions
Hot Rolled Stee/ Desiqn Parameters
Joint Loads and Enforced Displacements (BLC 1: DL)
Joint Loads and Enforced Disnlacements fBLC 2: LU
Joint Loads and Enforced Displacements (BLC 3: EL)
Member Distribufed Loads BLC 4: WL)
Member L... Direction Start Ma nitude k/ft F End Ma nitude k/ft F Start Location...End Location ...
1 M1 X .138 .138 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\Engineering\RISA 3DW2\174'X9' FLOOR-A2-SHORT.R3D] Page 4
45
Company : JOE P HILL P.E.
��� Designer : CD
V�1 I Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name : 174' X 9' FLOOR-SHORT (2/A2)
Basic Load Cases
Load Combinations
EnveloAe Joinf Reacfions
EnveloAe Joint Disalacements
RISA-3D Version 13.0.0 [C:\...\...\...\...\Engineering\RISA 3DW2\174'X9' FLOOR-A2-SHORT.R3D] Page 5
Company
� Designer
\J�1 1 Job Number
Model Name
JOE P HILL P.E.
CD
T&B EQUIPMENT
174' X 9' FLOOR-SHORT (2/A2)
Envelope Joint Disnlacemenfs (Confinuedl
Checked By: JPH
Enveloae Member Section Forces
RISA-3D Version 13.0.0 [C:\...\...\...\...\Engineering\RISA 3D�A2\174'X9' FLOOR-A2-SHORT.R3D] Page 6
47
Company : JOE P HILL P.E.
Designer : CD
�� Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 174' X 9' FLOOR-SHORT (2/A2)
E'nveloAe Member Section Forces (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\Engineering\RISA 3D�A2\174'X9' FLOOR-A2-SHORT.R3D] Page 7
.•
Company : JOE P HILL P.E.
�� Designer : CD
v�� � Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 174' X 9' FLOOR-SHORT (2/A2)
EnveloQe Member Section Forces (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\Engineering\RISA 3DW2\174'X9' FLOOR A2-SHORT.R3D] Page 8
.•
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8�B EQUIPMENT Checked By: JPH
Model Name . 174' X 9' FLOOR-SHORT (2/A2)
Envelope Member Section Forces (Continuedl
EnveloQe A/SC 14th(360-101: ASD Stee/ Code Checks
Material Takeoff
RISA-3D Version 13.0.0 [C:\...\...\...\...\Engineering\RISA 3DW2\174'X9' FLOOR-A2-SHORT.R3D] Page 9
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56
Company : JOE P HILL P.E.
� Designer : CD
V�1 1 Job Number : T&B EQUIPMENT
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Global
Checked By: JPH
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 1
57
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-SHORT (2/A2)
Global. Continued
Seismic Code ASCE 7-10
Seismic Base Elevaiion ft Not Entered
Add Base Wei ht? Yes
Ct X .02
Ct Z .02
T X sec Not Entered
T Z sec Not Entered
__ _- _ _ . __ _ _ _
RX 3
RZ 3
__
Ct Ex . X .75
Ct Ex . Z .75
SD1 _.._.._--- ---- � _ _ _ __ __ _
SDS - _ - �
S1� _ ---- --_
TL sec _ __ _ 5
Risk Cat I or II
mZ 1
mX - -- -- � - --
ho Z 1
hoX--- ---- - - - - � - _ _ _- --
Hot Rolled Stee/ Proverties
Hot Rolled Steel Section Sets
Member Primarv Data
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3Dj Page 2
:
Company : JOE P HILL P.E.
� Designer : CD
V�1 I Job Number : T86 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
_ Member Primarv Data (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 3
59
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
Member Primarv Data (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3D�A2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 4
•1
Company : JOE P HILL P.E.
� Designer : CD
\-/�1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Member Primarv Data (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 5
61
Company : JOE P HILL P.E.
� Designer : CD
V�1 1 Job Number : T&B EQUIPMENT
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Member Primarv Data (Continued)
Checked By: JPH
Member Advanced Data
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
1 M1 Yes None
-- -
2 M2 Yes None
3 M3 _ _ Yes None
4 M4 Yes None
5 M5 Yes None
---- __ _ __.
6 M6 Yes None.
7 M7 Yes None
- __ _ - _ _
8 M8 Yes None
9 M9 Yes None
- --- _ -- - __ - __ _ - - - -
10 M10 Yes None.
11 M11 Yes None
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 6
62
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8�B EQUIPMENT
Model Name : 150 X 32 ROW BLEACHER-SHORT (2/A2)
Member Advanced Data (Continued)
Checked By: JPH
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
12 M12 Yes None
13 M13 Yes None
14 M14 - _ Yes None
15 M_15 _ Yes None
16 M16 Yes None
17 M17 Yes None
_ _--_ _ __ _
18 M18 Yes None
19 M19 . Yes None
20 M20 Yes None
21 M21 Yes None
22 M22 Yes None
23 M23 Yes None
24 M24 Yes None
25 M25 Yes None
26 M26. Yes None
27 M27 Yes None
28 M28 Yes None
29 M29 Yes None
30 M30 Yes None
31 M31 Yes None
32 M32 Yes None
33 M33 Yes None
34 M34 Yes None
35 M35 Yes None
_ _ __ _. _ _ _- ----
36 M36 Yes None
37 M37 Yes None
_. _
- - ---- - - _
38 M38 1'es None
39 M39 Yes None
_ _ _ _
40 M40 Yes None
41 M41 Yes None
- - _ - -- _
42 M42 Yes None
43 M43 Yes None
_- -- - - _--- -- - _ .
44 M44 Yes None
45 M45 Yes None
46 M46 Yes None
47 M47 �Yes None
48 M48 --- -- - -- Yes None
49 M49 Yes None
•
50 M50 Yes None
51 M51 Yes None
52 M52 - - - - Yes None -
53 M53 Yes None
54 M54 Yes None
55 M55 Yes None
56 M56 Yes None
57 M57 Yes None
58 M58 Yes None
59 M59 Yes None
60 M60 Yes None
61 M61 Yes None
62 M62 Yes None
63 M63 Yes None
64 M64 Yes None
65 M65 _ Yes None
66 M66 Yes None
67 M67 Yes None
68 M68 Yes None
raSA-�u version ��.u.0 �G:\...\...\...\...\...\FZISA 3DWZ\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 7
63
Company : JOE P HILL P.E.
��� Designer : CD
V�t I Job Number : T8B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Member Advanced Data (Continued)
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
69 M69 Yes None
70 M70 Yes None
71 M71 Yes None
72 M72 Yes None
73 M73 Yes None
74 M74 Yes None
75 M75 Yes None
_ __
76 M76 Yes None
77 M77 Yes None
78 M78 Yes None
79 M79 Yes None
80 M80 Yes None
81 M81 Yes None
_ _
82 M82 Yes None
83 _M83 Yes __ _ _ __ _ None
84 M84 Yes None
85 _ M85 _ ._ _ _ Yes _ - None _.
86 M86 Yes None
87 M87 Yes_ _ _ None _
88 M88 Yes None
89 _ _ M89 Yes . None
90 M90 Yes None
91 _ M91 - - _ - Yes - _ _ _ _ __ None -
92 M92 Yes None
93 M93 Yes None
94 M94 Yes None
95 M95 Yes None
96 M96 Yes None
97 M97 Yes None
� 98 M98 Yes None
99 M99 Yes None
100 M100 Yes None
101 M101 Yes None
102 M102 Yes None
103 M103 Yes None
104 M104 Yes None
105 M105 Yes_ None
106 M106 Yes None
107 M107 Yes None
108 M108 Yes None
109 M109 Yes None
_ _
110 M110 Yes None
111 M111 _ _ Yes _ None
112 M112 Yes None
113 M113 Yes None
114 M114 Yes None
115 M115 _Yes_ _ None
11fi M116 Yes None
117 M117 Yes ' None
_
118 M118 Yes None
119 M119 Yes _ _ _ None _
-
120 M120 ' Yes None
121 M121 _ Yes None
122 M122 Yes None
123 M123 Yes None
_ - - - - -
124 M124 Yes None
125 M125 Yes None
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 8
•�
�Company
O Designer
Job Number
Model Name
JOE P HILL P.E.
CD
T8B EQUIPMENT
150' X 32 ROW BLEACHER-SHORT (2/A2)
Member Advanced Data (Continued)
Checked By: JPH
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
126 M126 Yes None
127 M127 Yes None
128 M128 Yes None
129 M129 Yes None
-- -
130 M130 Yes None
131 M131 Yes None
132 M132 Yes None
133 M133 Yes None
134 M134 Yes None
135 M135 Yes None
136 M136 Yes None
137 M137 Yes None
138 M138 Yes None
139 M139 Yes None
140 M140 Yes None
141 M141 Yes None
142 M142 Yes None
143 M143 Yes None
144 M144 Yes None
145 M145 Yes None
146 M146 Yes None
147 M147 Yes None
148 M148 Yes None
149 M149 Yes None
150 M150 Yes None
151 M151 BenPIN BenPIN Yes None
_ ----- - --. . -- --
152 M152 BenPIN BenPIN Yes None
153 M153 BenPIN BenPIN Yes None
154 M154 BenPIN BenPIN Yes None
155 M155 BenPIN BenPIN Yes None
156 M156 BenPIN BenPIN Yes None
157 M157 BenPIN BenPIN Yes None
- -- - -- - - -
158 M158 BenPIN BenPIN Yes None
159 M159 BenPIN BenPIN Yes None
_ --
' 160 M160 BenPIN BenPIN Yes None
161 M161 BenPIN BenPIN Yes None
__ _ - _
162 M162 BenPIN BenPIN Yes None
163 M163 BenPIN BenPIN Yes None
164 M164 BenPIN BenPIN Yes None
165 M165 BenPIN BenPIN Yes None
166 M166 BenPIN BenPIN Yes None
167 M167 BenPIN BenPIN Yes None
168 M168 BenPIN BenPIN Yes None
169 M169 BenPIN BenPIN Yes None
170 M170 BenPIN BenPIN Yes None
171 M171 Yes None
172 M172 Yes None
173 M173 Yes None
174 M174 • Yes None
175 M175 Yes None
176 M176 Yes None
177 M177 Yes None
178 M178 Yes None
179 M179 Yes None
'180 M180 Yes None
181 M181 Yes None
182 M182 Yes None
rci�H-su version � s.u.0 �G:\...\...\...\...\...\KISA 3UW2\150' X 32 ROW BLEAGHER-A2-SHORT.R3D] Page 9
65
Company : JOE P HILL P.E.
��� Designer : CD
\J�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Member Advanced Data (Continued)
Joint Coordinates and Temperatures
Label X ft Y ft Z ft Tem F Detach From Dia...
1 _ N1 0 _ 0 _ _ 0 0
2 N2 0 3.890625 0 0
3 N3 __ _ 5 3.890625 0 0
4 N4 0 1.151042 0 0
5 N5 5 1.151042 0 0
6 N6 5 0 0 0
7 N7 _ __ ___5 5.270833 0 0
8 N8 2.5 1.151042 0 0
9 N9 2.5 3.890625 0 0
10 N10 11 0 0 0
11 N11 11 7.270833 0 0
� 12 N12 5 4.088542 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3D\A2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 10
••
Company : JOE P HILL P.E.
� Designer : CD
V�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Joint Coordinates and Temaeratures (Continuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
13 N13 11 4.088542 0 0
14 N14 5 4.484375 0 0
15 N15 11 4.484375 0 0
16 N 16 7 4.088542 0 0
17 N17 9 4.484375 0 0
18 N 18 9 6.604167 0 0
19 N19 7 4.484375 0 0
20 N20 7 - 5.9375 0 --- 0 -
21 N21 7 5.151042 0 0
22 N22 -- 9 5.151042 - --- -- 0 0
23 N23 9 5.817708 0 0
24 N24 11 5.817708 0 0
25 N25 9 4.088542 0 0
26 N26 - - -- -11 1.232246 0 -- -- - 0
27 N27 17 1.895e-14 0 0
� 28 N28 17 9.270833 ---- - 0 0
29 N29 11 6.088542 0 0
_- - -
' 30 N30 17 6.088542 0 0
31 N31 11 6.484375 0 0
- --
' 32 N32 17 _----- 6.484375 0 -- 0- -
33 N33 _ _ __ _ ___ _ _ _ _ _ 13 6.088542 0 0
� 34 N34 15 6.484375 0 0
35 _ __ ___N35 15 8.604167_ _ __0 0
36 N36 13 6.484375 0 0
37 N37 13 _ 7.9375 0 0
38 N38 13 7.151042 0 0
39 N39 15 7.151042 0 0
40 N40 15 7.817708 0 0
41 N41 17 7.817708 0 0
42 N42 23 1.895e-14 0 0
43 N43 23 11.270833 0 0
44 N44 17 8.088542 0 0
45 N45 _ 23 8.088542 0 0
' 46 N46 17 8.484375 0 0
47 N47 23 8.484375 0 0
-
48 N48 19 8.088542 0 0
49 N49 21 8.484375 0 0
50 N50 21 10.604167 0 0
51 N51 19 8.484375 0 0
52 N52 19 _ 9.9375 0 0
53 N53 19 9.151042 0 0
54 N54 21 -_ -- -9.151042 - 0 0
55 N55 ___ 21 9.817708 0 0
56 N56 23 9.817708 0 0
57 N57 29 1.895e-14 0 0
58 - N58 29 13.270833 --- 0 . 0
59 __N59 _ 23 10.088542 0 0
_. ____
60 N60 29 10.088542 0 0
61 N61 23 10.484375 0 0
62 N62 29 10.484375 0 0
63 _ __ _ _ N63 25 10.088542 0 0
64 N64 27 10.484375 0 0
65 _ N65 27 12.604167 0 0
_ __ ___. _
66 N66 25 10.484375 0 0
67 N67 25 11.9375 0 0
! 68 N68 25 11.151042 0 0
69 N69 27 11.151042 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 11
67
Company : JOE P HILL P.E.
��� Designer : CD
L�1 1 Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Joint Coordinates and Temperatures (Continued)
Label X fl Y ft Z ft Tem F Detach From Dia...
70 N70 27 11.817708 0 0
71 N71 29 11.817708 0 0
- _ _ _
72 N72 35 1.895e-14 0 0
73 N73 35 15.270833 0 0
74 N74 29 12.088542 0 0
75 N75 35 12.088542 0 0
76 N76 29 12.484375 0 0
77 N77 35 12.484375 0 0
' 78 N78 31 12.088542 0 0
79 N79 33 12.484375 0 0
80 N80 33 14.604167 0 0
81 N81 31 12.484375 0 0
82 N82 31 13.9375 0 0
83 N83 31 13.151042 0 0
84 N84 33 13.151042 0 0
85 N85 33 13.817708 0 0
86 N86 35 13.817708 0 0
87 N87 41 1.895e-14 0 0
88 N88 41 17.270833 0 0
89 N89 35 14.088542 0 0
90 N90 41 14.088542 0 0
91 N91 . _ 35 14.484375 0 0
92 N92 41 14.484375 0 0
93 __ _ _ N93 _ __ 37 14.088542 __ 0 _ _. _ _ 0
94 N94 39 14.484375 0 0
95 N95 39 16.604167 0 0
96 N96 37 14.484375 0 0
97 N97 37 15.9375 0 0
98 N98 37 15.151042 0 0
99 N99 39 15.151042 0 _ 0
100 N100 39 15.817708 0 0
101 N 101 41 15.817708 0 0
102 N102 47 1.895e-14 0 0
103 _ N103 47 19.270833 0 _ 0 _
104 N104 41 16.088542 0 0
105 N105 47 16.088542 0 0
'106 N106 41 16.484375 0 0
107 N107 _ 47 16.484375 0 0 _
108 N108 43 16.088542 0 0
109 N109 45 16.484375 0 0
110 N110 45 18.604167 0 0
111 N111 43 16.484375 0 0
112 N112 43 17.9375 0 0
113 N113 43 17.151042 0 0
114 N114 45 17.151042 0 0
115 N115 45 17.817708 _ 0 0
116 N116 47 17.817708 0 0
117 N117 53 1.895e-14 0 0
118 N118 53 21.270833 0 0
119 N119 47 18.088542 0 0
120 N120 53 18.088542 0 0
121 N121 47 18.484375 0 0
�122 N122 53 18.484375 0 0
123 N123 49 18.088542 0 0
124 N124 51 18.484375 0 0
125 N125 51 20.604167 0 0
126 N'I26 49 18.484375 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 12
•:
Company : JOE P HILL P.E.
� Designer : CD
V�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Joint Coordinates and Temperatures (Confinuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
127 N127 49 19.9375 0 0
128 N128 49 19.151042 0 0
129 N129 51 19.151042 0 0
130 N130 51 19.817708 0 0
131 N131 53 19.817708 0 0
132 N132 59 1.895e-14 0 0
133 N133 59 23.270833 0 0
_ __ -
134 N134 53 20.088542 0 0
135 N135 59 20.088542 0 0
136 N136 53 20.484375 0 0
137 N137 ___ _ 59 20.484375 0 _ _-__ 0
138 N138 55 20.088542 0 0
139 N139 57 20.484375 0 0
140 N140 57 22.604167 0 ____ o
141 N141 55_ _____ _ 20.484375 __ 0 0
! 142 N142 55 21.9375 0 0
143 N143 ____ _ _ 55 __ 21.151042 0 0
- --- --- - - -----
144 N 144 57 21.151042 0 0
145_ ____ __ N145 57 21.817708 0 _ 0
- -- -- _--
146 N146 59 21.817708 0 0
147 N147 65 1.895e-14 0 0
_
148 N148 65 25.270833 ----0 .- - 0
149 N149 59 22.088542 _ 0 0
150 N150 65 22.088542 0 0
151 N151 59 22.484375 0 0
152 N152 65 22.484375 0 0
153 _ N153 61 22.088542 0 0
154 N154 63 22.484375 0 0
155 N155 _ 63 24.604167 0 0
156 N156 61 22.484375 0 0
157 N157 61 23.9375 _ 0 0
158 N158 61 23.151042 0 0
159 N159 63 23.151042 0 _ 0
160 N160 63 23.817708 0 0
161 N161 65 23.817708 0 0
162 N 162 15 6.088542 0 0
163 N163 17 4.688127 0 0
164 N164 21 8.088542 0 0
165 N165 23 5.232246 0 0
166 N166 17 3.890625 0 0
167 N 167 _ 23 __ 1.151042 0 0
168 N168 17 1.151042 0 0
169 N169 23 3.890625 0 0
170 N170 29 3.890625 0 0
171 N171 35 _ 1.151042 0 0
172 N172 29 1.151042 0 0
173 N173 35 3.890625 ___ _ 0 0
- - --_ _..
174 N174 29 7.890625 0 0
175 N175 35 5.151042 0 0
176 N 176 29 5.151042 0 0
177 N177 35 7.890625 _0 0
- - -- -- -- --
178 N178 41 3.890625 0 0
179_ _ N179 47 1.151042 0 0
980 N180 41 1.151042 0 0
181 N181 47 3.890625 0 0
182 N182 41 7.890625 0 0
183 N183 47 5.151042 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 13
••
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8�B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
Joint Coordinates and Temaeratures (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 14
7�
Company : JOE P HILL P.E.
� Designer : CD
VI�I I Job Number : T&B EQUIPMENT Checked By: JPH
� Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Joint Coordinates and Temnerafures (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3D�A2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 15
71
Company : JOE P HILL P.E.
� Designer : CD
V�1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Joint Coordinates and Temaeratures (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 16
%2
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Joint Coordinaies and Temperatures (Continuedl
Checked By: JPH
Joint Boundarv Conditions
Hot Rolled Steel DesiQn Parameters
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 17
73
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
Hot Rolled Stee/ Desian Parameters (Continued)
74
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T86 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Hot Rolled Steel Desiqn Parameters (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 19
75
Company : JOE P HILL P.E.
�,�� Designer : CD
VO_�1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Hot Rolled Steel Desiqn Parameters (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3D�A2\150' X 32 ROW BLEACHER-A2-SHORT.R3DJ Page 20
76
Company : JOE P HILL P.E.
� Designer : CD
\J�1 I Job Number : T8�6 EQUIPMENT
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Hot Rolled Steel Desiqn Parameters (Continuedl
Checked By: JPH
Joint Loads and Enforced Disalacements (BLC 1: DU
Joint Label L D M Direction Ma nitude k k-ft in rad k*s^2/R k"s^2"ft
1 N2 L Y -.15
2 N7 L - Y — _ _ __ _ _ _ -.33
3 N11 L Y -.36
4 N28 - - _ _ _ - L Y -.36
5 N43 L Y -.36
6 N58 -- __� - _ _ _ Y-- - - _ -.36
7 N73 L Y -.36
� 8 N88 L Y -.36
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 21
%%
Company : JOE P HILL P.E.
� Designer : CD
V�i 1 Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Joint Loads and Enforced Displacements (BLC 1: DL) (Continued)
Joint Label L D M Direction Ma nitude k k-ft in rad k*s^2/ft k's^2`ft
9 N 103 L Y -.36
10 N 118 L Y -.36
11 N 133 L Y -.36
' 12 N 148 L Y -. 36
13 N293 L Y -.24
14 N298 L Y -.36
15 N312 L Y -.48
16 N316 _ _ _ L _ ---- Y - -.18
Joint Loads and Enforced Displacements (BLC 2: LL)
Joint Label L D M Direction Ma nitude k k-ft in rad k"s^2/ft k*s^2*ft
1 N2 L Y -1.5
- - -- -
2 N7 L Y -3.3
3 N11 L Y -3.6
- -- ...
4 N28 L Y -3.6
5 N43 L Y -3.6
I 6. N58 L Y -3.6
7 N73 L Y -3.6
8 N88 L Y -3.6
9 N 103 L Y -3.6
10 N 118 L Y -3.6
11 N 133 L Y -3.6
12 N 148 L Y -3.6
13 N293 L Y -2.4
14 N298 L Y -3.6
15 N312 L Y -4.8
16 N316 L Y -1.8
Joint Loads and Enforced Disalacements (BLC 3: EL)
Joint Label L D M Direction Ma nitude k k-ft in rad k`s^2/ft k`s^2'ft
1 N2 L X .135
, 2 N7 � _ X _ - -_ _ _ - .135
3 N 11 L X .135
4 N28 L X .135
5 N43 L X .135
6 N58 L X .135
7 N73 L X .135
8 N88 L X .135
9 N103 L X .135
10 N118 L X .135
11 N133 L X .135
12 N148 L X .135
13 N293 L X .135
14 N298 L X .135
15 N312 L X .135
16 N316 L X .135
Joint Loads and Enforced Displacements (BLC 5: SWAYI
Joint Label L D M Direction Ma nitude k k-ft in rad k*s^2/ft k's^2•ft
1 N2 L X .1
2 N7 L X .1
3 N11 L X .1
4 N28 L X .1
5 N43 L X .1
6 N58 L X .1
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 22
:
Company
�� Designer
\.J�i 1 Job Number
Model Name
JOE P HILL P.E.
CD
T&B EQUIPMENT
150' X 32 ROW BLEACHER-SHORT (2/A2)
Joint Loads and Enforced Displacements (BLC 5: SWAYI (Continued)
Checked By: JPH
Joint Label L D M Direction Ma nitude k k-ft in rad k's"2/ft k"s^2`ft
7 N73 L X .1
8 N88 L X .1
9 N103 L X .1
10 N118 L X .1
11 N 133 L X .1
12 N 148 L X .1
13 N293 L X .1
-- - _ -
14 N298 -- - - - � _ X . --- .1 _
15 N312 L X .1
16 N316 ---� X - _______ __ 1 -_----.-- --
Member Distributed Loads (BLC 4: WL)
Member L... Direction Start Ma nitude k/ft End Ma nitude k/ft F Start Location...End Location ...
1 M195 X -.138 -.138 0 10
Basic Load Cases
Load Combinations
Envelope Joint Reactions
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 23
79
Company : JOE P HILL P.E.
��� Designer : CD
L�1 1 Job Number : T&B EQUIPMENT
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Joint Reactions (Continuedl
Checked By: JPH
Envelone Joint Displacements
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 24
:1
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8�B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
EnveloQe Joint Disvlacements (Confinuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 25
:
Company : JOE P HILL P.E.
� Designer : CD
\•J�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
EnveloAe Joint Disalacements (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 26
:i
Company : JOE P HILL P.E.
� Designer : CD
L�1 I Job Number : T86 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelone Joint Displacements fContinued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 27
:
�Company
O Designer
Job Number
Model Name
JOE P HILL P.E.
CD
T&B EQUIPMENT
150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelone Joint Disnlacements (Continuedl
Checked By: JPH
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 28
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-SHORT (2/A2)
Envelone Joint Displacements (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D) Page 29
:
Company : JOE P HILL P.E.
� Designer : CD
\.J�1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelope Joint Disalacements (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 30
:•
Company : JOE P HILL P.E.
� Designer : CD
V�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Joint Disalacements (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3D�A2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 31
:
Company : JOE P HILL P.E.
��� Designer : CD
V�l I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelope Joint Disalacements (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 32
Company : JOE P HILL P.E.
Designer : CD
� . Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Joint Disalacements (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3D] Page 33
:•
Company : JOE P HILL P.E.
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VU✓1 I Job Number : T&B EQUIPMENT
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Company : JOE P HILL P.E.
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U�1 1 Job Number : T86 EQUIPMENT
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelope Member Section Forces (Continuedl
Checked By: JPH
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�Company : JOE P HILL P.E.
O Designer : CD
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Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
EnveloQe Member Section Forces (Continued)
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Company : JOE P HILL P.E.
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V�1 1 Job Number : T&B EQUIPMENT
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Member Section Forces (Continued)
Checked By: JPH
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�Company : JOE P HILL P.E.
O Designer : CD
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Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelo�e Member Section Forces (Continued)
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Company
� Designer
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Model Name
JOE P HILL P.E.
CD
T8�B EQUIPMENT
150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelope Member Section Forces (Continuedl
Checked By: JPH
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Company ': JOE P HILL P.E.
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Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
EnveloQe Member Section Forces (Continuedl
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Company : JOE P HILL P.E.
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V�✓1 1 Job Number : T86 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelope Member Section Forces (Continued)
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Company : JOE P HILL P.E.
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V�✓1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
EnveloQe Member Section Forces (Continued)
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Member Section Forces (Continued)
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8B EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Member Section Forces (Continued)
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Member Section Forces (Coniinued)
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
_ Envelone Member Section Forces (Continuedl
Checked By: JPH
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Company : JOE P HILL P.E.
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Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Member Section Forces (Continued)
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Company : JOE P HILL P.E.
� Designer : CD
V�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelope Member Section Forces (Continuedl
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelope Member Section Forces (Continued)
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Member Section Forces (Continuedl
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Company : JOE P HILL P.E.
�,�� Designer : CD
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Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Member Section Forces (Continued)
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-SHORT (2/A2)
EnveloQe Member Section Forces lContinuedl
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelope Member Section Forces (Continuedl
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Member Section Forces (Continuedl
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�Company : JOE P HILI P.E.
O Designer : CD
Job Number : T86 EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Member Section Forces (Continued)
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��Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8B EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Member Section Forces fContinued)
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Company : JOE P HILL P.E.
��� Designer : CD
lJll✓1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
EnveloAe Member Section Forces (Continued)
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�Company : JOE P HILL P.E. "
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-SHORT (2/A2)
Enveloae Member Section Forces (Continued)
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Company : JOE P HILL P.E.
��� Designer : CD
V�1 I Job Number : T8�B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelope Member Section Forces (Continuedl
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&6 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelope Member Section Forces (Continued)
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelone Member Section Forces (Continuedl
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelone Member Section Forces (Continuedl
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Company : JOE P HILL P.E.
�� Designer : CD
L�1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-SHORT (2/A2)
Envelope Member Section Forces fContinued)
EnveloQe AISC 94th(360-10): ASD Stee/ Code Checks
.625" OD x 0.09"
1.625" OD x 0.09" .
12.395 12.994
5.333 12.9s4
5.333 �2.s9a
9 946 12.994
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\RISA 3DW2\150' X 32 ROW BLEACHER-A2-SHORT.R3Dj Page 76
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�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150 X 32 ROW BLEACHER-SHORT (2/A2)
Envelone AISC 14th(360-101: ASD Stee/ Code Checks (Continuedl
5 M5 �" OD x 0.073" w... .190 0 5.011 0 5 3.064 6.365 .157 .157 2.256 H1-1
6 M6 1.625" oD x o.09" ...463 1.288 12 .025 0 12 9.717 �2�994 .53 .53 2.419 H1-1
7 M7 1.625" oD x o.09" ... .091 4 9.011 6 5 3.719 �2.99a .53 .53 2.498 H1-1
g Mg 1.625" OD x o.os" ...099 . 0 9.019 6 5 3.719 12•994 .53 .53 2.492 H1-1
g Mg 1.625" OD x o.09" ...090 0 5.060 0 5 �2.922 �2.994 .53 .53 2264 H1-1
10 M10 1.625" oD x o.09" ...018 0 5.003 0 3 12.922 12.99a .53 .53 1.232 H1-1
I 1 M11 1.625" oD x o.os" ... .055 1.325 12 .011 0 5 11.072 12.994 .53 .53 2.033 H1-1
12 M12 1.625" OD x 0.09". .,022 .666 9 .007 0 5 12.053 12.994
.53 .53 3.495 H1-1
13 M13 �.625" OD x o.os" ..,027 2 12 .004 2 12 11.268 12.994 .53 .53 2.32 H1-1
_
14 M14 1.625" OD x 0.09" ..,p72 2 5.009 2 5 11.268 12.994 .53 .53 2.253 H1-1
15 M15 �" OD x 0.073" W... .178 3.487 12 .004 3.487 12 1.973 6.365 .157 .157 2.208 H1-1
16 M16 1.625" OD x 0.09" ...501 1.062 8.047 3.959 5 12.395 12.994 .53 .53 3226 H1-1
17 M17 1.625" OD x o.09" .,092 4 9.010 0 5 3.719 12.994 .53 .53 2.149 H1-1
18 M18 1.625" oD x o.09" ...113 0 5.014 0 5 3.719 12�994 .53 .53 2.486 H1-1
19 M19 1.625" OD x o.09" ... .108 0 5.065 0 5 12.922 12.99a .53 .53 2.224 H1-1
?0 M20 1.625" OD x o.09" ..021 .396 4.008 0 12 12.922 12.994 .53 .53 2.145 H1-1
?1 M21 1.625" OD x o.09" ..076 .685 5.013 .685 5 11.072 12.994 .53 .53 2.446 H1-1
�2 M22 1.625" OD x 0.09" ..060 0 5.022 0 5 12•053 12.994 .53 .53 4.942 H1-1
?3 M23 1.625" OD x o.09" ... .060 2 5.008 0 5 11.268 12.99a .53 .53 2.211 H1-1
?4 M24 1.625" OD x 0.09" ..042 2 5.004 2 5 11.268 12.99a .53 .53 2.207 H1-1
�5 M25 1.625" OD x 0.09" ..488 1.057 12 .032 0 12 12.395 12.994 .53 .53 3.383 H1-1
?6 M26 1.625" OD x 0.09'`. .076 0 5.008 0 5 3.719 12�994 .53 .53 2.404 H1-1
�7 M27 1.625" o� x o.09" ..101 0 9.011 0 5 3.719 12�994 .53 .53 2.846 H1-1
- _ .
?8 M28 1.625" 0� x o.09" ..089_ _ 0 5.057 0 -5 i2.s22 �2.99a ---.53 .53 2.248 H1-1
�g M2g 1.625" OD x o.09" ..025 .396 4.012 0 4 12.922 12.994 .53 .53 2.197 H1-1
30 M30 1.625"oDxo.os". .050 .685 12 .007 .685 4��:o�z �2.99a .53 .53 2.253 H1-1
31 M31 1.625" oD x 0.09" ...034 .666 4.012 0 5 12.053 12.994 .53 .53 3.996 H1-1
32 M32 �.625" oD x o.09" ..,043 2 4.005 2 4 11.268 �2.ss4 .53 .53 2.29 H1-1
33 M33 1.625" 0� x o.09" ..,035 2 5.004 0 12 11.268 12.994 .53 .53 2.239 H1-1
34 M34 1.625" OD x o.os" ...4g5 1.106 8.041 8.018 5 12.395 12.994 .53 .53 3.446 H1-1
35 M35 1.625" OD x o.09" ...084 2 5.011 0 5 3.719 12�994 .53 .53 2.287 H1-1
36 M36 �.625" OD x o.09" ... .118 0 5.015 0 5 3.719 12.994 .53 .53 2.617 H1-1
37 M37 1•625" OD x o.09" ...114 0 5.067 0 5 12.922 12.994 .53 .53 2.216 H1-1
38 M38 1.625" OD x o.09" ..,024 .396 4.012 0 4 12.922 12.994 .53 .53 2.227 H1-1
39 M39 1.625" OD x o.a9" ...086 .685 5.019 .685 5 � �•0�2 �2.994 .53 .53 2.74 H1-1
�0 M40 �.625" OD x 0.09" ...069 0 5.026 0 5 12.053 12.994 .53 .53 4.917 !-l1-1
�1 M41 1.625" OD x 0.09" ..,072 2 5.009 0 5 � �•268 12.ss4 .53 .53 2.213 H1-1
�2 M42 1.625" OD x o.09" ..029 0 6.003 0 6 11.268 12.994 .53 .53 2.282 H1-1
43 M43 �.62s'� o� x o.os" ..468 1.113 12 .029 3.977 4 12.395 �2.ssa .53 .53 2.939 H1-1
�4 M44 1.625" OD x 0.09" ...085 0 5.009 0 5 3.719 �2.99a ,�3 .53 2.568 H1-1
45 M45 1.625" OD x o.os" ... .103 0 9.011 0 5 3.719 �2.ssa .53 .53 3.012 H1-1
_-- - -- _._ _
�6 M46 1.625" OD x o.09" ..091 0 5.057 0 5 � 2.s22 � 2.9s4 .53 .53 2.24 H 1-1
47 M47 1•625" oD x 0.09" ..027 .396 4.015 0 4 12.s22 �2.s9a .53 .53 2.239 H1-1
_ _ _
48 M48 1.625" OD x 0.09" ..053 .685 4.013 .685 11 11 •072 12.994 .53 .53 2.878 H 1-1
49 M49 1.625" OD x o.09" ... .038 .666 4.014 0 5 12•053 �2.9sa .53 .53 4.095 H1-1
_
50 M50 1.625" Oo x o.09" ..049 2 4.006 2 4 11.268 12.994 .53 .53 2.28 H1-1
51 M51 1.625" OD x 0.09" ..036 0 6.005 0 6 11.268 12.994 .53 .53 2.31 H1-1
52 M52 1.625" OD x 0.09" ..502 1.079 8.035 3.958 5 12.395 12.994 .53 .53 3.211 H1-1
53 M53 1.625" OD x o.os" ... .076 0 5.009 0 5 3.719 �2�994 .53 .53 2.472 H1-1
-
54 M54 1.625" OD x 0.09". ..104 0 9.012 0 5 3.719 12•994 .53 .53 3.036 H1-1
55 M55 1.625" OD x 0.09" ...093 0 5.057 0 5 12.922 12.994 .53 .53 2.229 H1-1
56 M56 �.625" OD x o.os" ..026 .396 4.016 0 4 12.922 12.994 .53 .53 2.264 H1-1
57 M57 1.625" OD x o.os" ...062 .685 5.016 .685 4 11.072 12.ss4 .53 .53 2.865 H1-1
58 M58 1:625" oD x o.09" :..048 0 5.019 0 5 �2.053 �2.99a .53 .53 4.669 H1-1
59 M59 1.625" OD x o.09" ..,057 2 4.007 2 4 11.268 12.s94 .53 .53 2.274 H1-1
30 M60 1•625" OD x o.09" ...030 0 6.004 O 6 11.268 12.994 ,53 .53 2.232 H1-1
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Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
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Company : JOE P HILL P.E.
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VI�1 1 Job Number : T8�6 EQUIPMENT Checked By: JPH
� Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Global. Continued
Seismic Code ASCE 7-10
Seismic Base Elevation ft Not Entered
Add Base Wei ht? Yes
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�Company : JOE P HILL P.E.
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Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Member Primarv Data (Continued)
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Company : JOE P HILL P.E.
� Designer : CD
\•JU✓1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Member Primarv Data (Continued)
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�Company : JOE P HILL P.E.
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Job Number : T8B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-AZ-SHORT-SHORT (2/A2)
Member Primarv Data (Continuedl
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Company : JOE P HILL P.E.
� Designer : CD
V�t I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
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Company : JOE P HILL P.E.
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L�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Member Primarv Data (Continued)
Member Advanced Data
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
1 M1 _ Yes None
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3 M3 Yes None
4 M4 Yes None
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11 M11 Yes None
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15 M15 Yes None
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17 M17 . -_ -- --- -- - _ -- .___ ___ . ___ Yes None
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18 M18 Yes None
19 M19 Yes _ _ None __
20 M20 Yes None
21 M21 Yes None
_ _.
22 M22 Yes None
23 M23 Yes _ None
- - -- -----. _ _ - - - - --
24 M24 Yes None
25 M25 Yes None
26 M26 Yes None
27 M27 Yes None
-- --- -- _ _ -- - -- -- -
28 M28 Yes None
29 M29 _ Yes None
_ _ _ -- ---- -__ _. _. _. ___ __ -- --- _ _ __ __ - -
30 M30 _ Yes None
31 M31 Yes None
_ _ __ _ _
32 M32 Yes None
33 M33 _ Yes None
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34 M34 Yes None
35 _ M35 _ Yes None
36 M36 Yes None
37_ _ _M37 __ _ _ _ __ _ --- --_ _ __ . . Yes None_
_- - - - - -
38 M38 Yes None
39 M39 Yes None
40 M40 Yes None
41 M41 Yes _ None
--- - --- - - _ _ _ _ _ _
42 M42 Yes None
43 M43 _ Yes None
44 M44 Yes None
45 M45 Yes None
46 _ M46 Yes _ None
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT.�] 7
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Model Name
JOE P HILL P.E.
CD
T8�6 EQUIPMENT Checked By: JPH
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Member Advanced Data (Continuedl .
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
47 M47 Yes None
48 M48 Yes None
49 M49 Yes None
50 M50 Yes None
51 M51 Yes None
52 M52 Yes None
53 M53 _ Yes None
_ --
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55 M55 Yes None
- -
56 M56 Yes None
57 M57 Yes None
__
58 M58 -- . __ - - - Yes -- ___ __ None
59 M59 Yes None
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60 M60 Yes None
61 M61 Yes None
- _
62 M62 Yes None
63 M63 Yes None
-
64 M64 Yes None
65 M65 Yes None
- -
66 M66 Yes None
67 M67 Yes None
68 M68 - __ _ --- . _ __. __ _ Yes __ _ ._ None
69 M69 Yes None
70 M70 - - _ _. _ _ Yes- - -- - None
71 M71 Yes None
72 M72 Yes None
73 M73 Yes None
74 M74 Yes None
75 M75 Yes None
76 M76 Yes None
77 M77 Yes None
78 M78 Yes None
79 M79 Yes None
80 M80 Yes None
81 M81 Yes None
82 M82 Yes None
83 M83 Yes None
84 M84 Yes None
85 M85 Yes None
86 M86 Yes None
87 M87 Yes None
- - _ - _
88 M88 - Yes . None
89 M89 Yes None
- - -
90 M90 _ --- - - _ _ Yes __ .._ _ None
91 M91 Yes None
__ _ -- - -
92 M92 Yes None
93 M93 Yes None
_ _
94 M94 __ _ _ Yes _ _- - - - _ _ None
95 M95 Yes None
- --- - -.
96 M96 Yes None
97 M97 Yes None
- - -____.___..
98 M98 Yes None
99 M99 Yes None
100 M100 Yes None
101 M101 Yes None
102 M102- - -- _ _.___._ Yes — _ None
103 M103 Yes None
KISA-3U Version 13.0.0 [G:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT� 8
151
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Member Advanced Data (Continued)
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
104 M104 Yes None
105 M105 Yes None
106 M106 Yes None
107 M107 Yes None
�108 M108 Yes None
_109_ __M109-- - - -_ _ _ _ _ _ Yes _ _None _
110 M110 Yes None
111 M111 Yes None
112 M112 Yes None
113 M113 Yes None
114 M114 Yes None
115 M115 Yes None
116 M116 Yes None
117 M117 Yes _ None
118 M118 Yes None
119 M119 Yes None
'120 M120 Yes None
121 M121 Yes None
122 M122 Yes None
123 M123 Yes None
124 M124 Yes None
125 M125 Yes None
126 M126 Yes None
127 M127 Yes None
- --- -----
128 M128 Yes None
129 M129 Yes None
130 M130 - -__. _ _ _ _ _ _ _ _ . Yes None -
131 M131 Yes None
- -- - - -- - -
132 M132 Yes None
133_ _ _M133_ Yes None
- _
134 M134 Yes None
135 M135 _ _ Yes _ _ _ None
_..-- ----- - --- _
136 M136 Yes None
137 M137 _ _ _ __ Yes None
�138 M138 Yes None
139 M139 Yes None
-- -- -- - _. _.
140 M140 Yes None
141 M141 ___ _ __ Yes None
'142 M142 Yes None
143 M143 _ _ __ _ - - - -__ __ _ Yes None
144 M144 Yes None
145 M145 Yes None
146 M146 Yes None
147 M147 Yes None
148 M148 Yes None
149 M149 Yes None
150 M150 Yes None
151 M151 BenPIN BenPIN Yes None
152 M152 BenPIN BenPIN Yes None
153 M153 BenPIN BenPIN Yes None
154 M154 BenPIN BenPIN Yes None
155 M155 BenPIN BenPIN Yes None
156 M156 BenPIN BenPIN Yes None
157 M157 BenPIN BenPIN Yes None
158 M158 BenPIN BenPIN Yes None
159 M159 BenPIN BenPIN Yes None
160 M160 BenPIN BenPIN Yes None
KISA-3U Verslon 13.0.0 [G:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT� 9
152
Company : JOE P HILL P.E.
� Designer : CD
�J�� � Job Number : T86 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2lA2)
Member Advanced Dafa (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�jO
153
Company : JOE P HILL P.E.
��� Designer : CD
V�JI I Job Number : T8�B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Member Advanced Data (Continued)
Joint Coordinates and Temperatures
Label X ft Y ft Z ft Tem F Detach From Dia...
1 N1 0 0 0 0 �
2 N2 0 3.891 0 0
- -
3 N3 5 3.891 0 0
4 N4 0 1.151 0 0
5_ _ _ N5 5 1.151 0___ 0
6 IV6 5 0 0 0
7 N7 5 _ _5.271
- - - -... 0 0
--
8 N8 2.5 1.151 0 0
9 N9 2.5 3.891 0 0
- -
10 N10 11 0 0 0
11 N11 11 7.271 0 0
12 N 12 5 4.089 0 0
13 - - -N13-- - - __- - - � � _. _ 4.089 0 0
- --_. _
14 N14 5 4.484 0 0
_15 _ N 15 11 4.484 0 _ 0
16 N 16 7 4.089 0 0
17 N17_ 9_ ___ 4.484 0 0
_ ---- - -
18 N18 9 6.604 0 0
_19_ __ N19 7 4.484 0 0
20 N20 7 5.938 0 0
21 N21 _ - - -- - 7-- --- -- - — 5.151 0 0
22 N22 9 5.151 0 0
23 N23 9 5.818 0� 0
24 N24 11 5.818 0 0
25 N25 9 4.089 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�j 1
154
Company : JOE P HILL P.E.
� Designer : CD
tJ�l I Job Number : T8B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Joint Coordinates and Temaeratures (Continuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
26 N26 11 1.232 0 0
27 N27 17 0 0 0
_ _ _ - - -- - -
28 N28 17 9.271 __ 0 0
29 N29 11 6.089 0 0
30 _ N30 17 -- 6.089 0 --- 0
31 N31 11 6.484 0 0
- - __ --- -
32 N32 17 6.484 -_._- --- . O O.-
33 N33 13 6.089 0 0
' 34 N34 15 6.484 0 0
35 N35 15 8.604 0 0
36 N36 13 6.484 0 0
37 N37 13 7.938 0 0
38 N38 13 7.151 0 0
39 N39 15 7.151 0 0
40 N40 15 7.818 0 0
41 N41 17 7.818 0 0
_ __ _ _
42 N42 23 0 0 0
43 N43 23 11.271 0 0
' 44 N44 17 8.089 0 0
45 N45 23 8.089 0 0
I46 N46 17 8.484 0 0
47 N47 23 8.484 0 0
48 N48 19 8.089 0 0
49 N49 21 8.484 0 0
- - - - --
! 50 N50 21 10.604 0 0
51 N51 19 8.484 0 0
_ __
' S2 N52 19 9.938 0 0
53 N53 19 9.151 0 0
--- ---__ --
I 54 N54 21 9.151 0 0
55_ __ __ N55 21 9.818 0 0
' S6 N56 23 9.818 0 0
57 N57 29 0 0 0
� 58 N58 29 13.271 0 0
59 _ ___ __ N59 23 10.089 0 0
' 60 N60 29 10.089 0 0
61 N61 23 10.484 0 0
62 N62 29 10.484 0 0
63 __ N63 ___ 25 10.089 0__ 0
64 N64 27 10.484 0 0
65 ___ N65 27 12.604 0_ 0
66 N66 25 10.484 0 0
67 N67 25 11.938 0 0
68 N68 25 11.151 0 0
69 N69 27 11.151 0 0
, 70 N70 27 11.818 0 0
71 N71 29 11.818 0 0
' 72 N72 35 0 0 0
73 N73 35 15271 0 0
' 74 N74 29 12.089 0 0
75 N75 35 12.089 0 0
76 N76 29 12.484 0 0
77 N77 35 12.484 0 0
78 N78 31 12.089 0 0
79 N79 33 12.484 0 0
80 N80 33 14.604 0 0
81 N81 31 12.484 0 0
82 N82 31 13.938 0 0
KISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 RaW BLEACHER-150X16 FLOOR-A2-SHORP.��2
155
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Joint Coordinates and Temperatures (Continued)
Label X ft Y ft Z ft Tem F Detach From Dia...
83 N83 31 13.151 0 0
84 N84 33 13.151 0 0
85 N85 33 13.818 0 0
86 N86 35 13.818 0 0
87 N87 41 0 0 0
88 N88 41 17.271 0 0
89 N89 35 14.089 _ . 0 _ 0
90 _ N90 41 14.089 - 0 _ 0
91 _ ___ _N91 _ _ 35 _ _ 14.484 0 0
92 N92 41 14.484 0 0
93 N93 37 14.089 0 0
94 N94 39 14.484 0 0
95 __ N95 39 16.604 _ __ 0 _ __ 0
' 96 N96 37 14.484 0 0
97 N97 37 15.938 ___- _- 0 0__
98 N98 37 -15.151 0 --- - 0
99 N99 39 15.151 _ 0 0
100 N100 39 15.818 0 0
101 N101 41 15.818 _ 0 0
102 N102 47 0 - --- -- -� - _ _ . --_._ O _
103 N 103 47 19.271 0 _ 0
104 N 104 41 16.089 0 0
105 N 105 47 _ _ 16.089 _ _ _ _ _ _ 0_ _ 0
106 N 106 41 16.484 0 0
107 N 107 47 16.484 0 0
108 N108 43 16.089 0 0
109 N109 45 _ 16.484 0 0
' 110 N110 45 18.604 0 0
111 N111 43 16.484 0 0 _
� 112 N112 43 17.938 0 0
113 N113 43 17.151 0 0
'114 N114 45 17.151 0 0
115 N115 45 17.818 0 0 _
'116 N116 47 17.818 0 0
117 _ N117 53 0 0 0
118 N118 53 21.271 0 0
119 N119 47 18.089 0 0
120 N120 53 18.089 0 0
121 N 121 47 18.484 0 0
122 N 122 53 18.484 0 0
123 N 123 49 18.089 0 _ 0 _
124 N 124 51 18.484 _0 0
125 N 125 51 20.604 0 0
126 N 126 49 18.484 0 0
127 N127 49 19.938 0 0
128 N128 49 19.151 0 0
129 N129 51 19.151 0 ___ 0
130 N130 51 19.818 0 0
131 ____ _N131 _ - - - - __ _ ___ ___53_ __ _ 19.818 0 0
'132 N132 59 0 0 0
133 N133 59 23.271 0 0__
' 134 N134 53 20.089 0 0
135- - -- ----N135_ _ _----- -- --- -59 - - - 20.089 0 0
136 N136 53 20.484 0 0
137 N 137 59 20.484 0 0
� 138 N138 55 20.089 0 0
139 N139 57 20.484 0 0
RISA-3D Verslon 13.0.0 [G:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLO�R-A2-SHORP.�]3
156
Company : JOE P HILL P.E.
�� Designer : CD
V�1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Joint Coordinates and Temaeratures (Continued)
Label X ft Y ft Z ft Tem F Detach From Dia...
140 N 140 57 22.604 0 0
141 N141 55 20.484 0 0
-
142 N 142 55 21.938 0 0
143 N 143 55 21.151 0 0
144 N144 57 21.151 0 0
145 _ N145 57 21.818 0 0
_-
146 N 146 59 21.818 0 0
147 N147 65 0 0 0
148 N148 65 25.271 0 0
149 N 149 59 22.089 0 0
150 N150 65 22.089 0 0
151 N 151 59 22.484 0 0
152 N 152 65 22.484 0 0
153 N153 61 22.089 0 0
154 N154 63 22.484 0 0
155 N155 63 24.604 0 0
_. _ _ _
156 N 156 61 22.484 0 0
157 N 157 61 23.938 0 0
158 N158 61 23.151 0 0
159 N159 63 23.151 0 0
160 N160 63 23.818 0 0
161 N161 65 23.818 0 0
162 N162 15 6.089 0 0
163 N163 17 4.688 0 0
164 --- N164 21 -- -----8.089 0 0
165 N165 23 5.232 0 0
166 N166 17 3.891 0 0
167 N 167 23 1.151 0 0
168 N168 17 - --- -- - -1.151 0 - -- 0 -
169 N 169 23 3.891 0 0
170 N170 29 3.891 -. 0 0
171 N171 35 1.151 0 0
- ---- - - -
172 N172 29 1.151 0 0
173 N173 35 3.891 0 0
_ _ _
174 N174 29 7.891 0 0
175 N175 35 5.151 0 0
176 N176 29 5.151 0 0
177 N177 35 7.891 0 0
178 N178 _ --- 41 3.891 -- 0 0
179 N 179 47 1.151 0 0
180 N180 41 1.151 0 0
181 N181 47 3.891 0 0
182 N182 41 7.891 0 0
183 N183 47 5.151 0 0
184 N184 41 5.151 0 0.
185 N185 47 7.891 0 0
186 N186 41 11.891 0 0
187 N 187 47 9.151 0 0
188 N188 41 9.151 0 0
189 N189 47 11.891 0 0
190 N190 53 3.891 0 0
191 N191 59 1.151 0 0
192 N 192 53 'I .151 0 0
193 N193 59 3.891 0 0
194 N194 53 7.891 0 0
195 N 195 59 5.151 0 0
196 N196 53 5.151 0 0
KISA-3U Version 13.0.0 [G:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�j4
157
Company : JOE P HILL P.E.
��� Designer : CD
L�1 1 Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Joint Coordinates and Temaeratures (Confinuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
197 N 197 59 7.891 0 0
198 N198 53 11.891 0 0
199 N199 59 9.151 0 0
200 N200 53 9.151 0 0
201 N201 59 11.891 0 0
202 N202 53 15.891 0 0
203_ _ N203 - 59 _ - - -- 13.151 _ _ _ _. 0. _ _ _0_
204 N204 53 13.151 0 0
205 N205 __ 59 15.891 0 0
206 N206 65 3.891 0 0
207 N207 71 1.151 0 0
208 N208 65 1.151 0 0
209 _ N209 _ 71 __ 3.891 _ 0 0
210 N210 65 7.891 0 0
211 _ N211 _ _ _ . . _- �� - --_ .. __._5.151 __ 0 0
212 N212 65 5.151 0 0
213 N213 _ _ 71 -- 7.891_ _ __ 0 0
214 N214 65 11.891 0 0
215 - _ N215 _ - _ -_71 _ - _- _ 9.151 _ 0 0
' 216 N216 65 9.151 0 0
217 N217 71 11.891 0 _ 0
218 N218 65 15.891 0 0
219 N219 71 __ _ 13.151 0_ 0
220 N220 65 13.151 0 0
221 N221 _ 71 15.891 0 0
222 N222 65 � 19.891 0 0
223 N223 71 17.151 _ 0 0
224 N224 65 17.151 0 0
225 N225 71 19.891 0 0
226 N226 27 10.089 0 0
227 N227 29 8.688 0 0
228 N228 33 12.089 0 0
229 N229 35 9.232 0 0
' 230 N230 39 14.089 0 0
231 N231 41 12.688 0 0
!232 N232 45 16.089 0 0
233 N233 47 13.232 0 0
234 N234 51 18.089 0 0
235 N235 53 16.688 � 0 0
236 N236 57 20.089 0 0
237 N237 59 17.232 0 0_
238 N238 63 22.089 0 - - 0 -
239 __ --- N239 _ __ 65 20.688 0 0
240 N240 47 .854 0 0
241 N241 53 3.167 0 _ 0
242 N242 53 .854 0 0
243 N243 _ _ _ 47 _ 3.167 0 0
244 N244 47 4.854 0 0
245 N245 53 7.167 0 0
246 N246 53 4.854 0 0
247 N247 47 7.167 0 0
`
248 --- _ _ N248- - 47 -- - _ . --8.854 - - - __ 0 0
249 N249 53 11.167 0 0
� 250 N250 53 8.854 0 0
251 N251 47 11.167 0 0
� 252 N252 47 12.854 0 0
253 N253 53 15.167 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�j 5
158
Company : JOE P HiLL P.E.
�� Designer : CD
\.l�i I Job Number : T86 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Joint Coordinates and Temperatures (Continuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
-
254 N254 53 _ 12.854 ----- 0 0 .
255 N255 47 15.167 0 0
_.
256 N256 59 - .854 0--- ._ 0
257 N257 65 3.167 0 0
258 N258 65 .854 ---- - - -- � � - _
259 N259 59 3.167 0 0
260 N260 59 _ 4.854 0 0
261 N261 65 7.167 0 0
262 N262 65 4.854 0 0
263 N263 59 7.167 0 0
264 N264 59 8.854 0 0
265 N265 65 11.167 0 0
266 N266 65 8.854 0 0
267 N267 59 11.167 0 0
268 N268 59 12.854 0 0
269 N269 65 15.167 0 0
270 N270 65 12.854 0 0
271 N271 59 15.167 0 0
272 N272 59 16.854 0 0
273 N273 65 19.167 0 0
274 N274 65 16.854 0 0
275 N275 59 19.167 0 0
276 N276 65 20.854 0 0
277 N277 71 23.167 0 0
_ ___- -
278 N278 71---- ---- - -20.854 0 --- --- - 0 ---- -
279 N279 65 23.167 0 0
280 N280 - _- -71 0 0 0
281 N281 65 24.089 0 0
282 N282 71 24.089 0----- 0------- --
283 N283 _--_65 __ - _- - _ _ 24.484 0 0
------ - _ _ _
284 N284 69 24.089 0 0
285 N285 67 24.089 0 0
286 N286 67 ----24.484 0 0
287 N287 67 25.938 0 0
_ _--
288 N288 72.854 - 24.484 0 0
289 _ N289 71 24.484 _ 0 0
290 N290 72.854 - 24.089 -_ 0 0
291 ___ __ N291 67 25.151 0 0
292 N292 72.854 25.151 0 0
293 N293 71 25.151 0 0
294 -- N294 - 69 25.151 -- -- 0 0
295 N295 69 24.484 0 0
296 N296 72.99 24.703 0 0
297 N297 72.99 0 0 0
298 N298 72.99 25.151 0 0
299 N299 74.49 25.151 0 0
300 N300 74.49 24.703 0 0
301 N301 76.49 25.151 0 0
302 N302 76.49 24.703 0 0
303 N303 79.49 25.151 0 0
304 N304 79.49 24.703 0 0
305 N305 81.49 25.151 0 0
306 N306 81.49 24.703 0 0
307 N307 84.99 25.151 0 0
308 N308 84.99 24.703 0 0
309 N309 86.99 25.151 0 0
310 N310 86.99 24.703 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�j6
159
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : TB�B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Joint Coordinates and Temaeratures (Continued)
Label X ft Y ft Z ft Tem F Detach From Dia...
311 N311 82.989 0 0 0
312 N312 82.989 25.151 0 0
313 N313 88.99 25.151 0 0
314 N314 82.989 24.703 0 0
315 N315 88.99 24.703 0 0
316 N316 88.99 0 0 0
317 N317 72.99 1.448 _ - _ _--- � _ _- 0_- - -- _
318 N318 72,99 3.76 0 0
319 _ N319 72.99 5.448 0_ __ 0
320 N320 72.99 7.76 0 0
321 ___ N321 _ 72.99 9.448 0 0
322 N322 72.99 11.76 0 0 �
323 N323 72.99 ____ 13.448 0 0_
324 N324 72.99 15.76 0 0
325 N325 72.99. . 17.448_ _ _ -- - - � -- - - - - �- --- -- -- --
__ _- --
326 N326 72.99 19.76 0 0
327 N327 72.99 - - _- - _ 21.448 __ - ----- . -�---- - -- - - ---_ _ � _ -
328 N328 72.99 23.76 0 0
329 N329 82.989 1.448 0 0
_-- =-- - - -___-- - _._ _
� 330 N330 88.99 3.761 0 0
331 N331 88.99 1.448 _ _ _.. _ _. ---- - �-.-- - - - -- -- � -_.
- - __ . -
332 N332 82.989 3.761 0 0
333 N333 82.989 5.448 _ - _ _ 0 _ _- - _ _ _ 0
334 N334 88.99 7.761 0 0
335 N335 88.99 5.448 0 0
336 N336 82.989 7.761 0 ` 0
337 N337 82.989 9.448 0 0
338 N338 88.99 11.761 0 0
339 _ N339 88.99 9.448 0 0
340 N340 82.989 11.761 0 0_
341 N341 82.989 13.448 0 0
342 N342 88.99 15.761 0 0
343 N343 88.99 13.448 0 0 �
344 N344 82.989 15.761 0 0
345 N345 82.989 17.448 0 0
346 N346 88.99 19.761 0 0
347 N347 88.99 17.448 0 0
348 N348 82.989 19.761 0 0
349 N349 82.989 21.448 0 0
350 N350 88.99 23.761 _ 0 0
351 N351 _ _ _ 88.99 - 21.448 0 _ _ 0 _ __ __
--__ .._- _ ..._
352 N352 82.989 23.761 0 0
353 N353 72.99 37.37 0_ _ ___ 0
354 N354 72.99 37.818 0 0 - -
355 N355 74.49 37.818 0 0
356 N356 74.49 37.37 0 0
357 N357 76.49 37.818 . ___ _ _. ._ _ _. _0___.. ._ _ 0 _.---
_ _ _ _ _. _ .
358 N358 76.49 37.37 0 0
359 ___ N359 __ 79.49 37.818 0 0
360 N360 79.49 37.37 0 0
361 N361 81.49 . _ --37.818_ - ----- --� -- - _ _ - - � -- -
362 N362 81.49 37.37 0 0
363 N363 84.99 37.818 0 0
364 N364 84.99 37.37 0 0
365 N365 86.99 37.818 0 0
- - . _ ------ __ _____
' 366 N366 86.99 37.37 0 0
367 N367 82.989 37.818 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�j7
160
Company : JOE P HILL P.E.
� Designer : CD
\J�1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Joint Coordinates and Temaeratures (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�j8
161
Company : JOE P HILL P.E.
��� Designer : CD
L�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Joini Boundarv Conditions
Hot Rolled Steel Desiqn Parameters
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�j9
162
Company : JOE P HILL P.E.
� Designer : CD
\.J�1 I Job Number : TB�B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Hot Rolled Steel Desiqn Parameters (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�O
163
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Hot Rolled Steel Desiqn Parameters (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�1
164
Company : JOE P HILL P.E.
� Designer : CD
\J�i � Job Number : T8�6 EQUIPMENT
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Hot Rolled Steel Desiqn Parameters fContinued)
Checked By: JPH
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�2
165
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150 X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Hot Rolled Steel Desiqn Parameters fContinuedl
Joint Loads and Enforced Disvlacements (BLC 9: DLl
Joint Label L D M Direction Ma nitude k k-ft in rad k`s^2/ft k's^2'ft
1 N2 L Y -.15
2 ---- ------- N7 -� - - - Y - 33 __
3 N11 L Y -.36
- _..
4 N28 L Y _ _ _ _ _ _ -. 36
5 N43 . L Y -.36
6 __-N58 _ _ � - _Y . -- _ -.36 _
7 N73 L Y -.36
-_
8 N88 - - �_ _ Y - _ -.36
9 N 103 L Y -. 36
' 10 N118----- . - - � --Y-. - _--.36
11 N 133 L Y -. 36
-- - - - -
' 12 N148 ----�- - Y -.36
13 N293 L Y -.24
' 14 N354 L 1( -.3
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORP.�3
166
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T86 EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
Joint Loads and Enforced Disalacements (BLC 1: DL) fContinuedl
Joint Loads and Enforced Disalacements (BLC 2: LLl �
Joint Label L D M Direction Ma nitude k k-ft in rad k*s^2/ft k's^2'ft
1 N2 L Y -1.5
2 N7 L Y _. __ _ -- -3.3
3 N 11 L Y -3.6
_ __ _ __ _ _ --- -
4 N28 - � -- - - - Y -3.6
5 N43 L Y -3.6 �
6 _. N58 L Y _ _ - - -3.6
7 N73 L Y -3.6
---- -_ - —
8 N88 --�--- - --- -Y -3.6
9 N 103 L Y -3.6
_ ____. _
10 N 118 L Y -3.6
11 N 133 L Y -3.6
---- . . -------..— --- _ -- ------ --
12 N 148 L Y -3.6
13 N293 L Y -2.4
14 N354 L Y -3
15 N367 L Y -4.8
16 N368 L Y -1.8
Joint Loads and Enforced Displacements (BLC 3: EL)
Joint Label L D M Direction Ma nitude k k-ft in rad k`s^2/ft k's^2`ft
1 N2 L ----- X- - - - _ .. ._ .135
2 N7 _ _ _ _. ----L -------- X .135
__3 _ N11 L X .135
4 N28 L X _ ------ .135 -
- 5 - - - -- -- --N43.. . - -- -- — - L X .135 - - -
6 N58 L X .135
- �-- ---- --- __ N73 . L X .135 --- --
8 N88 L X _ .135
9 N103 L X .135
10 N118 L X .135
11 N 133 L X .135
12 N148 L X .135
13 N293 L X .135
14 N354 L X .135
15 N367 L X .135
1fi N368 L X .135
Joint Loads and Enforced Displacements (BLC 5: SWA1�
Joint Label L D M Direction Ma nitude k k-ft in rad k's^2/ft k`s^2"ft
1 N2 L X .1
2 N7 _ __ . . __ _L -. - - X.. _ �
3 N11 L X .1
4 N28 L X .1
5 N43 L X .1 '
6 N58 L X .1
7 N73 L X .1
8 N88 L X � .1
9 N 103 L X .1
10 N118 L X _ .1
11 N 133 L X .1
-
12 N 148 L X .1
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Member Distributed Loads (BLC 4: WLl
Member L... Direction Start Ma nitude k/ft End Ma nitude k/ft Start Location...End Location ...
1 M195 X -.138 -.138 0 10
Basic Load Cases
BLC Descri tion Cate o X Gra... Y Gra... Z Grav... Joint Point Distrib... Area Member SurFac...
1 DL DL -1 16
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2 LL LL 16
3 EL EL 16
4 WL WL 1
5 SWAY None 16
Load Combinations
Envelope Joint Reactions
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Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-SHORT-SHORT (2/A2)
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Company : JOE P HILL P.E.
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Envelove AISC 14th(360-101: ASD Steel Code Checks
1.625" OD x 0.09" .
1.625" OD x 0.09" ..
1.625" OD x 0.09" .
1.625" OD x 0.09'' .
1" OD x 0.073" W...
1.625" OD x 0.09" .
1.625" OD x 0.09" ..
1.625" OD x 0.09" ..
1.625" OD x 0.09" ..
1.625" OD x 0.09" ..
1.625" OD x 0.09" .
1.625" OD x 0.09" ..
1.625" OD x 0.09" ..
1.625'`OD x 0.09'`..
1" OD x 0.073" W...
1.625" OD x 0.09" ..
1.625" OD x 0.09" ..
1.625" OD x 0.09" ..
1.625" OD x 0.09" ..
1.625" OD x 0.09" ..
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" ..
1.625" OD x 0.09" .
1.625" OD x 0.09" ..
1.625" OD x 0.09" ..
1.625" OD x 0.09" .
1.625" OD x 0.09" ..
1.625" OD x 0.09" ..
1.625" OD x 0.09" ..
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" ..
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" .
1.625" OD x 0.09" .
12.395 12.994
5.333 12.994
5.333 12.994
9_945 12.994
12.994
12.994
12.922 12.994
12.922 12.994
11.072 12.994
11.268 � 12.994
12.395 12.994
3.719 12.994
3.719 12.994
12.922 12.994
11.072 12.994
12.052 12.994
11.268 12.994
11.268 12.994
12.395 12.994
3.719 12.994
12.922 12.994
12.922 12.994
11.072 12.994
12.052 12.994
11.268 12.994
11.268 12.994
12.395 12.994
3.719 12•994
3.719 12.994
12.922 12.994
12.922 12.994
11.072 12.994
12.052 12.994
11.268 12.994
11.268 '12.994
12.395 12.994
3.719 � 2.994
3.719 12.994
12.922 12.994
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Company : JOE P HILL P.E.
Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
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238
Company : JOE P HILL P.E.
� Designer : CD
L�1 I Job Number : T&B EQUIPMENT Checked By: JPN
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Globals Continued
Seismic Code ASCE 7-10
Seismic Base Elevation ft Not Entered
Add Base Wei ht? Yes
Ct X .02
Ct Z .02
T X sec Not Entered
T Z sec Not Entered
R X -- --- - - -_ _ 3
RZ 3
Ct Ex . X 75- -- --- - .__ _ _ ._
Ct Ex . Z .75
SD1 - ---_ _ _ - -- � --
SDS 1
S1------ _ _- -- � — .. _. _ _ .
TL sec 5
Risk Cat I or II
mZ 1
- - -- -- --- --- . . _-- -..
mX 1
ho Z 1
ho X 1
Hot Rolled Steel Proverties
Hot Rolled Stee/ Section Sets
Member Primarv Data
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239
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-AZ-LONG (3/A2)
Member Prima�;�r Data (Continued)
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Column
Beam
HBrace
Column
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Column
Beam
HBrace
Column
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Column
Beam
HBrace
Column
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.Fd3�e 3
240
Company : JOE P HILL P.E.
� Designer : CD
V�1 1 Job Number : T8B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Primarv Data (Continuedl +
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Column
Beam
HBrace
Column
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
VBrace
Column
Beam
HBrace
Column
Beam
VBrace
Beam
Beam
VBrace
Beam
Beam
verace
Beam
Beam
VBrace
Beam
Beam
VBrace
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.Fd�e 4
241
,�
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Primarv Daia (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.Fd3�je 5
242
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Primarv Data (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.I�e 6
243
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Primarv Data (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.f�e 7
244
Company : JOE P HILL P.E.
� Designer : CD
V�1 1 Job Number : T8B EQUIPMENT
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Primarv Data (Continuedl
Checked By: JPH
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.Fd3�e 8
245
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Primarv Data fContinued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.I�e 9
246
Company : JOE P HILL P.E.
� Designer : CD
Vj�l I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Primarv Data (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.R� 10
247
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Advanced Data
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
1 M1 Yes None
2 M2 Yes None
3 M3 BenPIN BenPIN Yes None
4 M4 Yes None
5 M5 Yes None
' 6 M6 Yes None
7 _ M7_ _ _ Yes None
__. _ .
8 M8 Yes None
9 M9 _ _ _ Yes None
10 M10 Yes None
11 M11 Yes None
- - -
12 M12 Yes None
13 M13 Yes None
14 M14 Yes None
15 M15 Yes None
- - -- -
16 M16 Yes None
17 M17 Yes None
18 M18 Yes None
19 M19 Yes None
20 M20 Yes None
21 M21 Yes None
22 M22 Yes None
23 M23 Yes None
-- — -
24 M24 BenPIN BenPIN Yes None
25 M25 Yes None
i 26 M26 Yes None
27 M27 Yes None
28 M28 Yes None
29 M29 Yes None
30 M30 Yes None
31 M31 Yes None
32 M32 Yes None
33 M33 Yes None
34 M34 Yes None
35 M35 Yes None
36 M36 Yes None
37 M37 Yes None
38 M38 Yes None
39 M39 Yes None
40 M40 Yes None
41 M41 Yes None
_.
42 M42 Yes None
43 M43 Yes None
__ _. ___ __
44 M44 Yes None
45 M45 BenPIN BenPIN Yes_ None
46 M46 Yes None
47 M47 __ _ _ Yes None
48 M48 Yes None
49 M49 Yes None
50 M50 Yes None
51 M51 Yes None
52 M52 Yes None
53 M53 Yes None
54 M54 Yes None
55 M55 Yes None
56 M56 Yes None
57 M57 Yes None
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\:..\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.RB� 11
.•
Company : JOE P HILL P.E.
� Designer : CD
U,�i I Job Number : T&B EQUIPMENT Checked By: JPH
� Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Advanced Data (Continued)
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
58 M58 Yes None
59 M59 Yes None
. _ _ _ _ _ -- --
60 M60 Yes None
61 M61 Yes None
_
62 M62 Yes None
63 M63 Yes None
_ _ _
64 M64 -- -- - Yes - - -- - - _ _ None
65 M65 Yes None
66 M66 BenPIN BenPIN Yes None
67 M67 Yes None
' 68 M68 Yes None
69 M69 Yes None
' 70 M70 Yes None
71 M71 Yes None
72 M72 Yes None
73 M73 Yes None
� 74 M74 Yes None
75 M75 Yes None
' 76 M76 Yes None _
77 M77 _ Yes None
� 78 M78 Yes None
79 M79 Yes None
80 M80 Yes None
81 M81 _ _ Yes None
82 M82 Yes None
83 M83 _ _ _ _ Yes None
84 M84 Yes None
85 M85 Yes None
86 M86 - - --- - — - - - Yes - None
87 M87 BenPIN BenPIN Yes None
_ _-- - - - - _ --- - -
88 M88 Yes None
_89 M89 Yes __- _- - _ - -- _- - None
- -- -- ---- -
90 M90 Yes None
91 _ M91 _ _ _ _ _ Yes None
92 M92 Yes None
93 M93____ _ _ _ _ Yes None
_ 94 _ - M94 -- Yes _ _None
95 M95 _ _ _ Yes _ None_ _
96 M96 Yes None
97 M97 Yes None
98 M98 - -- Yes --- - --- -None
99 M99 Yes None
100 M100 Yes None
101 M101 Yes None
102 M102 Yes None
103 M103 Yes None
104 M104 Yes None
105 M105 Yes None
'106 M106 Yes None
107 M107 Yes None
108 M108 BenPIN BenPIN Yes None
109 M109 Yes None
110 M110 Yes None
111 M111 Yes None
112 M112 Yes None
113 M113 Yes None
114 M114 Yes None
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.FtB� 12
249
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Advanced Data (Continuedl
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
115 M115 Yes None
116 M116 Yes None
117 M117 Yes None
118 M118 Yes None
119 M119 Yes None
120 M120 Yes None
121 M121 Yes None
122 M122 Yes None
123 M123 Yes None
--- --- --- _ .
124 M124 Yes None
125 M125 Yes None
- --- -----
�126 M126 Yes None
127 M127 Yes None
_ _.. _
128 M128 Yes None
129 M129 BenPIN BenPIN Yes None
130 M130 Yes None
131 M131 Yes None
132 M132 - -- - ------ --- - - Yes - -- None
133 M133 Yes None
_- --- - -- ----- - -
134 M134 Yes None
135 M135 Yes None
136 M136 Yes None
137 M137 Yes None
138 M138 Yes None
139 M139 Yes None
140 M140 Yes None
141 M141 Yes None
142 M142 Yes None
143 M143 Yes None
144 M144 Yes None
145 M145 Yes None
146 M146 • Yes None
147 M147 Yes None
___----
148 M148 Yes None
149 M149 Yes None
150 M150 BenPIN BenPIN Yes None .
151 M151 Yes None
152 M152 Yes None
153 M153 Yes None
154 M154 Yes None
_155 __M_165 Yes None
156 M156 Yes None
157 M157 _ _ _ Yes _ None
-- _ _
158 M158 Yes None
159 __M159 Yes None
160 M160 Yes None
161 M161 _ _ _ _ _ Yes None
162 M162 - - _ _ .._ _ __. __. _. Yes ---- __ None
163 M163 Yes None
--- --. _ _
164 M164 Yes None
165 M165 Yes None
166 M166 Yes None
167 M167 Yes None
168 M168 Yes None
169 M169 Yes None
_ __ _
170 M170 Yes None
171 M171 BenPIN BenPIN Yes None
KISA-3U Version 13.OA �G:\...\...\...\...\...\...\...\150' X 32 RaW BLEAGHER-150X16 FLOOR-A2-LONG.R� 13
250
Company : JOE P HILL P.E.
� Designer : CD
V�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Advanced Data �Continuedl
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
172 M172 Yes None
173 M173 Yes None
-
174 M174 Yes None
175 M175 Yes None
_ -- -- - - -
176 M176 Yes None
177 M177 Yes None
178 M178 -- --- - Yes - --None
179 M179 Yes None
180 M180 Yes None
181 M181 Yes None
182 M182 Yes None
183 M183 Yes None
184 M184 Yes None
185 M185 Yes None
186 M186 Yes None
187 M187 Yes None
188 M188 Yes None
189 M189 Yes None
190 M190 Yes None
191 M191 Yes None
192 M192 BenPIN BenPIN Yes None
193 M193 Yes None
194 M194 Yes None
195 M195 Yes None
- ----- - -
�196 M196 Yes None
197 M197 Yes None
198 M198 Yes None
199 M199 Yes None
_. _
�200 M200 Yes None
201 M201 Yes None
_ . _ ._.
202 M202 Yes None
203 M203 Yes None
'204 M204 Yes None
205 M205 Yes None
'�206 M206 ' Yes None
207 M207 Yes None
_ _ _- -- -
- - --
208 M208 Yes None
209 M209 Yes None
210 M210 - _ - - - Yes - None ---
211 M211 Yes None
-- ----
212 M212 Yes None
213 M213 BenPIN BenPIN Yes None
214 M214 Yes None
215 M215 Yes None
216 M216 Yes None
217 M217 Yes None
218 M218 Yes None
219 M219 Yes None
220 M220 Yes None
221 M221 Yes None
222 M222 Yes None
223 M223 Yes None
224 M224 Yes None
225 M225 Yes None
226 M226 Yes None
227 M227 Yes None
228 M228 Yes None
KiSA-�u version ��.u.o �(::�...�...�...\...\...\...\...\15a' X 32 ROW BLEAGHER-150X16 FLOOR-A2-LONG.Ft� 14
251
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T�B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Advanced Data fContinued)
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical TOM Inactive Seismic Desi ...
229 M229 Yes None
230 M230 Yes None
231 M231 Yes None
232 M232 Yes None
233 M233 Yes None
234 M234 BenPIN BenPIN Yes None
235 M235 Yes None
_- — _ _ _.
236 M236 Yes None
237 M237 Yes None
238 M238 Yes None
239 M239 Yes None
240 M240 Yes None
241 M241 _ _ _ Yes None
�242 M242 Yes None
243 M243 Yes None
!244 M244 Yes None
245 M245 Yes None
_ _ .___ -
246 M246 Yes None
247 M247 Yes None
248 M248 Yes None
249 M249 Yes None
--
250 M250 Yes None
251 M251 Yes None
__ . . . - - -- -- _ _ -
252 M252 Yes None
253 M253 Yes None
254 M254 Yes None
255 M255 BenPIN BenPIN Yes None
256 M256 Yes None
257 M257 Yes None
258 M258 Yes None
259 M259 Yes None
260 M260 Yes None
261 M261 Yes None
262 M262 Yes None
263 M263 Yes None
264 M264 Yes None
265 M265 Yes None
266 M266 Yes None
267 M267 Yes None
268 M268 Yes None
269 M269 Yes None
- _
270 M270 Yes None
271 M271 Yes None
_ _
272 M272 Yes None
273 M273 Yes None
274 M274 _ - Yes --- None
275 M275 Yes None
_ _ _ _
276 M276 Yes None
277 M277 Yes None
278 M278 - .. _ --- __._._ - - - Yes - -- _ None
279 M279 Yes None
_ _ _ --
280 M280 Yes None
281 M281 Yes None
---- -- - -- -- - -- _
282 M282 Yes - - - - - _ _ None
283 M283 BenPIN BenPIN Yes None
_ _ _ _ _. - - - - - -
284 M284 Yes None
285 M285 Yes None
KISA-3U Version 13.U.0 �G:\...�...�...�...�...\...\...\150' X 32 FZUW BLEACHER-150X16 FLOOR-A2-LONG.R� 15
252
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Advanced Data (Continuedl
Label I Release J Release I Offset in J Offset in T/C Onl Ph sical • TOM Inactive Seismic Desi ...
286 M286 Yes None
287 M287 Yes None
288 . M288 - - - Yes None
289 M289 Yes None
290 M290 - - - - � Yes - None
291 M291 Yes None
_ _ _ -- - - - -
292 M292 Yes .None
293 M293 BenPIN BenPIN Yes None
294 M294 Yes None
295 M295 Yes None
296 M296 Yes None
297 M297 Yes None
298 M298 Yes None
299 M299 Yes None
�300 M300 Yes None
301 M301 Yes None
302 M302 Yes None
303 M303 BenPIN BenPIN Yes None
304 M304 Yes None
305 M305 Yes None
306 M306 Yes None
307 M307 Yes None
308 M308 Yes None
309 M309 Yes None
______- -- -- —
310 M310 Yes None
311 M311 Yes None
312 M312 Yes None
313 M313 BenPIN BenPIN Yes None
314 M314 Yes None
315 M315 ___ Yes None
-- - - -- -
316 M316 Yes None
317 _ M317 Yes None
- - -...-- --. _
318 M318 Yes None
319 M319 Yes None
-
320 M320 Yes None
321 M321 Yes None
- -- - -
322 M322 Yes None
323 M323 BenPIN BenPIN __ Yes None
' 324 M324 Yes None
325 M325 _ Yes None
:326 M326 Yes None
327 M327 Yes None
328 M328 Yes None
329 M329 Yes None
330 M330 Yes None
331 M331 Yes None
332 M332 Yes None
333 M333 BenPIN BenPIN Yes None
334 M334 BenPIN BenPIN Yes None
335 M335 BenPIN BenPIN Yes None
336 M336 BenPIN BenPIN Yes None
337 M337 BenPIN BenPIN Yes None
338 M338 BenPIN BenPIN Yes None
339 M339 BenPIN BenPIN Yes None
340 M340 BenPIN BenPIN Yes None
341 M341 BenPIN BenPIN Yes None
� 342 M342 BenPIN BenPIN Yes None
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.R� 16
253
Company : JOE P HILL P.E.
� Designer : CD
V�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Advanced Data (Continued)
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.Fta� 17
254
Company : JOE P HILL P.E.
� Designer : CD
V�1 I Job Number : T86 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Advanced Data (Continuedl
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR A2-LONG.� 18
255
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Advanced Data (Continued)
Joint Coordinates and Temneratures
Label X ft Y ft Z ft Tem F Detach From Dia...
__�__ ._ N1 ---_ _ _ �___ � _ � _ �
2 N2 0 24.234 0 0
3 N3 ___ 0_ ___ 24.957 0 0
4 N4 6 0 0 0
5 N5 6 21.495 0 0
- - -__. .
6 N6 0 21.495 0 0
7 N7 6 _ 24.234 0 0
8 N8 0 20.234 0 0
9 N9 6 17.495_ 0 0
- -_ _
10 N 10 0 17.495 0 0
_ 11 N11 6 20.234 ____ _ 0__ 0
12 N12 0 16234 0 0
13 N 13 6 13.495 _ __ 0 0
14 N14 0 13.495 0 0
15 ------_N15- ----- - --- --6 __ 16.234 0- - - _ �--
16 N16 0 12.234 0 0
17 N17 6 9.495 _ 0 0
18 N18 0 9.495 0 0
19 N19 6 12234 0 0
20 N20 0 8.234 _.._. .___ -- 0- _ 0
21 - - - - _ N21_ - -- _ _ _ -6 - 5.495 0 _ . 0
22 N22 0 5.495 0 0
23 N23 6 8.234 0 0
--- --------- -- -- -- -- - ---
� 24 N24 0 4.234 0 0
25 N25 6 1.495 _ __ 0 0
� 26 N26 0 1.495 0 0
27 - _ N27 ___ _ ._ _ .__6 _ 4.234 0 0
28 N28 12 0 0 0 _ _
29 N29 12 24.234 -- _ _ 0 0
30 N30 18 0 0 0
31 N31 __ _ 18 21.495 0 0
-- - _._
32 N32 12 21.495 0 0
33 N33 18 24.234 0__ 0
34 N34 12 20.234 0 0
35 N35 18 17.495 0 0
_ _ _
36 N36 12 17.495 0 0
37 N37 18 20.234 ' 0 0
38 N38 12 16.234 - 0 . 0
39 N39 18 ___ 13.495 0 0
40 -------- N40 _ - - -- - - -12 13.495 0 0
41_ N41 _ 18 16.234 0 0
42 N42 12 12.234 0 -- - 0
43 N43 18 9.495 0 0
__
44 _ N44 12 9.495 0 0
45 N45 18 _ 12.234 0 0
- --- -- - .
46 N46 12 8234 0 0
47 N47 18 5.495 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.R�kj 19
256
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and Temperatures (Continuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
48 N48 12 5.495 0 0
49 N49 18 8.234 0 0
-50 N50 ---- - 12 4.234 0 --- �
51 N51 18 1.495 0 0
_ -
52 N52 --- - 12 ---- 1.495 0 0
53 N53 18 4.234 0 0
54 N54 - - - 24 - � . _._ _ - � --- �
55 N55 24 24.234 0 0
56 N56 30 0 0 0
57 N57 30 21.495 0 0
58 N58 24 21.495 0 0
59 N59 30 24.234 0 0
60 N60 24 20.234 0 0
61 N61 30 17.495 0 0
62 N62 24 17.495 0 0
63 N63 30 20.234 0 0
64 N64 24 16.234 0 0
65 N65 30 13.495 0 0
66 N66 24 13.495 0 0
67 N67 30 16.234 0 0
' 68 N68 24 12.234 0 0
69 N69 30 9.495 0 0
70 N70 24 9.495 0 0
71 N71 30 12.234 0 0
72 N72 24 8.234 0 0
_73__ __ N73 30 5.495 _ 0 0
' 74 N74 24 5.495 0 0
75 N75 30 8.234 0 0
� 76 N76 24 4.234 0 0
77 N77 30 1.495 0 0
___
� 78 N78 24 1.495 0 0
79 N79 ___ 30 4.234 0 0
80 N80 36 0 - 0 ---- -- - - -- .� _ . . _
81 N81 -- -- ----.._ __36 ___ 24.234 0 0
82 N82 42 0 0- 0 --- -
83 N83 __ ____ _ 42 21.495 0 0
84 N84 36 21.495 0 --0-- ------ - - ---- - ----
85 N85 42 24.234 0 0
86 N86 36 20.234 0 0
87 N87 42 17.495 0 0
-_ _ _ ----_.
88 N88 36 17.495 0 0
89 N89 42 20.234 0 0
90 N90 36 16.234 0 0
91 N91 42 13.495 0 0
92 N92 36 13.495 0 0
93 N93 42 16.234 0 0
94 N94 36 12.234 0 0
95 N95 42 9.495 0 0
96 N96 36 9.495 0 0
97 N97 42 12.234 0 0
98 N98 36 � 8.234 0 0
99 N99 42 5.495 � 0 0
100 N 100 36 5.495 0 0
101 N 101 _ 42 8.234 0 0
102 N 102 36 4.234 0 0
103 N 103 42 1.495 0 0
104 N 104 36 1.495 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.R� 20
257
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and Temaeratures (Continuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
105 N105 42 4.234 0 0
106 N106 48 0 0 0
107 N107 48 24.234 0 0
108 N108 54 0 0 0
109 N 109 54 21.495 0 0
110 N 110 48 21.495 0 0
111 N 111 54 24.234 0 0
112 N 112 48 20.234 0 0
113 N 113 54 _ 17.495 0 0
114 N 114 48 17.495 0 0
115 N 115 54 20.234 0 0 �
116 N116 48 16.234 0 0
117 N 117 54 13.495 0 0
118 N 118 48 13.495 0 0
119 N119 54 16.234 0 0
---
120 N120 48 12.234 0 0
121 N 121 54 9.495_ _ 0 0
122 N122 48 9.495 0 0
123 N123 54 12.234 0 0
_
124 N124 48 8.234 0 0
125 N125 54 5.495 0 0
126 N126 48 5.495 0 0
127 N127 54 8.234 0 0
- - -
128 N128 48 4.234 0 0
129 ___ _ N129 54 1.495 0 0
130 N130 48 1.495 0 0
131 N131 54 4.234 0 0
132 N132 60 0 0 0
133 N133 60 24.234 0 0 _
134 N134 66 0 0 0
135 N135 66 21.495 0 0
136 N136 60 21.495 0 0
137 N137 66 24.234 0 0
138 N138 60 20.234 0 0
139 _ N139 66 17.495 0 0
140 N140 60 17.495 0 0
141 N141 66 20.234 0 0
142 N142 60 16.234 0 0
143 N143 66 13.495 0 0
144 N144 60 13.495 0 0
145 N145 66 16.234 0 0
146 N146 60 12.234 0 0
147 N147 66 9.495 0 0
148 N148 60 9.495 0 0
149 N149 66 12.234 0 0
150 N150 60 8.234 0 0
151 N 151 66 _ 5.495 0 0
152 N152 60 5.495 0 0
_1_53 __ __ __ N153 66 8.234 0 0
_ - -__
154 N154 60 4.234 0 0
155 N155 66 ___ _____1.495 0 0
156 N156 60 1.495 0 0
157 __ ____N167 66 4.234 0 0
158 N158 72 0 - - - -- -0 - 0 -- -
159 N159 72 24.234 0 0
i160 N160 78 0 0 0
161 N161 78 21.495 0 0
KISA-3D version 13.0.0 [G:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.R� 21
258
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8�B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and TemAeratures (Continuedl
Label X fl Y ft Z ft Tem F Detach From Dia...
162 N162 72 21.495 0 0
163 N163 78 24.234 0 0
164 N164 72-- 20.234 - 0 0 -
165 N165 � 78 17.495 0 0
166 N166 -- 72 17.495 0 -- 0 --
167 N167 78 20.234 0 0
_-- -
168 N168 72 -- -- 16.234 --- 0- 0
169 N169 78 13.495 0 0
170 N170 72 13.495 0 0
171 N171 78 16.234 0 0
' 172 N172 72 12.234 0 0
173 N 173 78 9.495 0 0
174 N 174 72 9.495 0 0
175 N175 78 12.234 0 0
' 176 N 176 72 8.234 . 0 0
177 N 177 78 5.495 0 0
178 . N 178 72 5.495 0 0
179 N 179 78 8.234 0 0
' 180 N 180 72 4.234 0 0
181 N181 78 1.495 0 0
! 182 N 182 72 1.495 0 0
183 N 183 78 4.234 0 0
'184 N184 84 0 0 0
185 N 185 84 24.234 0 0
!186 N186 90 0 0 0
187 N187 90 21.495 0 0
188 _ - - N 188 84 - --- - 21.495 0 - - - --- 0
189 N 189 90 24.234 0 0
- - -- - --
190 N190 84 20.234 0 0
191 N191 90 17.495 0 0
� 192 N192 84 17.495 -_ 0 0
193 N193 90 20.234 0 0
194 N194 84 16.234 0 0
195 N195 90 13.495 0 0
- - - --
196 N196 84 13.495 0 0
197 N197 90 16.234 0 0
- - ---- - -
198 N 198 84 12.234 0 0
199 N 199 90 9.495 0 0
_- _._.__
200 N200 84 9.495 0 0
201 N201 90 12.234 0 0
202 N202 84 8.234 0 0 --- -
203 N203 90 5.495 0 0
204 N204 84 5.495 0 0
205 N205 90 8.234 0 0
206 N206 84 4.234 0 0
207 N207 90 1.495 0 0
208 N208 84 1.495 0 0
209 N209 90 4.234 0 0
210 N210 96 0 0 0
211 N211 96 24.234 0 0
212 N212 102 0 0 0
213 N213 102 21.495 0 0
214 N214 96 21.495 0 0
215 N215 102 24.234 0 0
216 N216 96 20.234 0 0
217 N217 102 17.495 0 0
_-- - -
218 N218 96 17.495 0 0
rciSA-su version ��.u.o �c:�...�...�...�...�...�...\...\150' X 32 R(JW BLEAGHER-150X16 FLOOR-A2-LONG.R� 22
259
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and Temperatures (Continued)
Label X ft Y ft Z ft Tem F Detach From Dia...
219 N219 102 20.234 0 0
220 N220 96 16.234 0 0
221 N221 102 13.495 0 0
222 N222 96 13.495 0 0
223 N223 102 16.234 0 0
224 N224 96 12.234 0 0
225 - -_ _- _ - N225-__ __ _ _ - _ _ 102 9.495 0 0
226 N226 96 9.495 0 --- 0
227 N227 102 12.234 0 0
228 N228 96 8.234 0 0 --
229 N229 102 5.495 0 0
_ -- - -
230 N230 96 5.495 0 0
231 _ __ N231 102 8.234 0__ _ 0
' 232 N232 96 4.234 0 0
233 -__-N233___ ____ __ 102 1.495 0 _ 0
234 N234 96 1.495 0 0
235 N235 _ _ _ _ __ _ 102 _ 4.234 0 __ 0
236 N236 108 0 0 0
237 _- N237 _-- -_ _ _ _ -108 24.234 0 0
238 N238 114 0 0 0
239 N239 __ __ __ 914 21.495 0 0
240 N240 108 21.495 0 0
241 ___ N241 __ _ 114 24.234 0 0
242 N242 108 20.234 0 0
243 N243 114 17.495 _ 0 0
244 N244 108 17.495 0 0
245 N245 114 20.234 0 0
246 N246 108 16.234 0 0
247 N247 114 13.495 0 0
248 N248 108 13.495 0 0
249 N249 114 16.234 0 0
250 N250 108 12.234 0 0
251 N251 114 9.495 0 _ 0
252 N252 108 9.495 0 0
253 N253 114 12.234 0 0
254 N254 108 8.234 0 0
255 N255 114 5.495 0 0
256 N256 108 5.495 0 0
257 N257 114 8.234 0 0
258 N258 108 4.234 0. 0
259 _ N259 114 1.495 0 __ 0 _
260 N260 108 1.495 0 0
261 N261 _114 4.234 _ __ 0 0
262 N262 120 0 0 0
263 N263 120 24.234 0 _ 0 _
264 N264 126 0 0 0
265 N265 126 _ _ 21.495_ _ _ _ _ _ _ 0 0
266 N266 120 21.495 0 0
267 ___- __ _ N267 ____ __ 126 24.234 0 0
- - _ __--
268 N268 120 20.234 0 0
269 N269 126 17.495 0_ __ 0
270 N270 120 17.495 0 0
271 N271 126 20.234 0 0
_._ _ _ ____
' 272 N272 120 16.234 0 0
273 N273 126 13.495 0 0
� 274 N274 120 13.495 0 0
275 N275 126 16.234 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.Ft3d� 23
260
Company : JOE P HILL P.E.
� Designer : CD
Vi�l 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and Temaeratures (Continued) '
Label X ft Y ft Z ft Tem F Detach From Dia...
- _
278 N276 120 12.234 0 0
277 N277 126 9.495 0 0
278 N278 120 -- -- - 9.495 0--- --- - 0
279 N279 126 12.234 0 0
---- -----
280 N280 120 8.234 0 0
281 N281 126 5.495 0 0
282 N282 - 120 ---- -- 5.495 0 - - 0
283 N283 126 8.234 0 0
284 N284. 120 4.234 0 0
285 N285 126 1.495 0 0
286 N286 120 1.495 0 0
287 N287 126 4.234 0 0
288 N288 132 0 0 0
289 N289 132 24.234 0 0
290 N290 138 0 0 0
291 N291 138 21.495 0 0
292 N292 132 21.495 0 0
293 N293 138 24.234 0 0
294 N294 132 20.234 0 0
295 N295 138 17.495 0 0
296 N296 132 17.495 0 0
297 N297 138 20.234 0 0
298 N298 132 16.234 0 0
299 N299 138 __ 13.495 0 0
- -- -
300 N300 132 13.495 0 0
301 __ _ _ N301 __ _ __ _ _ __ _ 138_ 16.234 0 _0
302 N302 132 12.234 0 0
303 N303
-- --138_------ - 9.495 0 0
304 N304 132 9.495 0 0
305 N305 138 _ __ 12.234 0 0 _
306 N306 132 8.234 0 0
307 N307 138 __5.495_ ___ 0 0
308 N308 132 5.495 0 0
309_ ___ N309 138 8234 _ 0 0
310 N310 132 4.234 0 0
31_1_ ___ N311 138 1.495 0 0
312 N312 132 1.495 0 0
313 __ N313 138 4.234 0 0
314 N314 144 0 0 0
__316 __ N315 144 24.234__ _ ___ 0 0
316 N316 150 0 0 0
317 N317 150 24.957 0 0
' 318 N318 150 21.495 0 0
319 N319 144 21.495 0 0
320 N320 150 _ 24.234 0 0
321 N321 144 20.234 0 0
' 322 N322 150 17.495 0 0
323 N323 144 17.495 0 0
324 N324 150 20.234 0 0
325 N325 144 16.234 0 0
326 N326 150 13.495 0 0
327 N327 144 13.495 0 0
328 N328 150 16234 0 0
329 N329 144 12234 0 0
330 N330 150 9.495 0 0
331 N331 144 9.495 0 0
332 N332 150 12.234 0 0
KISA-3U Version 13.U.� �(::\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.R3� 24
261
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and Temaeratures (Continuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
333 N333 144 8.234 0 0
334 N334 150 5.495 0 0
335 N335 144 5.495 0 0
336 N336 150 8.234 0 0
337 N337 144 4.234 0 0
338 N338 150 1.495 0 0
339 ___N339 144 1.495 0 0
340 N340 150 4.234 0 0
341 N341 42 28.901 0 0
342 N342 48 26.161 0 0
343 N343 42 ___ 26.161 0 0
- - --
344 N344 48 28.901 0 0
345 __ __ N345 ___ 42 32.901 0 0
346 N346 48 30.161 0 0
347 __ N347 42 30.161 0 0
348 N348 48 32.901 -- ---0 ---- _ 0
349 ___ _ -----_-N349 _ _ - - 42 36.901 0 0
350 N350 48 34.161 0 0
351__ __ _ _ __ _ _ __N361 _ _ _ _ _ _ 42 34.161 0 0
352 N352 48 36.901 0 0
353 __ N353 _ _ __ 48 37.624 0 0
354 N354 42 37.624 0 0
355_ __.. .. _ _ __ N355 _ _ 54 28.901 0 _ .. - - _ . _0
356 N356 60 26.161 0 0
357 N357 54 � 26.161 0 0
� 358 N358 60 28.901 0 0
359 _ N359 54 32.901 0 0
360 N360 60 30.161 0 0
361 N361 54 30.161 _ 0 0
' 362 N362 60 32.901 0 0
363 N363 54 36.901 0_ 0
364 N364 60 34.161 0 0
365 _ N365 54 34.161 0 0
366 N366 60 36.901 0 0
367 N367 60 37.624 0 0 _
368 N368 54 37.624 0 0
369 N369 66 28.901 0 0
370 N370 72 26.161 0 0
371 N371 66 26.161 0 • 0
372 N372 72 28.901 0 0
373 N373 66 32.901 0 0
374 N374 72 30.161 0 0
375 N375 66 30.161 0__ 0
376 N376 72 32.901 0 0
377 _ _ --_ --- N377 _ -- - _ _ 66 36.901 0 0___ __-- - - - -- -
378 N378 72 34.161 0 0
379 N379 66 34.161 0 0
380 N380 72 36.901 0 0
381 _-- -____N381_-- __ _ 72 37.624 0 0
382 N382 66 37.624 0 0
383 N383 78 28.901 ___ 0__ _ 0
384 N384 84 26.161 0 0
385 _--_ _ N385-_- __ - __ -__-_ _78 26.161 0 0
386 N386 84 28.901 0 0- --- ----- - -
387 N387 78 32.901 0 0
388 - N388 84 30.161 ----0 _ - 0-
389 N389 78 30.161 0 0
KISA-3U Version 13.0.0 �G:\...�...\...\...\...\...\...\150' X 32 RUW BLEAGHER-150X16 FLOOR-A2-LONG.Fi3� 25
262
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8B EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and Temperatures (Continuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
_. --__ _ _ _
390 N390 84 32.901 0 0
391 N391 78 36.901 0 0
--- - _
392 N392 84 34.161 - 0 0
393 N393 78 34.161 0 0
____ --__ ._.
394 N394 84 36.901 0 0
395 N395 84 37.624 0 0
- - ---
396 N396 78 37.624 0 0
397 N397 90 28.901 0 0
398 N398 96 26.161 0 0
399 N399 90 26.161 0 0
400 N400 96 28.901 0 0
401 N401 90 32.901 0 0
402 N402 96 30.161 0 0
403 N403 90 30.161 0 0
404 N404 96 32.901 0 0
405 N405 90 36.901 0 0
406 N406 96 34.161 0 0.
407 N407 90 34.161 0 0
408 N408 96 36.901 0 0
409 N409 96 37.624 0 0
410 N410 90 37.624 0 0
411 N411 102 28.901 0 0
412 N412 108 26.161 0 0
413_ _ _ ___ _ N413 _ ____ _ _ _ _ 102 26.161 0 0
414 N414 108 28.901 - - _ -- 0-- -- --- -- -- --� --- - -
415_ ____ __ _ N415 . 102 32.901 0 0
416 N416 108 30.161 0 0
417 N417 _ _ _ _ _ _ _ 102 30.161 0 0 _
- -
418 N418 108 32.901 0 - - - --- - 0 -- --- - -- -- -
419 N419 102 36.901 0 0
-
420 N420 108 34.161 0 0
421 N421 _ _ _ _ __ __ 102 _ _ _ _ 34.161 0 0 _
_ --_-_---
422 N422 108 36.901 0 0
423 N423 108 __ __ __ __ _ 37.624 0 0
424 N424 102 37.624 0 0
425 N425 6 24.957 0 0
426 N426 12 ___ -_ 24.957 0 0
427 N427 6 21.198 0 0
428 N428 . 12 -- -----23.511 __ 0 0
429 N429 12 __ _ 21.198 0 0
430 N430 6 23.511 0 0
431 N431 6 17.198 0 0
432 N432 12 19.511 0 0
433 N433 12 17.198 0 0
434 N434 6 19.511 0 0
435 N435 6 9.198 0 0
436 N436 12 11.511 0 0
437 N437 12 9.198 0 0
438 N438 6 11.511 0 0
439 N439 6 1.198 0 0
440 N440 12 3.511 0 0
441 N441 12 1.198 0 0
442 N442 6 3.511 0 0
443 N443 18 24.957 0 0
444 N444 24 24.957 0 0
445 N445 18 21.198 0 0
,446 N446 24 23.511 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.Ra� 26
263
Campany : JOE P HILL P.E.
� Designer : CD
\J� I Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and Temaeratures (Continued)
Label X ft Y ft Z ft Tem F Detach From Dia...
447 N447 24 21.198 0 0
448 N448 18 23.511 0 0
449 N449 18 17.198 0 • 0
450 N450 24 19.511 0 0
451 N451 24 17.198 0 0
452 N452 18 19.511 0 0
453 N453 18 9.198 0 0
! 454 N454 24 11.511 0 0
455 N455 24 9.198 - - - - - - - � -- -- -. _ _ _ _ �
456 N456 18 11.511 0 0
457 N457 18 1.198 0_ 0___
-- _
458 N458 24 3.511 0 0
459 N459 _ 24 __ 1.198 0 0
460 N460 18 3.511 0 0
461 N461 ______ _____ 30 _ 24.957 0 0
462 N462 36 24.957 0 0
463 ____ ____ N463 30 21.198 0 _ 0
' 464 N464 36 23.511 0 0
465 _ _ _ _ _N465 _ _ _____ 36 21.198 0 0
' 466 N466 30 23.511 0 0
467 __ _N467 __ __ 30 17.198 0 0
_ . __
468 N468 36 19.511 0 0
469 N469 36 ___ ____ _ 17.198___ _ 0 0
470 N470 30 19.511 0 0
471 N471 30 9.198 0 0
_
472 N472 36 11.511 0 0
473 N473 36 9.198 0 0
474 N474 30 11.511 0 0
475 N475 30 1.198 0 0
476 N476 36 3.511 0 0
477 N477 36 1.198 0 0
,478 N478 30 3.511 0 0
479 N479 42 24.957 0 0
480 N480 48 24.957 0 0
481 _ N481 42 21.198 0 _ 0
482 N482 48 23.511 0 0
483 N483 48 21.198 0 0
484 N484 42 23.511 0 0
485 N485 42 17.198 0 0
486 N486 48 19.511 0 0
487 N487 48 __ __ 17.198_ _ 0 0
488 N488 42 19.511 0 0
489 N489 42 9.198 0 0_
_. _ - --- - -
490 N490 48 11.511 0 0
491 N491 48 ___ __ 9.198 0 0
492 N492 42 1'1.511 0 0
493 . . . _ - - --N493 42 1.198 __ _ _ . 0 _ _ �
494 N494 48 3.511 0 0
495 N495 __ __ _____ 48 _ 1.198 0 0
_ _
496 N496 42 3.511 0 0
497 N497 54 24.957-- __ ___ 0_ 0
498 IV498 60 24.957 0 0
499 N499 ___ ___ _ 54__ _- 21.198 0 0
� 500 N500 60 23.511 0 0
501 N501 60 21.198 0 0
' S02 N502 54 23.511 0 0
503 N503 54 17.198 0 0
RISA-3D Versfon 13.OA [G:\...\...\...\...\...\...\...\150' X 3Z KUW t3LtAGNtK-'IbUX'16 rLUUK-AZ-LUNV.K�� Zi
264
Company : JOE P HILL P.E. .
� Designer : CD
V�i I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and Temperatures (Continuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
504 N504 60 19.511 0 0
505 N505 60 17.198 0 0
_ __ _
506 N506 54 19.511 0 0
507 N507 54 9.198 0 0
-- - __._
508 N508 60 11.511 0 0
509 N509 60 9.198 0 0
_ ---- -
510 � N510 54 11.511 0 0
511 N511 54 1.198 0 0
512 N512 60 3.511 0 0
513 N513 60 1.198 0 0
' S14 N514 54 3.511 0 0
515 N515 66 24.957 0 0
516 N516 72 24.957 0 0
517 N517 66 21.198 0 0
518 N518 72 23.511 0 0
519 N519 _ 72 21.198 0 _0
�520 N520 66. 23.511 0 0
521 N521 66 17.198 0 0
522 N522 72 19.511 0 0
523 N523 72 17.198 0 0
524 N524 66 19.511 0 0
525 N525 66 9.198 0 0
526 N526 72 11.511 0 0
527 - -___ N527 _ _ 72 9.198
--- - - - -�---- . ._ 0
528 N528 66 11.511 0 0
529 _ -_ N529 66 _ __ 1.198-_-- _---_ - - 0 __ 0
530 N530 72 3.51'I 0 0
531- - - --- N531 _ - - _ _ . 72 1.198 . _ 0 _ .--- - - �--
532 N532 66 3.511 0 0
533 N533 __ -_- -- -- 78 24.957 0 0
534 N534 84 24.957 0 0
535 N535 78_ ___ _ 21.198 0 0
- - - --
536 N536 84 23.511 0 0
537 N537 84 ____ _ _ 21.198 0 0
538 N538 78 23.511 0 0
539 N539 _78_ __ ____ 17.198 0 0
540 N540 84 19.511 0 0
541 N541 84 ___ _ 17.198 0 0
542 N542 78 19.511 0 0
543 N543 78 9.198 0 0
_ . _. . -
544 N544 84 11.511 0 0
545 N545 84 9.198 0 0
546 N546 78 11.511 0 0
547 N547 78 1.198 0 0
548 N548 84 3.511 0 0
549 N549 84 1.198 0 0
550 N550 78 3.511 0 0
551 N551 90 24.957 0 0
' S52 N552 96 24.957 0 0
553 N553 90 21.198 0 0
' S54 N554 96 23.511 0 0
555 N555 96 21.198 0 0
556 N556 90 23.511 0 0
557 N557 90 _ 17.198 0 0
558 N558 96 19.511 0 0
559 N559 96 17.198 0 0
560 N560 90 19.511 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.R� 28
265
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and Temperatures (Continuedl
Label X ft Y ft Z ft Tem F Detach From Dia...
561 N561 90 9.198 0 0
562 N562 96 11.511 0 0
563 N563 96 9.198 0 0
564 N564 90 11.511 0 0
565 N565 90 1.198 0 0
566 N566 96 3.511 0 0
567 _ ._. _ _N567 _ . __ _ - --- 96 1.198 0 0
568 N568 90 3.511 0 0
569 __ __ _N569 _ __ 102 24.957 0
- - __ 0
570 N570 108 24.957 0 0
571 N571 102 21.198 0 0
572 N572 108 23.511 ---- -0 0
573 _ _ - _ _ N573 _ _ 108 21.198 0 __ 0
574 N574 102 23.511 0 0
575 N575 102 17.198 0 0
-- -__ _---_
576 N576 108 19.511 0 0
577 N577 108 17.198 0 0
578 N578 102 19.511 0 0
579 - _-- N579 __- _- _ _ _102_ _ 9.198 0 0 - _ _
580 N580 108 11.511 0 0
581 N581 - _ _ -_ 108 _ _ _ - - 9.198 0 0
_ __ _
582 N582 102 11.511 0 0
583 _N583 --___-_ _- __ 102__ 1.198 0 0___ --
584 N584 108 3.511 0 0
585 N585 108 1.198 _ 0 0
586 N586 102 3.511 0 0
587 N587 114 24.957 0 0
588 N588 120 24.957 0 0
589 N589 114 21.198 0 0
590 N590 120 23.511 0 0
591 N591 120 21.198 0 0
592 N592 114 23.511 0 0
593 N593 114 17.198 0 0
594 N594 120 19.511 0 0
595 N595 120 17.198 0 0
596 N596 114 19.511 0 0
597 N597 114 9.198 0 0 _
598 N598 120 11.511 0 0
599 N599 120 9.198 0 0
600 N600 114 11.511 0 0
601 N601 _ 114 1.198_ _ 0 0
_ _-- _ ___
602 N602 120 3.511 0 0
_603 _ _ _ _ N603 _ _ 120 1.198 0 0
604 N604 114 3.511 0 0
605 N605 126 _ __ __ 24.957_ _ 0 0
606 N606 132 24.957 0 0
607 _ __ _ __N607_ _ _ 126 _ _ 21.198 0 _ _ _ 0
608 N608 132 23.511 0 0
609 N609 132 21.198 _ 0 0
-- -
610 N610 126 23.511 0 0
611 _-_ __N611_-__ ___-_ __ 126 17.198 0 0
_____ _
' 612 N612 132 19.511 0 0
613 N613 132 17.198 _ 0_ 0
i 614 N614 126 19.511 0 0
615 N615 126 9.198 0 0
616 N616 132 11.511 0 0
617 N617 132 9.198 0 0
RISA-3D Version 13.OA [G:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLDOR-A2-LONG.Fi3� 29
266
�Company : JOE P HILL P.E. •
O Designer : CD
Job Number : T86 EQUIPMENT
Model Name : 150 X 32 ROW BLEACHER-150X16 FLOOR-A2-LON� (3/A2)
Joint Coordinates and Temperatures (Continuedl
Checked By: JPH
__ Label X ft Y ft Z ft Tem F Detach From Dia...
618 N618 126 11.511 0 0
619 N619 126 1.198 � 0 0
--
620 N620 132 3.511 0 0
621 N621 132 1.198 0 0
_. . __-- -
622 N622 126 3.511 0 0
623 N623 138 24.957 0 0
__..
' 624 N624 144 -_ 24.957 0 ---- _ 0
625 N625 138 21.198 0 0
' 626 N626 144 23.511 0 0
627 N627 144 21.198 0 0
628 N628 138 23.511 0 0
629 N629 138 17.198 0 0
630 N630 144 19.511 0 0
631 N631 144 17.198 0 0
632 N632 138 19.511 0 0
633 N633 138 9.198 0 0
634 N634 144 11.511 0 0
635 N635 144 9.198 0 0
636 N636 138 11.511 0 0
637 N637 138 1.198 0 0
638 N638 144 3.511 0 0
639 N639 144 1.198 0 0
640 N640 138 3.511 0 0
641 N641 48 25.865 0 0
- - -- _
642 N642 54 28.177 0 0
643 N643 54 25.865 0 0
644 N644 48 28.177 0 0
645 N645 48 33.865 0 0
-- _
646 N646 54 36.177 0 0
647 N647 54 33.865 0 0
_ _ _ .
648 N648 48 36.177 0 0
649 N649 60 25.865 0 0
- -- ----
650 N650 66 28.177 0 0
651 N651 66 25.865 0 0
_ _.__.
652 N652 60 28.177 0 0
653 N653 60 33.865 0 0
--
654 N654 66 36.177 0 0
655 N655 _ _ - - - - 66 33.865 _ 0 _ -- -- - __ _ -- �- - _
656 N656 60 36.177 0 0
657 N657 _ 72 25.865 0 _0
658 N658 78 28.177 --- 0----- -- 0
659 N659 78 25.865 0 0
660 N660 72 28.177 0 0
661 N661 72 33.865 0 0
'662 N662 78 36.177 0 0
663 N663 78 33.865 0 0
664 N664 72 36.177 0 0
665 N665 84 25.865 0 0
666 N666 90 28.177 0 0
667 N667 90 25.865 0 0 _
668 N668 84 28.177 0 0
669 N669 84 33.865 0 0
'670 N670 90 36.177 0 0
671 N671 90 33.865 0 0
_ _. _-
'672 N672 84 36.177 0 0
673 N673 96 25.865 0 0
674 N674 102 28.177 0 0
RISA-3D Version 13.0.0 [C:\...\...\...\...\...\...\...\150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG.RB� 30
267
�Company ; JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and Temperatures (Continued)
Label X ft Y ft Z ft Tem F Detach From Dia...
675 N675 102 25.865 0 0
676 N676 96 28.177 0 0
677 N677 96 33.865 0 0
678 N678 102 36.177 0 0
679 N679 102 33.865 0 0
680 N680 96 36.177 0 0
681 N681 9 22.354 0 0
682 N682 9 18.354 0 0
683 N683 9 10.354 0 0
' 684 N684 9 2.354 0 0
685 N685 21 22.354 0 0
686 N686 21 18.354 0 0
687 N687 21 10.354 0 0
� 688 N688 21 2.354 0 0
689 N689 33 22.354 0 0
690 N690 33 18.354 0 0
691 _ N691 33 10.354 0 0
692 N692 33 2.354 0 0
693 __ _ N693 45 22.354 0 0 _
694 N694 45 18.354 0 0
695 N695 45 10.354 0 0
696 N696 45 2.354 0 0
697 N697 57 22.354 0 0
698 N698 57 18.354 0 - 0.
699 N699 57 10.354 0 0
700 N700 57 2.354 0 0
701 N701 69 _ 22.354 0 0
702 N702 69 18.354 0 0
703 N703 69 10.354 0 0
_ _ _ -
704 N704 69 2.354 0 0
705 N705 81 22.354 0 0
706 N706 81 18.354 0 0
707 N707 81 10.354 0 0
� 708 N708 81 2.354 0 0
709 N709 93 22.354 0 0
710 N710 93 18.354 0 0
711 N711 93 10.354 0 0
� 712 N712 93 2.354 0 0
713 N713 105 22.354 0 0
714 N714 105 18.354 0 0
715 N715 ____ _ 105 10.354 0 0
716 N716 105 2.354 0 0
717 _ N717 117 22.354 0 0
718 N718 117 18.354 0 0
719 N719 117 10.354 0 0
720 N720 117 _ 2.354 0 0
721 N721 129 22.354 0 _ 0
722 N722 129 18.354 0 0
723 N723 129 10.354 _ 0 0 _ _
724 N724 129 2.354 0 0
725 __ _ N725 141 22.354 0 0__
726 N726 141 18.354 0 0
727 N727 141 _ _ 10.354 _ 0 0 __
728 N728 141 2.354 0 0
729 N729 __ _ 51 27.021 0 _ 0 _
730 N730 51 35.021 0 0
731 N731 63 27.021 0 0
RISA-3D Version 13.0.0 [C:\...\...\..:\...\...\...\...\150' X 32 R�W BLEACHER-150X16 FLOOR-A2-LONG.R� 31
.
� •�
Company : JOE P HILL P.E.
� Designer : CD
V�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Coordinates and Temperatures (Confinuedl
Joint Boundarv Conditions
Hot Rolled Stee/ Desicrn Parameters
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269
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Hot Rolled Steel Desiqn Parameters (Continued)
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Company : JOE P HILL P.E.
� Designer : CD
tJ�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Hot Rolled Steel Desian Parameters (Continuedl
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271
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Hot Rol/ed Stee/ Desiqn Parameters (Continued)
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272
Company : JOE P HILL P.E.
� Designer : CD
tl�1 ! Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Hot Rolled Steel Desian Parameters (Continuedl
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273
Company : JOE P HILL P.E. ,
�,�� Designer : CD
vu �a I Job Number : T8B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Hot Rolled Steel Desipn Parameters (Continued)
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274
Company : JOE P HILL P.E.
� Designer : CD
V�1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Hot Rolled Steel Desipn Parameters (Continuedl
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275
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Hot Rolled Steel Desiqn Parameters (Continued)
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276
Company : JOE P HILL P.E.
� Designer : CD
L�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Hot Rolled Steel Desian Parameters (Continuedl
Joint Loads and Enforced Disalacements (BLC 1: DL) �
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Company : JOE P HILL P.E.
�,�� Designer : CD
vu J�1 I Job Number : T8�B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Loads and Enforced Displacements (BLC 1: DL) (Continuedl
Joint Label L D M Direction Ma nitude k k-ft in rad k`s^2!ft k*s^2"ft
5 N444 L Y -.48
6 N461 L Y -.48
7 N462 L Y -.48
8 N353 L Y -.48
9 N354 L Y -.48
10 N367 L Y -.48
11 N368 L Y -.48
_ -- - -- -
12 N381 L Y -.48
13 N382 L Y -.48
_ _- ----_ _ __
14 N395 L Y -.48
15 N396 L Y -.48
16 N409 L - Y - - _ _ -.48
17 N410 L Y -.48
' 18 N423 L _ -- Y- --- _ -.48
19 N424 L Y -.48
-_---- - _ .
20 N587 L Y -.48
21 N588 L Y -.48
22 N605 - � - - _ . - -- - Y . _ _ -.48
23 N606 L Y -.48
24 N623 L -- -Y--- --- 4$ _
25 N624 L Y -.48
26 N317 L Y -- - -.24 -
Joint Loads and Enforced Disalacements (BLC 2: LLl
Joint Label L D M Direction Ma nitude k k-ft in rad k*s^2/ft k*s^2*ft
1 N3 L Y -2.4
_ -- ---- - _. _ _ _ _ -
2 N425 L Y -4.8
3 N426 L Y -4.8
4 N443 L Y -4.8
_ 5__ _ _ __...-- -- N444 __ . _ � Y _. __ -4.8 -
6 N461 L Y -4.8
7 N462 _ _ .. . -- _-- L - Y - - - -4.8
---------_..___.
8 N353 L Y -4.8
9 N354 L Y -4.8
10 N367 L _ - - Y - -4.8
11 N368 L Y -4.8
12 _ . _ . N381 L Y __ -4.8
- � 3- - - - -N382- ----- - _ __ _ _ L . ._ .._ __ _ Y . . -4.8
14 N395 L Y -4.8
15 N396 L Y -4.8
16 N409 L Y �.8
17 N410 -- - , __ ._L ._._ ._ _ _ . _ Y__ _ _ _ _ _ -4.8
18 N423 L Y -4.8
19 N424 L Y -4.8 _ - _
20 N587 L Y -4.8
21 N588 L Y _ �.8
22 N605 L Y -4.8
23 - -----------N606_ _- - - - - _� _ - - _ _ Y -4.8
__ _
24 N623 L Y -4.8
25 N624 L Y -4.8
26 N317 L _ Y -2.4
Joint Loads and Enforced Disalacements (BLC 3: EL)
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Company : JOE P HILL P.E.
� Designer : CD
�.l,�1 I Job Number : T&B EQUIPMENT Checked By: JPH
� Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Joint Loads and Enforced Disalacements (BLC 3: FL) (Continued)
Joint Label L D M Direction Ma nitude k k-ft in rad k`s^2/ft k`s^2*ft
3 N426 L X .135
4 N443 L X .135
5 N444 L X .135
6 N461 L X .135
7 N462 L X .135
8 N353 L X .135
9 N354 L X .135
10 - - N367 _ L __ -- - - X .135
11 N368 L X .135
12 N381 L X .135
13 N382 L X .135
14 N395 --- � X - -- _ _. __- - .135
15 N396 L X .135
-- -- -- - --. _ _ --- - - -
16 N409 L X .135
17 N410 L X .135
-- ------
18 N423 L X .135
19 N424 L X .135
_ _ ___ ----- --- ----
20 N587 L X .135
21 N588 L X .135
22 N605 L X .135
23 N606 L _ X .135
_..__--- --.- - ---- ____ _ _ _-__ __
24 N623 L X .135
25 N624 L X .135
--- -------
26 N317 L X .135
Joinf Loads and Enforced Disalacements (BLC 5: SWAYI
Joint Label L D M Direction Ma nitude k k-ft in rad k*s^2/ft k*s^2'ft
1 N3 L X .237
2 N317 __ _ _ L X .237
3 N425 L X .237
4 N426 L X .237
5 N443 _ -- ---- - � X ____------- --.237_
6 N444 L X .237
7 N461 L X .237
8 _ - - --- - N462 ----�-- --___ . X .237
9 N479 - - _L _ X .237
_ . _ _ --- -
10 N480 L X .237
11 N497 L X .237
12 ___ -- -N498 _ L X .237 - - --
_13_ _ _ _._ ___ __ _ N515 L X .237
� 14 N516 L -- - -- X .237
15 N533 L X .237
16 N534 --- _ ._._ _ . _ L _ _X __.__ _. - -- _ _ _ - .237
17 N551 L X .237
-- - _- --
18 N552 L X .237
19 N569 L X .237
' 20 N570 L X .237
21 N587 L X .237
_.
22 N588 -- L . . X .237- - -
23 N605 L X .237
! 24 N606 _ - - - _ � _ --- X - - . _ _ .237 _ _
25 N623 L X .237
26 N624 L _ X ---- - - _ - _. .237
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279
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T86 EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Member Distributed Loads (BLC 4: WLl
Member L... Direction Start Ma nitude k/ft F End Ma nitude k/ft F Start Location...End Location ...
1 M 1 X .138 .138 0 10
Basic Load Cases
Load Combinations
Envelone Joint Reactions
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Company : JOE P HILL P.E.
� Designer : CD ,
V�✓1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
EnveJope Joint Reactions (Continued)
Enveloae Joint Displacements
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Company : JOE P HILL P.E.
�� Designer : CD
L�1 1 Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Envelope Joint Disalacements (Continued)
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Company : JOE P HILL P.E. '
� Designer : CD
L�1 � Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Envelope Joint Displacemenfs (Continued)
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�Company : JOE P HILL P.E.
O Designer : CD
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Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Envelope Joint Displacements (Continued)
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Company : JOE P HILL P.E.
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\J�1 1 Job Number : Tb6 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Envelope Joint Disalacements (Continuedl
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285
�Company : JOE P HILL P.E.
O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Enveloae Joinf Disalacements (Continuedl
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O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Envelone Joint Disalacements (Continued)
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Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Envelope Joint Disalacements (Continued)
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Company : JOE P HILL P.E.
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L�1 I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Envelone Joint Disalacements (Continuedl
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Company : JOE P HILL P.E.
� Designer : CD
L�1 I Job Number : T&B EQUIPMENT
Model Name : 150' X 32 ROW BLEACHER-150X16
Envelone Joint Disnlacemenis (Continued)
FLOOR-A2-LONG (3/A2)
Checked By: JPH
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Company : JOE P HILL P.E.
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V�i I Job Number : T&B EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
EnveloQe Joint Disalacements (Continued)
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�Company ; JOE P HILL P.E.
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Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2) ,
EnveloAe Joint Displacements (Continuedl
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Envelone Joint Disalacements fContinuedl
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O Designer : CD
Job Number : T&B EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
EnveloAe Joint Disalacements (Continued)
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Company : JOE P HILL P.E.
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L�i I Job Number : T86 EQUIPMENT Checked By: JPH
Model Name : 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Enveloae Joint Displacements (Continuedl
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O Designer : CD
Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Envelolne Joint Disalacements (Coniinuedl
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Job Number : T8�6 EQUIPMENT Checked By: JPH
Model Name : 150 X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
Enveloae Joint Disnlacements (Continued)
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Model Name . 150' X 32 ROW BLEACHER-150X16 FLOOR-A2-LONG (3/A2)
EnveloAe Joint Disulacements (Continuedl
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MAYES TESTING ENG/NEERS, INC.
Project No. L16418
Project Boeing Seattle Museum of Flight Bleachers
Address 7277 Perimeter Road S, Tukwila, WA
Permit No. DB: D16-0188
Bldg Dept. City of Tukwila
Client Boeing Company
Engineer Reid Middleton, Inc.
Contractor Production One
Record No. 002
Date 07/14/16
Weather Clear
Inspection Structural steel-visual
Sample(s) N/A
Seattle 016ce
20715CedarVa9ey
Road
S�te 110
LyrnNrood, WA980�
ph 425.7429360
fax425.745.1737
raoama oN'iioe
10029 S. Tawrna Way
Su�te E-2
Tacorr�a, WA 984�99
ph 253.584.3T20
fax 253.584.3707
FarUand olfice
7911 NE 33rd Drive
Sute 190
Patlarid, OR 97211
ph 503281.7515
fax 503281.7579
Onsite for visual inspection of temporary bleachers at Boeing Field Seattle for Boeing Centennial
Celebration. PerFormed structural inspection of bleacher and main stage area for primary and
secondary support members per drawing 61. Drawing manufacturer is T& B Equipment Co., Inc.
of Ashland, Virginia. The engineer-of-record is Joe P. Hill of Joe P. Hill P.E., Inc. of DeSoto,
Texas. Inspection included mud sill plates (type A installed) at each support post. Verified each
jack screw is snug to post connection. Cross braces and horizontal braces are installed with nuts
snug tight. Verified each mud sill plate has (4) 16d nails installed and bent over to prevent pull-out.
Handrail support frames inspected to ensure compliance. Per City of Tukwila inspectors, the
1-3/8" diameter stake at every other mud sill with an 18" embedment depth has been eliminated to
prevent apron perforation.
Visually inspected tube steel frame support for speakers and lighting fixtures. Column base plate
bolts, attachment pins and keeper rings installed at column anchor bolts at splice connections
are snug tight. Guy wire attachments inspected to verify tightness and coupler assembly. The
following items are noted: 1) multiple screw jacks are above 12" maximum distance — 14"
measured at approximately (20+) locations; 2) multiple cross brace and horizontal brace nuts are
not fully threaded, due to stripped threads and/or rust. Nuts are on all locations and inspected to
be hand-tight; 3) multiple hand rail bolts are installed at a slotted connection. The correct 1/2"
diameter bolts may become loose due to cyclic loading. JT Sapp of Production One was notified.
PRELIMINARY INSPECTION
EiECEIVED
CIYY QF TUKWIL.A
JUL 2 6 2016
i'��1!'11 [ C���l��
Inspector: Mark Vassallo
Dave Schmutzler
Reviewed By:
G
Robert Gardner
Senior Project Manager
Information in this report applies only to the actual items inspected or tested and shall not be reproduced except in full, without the approval o� Mayes Testing Engineers, Inc.
Page 1 of 1
iaiv2oi6
City of Tukwila Allan Ekberg, Mayor
Department of Community Development Jack Pace, Director
JOHN S MURDOCH
PO BOX 3707 MC 46-88
SEATTLE, WA 98124
RE: Permit No. D16-0188
BOEING COMPANY - 100TH YEAR EVENT BLEACHERS
9404 E MARGINAL WAY S
Dear Permit Holder:
In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building
Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric
Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null
and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if
the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180
days. Your permit will expire on 1/15/2017. . .
Based on the above, you are hereby advised to:
1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the ne�t or final inspection. Bach
inspection creates a new 180 day period, provided the inspection shows progress.
-or-
2) Submit a written request for permit extension to the Permit Center at least seven(7) days G�efore it is due to expire.
Address your extension request to the Building Official and state your reason(s) for the need to extend your permit.
The Building Code does allow the Building Official to approve one extension of up to 180 days. If i[ is determined that your
extension request is granted, you will be notified by mail.
In the event you do not call for an inspection and/or receive an extension prior to 1/15/2017, your permit will become null and void
and any further work on the project will require a new permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
�ii/ �
Rachelle Ripley
Permit Technician
File No: D16-0188
6300 Soutlicenter Boulevard Suite #100 • Tukwila, Washington 98188 •�Phone 206-431-3670 • Fax 206-431-3665
Jerry Hight
From: Jerry Hight
Sent: Thursday, July 14, 2016 1:54 PM
To: Brenda Holt
Cc: Brandon Miles; Jack Pace ��! �/�
Subject: Boeing 100th Year anniversary D16-0188
Brenda,
I wanted to follow up with your inquiry regarding the Boeing submittal documents being permitted under the
2012 IBC. You are correct, effective July 1, 2016 all submittal documents are to be designed under the 2015
editions of the I-Codes. The plans had been in the process of being reviewed electronically by our engineers
priar to the actual permit application being submitted. After the Permit Center received the permit application /
documents and they were under review I made the decision to allow the 2012 IBC design. This decision that
was based on many factors such as the temporary nature of the permit (bleachers), safety considerations,
urgency of the timeline, as well as my confidence in our outside structural engineer, Reid Middleton. The
decision was reasonable, saved city resources, and expedited the plan review. It was not in the best entrust of
the City to delay a project of this magnitude for what would have been an acceptable application submittal the
previous week. Any repercussions regarding this decision lies solely with me. Again, you were correct
regarding the code edition and I appreciate your professional boldness in approaching and questioning me
directly.
Very Respectfully
Jerry E Hight MCP
Building Official � City of Tukwila
6300 Southcenter BLVD, Suite 100 � Tukwila, WA 98188
T: 206/431-3675 � F: 206/431-3665
Jerry.Hi�ht@TukwilaWA.� � http://www.TukwilaWA.gov
The City of opportunily, the community of choice.
**My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56 **
RECEIVED
CITY OF TU KWILA
JUL 14 Z016
PERMIT CENTER
.. 728 134th Street SW. S��te Zoo Transm ittal Memo
� � � � � Everett, WA 98204
Tel (425) 741-3800
Fax (425) 741-3900
Date: July 14, 2016
From: Katy Brawner
Mr. Jerry Hight, Building Official
City of Tukwila, Department of
To: Community Development
6300 Southcenter Boulevard
Suite 100 cc:
Tukwila, WA 98188
_ _ . _ __ __ :
Phone: (206) 431-3675
Project: The Boeing Company (D16-0188)
File No. 262016.005.004
Enclosures:
No. of Copies Description
_ _......
3 ' Drawings - Towers/Screen (2 packages)
1 ' Structural Calculations (3 packages)
1 ' Final Structural Review Letter - Tower/Screen
Action Requested:
// • -
❑ For your Records
� Other: See remarks below.
Remarks:
❑ For your Signature ❑ Comments
Date IRequired:
This is for a partial review of Permit number D16-0188 and is applicable to the tower/screen.
Please refer to our letter for the Bleachers, dated July 14, 2016 for information on the bleacher
review. These finro letters complete our review for Permit,number D16-0188.
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July 13, 2016
Ms. Katherine R. Brawner, PE
Project Engineer
ReidMiddleton
728 134`h Street SW
su�te Zoo
Everett, WA 98204
Re: Response to Mudsill Stake Change dated July 12, 2016
Project Description: Boeing B-100 Temporary Bleacher Structure
Project Address: Boeing Field in Tukwila, WA
City Project Number: TBD
Dear Ms. Brawner;
�EVIEWED F R
CODE COMpL�q�CE
� �,E��RON�D
JUL 14 Zp��
Cltj/ �'� �l,litV1/1�3
BUILQtf�G DIVISIOM
Here is our response to the question about the removal of the mud sill stake requirements posed to us from JT
Sapp of TPN Events on July 12, 2016.
Typically, we add stakes to all the bleacher drawings due to building code requirements. Many times, building
o�cials do not require the staking requirements; which is solely at their discretion. Some projects do not lend
well to staking requirements due to location issues such as structural concrete that cannot have holes drilled,
finished floors that cannot be harmed, etc. In this case, it would be difficult to drill through the runway to install
the stakes. After reviewing the calculations, it is not necessary to require stakes because there are minimal
lateral forces resulting from sway and seismic loads which can be resisted by frictional forces. Keep in mind
that even if some movement would occur, it would be limited to some minor sliding. Recently, in Oregon, we
did not require stakes in structures that were very similar to this one; see the additional calculation sheet on the
next page which uses the coefficient of friction between the mud sill and concrete to resist lateral sway and
seismic forces. Although Jph does not require staking for this structure, local officials may require stricter
standards which would control the requirement to obtain a permit. We cannot override any requirements by the
local building official. If you have any further questions, please contact our office to discuss as necessary.
Should you have any questions, please call.
Sin�
�
oe P Hill, P. E.
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JOE P. HILL, P.E.
CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com
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Friction - The Physics Hypertextbook
Page 2 of 2
r Coefficients of Friction for SeleCled Inlerfaces
r�
(in order of generally decreasing value)
N, N, intertace
1.16 rubber-rubber
1.02 rubber-wncrete
0.72 cartire-asphalt
0.35 cartire-grass
0.8-1.0 skin - metals
_......_ .... ....... ... ... ._.. ,.. _........ ............_..,...........................
0.9-1.0 glass - glass
0.9 sheep - steel mesh
0.7 sheep - plastic batten (1)
0.6 sheep-piasticbatten(II)
0.6 sheep-wood batten (1)
_......_.._ ..............................................................................................._.........�...�.._.............. �......
0.5 sheep-wood batten (��)
0.60-0.70 �� masonry - brick � �
0.68 horseshoe - rubber
0.58 horseshoe-concrete ,
..
0.58 steel - steel
0.4 brakes - cast Iron
_... _.._.. _- ...
0.62 wood - conaete
�--'.
0.6 wood - brick
0.2-0.4 wood - stone
0.2-0.6 wood-metals ^ �
_ . _. _ _.... . ...
0.29 0.22 wood-felt
0.28 0.17 wood - wood
0.58 leather - metals
.__,�-___�. _......o �, _..�,�,._.,._,_
027-0.38 leather- oak
0.225 tangerine peel - linoleum floor
0.3 snow - nylon
...........� ...................._............................. ...................._................................ ..._.....
0.04-0.4 0.04-0.4 snow-hickory,waxed
0.125 apple peel - linoleum floor
0.7 graphite-graphite w1�.��L
_..._.. ,...,_, ._._.�..�,_...�.._..._.......,....
�•1 graphite - steel
0.086 bananapeel-linoleumfloor
0.03 ice - steel
._ . ___.._.,...._._..___ _ _, _.,.�...... .....___...._
0.05-0.5 0.02-0.09 ice-ice
__. _.._...._................_ .............._...
0.2 teflon - steel
�...,.._,......J.. , ._.,, ,.._.....__.,........,...,..,.,.....
0.04 te0on - teflon
_......._....._...._ _ ...............
0.0044-0.0057 ankle cartillage - synovial fiuid
0.0013 tendon - sheath `
��The Physics Hypertextbook
� � 1998-2015 Glenn Elert
http://physics.info/friction/ 7/13/2016
�' �
Ms. Katherine R, Brawner, PE
Project Engineer
ReidMiddleton
728 134�' Street SW
Suite 200
Everett, WA 98204
]uly 12, 2016
Re: Response to Plan Review Comments dated ]uly 5, 2016
Project Description:
Project Address:
City Project Number:
Dear Ms. Brawner;
Boeing B-100 Temporary Bleacher Structure
Boeing Field in Tukwila, WA
TBD
In regards to your review comments from July 5, 2016, we
responses:
STRUCTURAL COMMENTS:
� ��VIEW�D FOR
� �t��� �OMPLIAMGE
k .�. � �,PPi��1���
�;; �
Fi t�� ! JUl 1� 20�6
�i�y n�'t tt&��il�
1. All frames are pre-built components, which are standard scaffolding frames. They have
been built and welded for years. Structural inspections are not required by ]ph.
2. All frames are pre-built components, which are standard scaffolding frames. They have
been built and used for years. Non-destructive testing is not required by Jph.
3. All frames are pre-built scaffolding components. They were built and welded using
certified welders. T&B Equipment to confirm, if required.
4. No special inspection is required by Jph. As far as the installation of this structure, the
contractor who builds the bleacher is the speciai bleacher contractor, T& B Equipment
who has built these special structures for many years and they are familiar to as to how
to put the bleacher together.
5. Wind load data has been added to sheet Ai, see revised drawings.
5. Earthquake design data has been added to sheet A1, see revised drawings.
7. These �omponents have been pre-fab for years. Special inspection not required by 7ph.
8. These components have been pre-fab for years. Special inspection not required by Jph.
JOE P. HILL, P.E.
CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440 • O�
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com
��
9, This requirement is typically not necessary for this temporary structure. T&B Equipment
to confirm, if required.
14. The nondestructive testing is typically not required for this temporary structure. T&B
Equipment to confirm, if required,
11. It is not necessary for the connection bolts to be slip-critical type for this temporary
structure.
12. Fasteners are to be galvanized, note added to sheet Bi, see revised drawings.
13. A note has been added to sheet Bl, see revised drawings.
14. L-clips will not be used on this project and have been removed from the drawings,
15. A base jack is used at all locations. Sheet Bi indicates a 1-3/8" diameter threaded bar
(C-1018 CR Steel) to be used for the base jack. The drawing also indicates a 12" max.
extension allowed. A note on the strength requirements has been added to sheet Bl,
see revised drawings.
16. The bleachers are made from the standard components as shown on Sheet Bi. The
bracing can only be located as shown on the drawings. Additional information was
added, see revised drawings.
17. This bleacher is designed typically using 4ft box frames, 2 ft walkdeck frames, 4 ft
walkdeck frames, #2 riser frames and #3 riser frames. Additional information was
added, see revised drawings.
18. The revised calculations, page 30 will address this item.
19. The typical mud sill detail on sheet B1 shows anchorage to the ground. It is not
possible to use these stakes due to the bleachers being on asphalt. Due to the
temporary nature and small lateral forces at each support, the stakes can be eliminated
to allow for the frictionai forces to handle the sliding lateral loads. See pages 30 and
30A of the revised calculations.
20. Four nails are required at each base jack into the mud sill. The stakes are not required
at each mud sill into the ground. The revised calculations and drawings indicate this
condition.
21. Mud sills are required under all base jacks for adequate support, including ramps and
stair platforms. Mudsill plan on sheet A3 and the general note 1 on sheet B1 have been
revised for clarification.
22. Sheet 61 was revised to remove the staking requirement, see revised drawings.
23. Side rail panets are connected using �/z" diameter bolts, typical. A note was added to
Sheet B1, see revised drawings.
JOE P. HILL, P.E.
CONSULTfNG STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com
�
�
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_.,� �
24. There is not a bolt required at each af the frame sleeve joints. Each joint fits over as
these frames stack.
25. Tn our opinion, the R-factor of 3 is a more conservative approach. The code refers to
the condition an A5CE 7-10, Table 12.2-1 -3 Item H. If the calculations were revised to
use an ordinary concentrically braced frame with an R-factor of 3.25, the seismic (oad
per post would be lower, which would still be acceptable.
26. This is a temparary structure and is not designed to be a permanent facility. 7ypically,
this is not a requirement for �emporary bleachers.
27. As the frame heights decrease, each row height is reduced by a box frame, simi(ar to
the side elevation prafile. The cross bracing remains consistent throughaut the
structure. Additional drawings will be supplied as required.
28. All the connections for the support frames are fully welded all around using fillet welds.
Additional information was added to the notes on sheet Bi, see revised drawings.
29. The revised calculations on pages 6, 7 and 8 will address this item.
30. The revised calculations on pages 6, 7 and 8 will address this item.
31. L-clips will not be used on this project and have been removed from the drawings.
32. The revised calculat�ans on pages fi, ? and 8 will address this item.
Should you have any questions, please call.
P. Hill, P. E.
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JOE P. HILL, P.E.
CONSULTING STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440
DESOTO, TX 75115-2399
972-283-5111 E-Mail:Joe@jphpe.com
,----,.
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REVISED DESIGN CALCULATIONS
•-
�LEACHER SEATiNG
: ��
BOEING FIELD
7277 �ER�METER RD. S.
SEATTLE, WA 98108
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JOB: 16211 DATE: 05/12/16 JOE P. HILL, P.E.
BY: CD CHD: JPH CONSULTlNG STRUCTURAL ENGINEERING
1801 N. HAMPTON RD., SUITE 440 R2V. 1 7-11-16
DESOTO, TX 75115-2399 _
972-283-5111 E-Mail:Joe@Jphpe.com �
�.) BLEACkER SUPP RT FRAM�
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Rev. 1_ 7-11- S
MUD SILL TO GROUND CONNECTtON (CONT'D)
ANCHORS ONLY AS GOOD AS GROUND/ASPHALT.
# STAKES = 1
DIAMETER STAKES = IN
STAKES AT EVERY 2 VIUD SILL BASE
AREA AF 0. 0 IN2
MAX VpaST = � LBS
Fy = 0.40 * 36.0 KSI = 14.40 KIPS
Va��ow = � " Fv = �1590 LBS
un��ow � uposr = ( 4.49 ) OK
—�v��—
COfdCLUSION:
TYP. BLEACHER ATTACHMENT OF MUD SILL TO ASPHALT/GROUND
USE (1) 3/8" DIAMETER STAKE WITH A MINIMUM
)F 18" EMBEDMENT AT EVERY OTHER MUD SILL
ENGINEERING JUDGEMENT FOR TYP. BLEACHERS:
DUE TO THE TEMPORARY NATURE AND THE SMALL LATERAL
FORCES AT EACH SUPPORT BASE OF THE TYP. BLEACHERS,
ANCHORS COULD BE ELIMINATED TO ALLOW THE FRICTION
FORCES BETWEEN THE GROUND AND fiHE MUD SILL TO
HANDLE THE SLIDING LATERAL LOAD (SEE PAGE 30A). � p N/t
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�oB� 16211 DATE: 05/12/16 JOE P. HILL, P.E. `-�
BY: Cp CHD: ,JpH CONSULTING STRUCTURAL ENGINEERING
180� N. HAMPTON RD., SUITE 440 ReV. 1 7-1 �-16
DESOTO, TX 75115-2399 —
972-283-5111 E-Mail:Jae@jphpe.com 30
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July 11, 2016
City of Tukwila Jim Haggerton, Mayor
Department of Community Development Jack Pace, DiYe�ror
Dave Swanson
Reid Middleton
728 - 134th Street SW, Suite 200
Everett, WA 98204
RE: Structural Review
Development Permit D16-0188
The Boeing Company — Bleachers
Dear Mr. Swanson,
Please review the enclosed set of plans and documents for structural compliance with the 2015
International Building Code. As always, once all items have been reviewed and deemed correct, please
provide two approved sets of approved plans and calculations with original approval stamps back to the
Permit Center, attention Building Official.
If you should have any questions, please feel free contact us in the Permit Center at (206) 431-3670.
Sincerely,
�iQl�� �
Rachelle Ripley
Permit Technician
encl
File: D16-0188
W:�Permit Cente�iSh-uctural Review�D16-0184 Shuctural Review.docx
6300 Southcenter Boulevard, Suite #100 • Tukwila, 4Vashington 98188 • Phone 206-431-3670 • Fax 206-431-3665
PER�iT CDORD COPY
PLAN I�EVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0188 DATE: 07/19/16 �
PROJECT NAME: BOEING
SITE ADDRESS: 9404 E MARGINAL WAY S
Original Plan Submittal Revision #_
before Permit Issued
Response to Correction Letter # X Revision # 1 after Permit Issued
DEPARTMENTS:
Building Division �
Fire Prevention � Planning Division �
Public Works � Structural � Permit Coardinator �
PRELIMINARY REVIEW: DaTE: 07/19/16
Not Applicable � Structural Review Required �
(no approval/review required)
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DaTE: 07/19 /16
Approved � Approved with Conditions �
Corrections Required �
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Denied �
(ie: Zoning Issues)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/18/2013
��: ����►� �' �,?��� �� CO�Y
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0188 DATE: 07/11/16
PROJECT NAME: BOEING COMPANY
SITE ADDRESS: 9404 E MARGINAL WAY S
X Original Plan Submittal
Response to Correction Letter #,
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
�C� . �. �, �`� �� A��`l �.� ��� l S� �� ''9"P 7` � �-� �
Build�ng Division � Fire Prevention Planning Division
� �
�M /�-p �`�'� �"� �
Public Works � Structural � Permit Coordinator �
PRELIMINARY REVIEW: DATE: O%�11/16
Not Applicable �
(no approval/review required)
REVIEWER'S INITIALS:
Structural Review Required �
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 0%/13/16
Approved ❑ Approved with Conditions �
Corrections Required �
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Denied �
(ie: Zoning Issues)
DATE:
Permit Cerzter Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
izn sizm s
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SITE ADDRESS: Un4'-
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REVISION DATE RECEIVED STAFF I5SUED DATE STAFF
NO. INITIALS INITIALS
Summar of Revision:
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REVISION DATE RECEIVED STAFF ISSUED DATE STAFF
NO. INITIALS INITIALS
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REVISION DATE RECEIVED STAFF ISSUED DATE STAFF
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Tent List Trailer List
Nord, A Ops Enuance T�c 20x40 Boeing Photo 10' x 44' x 11'h
N«rh B Planes 757-300 IOx10 59 Prod. 12' x 56' x 11'h
North C CarEer Car�eers@Bodng IOxlo Video Prod. 12' x 53' x 12'h
Nord, D Career NSBE loxl0 TPN 12' x 56' x 11'h
Nortfi E Career Soc. Women Engincers IOx10
North F Career Histork fli�t Foundadon IOx10
Nordi FI Food Vendar Prep/Support IOx20
Nwth F2 Food Vendor Prep/Support 20x2D
North F3 Faod Vendar Prep/Support IOx20
_ North F4 Food Vendar Prep/Support 20x20 _ _ _
North FS Food Venda- PreplSupport IOx20
North F6 Food V�dor Prep/Support 2Dx20
North F/ Ops Info Boodi I Ox20
North F7-2 F�ood Yendor PreplSupporc 20x20
North F8 Food Vendor Prep/Support 20x20
North P9 Food Vendar Prep/Support 20x20
Na�di G Planes 767-300 (FedEx) IOx10
Nordi H Plar�es Chinook IOx10
Na�di 1 Planes Apache IOx10
Nortfi J Planes 777-300 ER IOx10
Nortfi KI Kids TAFAcademy IOx10
Nortfi K2 Kfds Museum of Fii�t I Ox20
Nath K3 Ktds X-Box (Mivosoft) I Ox20
Nortfi K4 Kids P� Science Center I Ox I O
Nath KS Kids Raisbeck HS. IQu10
Nord� K6 Kids Fuwre of Ri,�t IOx10
Nonh L Planes FAAIB IOx10
North RA-1 Info RestArea 20x60
Nortf� PR Planes Plane Rldes IOx10
North STI Sage Bacldine IOx20
Nath ST2 Stage Green Room IOx10
Central FI O Food Vendor Prep/Support 20x20
C�tral FI I Foad Vendar Prep/Support 20x20
Ca�tral fl2 Foa1 VendorPrep7Support 20x20
C�tral M Info Info Booth 20x20
C�tral N Info Rest Area 40x60
C�tral O Planes WorM Cruise Plane IOx10
c��i P �,� so�,�, �-r i� ioXio
Cenval Q Planes ModeJ 40 L IOx10
Central R Retu�ees Ham"ItonH47 IOx10
Central RI Rea'a-ees Retirees 1917-1930 IO�c10
Cenual R2 Retirees Retirees 1940 -1950 IOx10
Central R3 Retirees Retirees 1960 - 1970 I Ox20
Central R4 Redrees Retirees 1980- 1990 IOx10
C�nva! RS Retirces Reiaees 2000s - 2010s IOx10
CFnval S Redrees 247 D IOx10
Cenval T Pl�es P516 IOx10
Central U Planes TG Texan I Ox 10
Central V Planes 707 IOx10
CEi1V3� W �2IIPS i�i �OX��
Central X Planes 37900ER(AlatkaAirlines) IOx10
C�tral Y Ops In(o Bootfi IOx10
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RE�TIEW�D
This ptan was revic�vcd for gencrs�l conformance with the foltowin�,
as cnJcd by thc jurisdiction:
� 5tructurAl Provisinns of the Internatianal Eiuildin� Code
�Q Non-Structural Provisions of the lntemmtionai [iuilding Code
❑ Others:
The project �ppiicant is tesponsible for conPormance with all
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subjcct to thc rcquircmcnts and interpretutions of the governing
autlrority. This rcvic�v docs not rclicvc tlic Architcct and Enginccrs
oP Record of the responsibility for a complete design in accordance
wilh tlu laws of ilre govcrning jurisdiction nnd Q� State of W�shin�ton.
1u�isdiction C1 Ty t�' �T�KtiN�t-'�►
By�,p`'('�*�i"C, ��►�►t�-�,Datc � �3.It�
REtD MIDDLGTON, INC.
Code Review Consultant
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.IACKS AS
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LEVEURIG
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JACKS AS
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�6'� �''L�`' CONSULTING STRUCTURAL ENGINEERING
��C�����'�1��' 1801 N. Hampton Rd.
'�1
uite 44Q, eSoto, Texas 75115
t 1 -511i
X 72 83-51
i
Jp . 1 1
IVIUD S1LLS
TY�E A
�14x24}
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1 2 3 4 5� � � 8 9 10 11 12 13 14 15 16 17 18 99 20 � 21 22 23 24 25 26 27 28 28 30
Y Q
NU SILLS� Z5 SFiACES 6' i � (
25 SPC'S . 6'-0° �,C, = 1 0' � Q
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' 29- PC'S 6'-0" ❑,C, = 174' �
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SCALE: 1 /8" = 1'-0"
ALL Ml1D SILLS ARE TYPE A U.O.N.
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MUD SlLLS
TYPE B
(�4x24)
D C�0[��C�
JUL 13 20i6
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� f��� • � �� ��'�'�f ��}}} �f :n�yi� $� ��P �,�ii GU� � q 3 � -
���'� ����}Y ��� y t�l�` F��� �,3��'r� ''n,�4ilg�� � �r,
r .���°' .at`.�e�a'�9 °.�.��A?�i`r3{;.�'� �'"`��.`�;a.aa^ va �''..�'��' � allo y
41�»JS f k SiN',Y {fiYf�tU,'a, 2: . ' ,..... � .. ..:.,:.� . ..... .,.... . ....
C������ ����� ��� ����������I��� ���� �� ��� � �OTE:
�l��chers a�e FULTOIV �iLEACHERS, manufacfured by �!L-JAX, Inc. 1. Use adjustab(e scr�w jacks and mud sifis at bottoms offrame� for 1. IF THE @LEACHER SUPPORT POST ARE BEARING ON EITHER
CONCRETE OR ASPHALT PAVING OR BRICK PAVING OVER
leveiing. CON(;RETE OF ASPHALT, THEN THE LARGE MUD SILLS ARE NOT REQD.
�iruciural s�e�f support system designed ta su�port:
Liv� ioad on gross horizontal projection 100 �s� 2. Under structur� frarnes to be vario�s sizes to adapt to existing 2. THIS DOES NOT ELIMINATE THE NEED FOR SPIKES AS REQD
���r;d (oa� desian velocifiy 1'f0 mph �vind velocity Exposure C t�rrain condi�io�s. FOR SEfSMIC UPi:IFT .AND/OR.BASE SHEAR.
(ASCE 7-10)
�v+�ay forc�s applied parallel to sea�s 24 plf of seafis 3. Codes: �31�acher� are tQ be �esigned and er�cted to meet
�w�y foress perpendicular to seats 10 plfi of seafis �h� �equirements cf the �1FPA 102, 201� Inter�ational
Building Code and ICC 30C-2012.
�hysieal characteristics:
Yic�id point 50,000 psi 4�. �rection: By per�onnel frained to erect bleachers using
U9�isn�t� tensile strength 75,000 psi prncedures sef forth by manufacturer.
�longafiion 20% in 2 inches 5. Nlud sills beneath frame legs t� have a minimum bearir�g area of
Seat boards and Fooi boards designe� to sup�art 120 p1f live load. Chair riser N�E A�'-2"x2`-0" Mud sill,
2-3/4°' th�C. layers of plywoo .�ffi c e
��lu�riinua�n planks designed to suppQrt 100 psfi iiv� load. 5„
tog�ther with liquid nails 4-1 /8 gafv. screws
Fram� uniis and brac�s are made ua in increr�ents of 6'-0" square (c�nter to TYP� � 2'-0"x2'-0°' Mud �ill, 0
c�nt�r). The chair riser stands have an � rise from rovv to r�w with a row depth of 2_3/4" thk. layers of plywood. tt c ed
4�". �'he i�leacher stands have a 8" rise firom row to row with � ro�nr depth of 24". � tagether vvith liquid nails 4-1%$" galv. screws
hViate��ial: ��ames are made up of 1 5/8"o.d. x 0.09" wall, high carbor� #ubu{ar sieel 6. The bieach�r su�por� screwjac4cs shall be attached
� vu�t� �,2�" x 0.�73" wail tubular diagonal brac�s wefded all aroun�. Typical fo the mud-s€I!s using a minirr�um of fiour (4) sixfeen
�' cr-oss�bracing d� 1°'o.d. x.073" wall tubular steef, forming diac�on�l and straighi penny(16d) n�ils. The nail head shall be b�nt over to z�-1 5/16°
�s�ac�:s #h�z are cannect�d to bleacher frames wifh 1/2" boft stu�s and nuts. '-�----- 5'-ii 7/8" ---' CTYP.)
�' �revent �ull-o�t.
�s�ppc►�; �rarnes cor�nect together using a sle�ve .ype conr�ction. {I�ef: Typical 4-, r
Fr�m� Cor�nection Detail). Bolts to be Grade 5 galv. typ. 7. Mud sills may �e siacked four (4) high (ia�al height 3,99n
`�-�-��- of '° n. Attacii each mud sill using {4) 4" {ang fag MAX, CLR,
t�l�od: �eat ba�ards, foot boards, walk decks ar�d rarnps are 2"x10", ;#1 grade � ,� a 3�-7 1/2" 3'-6"
galv. screws min. #6 or 0.138 dia.) - one on eacF� corn..r. 4
�a��t�:ern y�lfow piaie, suPported a� inteivals of 6'-0" ma�c. and clam�ed at 18'-�J„ 4'_0'
Anienral5 max. 8. [�ea,uireci {l�1PJC-Soil Bearing Pressure:
A. 150Qpsf. (TofaC = DL¢LL) 3 99n
�ir�isi�: �ieach�r ��ames ar� dipp�d in lacquer painf {dark green) to coat inside a�d g. gearing: On Hard Ground/Compacted Turf �) �� MAX C�R,
��tsac�� s�rFaces of t�bular s�ctions. Braces and guard rai�s are galvanized fnish, �.---- 5'-10 1/4n
f��� �r�d �e�t boards are painied dark green. 9. Plynn�ood fioor d�cEc:
�� 3i4�� � 4�� � sA� CDX western ,��iv. ���I�� C�IJARI� RAIL I�AIVEL
������� ����o b) Span rating: 24:4�
,�
� � � . ���������na� �a������ �� �
�
�----- 6'-0" ---� 1,25° x:073 WALL � X �
�EE STRUCTUF�AL DESiGN CRITERIA ORl SNEE f A1 Q � TLBULAR STEEL
�a., �, . 1 .. - ; �;, -�
�X � �
�.. � `
........ .. ....
,_ �...._ .._ . .. ., .
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�� ..^-2�—�n—�'��—'��—Q� I-•�—
, � �.
__ �.
. � I�_ J� l / . .
MAX CLR,
����R �ZTARD �A�L P�I�TEL � �i
• 1"�,D, x .073" WALL �
TUBULAR STEEL
i 7/8" D,D, x ,120" .
WALL TUBIlLAR
STEFL �
SEAT
B�ARD
1,_�„ I 7'-0" 5'-IO�. 4�_pN
3�-6� SEAT 5�-1�
� _ � PAN
1 5/8"�,D, x 1 S/8"�,D, x �•
D,09" \�/AL�. � 0,09" WALL 1�-4�
TJBI;LAR I TUBULAR STEEL
STEEL 6'-�° --°_j � s
�' � � � � � � � ��� � — B.�CI� S�AT 8" RI�E SIDE
�` 14" ���� 6 -° � ��1A�ZI� �Z1�Ii� I���'T�
2�-0„ 2,_0��2,_0„ �2 I�I�'�R �+ 1��l�IE
� 1 5/8°❑,ll, x
. � 1/�" �ISE 0.09" WALL �'
TUBULAR STEEL
8 N.
� � SUPPQRT
1 5/8°�� 2�� FRaME 2 1/4„
x 0,09" — �
wa��
TUBULAR 6,_�„ _� � 1'-0° �
STEEL '
� 1 �I��� �'�.�I�� � ��------ 6--0�� ---�
�" RI�� � g 5������ ��� �����
-.� 2�-0°---{--z�-e°-�-z�-o�� �.-
I 1 1 5/8"D,D, X
9 0,09" WALL ''
g�� TUBULAR STEEL
�
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a
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w
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c�
z
w
n
N
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y
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w
><
4 �
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v �
SLPP�RT �
1 5/8"O.D, x FRAME
0,09" WALL 2'-0" 1'-4"
TUBULAR STEEL �-
-- , �_
6,_0„ —� � �-�--�--- 6�-p„ —.,�
�2 �ISER ��.�I�� �YPI��L 2' �IJ�PC��� ��� �'�AI�E
�" �g�� FRAl�iE C�I�TNEC�'�C�l�
z--�p---�--2�-op�--2�-��- �-- tJi.,�A,�e v�o�s7 � 1ls�99
�Y
� SEPT
8" B�ARD
�— SEAT �
�/ PAN . -�-i . ,
b� i c i ��; i° i
6,_p„
6�-��� `T��I��L S�A�' �OA,�D
� TYPICAL
1 5/8"�,D, x F�OT
0,09" WALL BOARD
TUBULAR STEEf_
Fn�T
PAN i; �
i ii � �
� ��
i ii i i
6�-0„ � 1 1! I I
�
�3 �I�EI� ��Al�� 6'-°° --�
� TYPICAL �����"�� �'��� �����
�„ RISE
■ �
�; ��' s\ �,
1 5/8°O.D, x 0,09"
WALL TUBULAR
STEEL
I
3'-1 23/32' 4
K 1'-7 5/32"
i
�-- 5'-0"
CENTER AISLE
�IANDRAIL 2 STEP
�ru�-cax-z
. , .� ,, �
;
SR-54 - 5'-4"
SR-56 5'-6"
SR-6 6'-0"
sw-7 7�-0,�
GUARD RAIL
GR-2 2'-1 6/16"
GR-3 3'-0"
GR-4 4'-0"
GR-5 5'-0"
G R-5-6 5'-6"
GR-6 6'-0"
DIA(�ONAL BR�
B-110
8-15
8-16
Lo q - �
� 8-17
B-18
1"�,D, x .073" WAL� B
TUBULAR STEEL B-64
�
C�OSS �I�ACE DIAG{�l�iAL �RACIlVG
WALL_ TUBULAR �
STEEL
�
,
3'-1 23/3c
�
�
� 2'-5 1/32"
i
` 7'-6"
g
CENTER AISLE
�IANDRAIL 3 ST�P
TUE—CAH-9
5'-Ou
� 3�-3U
MAX,9CLR,
GUARD l�AIL
GR-6-2 6`-2"
�G R-6-4 6'-4"
GR-7 7'-0"
GR-8 �'-0"
GR-9 9'-0"
DIAGONA� �RACI�IG
1 5/8"❑,D, x
0,09" WALL
TUBULAR STEEL 4 i �
� „ I
,_ „ 1 1/4"C],D, x � 2 1/4 3_� �-
3 0 ,073� WALL Z'-3 3/4' � j Z 3 3/4
TUBULAR STEEL � _ l
I 1,_�n 1
i �
I-a-- 6'-0° —°,� � i�—_ 5'`�" —'.� �`— S-� —'�
�' � �J ����� �V� ��L���:J � 9 �L"������� ��l�.l`Y.��:J � 9 �i ������� ��t�1W.��
1 S/8"D.D, x
. 0,09` WALL
TUBULAR STEEL I �
� ;
4'-0" 2'-3 3/4" + � 4,_�N 2'-3 3/
� �
1 1/4"O,D, x � 2'-0° 1'-4" �
,073" \JALL
TUBULAR STEEL � � ��
�____— 6�-p�� --.--�� 4 �----- 5'-0° - � �----- 5`_p„ _ �
4' S�JPPORT �OX F�A.I�E 2' yYAI.,KD�CK �'�ANIE 4' �YAI.,I����� �RA�I�
����:
�07"�Otd1 t�AYEIt O� �AS�/6�1�DS1L�. RISER/BC1X
����� �� ������ ������
1-�" DIA,
THREADED BAR
C�NNE TI�N � i;; �� iI (' I�
� PI ! I �1 I
NGE � 1
PIN
SUPP�RT �
FRAME
T��I�AL �LTA,�I�
�AIL C�I�I��CTI��
RISER/BOX CC-1018 CR, STEEL) ALL MlJD SILL LUMBER SHALL
FRAME Vallow = 576# BE TREATED PER USE CATEG�RY
i 9.i Pal[ow = 4K "UC4B GR�UND CC�NTACT HEAVY
Ip I
.� ~. BASE DUTY" �F THE AWPA U1-09 t1SE
` BASE JACK Q CATEG❑RY SYSTEM
MUD j ` PLATE 12'�— MUII 1-�" GALV, ��-�� �
SILL EXTr SILL SCREW ,
6"x6� f 6"x6"
� � CTYPJ � �� CTYPJ --1�" x 24" , �
Y
�ASE PLAT� �AS� JA��
�i./��JLJe � �99 — � 9 —�99
— S�HL
���—���� ���� �
v
; i �� su��o��r �ost
; �-�rP. rtu� �t! L
' _. ._.. ._._ TYP BAS� PLAiE
MfN. t4) IE+d BO>c
NAILS.
�
�aa�a�a a s n�A ssa �►os e e
� I 71"f� �L{PP�f�T PO�
; iYP. i�°iUD SILL
, i— TYP ��4�E PLA7E
MiN. (�) 16d Bo>t
N,4iL�
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ALL P•�IUD SILL LUMBER SHALL
BE Th�ATED PER USE CATtG[JRY
°liC4B GRDUND C�NTACT HERVY
DUTY` �F THE AWPA Lfl-09 USE
GATEGGRY SYSTEM
3"
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12 X pl,`�J" � 2�—�� �
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24 x 24 , i, Z�_d�
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V 99 �1�� ���1����:.d�
6'-0" —
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6��
G,R.P
1.25` DIA. PIPE
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ENLOSE STA R
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N�TES�
'T-12-201b