HomeMy WebLinkAboutCOMA2016-2774Z.
JOB ADDRESS:
LOT:
CT 7 2016
/" DATE OF ISSUANCE: —7
ti"j 1
PERMIT #: t
BUILDING PERMIT APPLICATION - - 7
(PLEASE PRINT LEGIBLY — COMPLETE; ENTIRE FORM)
1W Gaytord Tra << Uil c�itiati 2. SUITE #
BLOCK: SUBDIVISION:
BUILDING CONTRACTOR (company name ' G i Y id rCTu
3l
CURRENT MAILING ADDRESS: 1901 o rd Tr -a ; l
CITY/STATE/ZIP: G r' a D e. V i In 1? t TX 1 G O 5I PH: # 811 7 1$ 1000 Fax # $ "I 0pp
23 S
PROPERTY OWNER:
CURRENT MAILING ADDRESS:
a it
CITY/STATE/ZIP: 171-3 Dy -y; we i -rx I �b 0 S( PHONE NUMBER:
PROJECT VALUE: $ , 4t-( s, d o 0 FIRE SPRINKLERED? YES
-�' NO
WHAT TRADES WILL BE NEEDED? (Check ones that apply) ELECTRIC PLUMBING MECHANICAL
DESCRIPTION OF WORK TO BE DONE: M C lceT l.,ou enT�r + X CE uy e vsi-
USE OF BUILDING OR STRUCTURE: `a� �}p� (�ay E\/ p'vs+
NAME OF BUSINESS: T C
Total Square Footage under roof: 15,500 Square Footage of alteration/addition:
El I hereby certify that plans have been reviewed and the building will be inspected by a certified energy code inspector in accordance with
State Law. Plan review and inspection documentation shall be made available to the Building Department (required for new buildings,
alterations and additions)
Ef I hereby certify that plans havebeen s bmitted to the Texas Department of Licensing and Regulation for Accessibility Review.
Control Number: EA (-1 1,8b LOW (Not required for 1 & 2 family dwellings)
I hereby certify that an asbestos survey has been conducted for this structure in accordance with the regulatory requirements of the Texas
Department of Health.
(REQUIRED FOR DEMOLITIONS, ADDITIONS AND OR ALTERATION TO COMMERCIAL AND PUBLIC BUILDINGS)
I hereby certify that the foregoing is correct to the best of my knowledge and all work will be performed according to the documents approved by
the Building Department and in compliance with the City Of Grapevine Ordinance regulating construction. It is understood that the issuance of
this permit does not grant or authorize any violation of any code or ordinance of the City Of Grapevine. I FURTHERMORE UNDERSTAND
THAT PLANS AND SPECIFICATIONS ARE NOT REVIEWED FOR HANDICAPPED ACCESSIBILITY BY THE CITY, AND THAT THE
DESIGN PROFESSIONAL/OWNER IS RESPONSIBLE FOR OBTAINING SUCH APPRO L FROM HE APPROPRIATE STATE AND
OR FEDERAL AGENCY(S).
PRINT NAME: E(i G N Vv* PP SIGNATURE
PHONE #: 2.O S 1� 1 EMAIL:
®CHECK BOX IF PREFERRED TO BE CONTACTED BY E-MAIL
THE FOLLOWING IS TO BE COMPLETED BY THE BUILDING INSPECTION DEPARTMENT
Construction Type: \/8
Permit Valuation: $ f
Setbacks
Approval to Issue
Occupancy Group:
Fire Sprinkler: YES --- NO
Front:
Electrical
Division:
Building Depth: 1 t4 "71 to
Left:
Plumbing
Zoning: Cc_
Building Width: qgl 1 I"
Rear:
Mechanical �
Occupancy Load:
I
Right:
Plan Review Approval: (t Date: -*iQ 1,,
Building Permit Fee:
Site Plan Approval:
Date:
Plan Review Fee:
Fire Department: vi
c4-yy Date: v Ll 1�6
Lot Draina e Fee:
Public Works Department:
Date:
Sewer Availability Rate:
Health Department:
Date:
Water Availability Rate:
Approved for Permit:
I I Av.4S Dater 2°I-
Total Fees:
t.�.
Lot Drainage Submitted:
Approved:Total
Amount Due:
P.O. BOX 95104, GRAPEVINE, TX 76099 (817) 410-3165
✓ , / vC t .
O:FORMS\DSPERMITAPPLICATIONS 1/02-Rey,11/0 Z;1101,411
01
--CITY OF -
APEVINE
IVMECHANICAL ELECTRICAL/r PLUMBING
NOV 8 2016 PERMIT
•- •
PERMIT #BLDG.
J
PERMIT # > �y
!
P Bn
DATE:
a(,
J ADDR SS: SUITE #
DESC P ONK:
PR RTY OWNER:
CONTRACTING AOMPANY',
ADDRESS: t,
ADDRESS:
CITY/STATE/ZIP:
CITY STATE/ZIP:
PHONE NUMBER:
P ONE UMBER: r -y
TYPE OF OCCUPANCY
BUILDING AREA (SQ FT)
PERMIT FEES
AMOUNT DUE
EACH TRADE
I. R-3
1- 749
$ 33.25
SINGLE FAMILY, DUPLEX
750- 1,199
$ 49.88
TOWNHOUSE,
1,200- 1,500
$ 63.18
NEW CONSTRUCTION &
1,501- 1,750
$ 76.48
ADDITIONS (PER UNIT)
1,751- 2,000
$ 83.13
2,001 - 2,250
$ 89.78
TOTAL SQ.FOOT UNDER
2,251- 3,000
$ 96.43
ROOF
3,001 - 3,500
$ 103.08
3,501 - 4,000
$ 109.73
$
4,001 +
$ 120.37
EACH TRADE
II. A, E, I, R-1
1 - 500
$ 37.00
HOTELS, APARTMENTS,
501 -100,000
$ 17.50+.035 PER
DRINKING/DINING,
100,001 - 500,000
$ 3,500.00+.03 SQUARE
EDUCATIONAL, ASSEMBLY,
500,001 +
$15,000.00+.02 FOOT
$
INSTITUTIONAL
EACH TRADE
III. B, F, H, M,S,U
1- 500
$ 37.00
OFFICE, RETAIL, WHOLESALE,
501- 50,000
$ 32.00+.01 PER
f
GARAGES, FACTORIES,
50,001- 100,000
$ 182.00+.007 SQUARE
WORKSHOPS, SERVICE
100,001+
$ 582.00+ .003 FOOT
$
STATIONS, WAREHOUSE
CONTRACT
EACH TRADE
IV. ANY OCCUPANCY GROUP
VALUATION OF
WORK
FINISH -OUTS,
SHELL COMPLETIONS,
0- 500
$ 37.00
ALTERATIONS OR
501- 1,500
$ 45.00
PJr
STAND ALONE PERMITS
1,501- 3,000
3,001- 5,000
$ 57.00�-
$ 72.00
CONTRACT VALUATIO OF WOR
5,001- 50,000
50,001- 100,000
$ 27.00+.009
$ 127.00+ .007 PER
'
$ 5,
100,001- 500,000
$ 327.00+ .005DOLLAR
TVALUATION
$ -
500,001+
$ 1,327.00+.003
EACH TRADE
V. MISCELLANEOUS
IRRIGATION SYSTEMS
$ 37.00
MOBILE HOME SERVICE
$ 37.00
TEMPORARY POLE SERVICE
$ 37.00
SWIMMING POOLS
$ 37.00
SIGN ELECTRIC
$ 37.00
$
O:\FORMS\DS APPLICATIONS - FEES\MEP APPLICATION 4-11.doc
PLAN SUBMITTAL:
WHEN PLANS ARE REQUIRED BY CODES, ORDINANCES, OR AS DETERMINED BY THE BUILDING
OFFICIAL, THREE (3) SETS OF PLANS SHALL BE SUBMITTED IN HARD COPY FORMAT. ENGINEER SEALED
PLANS AND CALCULATIONS SHALL BE SUBMITTED AS REQUIRED BY CODES, ORDINANCES OR WHERE
OTHERWISE REQUIRED BY STATE LAW.
OTHER INSPECTIONS AND FEES:
• INSPECTIONS OUTSIDE NORMAL BUSINESS HOURS (2HR MINIMUM)...............................................$42.00/HOUR"
• REINSPECTION FEES. ...... --- ................... – .............. ...... ................... ............ ..............
$42.00
PERMITS FOR WHICH NO FEE IS SPECIFICALLY INDICATED...........................................................
$37.00
• INSPECTIONS FOR WHICH NO FEE IS SPECIFICALLY INDICATED (1/2 HOUR MINIMUM).. ..... — ............
$42,00/HOUR
• ADDITIONAL PLAN REVIEW REQUIRED BY CHANGES, ADDITIONS, OR REVISIONS TO
APPROVEDPLANS. ..... ............. – ........ ............ ................. ....... ....... ....... .............
$42.00/HOUR
BUILDING PERMIT FEES FOR THE GRAPEVINE-COLLEYVILLE INDEPENDENT SCHOOL DISTRICT
SHALL BE 25% OF THE FEES ESTABLISHED IN THIS TABLE
• FOR USE OF OUTSIDE CONSULTANTS FOR PLAN CHECKING AND INSPECTIONS, OR BOTH.........
ACTUAL COSTS**
I HEREBY CERTIFY THAT THE FOREGOING IS CORRECT TO THE BEST OF MY KNOWLEDGE AND ALL WORK WILL BE
PERFORMED ACCORDING TO THE DOCUMENTS APPROVED BY THE BUILDING DEPARTMENT AND IN COMPLIANCE
WITH THE CITY OF GRAPEVINE CODES REGULATING CONSTRUCTION, IT IS UNDERSTOOD THAT THE ISSUANCE OF
THIS PERMIT DOES NOT GRANT OR AUTHORIZE ANY VIOLATION OF ANY CODE OR ORDINANCE OF THE CITY OF
GRAPEVINE.
I FURTHER CERTIFY THAT ALL WORK THAT IS REQUIRED TO COMPLY WITH ANY FEDERAL, STATE, AND / OR
LOCAL LAW REGARDING ENERGY CONSERVATION WILL BE PERFORMED IN ACCORDANCE WITH THOSE LAWS,
AND THAT VERIFICATION OF ENERGY CODE COMPLIANCE SHALL BE SUBMITTED TO THE CITY UPON REQUEST.
SIGNATURE OF CO TRACTOR OR AUTHORIZED AGENT PRINTED NAME
(OR HOMEOWNER FOR HOMEOWNERS PERMITS)
PHONE #:
EMAIL:
�. ' �
*OR THE TOTAL HOURLY COST TO THE JURISDICTION WHICHEVER IS GREATER.
**ACTUAL COSTS INCLUDE ADMINISTRATIVE AND OVERHEAD COSTS.
CITY OF GRAPEVINE, BUILDING INSPECTIONS, P. O. BOX 95104, GRAPEVINE, TX 76099 (817) 410-311
6/21/01 REVISED: 10/01, 5/06, 2107, 7/07, 8/09, 11/09, 4/11
O:\FORMS\DS APPLICATIONS - FEES\MEP APPLICATION 4-11.doc
.0 �*
MECHANICA -
NOV 42016
Issue Date:
CITY OF GRAPEVINE
(CIRCLE ONE)
ELECTRICAL - PLUMBING - IRRIGATION FUEL GAS
PERMIT APPLICATION
(PLElSE PRIVT I =T= ZMFTIM_-
PERMIT # --j-BLDG.
__ 11 - __ — _ � ... — — — I--
PERMIT 1I
--my
DATE:
JOB ADDRESS: SUITE #
I
DESCRIPTION OF WORK:
PROPERTY OWNER:
0761"Xnnn/ Z--,ivv12__l
CONTRACTING COMPANY-
ADDRESS: r- I
/so/ 6�
ADDRESS:
Ila
CITYISTATEMP:
Z�K(',iq
0 mr'-Aw�t k
CITYISTATEfZIP:
n C,v i, oc
PHONE NUMBER:
PHONE NUMBER'
TYPE OF OCCUPANCY
BUILDING AREA
(SO FT)
PERMIT FEES
AMOUNT DUE
EACH TRADE
1. R-3
1- 749
$ 33.25
SINGLE FAMILY, DUPLEX
750- 1,199
$ 49.88
TOWNHOUSE,
1,200- 1,500
$ 63.18
NEW CONSTRUCTION &
1,501- 1,750
$ 76.48
ADDITIONS (PER UNIT)
1,751- 2,000
$ 83.13
2,001- 2,250
$ 89.78
TOTAL SQ. FOOT UNDER
2,251- 3,000
$ 96.43
ROOF
3,001- 3,500
$ 103.08
3,501- 4,000
$ 109.73
4,001+
$ 120.37
EACH TRADE
11. A, E, 1, R-1
1- 500
$ 37.00
HOTELS, APARTMENTS,
501 -100,000
$ 17.50+.035 PER
DRINKING/DINING,
100,001 - 500,000
$ 3,500.00+.03 SQUARE
EDUCATIONAL, ASSEMBLY,
500,001+
$15,000.00+.02 FOOT
INSTITUTIONAL
EACH TRADE
111. B, F, H, M, S, U
OFFICE, RETAIL, WHOLESALE,
1- 500
$ 37.00
GARAGES, FACTORIES,
501- 50,000
$ 32.00+.01 PER
f
WORKSHOPS, SERVICE
50,001- 100,000
$ 182.00+.007 SQUARE
STATIONS, WAREHOUSE
100,001+
$ 582.00+.003 FOOT
CONTRACT
EACH TRADE
IV. ANY OCCUPANCY GROUP
VALUATION OF
WOR
FINISH -OUTS,
SHELL COMPLETIONS,
0- 500
$ 37.00
ALTERATIONS OR
501- 1,500
$ 45.00
STAND ALONE PERMITS
1,501- 3,000
$ 57.00
3,001- 5,000
$ 72.00
CONTRACT VALUATION OF WORK:
$
51001- 50,000
50,001-100,000
$ 27.00+.009
$ 127.00+.007 PER
oc"
100,001- 500,000
$ 327.00+.005DOL L AR
500.001+
$ 1,327.00+.003 VALUATION
V. MISCELLANEOUS
EACH TRADE
IRRIGATION SYSTEMS
$ 37.00
MOBILE HOME SERVICE
$ 37.00
TEMPORARY POLE SERVICE
$ 37.00
SWIMMING POOLS
$ 37.00
SIGN ELECTRIC
$ 37.00
C*%Ummlsbafte%A=Data%LomfiMlanwffiWffidom%Temoomry Internet Ffles%Contant.Oudook%G80E6GOFWEP APPLICATION 4-11.doc
PLAN! SUBMITTAL:
WHEN PLANS ARE REQUIRED BY CODES, ORDINANCES, OR AS DETERMINED BY THE BUILDING
OFFICIAL, THREE (3) SETS OF PLANS SHALL BE SUBMITTED IN HARD COPY FORMAT. ENGINEER SEALED
PLANS AND CALCULATIONS SHALL BE SUBMITTED AS REQUIRED BY CODES, ORDINANCES OR WHERE
OTHERWISE REQUIRED BY STATE LAW.
• INSPECTIONS OUTSIDE NORMAL BUSINESS HOURS (2HR MINIMUM) ....................... ................. ....... $42.00/HOUR*
• REINSPECTION FEES.................................................................................................................. $42.00
• PERMITS FOR WHICH NO FEE IS SPECIFICALLY INDICATED........................................................... $37.00
• INSPECTIONS FOR WHICH NO FEE IS SPECIFICALLY INDICATED (1/2 HOUR MINIMUM)......................$42.00/HOUR
• ADDITIONAL PLAN REVIEW REQUIRED BY CHANGES, ADDITIONS, OR REVISIONS TO
APPROVEDPLANS.......................................................................................................................$42.00/HOUR
• BUILDING PERMIT FEES FOR THE GRAPEVINE-COLLEYVILLE INDEPENDENT SCHOOL DISTRICT
SHALL BE 25% OF THE FEES ESTABLISHED IN THIS TABLE
• FOR USE OF OUTSIDE CONSULTANTS FOR PLAN CHECKING AND INSPECTIONS, OR BOTH......... ACTUAL COSTS**
I HEREBY CERTIFY THAT THE FOREGOING IS CORRECT TO THE BEST OF MY KNOWLEDGE AND ALL WORK WILL BE
PERFORMED ACCORDING TO THE DOCUMENTS APPROVED BY THE BUILDING DEPARTMENT AND IN COMPLIANCE
WITH THE CITY OF GRAPEVINE CODES REGULATING CONSTRUCTION. IT IS UNDERSTOOD THAT THE ISSUANCE OF
THIS PERMIT DOES NOT GRANT OR AUTHORIZE ANY VIOLATION OF ANY CODE OR ORDINANCE OF THE CITY OF
GRAPEVINE.
I FURTHER CERTIFY THAT ALL WORK THAT IS REQUIRED TO COMPLY WITH ANY FEDERAL, STATE, AND / OR
LOCAL REGARDING ENERGY CONSERVATION WILL BE PERFORMED IN ACCORDANCE WITH THOSE LAWS,
AND 777
ATtA OF ENERGY CODE COMPLIANCE SHALL BE SUBMITTED TO THE CITY UPON REQUEST.
7
SIGNAT OF CONTRACTOR OR AUTHORIZED AGENT PRINTED NAME
(OR HOMEOWNER FOR HOMEOWNERS PERMITS)
PHONE#:i EMAIL:
r
*OR THE TOTAL HOURLY COST TO THE JURISDICTION WHICHEVER IS GREATER.
**ACTUAL COSTS INCLUDE ADMINISTRATIVE AND OVERHEAD COSTS.
Development Services Department, Building Inspections
The City of Grapevine * P.O. Boz 95104 * Grapevine, Texas 76099 * (817) 410-3165
Fax (817) 410-3012 SIE www.grapevinetexas.gov
C:\Users\sbatte\AooData\Local\Microsoft\Windows\Temoorary intemet Files\Content.Outlook\G8OE6GQF\MEP APPLICATION 4-11.doc
Manda Pancholy
From:
Scott Williams
Sent:
Tuesday, September 27, 2016 10:30 AM
To:
Manda Pancholy
Subject:
FW: Gaylord Ice
J. Scott Williams
Development Director
City of Grapevine
200 S. Main Street
Grapevine Texas 76051
(817) 410-3158
From: Scott Williams
Sent: Thursday, September 22, 2016 7:28 AM
To:'Tim Fleming' <
Cc: Randie Frisinger <rfrisinger@grapevinetexas.gov>
Subject: RE: Gaylord Ice
Thanks Tim,
I have not considered this a Special Amusement Building in the past, as we have specifically required a clear and
unobstructed exit path. There are no conveyance systems, and lighting is not used to distract occupants or obstruct
exits.
In terms of building separation, we have also looked at that in the past. This tent is erected for a period of less than 180
days, and is therefore subject to the Fire Code. The Fire Code does not require separation unless the tent exceeds
15,000 square feet. We informed Gaylord of this, and specifically told them that the tent must remain below 15,000
square feet.
I have no objections to any of your other comments.
J. Scott Williams
Development Director
City of Grapevine
200 S. Main Street
Grapevine Texas 76051
(817) 410-3158
From: Tim Fleming [mailto:
Sent: Wednesday, September 21, 2016 2:01 PM
To: Scott Williams <scottw@grapevinetexas.gov>
Subject: Gaylord Ice
Scott,
Attached please find my review of the Tent permit for Gaylord Ice. The tent is too close to the building and it is a Special
amusement occupancy requiring compliance with 411. It is 19,000 sf and 411.4 requires sprinklers.
Let me know what you want to do with this.
Tim A. Fleming MCP, RAS
Code Solutions Inc.
817-379-1129 office
817-229-6410 mobil
>1'P -a712 4�
August 24, 2016
CV
Cook Structural Engineers
i 12850 Spurling Drive Suite 120
t
L— Dallas, Texas 75230
i
Ph (972) 387-1920 fax (972) 387-8210
email: cookstructuralengrs@sbcglobal.net
Mr. Eric Klumpp ( Chief Engineer Mechanical & Electrical
Gaylord Texan Resort & Convention Center
1501 Gaylord Trail I Grapevine, TX 76051
O/F/817-778-2381/2359 C:817-205-7974
Re: ICE Tent Plot with weights
Proposed Tent Structure
Gaylord Texas
1501 Gaylord Trail
Grapevine, Texas 76051
As requested by Mr. Eric Klumpp, the undersigned reviewed the proposed lighting plot plan of
the proposed Gaylord Texan Ice Tent for the year 2017.
From the design book which is sealed by Mr. Wayne Rendely, PE with TX PE # 87566, part 4
Load Assumptions, we know the superstructure frame of the Ice Tent is designed with hanging
loads of 2,000 lbs, with 1,000 lbs, maximum at any one location and no more than 1,000 lbs on
either side of the ridge (beam). There is to be no individual single load more than 1,000 lbs on
the lighting plot plan, and total loads per ridge beam are to be less than 2,000 lbs. The lighting
plot plan is inside the design loadings limits.
If there are any questions, please call.
Very truly yours,
COOKSTRUCTURALENGINEERS
Jack C Cook P.E.
OF 11 t
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August 24, 2016
IR41 A17,17t&2t
CONIFRACTOF,� SFIALL CALL FOR
i
(817 410-301, 0
'-mCT"_N 'REGISTRATION
YVULL BEE REVOk"ED 1,I)PON
AM EXF
%jasydord Texan Ice! Eveh 1
abric Clad Aluminum Frame
(30mx45m)
w•
arm., in
e W,_ a -_ 0
mom-,.@
`36PARATE PLUMBING, MECHANICA1,
ELECTRICAL AND SIGN PERMITS
WALL BE PtEQUiRED
OrC,t)l? LDAb: -qjZ
Structural Load Report
August 2015 - January 2016
CITY OF GRAPEVINE
CC a C C)11 - Wayne en el PE
" 'b � a , I) 111IDfli
, 4 , 4 11�� Texas PE # 87566
SHEET:------- OF- S: 12/31/20yel(t C�l
, �,TCm(INCO"NFMC f
RELE�V-.'E Dofr-., NOT P"Y -,CE
Wil -H T> do EA 11LI)ING G-0-- "_R ZC,,, IHNG ORDINAN
R -,
T1MAN -T,') BE KEPT ON Business # 3726
THE JOBAFALLAIME S ,Mires: 4130/2016
DATE, By:_-���IA I
BUILDING MPECTK)N OMSION
RELEASE DOES NOT APPLYTO COMIrl RUC110N IN
HT-OF-WAY-
clt%
Prepared for Air"LA66"•AU I S" BE APPROVED
Wayne Rendely PE
132 Columbia Street
Huntington Station, New York 11746-1220
Tel.: 631-351-1843
&
APPROVAL
OF REVISED MAO*
APPROVED PLANS SHALL BE
wernir rw infacITF AT ALL TIMES
OFFICE Copy
TABLE OF CONTENTS
Part I
Part 2
Part 3
Part 4
Part 5
Part 6
Appendix A
Appendix B
Appendix C
Introduction
Structural Framing
Section and Material Properties
Load Assumptions
Structural Analysis and Results
Structural Investigations
Mendenhall / Smith
Structural Engineers
Phillip J De La Mare PE
30m Eventec Frame w/ Knee Braces
Structural Evaluation — May 31, 2012
(Cover, pages 1 thru 10, misc. others
ASCE 7 — Wind Loads on
Temporary Fabric Structures
Extrusion Drawings
Part 1 Introduction
The purpose of this report is to document the analysis and design review of a previously designed
and certified for use 30 meter span aluminum frame tent known as "Eventec" by Arena America's
family of companies. ( See original report by Mendenhall/Smith Structural Engineers dated May
31, 2012 ).
This tent is to be used at the Gaylord Texan Ice! Event at the Gaylord Texan resort and Conven-
tion Center in Grapevine Texas 76051 during the months of August 2015 thru January 2016.
The sole purpose of this report is to evaluate the structural integrity of this structure and the ac-
ceptability for use as a temporary tent for this location during the six (6) month period listed
above.
Local requirements and the validity of this report should be verified with the local building offi-
cial(s).
Wind Loads are based upon a IBC using ( ASCE 7-05 ) 90 mph Zone ( 50 year map ) Exposure C
with a Temporary Importance Factor of 0.59 ( less than 8.2 psf at 30' height ) with appropriate
pressure coefficients.
Wind Loads are also based upon a IBC using (ASCE 7-10 ) 115 mph Zone (50 year map) Expo-
sure C with a calculated 2 year return period speed of 62 mph. ( averaging 8.2 psf from zero to
30' height ) with appropriate pressure coefficients.
Design Live, Rain or Snow loads for the 30m are 5 psf maximum plus the hung loads. This 5 psf
is 1 inch of water or ice or about 6 inches of snow at 16% density. The original reports assumption
of 5 psf live load is acceptable with zero hung loads. Hung loads should be directly from the rafter
} beams only with a maximum load on any frame limited to 2,000 lbs ( 1,000 lbs each side of the
ridge ) and not more than 1,000 lbs at any single location.
All of the assumptions of this report are based upon written and verbal information provided to me
by others and it is my judgment that the information is accurate. The structures must conform to
the specifications of this report in order for this certification to be valid.
Part 2 Structural Framing Plan
The frames are fabricated from 6061-T6 or equivalent strength aluminium extrusions and are con-
nected at their ends and at anchors by use of 36 ksi steel built-up tube inserts.
The fabric cladding for these structures is typically a PVC coated polyester but can be of other
coatings and scrim, with a minimum strip tensile strength of 100 pli. ( preferably 200 pli ) which is
slid into the keder track of the rafters -and columns. The fabric also -provides and acts as bracing
to the structural elements between purlins. Ridge, eave and interior purlins space and brace the
frames and support the .fabric. Cable bracing in the roof andwalls are located in two bays at each
end as shown on the sketch drawings,;
The 30 meter span structures have frames spaced 5 meters on center and have wind posts on
each end wall spaced 5 meters on center.
Part 3 Section and Material Properties
Material distribution is as per the drawings and reports and is generally as follows:
Description Nominal Size — inches Grade
30 meter span:
Rafters, Columns — AS334 Leg/Truss Profile
13.15 x 4.8 x 0.315 / 0.197
6061 -T6/6005 -T5
Insert — A3334 Keystone Profile
12.44 x 4.4 x 0.394 / 0.188
6061 -T6/6005 -T5
Gusset Brace
3/8 thickness
36 ksi steel
Gusset Bolts
M20
GR 8.8 Bolts
Wind Post — Easyflex Gable Leg
5.9 x 4.7 x 0.118
6061 -T6/6005 -T5
Wind Post — AS200 as Gable Leg
8.1 x 4.7 x 0..27610.157
6061 -T6/6005 -T5
AS334 Large Purlin Profile
AS334 Small Purlin Profile
Cable Bracing
AS334 X -Brace Assembly
Fabric
5.5 x 3,9 x 0.118 6061 -T6/6005 -T5
3.15 x 3.15 x 0.115 6061 -T6/6005 -T5
1/2 & 3/4 cable / 3/4 Turnbuckle
2.5 x 2.5 x 0.125 A500 Steel
200 pli strip tensile
Nim:
NSTRUGTION
RE -1 -EASE DOE'S N,
Y WORK !N CCJU
V\JjT'--� OR�--',)NIANCE,
14
'TL?E JC "1", I-IMES
DATE -
BUILDING NSPECT IN MVIS�ON
RELEASE DOES Nr,,'-/\PP11.rY CONSTRUC710N IN
EASEMENTS ()IH PUBB" )IGHT-OF-WAY.
ALL
s
o, z1.
—1
SCALE. 1 INCH = 40 FEET
Temporary Connector Tent
Over Existing Ramp Area
Existing Stairsrj
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Temporary Connector Tent
Over Existing Parking Lot
100'x 148'(14,800 ft)
Site Plan for Temporary Tents
Gaylord Texan Ice! 2014
Oak Creek, Wl
Belleville, NJ
we ['I a
Chicago, IL
Orlando, FL
Fort Irwin, CA
AMER11CAS
Temporary Connector Tent
Over Existing Parking Lot
100'x 148'(14,800 ft)
Site Plan for Temporary Tents
Gaylord Texan Ice! 2014
5
AS334 WART
{
STEEL
BASEPLATE, GABLE
L
Tj
BASEPLATE, LEG
F
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BRACE, X -BRACE
N,Q
A36
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d
U
Existing
twining Wall
0
4 -
Existing Stairs
10,
0' 12' 24'
-- iI
48'
SCALE: 1 INCH = 24 FEET
Oak Creek, WI
Belleville, NJ
a ir vie n a
Chicago, It
Ortando, FL
AMERICAS
Fort Irwin, CA
11,1111
NINE
O
8' Wi
Egre
REVISIONS
Site Plan for Temporary Tents
Q Drawn By: GTS
s
Gaylord Texan ice! 2,)14 s Date: 20140624
a SHEET 2
s
o• a• is• sr
SCALE: 1 INCH = 16 FEET
Elevation View - Temporary Clearspan Tent A Gable end Arcfi
100` (Sam) Width -17° (5.4m) Leg Height � ° :.;:, ��c � N SN I , T��
EE a
OF:
RE s_FA aF Dor'S F "C -,ANY^'QX i i �.*�.N UCT
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AMERICAS
n.
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i
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,;�^ �y v
t! t..LF\( .."l .�; :•. t�'t,i _�J l� i`1 y^i -i�.Gr$f, `�, IN
L,, "49La' ` PUBLIC 'I._! F °.t&'" -iii -V, Y,
Oak Creek, *1
Beltsville, NJ
Chicago, IL
Orlando, FL
Fort Irwin, CA
E - INE
RELEASED FOR CONSTRUCTION
SHEET:
REL_EASEOOES NOT A[ ANY dVORK IN CONFLICT
�A,ViIH THE BULDRNG f'4 ZONINGORDINPAICE.
P
R E
S
R E
L
H
E
E
THIS LN0 KEPT (',NJ
THE J0,23, A'� T
ALL UES
D�ATEI BY�
BUILDINIr, Ji 119PF-r-!10N DIVISION
RELEASE DOES N,-11
P, Jr-Tinm IN
EASEMENTS
3:UEAz
,-= 0 -'! gm -
mm LL
0
AOL
Structure Leg
Structure Baseplate
3/4" Bolt (x3)
314" Plywood Shim
.Lt-
Elevated
Elevated Flooring Surface --
3/4' Grade 8 Eye Bolt (xi)
2" Ratchet Strap,
10,000 lb. Capacity
(2) 4x6 Timbers (or equivalent),
can be gusseted as shown with plywood
Steel Ratchet Plate with
Two 314" bolts
Bolts Inserted into
3/4" Steel Drop -In Anchor
Vi
5' Max
EV It,
010N
g
J, CON
",NY V, �'HK iN
NC,
rill - _T
A.
n
BY:
'�PECTION, nMSiON
PLY 1 0 -C� ONSTRUCTION N
',1_18LIG RIGHT-OFMAY,
KAIGlobal Headquarters -
7000 S. 10th St.
Oak Creek, VVI 53154 (4141831-7000
EVENT S E R V I C E S www.kel.5.con?
hiih—A., " ' I.V091., Dc • ENt Xw' NJ M .0tlum FL. H..—"T C" R. Wk,
1
Part 4 Load Assumptions
The load calculations were done with the aid of spreadsheet programs, a finite element analysis
program called LARSA 4D and hand calculations. Loads on the 30 meter span consist of the fol-
lowing: prestress, dead, hung, snow, live, seismic and wind loads as described below.
Prestress
The fabric is assumed to have prestress parallel and perpendicular to the frames
of a minimum of approximately 25 plf.
The structure dead load is the actual material weights.
Live Loads
A minimum of 5 psf live load is applicable to this type of structure.
Hung Loads
Total hung load is 2000 lbs. with 1,000 lbs. maximum at any one location and no
more than 1,000 lbs on either side of the ridge. This is equivalent to approximately
20 plf ( 1.25 psf ) along the frame
Wind Loads
See calculation for ASCE 7 - 05 for 90 mph exposure C, Importance = 0.59 ( tem-
porary ) wind pressure = 8.2 psf average from 0 to 30' height. Coefficients of
pressure (Cp's ) from ASCE-7-05 which uses 3 second gusts,
See calculation for ASCE 7-10 with 2 year return period for 115 mph 50 year re-
turn period ( LRFD ) area equal to 62 mph ( ASD ) Wind pressure = 8.2 psf aver-
age from to 30' height. Coefficients of pressure ( Cp's ) from ASCE-7-10 which
uses 3 second gusts.
Snow Loads
Roof snow is 5 psf maximum. This is approx 1 inch of water, ice and approximately
6 inches of snow at 16% density.
Seismic Loads
QFFI/_.
This s ucture is exfrerney lightwergt� e, for this structure wind loads
gove
SHEET: OR
RELEASE DOES NOT A' t'��?f ANY WORK IN r ONFLJCT
V,/1 -f -H THE BUILDING + ,�, ), ? 2GN'INC, ORLANI;iNCE.
iii PLA : -J
FlE KE -p -i- rvl.
?HE. JO .
`, i AU
DATE:
By:
BUI� I��e
-MON DIVISION
RBL EASE DOE S !t':
EASEMENTS tP.wi
r' i ;GH[ r� Vvf�Y.
ASCE 7-05
Wind Speed (3 sec. gust)
Use V= 90 mph
Importance Factor
Use I = 0.59
Category
Use Kzt = 1.00 minimum = 1.00
Low Hazard
0.87
Standard
1.00
High Occ.
1.15
Essential
1.15
Temp.
0.59
qG=G*Kz*Kzt*(I)*.00256*
(V)A 2 1<Kzt=(1+K1*K2*K3)A 2
T
DESIGN WIND PRESSURE INCLUDING GUST -G
and Directionality Kd (PSF)
Exposure A Exposure B Exposure C
Exposure D
(3 = 0.85 0.85 0.85
0.85
Kd = 0.85 0.85 0.85
0.85
Height Pressure Pressure Pressure
Pressure
feet psf psf psf
psf
0-15 2.8 5.0 7.5
9.1
20 3.2 5.5 8.0
9.5
25 3.4 5.8 8.3
9.9
-A -11-1,7 6.2 8.7
10.3
"TION
RELEASED 1-01,,"'� ,,JCA 0
SPIIEET' OF,
ANY WORK !N CONFLK:rr
T X T � `
'F- DOFS NO - J ' I "' NICE,
A/hH THE RZOMNGORD!N,'l,'
T'NS I"IL-Arli FC� BE KEPTON
THEJ(Y
DATE: BY:
BUILDING
I PE TION DMSION
RELEASE DOESVnjPPiLYTO CONSTRUC-PION N
EASEMEN'TS OR RIGHT-OF-WAY
AF MODYED
ASCE 7-10 Wind Speed (3 sec. gust)
Design Actual
LRFD 10 year ASD 10 year
Use V= 76 mph 60 mph
Use Kzt = 1.00 minimum = 1.00
qG=G*KZ*Kzt*(I)*.00256*(V)A 2 I<Kzt--(1+KI*K2*K3)-2
DESIGN WIND PRESSURE INCLUDING GUST G
and Directionality Kd (PSF)
Exposure B
G
Exposure 0
Kd
ASD j
Height
Pressure
feet
Dsf
0-15
20
25
30
40
50
60
Exposure C
Exposure 0
1
ASD j
LRFD
ASD
Pressure
Pressure
nsf
nQf
LRFD
ASD
LRFD
ASD j
LRFD
ASD
8.4
5.1
12.6
7.5
15.2
9.1
9.2
5.5
13.3
8.0
16.0
9.6
9.8
5.9
13.9
8.3
16.6
9.9
10.4
6.2
14.5
8.7
17.2
10.3
11.2
6.7
15.4
9.2
18.0
10.8
12.0
7.2
16.1
9.7
18.8
11.3
12.6
7.5
16.7
10.0
19.4
11.6
'RUCTION
RELEASED N
SPIEET; OF,
RELEASE DOES NOT,
WUHTHEBULDINC ANY WORK 1NICONFLIC-
ZONING
T 0''"bONI
I flS PLA;�'; -f "' �""E
II AAT- ALL TIMES
DATE: BY:
BULDINC� !�;SPECTI( Ni DM&ON
RELEASE DOES NV- yj-() �.,'ONSTRI
I
EASEMENTS rl)p
CRGHT-0
11 'F
h _2
A/ I
�'IUCTIONI',
["'ELE'ASED
"d E ET -
OF:
t-li -1L!:ASE DOES NOT At, ANY W,,)i X N CONFLIC'
Yj i .i.H -�, i E B U 1 L D H\J(l-.' 701NIN(�., 1RDINAN'F,
J(� ALA T i M ES�
DATE BY:
R
'-I.;-/XS = D'E ON�,":; J C'NON t N,
o
EASEMENTS�),�� Gffll -G, ;/AY,
ALL- BE AP�--2,R0V9'--D
ASCE 7
Wind Speed (3 sec. gust)
Use V=
62
mph
q=G*Kz*Kzt*(I)*.00256*(V)12
1<Kzt=(1+K1*K2*K3) A 2
DESIGN WIND PRESSURE
INCLUDING GUST G
and Directionality Kd (PSF)
Exposure B
Exposure C
Exposure D
G =
0.85
0.85
0.8
Kd =
0.85
0.85
0.85
Height
Pressure
Pressure
Pressure
Height
feet
psf
psf
psf
0-15
5.0
7.1
8.1
0-15
20
5.0
7.5
8.5
20
25
5.0
7.9
8.8
25
30
5.0
8.2
9.1
30
40
5.4
8.7
9.6
40
1
50
5.8
9.1
10.0
50
A/ I
�'IUCTIONI',
["'ELE'ASED
"d E ET -
OF:
t-li -1L!:ASE DOES NOT At, ANY W,,)i X N CONFLIC'
Yj i .i.H -�, i E B U 1 L D H\J(l-.' 701NIN(�., 1RDINAN'F,
J(� ALA T i M ES�
DATE BY:
R
'-I.;-/XS = D'E ON�,":; J C'NON t N,
o
EASEMENTS�),�� Gffll -G, ;/AY,
ALL- BE AP�--2,R0V9'--D
General Load Cases and Combinations
Load Cases and Combinations are as Follows:
CASE
DESCRIPTION
1.
DL
Dead Load ( includes Prestress }
2.
LLL
Live Load Left
3.
LLR
Live Load Right
4.
HUNG
Hung Load
5.
WLP 20
Wind Load Perpendicular
20 degree roof -.with suction on windward
6.
WLP 30
Wind load Perpendicular— 30 degree roof
30 degree roof -with pressure on windward
7.
WL//
Wind Load Parallel
8.
IP
internal Pressure
COMBINATIONS
1. DL
2. DL + LL i LL = LLL + LLR )
3. DL + LLR
4. DL + WLP 20
5. DL + WL/1
6. DL + HUNG + 0,6 x LL
7. DL+WLP 20+IP
8. DL+WL//+IP(�
9. DL +WLP 30
SHEET: OF:
10. DL + WLP 20 + LLLRELEASE DOES NOT AU i I lop:
ANY WORK IN COIVEI_(O L
1 'i N ; i IE BUILDING t OR ZONING 'JhGN/i NCE.
a 1A1S PLkNr H EP�T ON
_LI -1E J x_£ jf�l .ALL I._IMES
[11L.Cal�N'SPE_CTION DIVISION
RELEASE DOES Nr, °•. i. Y TO CONSTRUCTION IN
EAS fU9E TS `)E IC: F GHT OF ',nY'�Y,
M n '
oV METER SPAN 5,4 METER E^vE
*V MPH ZONE (ASD)
2 YEAR RETURN PERIOD
82 PSF WIND LOAD WAYME RENDELY PE
5 P3F LIVE LOAD 132 COLUMBIA STREET
1.25 P3F HUNG < 2,000 LBS PER FRAME ) HUNTIN6TON STATION' NY
TEXAS PE # 87566
RESIDUAL FORCES IN KIPS; (1,000 LBS) EXPIRES 4/30/2014
(OPPOSITE Or REACTIONS)
ANCHOR LOAD CASE X Y Z
WL /' -2.e
WL pFep +/-3.5
D, E' F VL 0
ADD AT
B. C WL // 8
MEE
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LARSA 40 KARL's 30m x 5.4m
Wayne Rendely PE Page I
CAUserskWayne Rendely\Desktop\INSPIRON 920MLARSA FILES AUG 2006kKARLS130m_jGayIord.Iar
La -5t Analysis Run, 8113/2013 2:09:09 PM
Part 5 Structural Analysis and Results
Computer Model
The frame was modelled as an assemblage of linear element with the appropriate
stiffness properties assigned. Releases are set to simulate complete fixety or a
zero moment condition where appropriate. Column bases are modelled as pinned
to the flooring platform or the ground. The un -factored reactions are tabulated as
well as the internal forces - axial, shear and moment, to check the member sizes
and connections.
This finite element analysis was performed on the commercially available
computer program called LARSA 4D.
Analysis Results
The graphical results involving the internal forces for the resulting load combina-
tions are shown on the following pages. Also shown are the extreme values and
their relative locations. These should be viewed in conjunction with the member
force listings.
tj"i
IN U
�J� ALLTUES
D AT BY1'______
. ........ .
Cl ON LW/GON
,3u 'i[.J)111'�,,
f t-1 �-_PSE DOES i 0 (3,, 11S FRU TION H\!
EASEMENT�. C F�K_-'H 1 OF-VV/',Y,
F" R QV
Graphics View I
O'C P,-- 'vll- Ll L, Ej L - LL, 11L + LLL. GL L VIL P 2C], E L -', `,.A.TJ ", D L + 1-111 I'd G + LL.
C)
A
LARSA40
2
3,r
KARL'S 30m x 5.4m
Wayne Rendely PE
CAUsersMayne RandelylDesktopUNSPIRON 92001LARSA FILES AUG 2006XKARLS130m
Last Analysis Run : 811312013 2:09:09 PM Gaylord lar
-225
-353
-481
Page 1
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KARL'S 30m x 5.4m
Wayne Rendely PE
CAUsersMayne RandelylDesktopUNSPIRON 92001LARSA FILES AUG 2006XKARLS130m
Last Analysis Run : 811312013 2:09:09 PM Gaylord lar
-225
-353
-481
Page 1
Graphics View I
11
LARSA 4D KARL's 30m x 5Am
Wayne Rendely PE Page I
coram Wayne RendetykDesktopUNSPIRON 9200\LARSA FILES AUG 2006\KARLS13OM—Gaylord.lar
Lara _ Run : 8/13/2013 2,.09.09 PM
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LARSA 4D KARL's 30m x 5Am
Wayne Rendely PE Page I
coram Wayne RendetykDesktopUNSPIRON 9200\LARSA FILES AUG 2006\KARLS13OM—Gaylord.lar
Lara _ Run : 8/13/2013 2,.09.09 PM
Joint Reactions
r r r£
a
{"`�yj(t�
FQr08
F
Q,A4.3069#
OL
0.6259
#DL
+ LL
3.5936
DL+LLL
2.1103
#
DL+WLP 20
.3.1841
#
t
DL+WU1
-1.6669#
-3.7949
# #
1
DL+HUNG +LL
4.6162
#
6.3227
# #
1
DL+ WLP 20 +1P
3.709,
#
4.6373
# #
1
DL+WIX+IP
-2.1923
#
-4,9651
# #
1
OL +WLP 30
-1.9901
#
0.5528
# #
t
DL + WLP 30 + LLL
-0.5067
#
3.6001
# #
11
OL
#
1.2602
# #
11
DL + LL
-3.5936
#
5.3233
# #
11
OL i. LLL
-2.1103
#
2.2760
# #
11
DL+WLP 20
1.4406
#'
-2.6272
# #
t t
DL +Wf.J/
1.6669
#
1.7946
# #
N
OL+HUNG +LL
4.6162
#
6.3233
# #
t1
DL+WLP 20+IP
1.9661
#
.3.7974
# #
11
OL+WLI/+IP
2,1923
#
-4.9647
# #
t t
OL + WLP 30
-1.4670
#
-0.4712
# #
tt
DL+WLP 30+LLL _
-2.9504
#
0.5446
# #
EWNIz-
,: ET,
r" SE DOES CST,-_ IVY 0VORK Its GOiJFUC-
Ti THE BUILDING =t/ ZONING ORGi
THIS RAN s`= f ` .y � KEPT C,i,-„I
DATE:THE JOB Xi ALL TUES
_._ Y:
BUILDln+ ;`PECTiOi°�'��t�ISION1
i LEASE DOES i� �,pa�Y
EASECV ENTu r , .-11 \lFV/:;\, W
LARSA 4D KARL's 30m x 5.4m
Wayne Rendely PE
C:\Users\Wayne Rende(y\Desktop\INSPIRON 9200\LARSA FILES AUG 2006\KARLS\30m_Gaylord,Iar
Last Analysis Run : 8/13/2013 2:09:04 PM
Page 1
Member End Forces fLocall tEnvelooel Result Cases
DL
tL� LL +
DL + I.LL
I+fjJ js20`
ensf+le
D( +HUNG+.LL
p'+WLI?q±1P
a,E�iVGI}tt ?
DL +W
OI +VULp$p+:CLL
ac ? +
_
0.0000
Member End Forces (Local) rEnveloDel
,i'�Bit�4�r '.iOMtit r 4 f^.,r a,.',° ck s,.f �;9r"+a•• `
- h 1 ,r.'v t�'YY .x.'S;'. -v 4 .pq , Id
,1
X2,1923
IU
Moment
1.41 ut
-Moment : MIrent
i t}inJf
�010000
1
Load Combinations: OL+WLI7+IP
,.r.-` ��'"'_-
0.0000
0.0000
_
0.0000
1
1
load Combinations: DL * HUNG +LL
4.6162
40000
0.0000
0.0000
0.0000
1
2
Load Combinations: DL +HUNG + LL
ei
§5"
4.6162
0.0000
0.0000
0.0000
-736.7534
1
2
Load CombirationsOL+WLJ7+tp
-3.7278
0.0000
OA000
0.0000
472.4258
2
2
Load Combinations: DL + HUNG + LL
t-
• ,a'
11,8933
0.0000
0.0000
- 0.0000
572.0070
2
2
Load Combinations: OL+WLP .30 111
L . ""`:"-'
-4,6133
0.0000
0.0000
0.0000
-7.1968
2
3
load Combinations: OL+WLP 30 +LUL
i ,„
4.9101
0.0000
0.0000
0.0000
-223.6489
2
3
Load Combinations: OL +HUNG + LL
-='.,
.11,8933
0.0000
0.0000
0.0000
-5,1167
3
3
Load Combinations: DL+HUNG +LL
---
0.4625
0.0000
0.0000
0.0000
5.1167
3
3
Load Combinations: DL + WLP 30
2.1773
0.0000
0.0600
0.0000
139.6763
3
4
Load Combinations: OL + WLP 30
�j,'
-1,4273
0.0000
0.0000
0.0000
319.1872
3
4
Load Combinations: DL + HUNG + LL
F'^.
1.3871
0.0000
0.0000
0.0000
-122,8163
4
4
Load Combinations: OL+VJUI+IP
i''". - s,:,
-1,4539
0.0000
0.0000
0.0000
-25.5027
4
4
Load Combinations: DL + HUNG + LL
'0 1 `•
2,2151
0.0000
0.0000
0.0000
122.8163
4
5 I
Load Combinations: DL + HUNG + LL
`}
a-
.0.8844
0,0600
0.0000
0.0000
161.1150
4
5
Load Combinations: OL+WU/+IF
A-0,1898
010000
010000
0.0000
-90.3017
5
5
Load Combinations: OL + WC,7'} + IP
t;,'
0.1489
0.0000
DMOO
0,0000 (
90,3017
5
5 i
Load Combinations: DL + HUNG + LL..;'.,
-0.0320
0.0000
0.0000
0.0000
-161.1150
5
6
Load Combinations: DL + HUNG + LL
r
1.3957
0.000D
0.0000
0.0000
27.8818
5
6
Load Combinations: DL + WL//+ IF
y
-1,6258
0.0000
0.0000
010000
94,2825
6
8
Load Combinations: OL+WUI+IP
..
-.8259
0.0000
0.0000
0.0000
-94,2825
6
6
Load Combinations: DL + HUNG + LL
1.3956
0.0000
0,0000
0.0000
-27.6618
6
7
Load Combinations: OL + HUNG + LL
�` -
-0.0320
0.0000
0.0000
0,0000
161.1058
6
7
Load Combinations: OL + WL11+ IF
' `
0.1469
40000
OA000
0.0000
-90.3072
7
7
Load Combinations: OL+W[J1+IP
r `,. ;K '.j
-0.1898
0.0000
0.0000
0.0000
90.3072
7
7
load Combinations: Dl +NUNG + LL
-17.8844
0.0000
0.0000
OAO00
.161.1058
7
8
Load Combinations: OL + HUNG +LL
Z.2151
0.0000
0.0000
O.000O
-122,8344
7
8
Load Combinations: OL+WUI+IF
-1,4539
0.0000
0.0000
O.00OO
25.4919
8
8
Load Combinations: DL + WLP 30 + LLL41.
2.2169
40000
0.0000
0.0000
488,0671
B
8
Load Combinations! DL + WLI/+IPY'
> .� x„
-1.0425
0.0000
0.0000
0,0000
-25.4919
8
9
Load Combinations: DL+ WIJI+IP
`Ys
-1.2395
0.0000
0.0000
0.0000
50.5408
B
9
Load Combinations: DL + W_P 30 + LLL
v=.� z ,'
-3.2494
OAOOO
0.0000
0.000O
209,4370
9
9
Load Combinations: OL + WLP 30 + LLL
' ,j �;s }
-10.9841
0.0000 1
0.0000
0.0000
-209.4370
9
9
Load Combinations: DL + WLP 20 + 1P
u. :'c?.
5.8091
0.0000
0.0000
0-00,00
-24.0134
9
10
Load Combinations DL+ WLP 20 + IP
- -�, xzJ °i.�
-6.1373
40000
0.0000
6.0000
317.8945
9
10
Load Combinations: OL + WLP 30 + LLL
4
10.7850
0.0000
0.0000
0.0600
-326.0825
10
10
Load Combinations: OL+WLIl+IP
z'��?w?
-3.7278
0.0000
0,0000
0.0000
-472.4258
10
tp
Load Combinations: OL +HUNG + LL
4.8162
0,0000
OA000
0,0000
736,7534
10
11
Load Combinations OL + HUNG + LL
) '.
-4.8162
0,0000
0.0000
0.000C
0.0000
10
11
toad Combinations: DL+ Will IF
2.1923
0A000
0.0000
0.0000
0,0000
11
2
Load Combinations: DL+ WLP 20 + IF
.� -,
-0,3223
0.0000
0.0000
0.0000
-110,7632
11
2
Load Combinations: DL + HUNG +LL
-'1 ,.,;
0.7403
0.0000
0-0000
0-0000
164J463
11
4
Load Combinations: DL + HUNG + LL
-
-0.4646
0.0000
0.0000
0.0000
0.0000
11
4
Load Combinations: OL+WLP 20+Ip
4d ,;:
0.4877
0.0000
0.0000
0.0000
0.0000
12
10
Load Combinations: OL + WLtf + IP
-0.2711
0.0000
0.0000
0.000C
-96.7608
12
10
Load Combinations: OL + HUNG + LL
i'i{, 635': •..
0.7404
0.0000
0.0000
0.0000
164.7969
12
8
Load Combinations: OL + HUNG + LL
, ;{8•' ;.
-0.4647
0A000
0.0000
0,0000
0.0000
12
8
Load Combinations: OL + WL!/+IP
2st2 '::
0,4365
0.0000
0,0000
0,0000
0,0000
LARSA 40 KARL's 30m x 5,4m
Wayne Rendely PE
C:\Users\Wayne Rendely\Desktop\INSPIRON 9200\LARSA FILES AUG 2006\KARLS\30m_Gaylord.lar
Page I
Member End Forces (Local) rEnvelooel Result Cases
Member End Forces (Local) rEnvelooel
R c 4r`gx" o F" Farce
y 4
• k7ti
hLxnll�c a 3I 1 ��"s� �> ���K � i'Y
1 +.'
Forte
NO).
DL+LLL
CL+WLp20
fiLL �s {GF
DL+HUNG+L
Load Combinations: DL + WLP 30
0.5526
1.9901
DL *WLP 20+yPQL1}a
++�tEy %+IIF
DL+WLP 30'
i�.►WL��O'i�lEL _,es iw °"ws�'+""-cn ¢
-
1
r.
5,3227
Member End Forces (Local) rEnvelooel
R c 4r`gx" o F" Farce
y 4
• k7ti
hLxnll�c a 3I 1 ��"s� �> ���K � i'Y
1 +.'
Forte
NO).
Nldmdrti-:
Momlatil
1
1
Load Combinations: DL + WLP 30
0.5526
1.9901
0.0000
0.0000
0.0000
1
1
Load Combinations: OL+LL
5,3227
-3.5936
0.0000
0.0000
0.0000
1
2
Load Combinations: OL + HUNG + LL
-8.1409
4,6162
010000
0.0000
0.0000
1
2
Load Combinations: DL+ WLR 20 + IF
4,7463
-3.0987
0.000D
0.0000
0.0000
2
2
Load Combinations: DL+ WLP 20 + IP
1.3401
-7.8057
0.0000
0.0000
0.0000
1 �'•
2
2
Load Combinations: DL+HUNG +LL
-3.2539
11.6933
0.0000
0.0000
0.0000.c
2
3
Load Combinations-.DL+WLP 30+LLL
-5.5208
4,9101
0.0000
0.0000
0.0000
"'�' •"`+%"
2
3
Load Combinations: OL +WLII + IF
0,7836
6,4480
(.0000
0.0000
0.0000
.. fiR V
3
3
Load Combinations: OL + WLII + IF
6.3759
-1.2456
0.0000
0.0000
0.0000
3
3
Load Combinations: DL + WLP 3C +LLL
6.3746
3.7353
0.0000
0.0000
0.0000
3
4
Load Combinations: DL + HUNG + LL
1 12.7440
1.3871
0.0000
0.0000
0.00000
;.
3
4
load Combinations: DL +WLP 30 +LLL
-5.8101
-1.4114
0.0000
0.0000
0.0000
44
Load Combinations: DL WLP 30+LLL
1,1754
0.5501
010000
0.0000
0.0000
4
4
Load Combinations: DL + HUNG + LL
5.5741
2.2151
0.0000
0.0000
0.0000
4
5
Load Combinations: DL+WLP 20+IP
4.3972
-0.0577
0.0000
0.0000
0.0000
= `$'�
e ,
4
5
Load Combinations: OL + WLP 30 + LLL
-0.7686
1,1219
0.0000
0,0000
0.0000
.�"p
5
5
Load Combinatlona: DL + WLP 30 +LLL
0.7766
-1.1164
0.0000
0,0000
0.0000
A "'�
sA
5
5
Load Combtnstians:OL+WLP 20+IP
-43975
0.0262
0.0000
0.0000
0.0000
5
6
Load Combinations: OL
-0.5976
0.1896
0.0000
0.0000
0.0000
5
6
Load Combinations: OL +WLtI + IF
5.7567
-1.6258
0,0000
0.0000
0,0000
6
6
Load Combinations: DL + WL/1 + IF
5.7567
-1.8259
0.0000
0.0000
0.0000:+
6
6
Load Combinations: DL
0b976
0.1895
0.0000
0.0000
0.0000
4.`
6
7
Load Combinations: DL + WLP 30 + LLL
-1.9709
1.3407
0,0000
0.0000
0.0000
6
7
Load Combinations: OL + HUNG + LL
-0.8327
-0,0320
0.0000
I 0.0000
0.0000
7
7
Load Combinations: OL + HUNG + LL
5.1415
-0.8644
0.0000
0.0000
0.0000,;
7
'7
7
Load Combinations: DL + WLP 30 + LLL
1,9804
-1.3266
0.0000
0,6000
0.0000
7
8
Load Combinations: OL+WLP 30+LLL
2.0191
0,5843
0.0000
0.0000
0.0000
7
a
Load Combinations: DL+WLP 20+IP
4,5179
-1.2160
0.0000
0.0000
0.0000.,
g
8
Load Combinations: OL+WLP 20+IP
5.8173
.0.9497
0.0000
0.0000
D.0000
8
8
Load Combinations: DL + WLP 30 + LLL
-12.6364
2.2189
0.0000
0,0000
0.0000
=dr`
8
9
Load Combinations: DL+LL
8,7704
0.7287
0,0000
0.0000
0.0000
�<
8
9
Load Combinations: OL + WLP 30 + LLL
12,5832
-3.2494
010000
0.0000
0.0000
9
9
Load Combinations: OL + WLP 30 + LLL
-6.9458
-10.9641
0.0000
0.0000
0.0000
9
9
Load Combinations: OL +LL
-1.9915
-8.5723
0.0000
0.0000
09000M"
. ; fr
9
10
Load Combinations: DL + HUNG + LL
3.1833
11.5594
0.0000
0.0000
0.0000
% s
9
10
Load Combinations: OL+WUI+IP
-0.7807
-6,8449
0.0000
0.0000
0.0000
10
10
Load Combinations: DL+WUI+IP
-5.0738
-3.7278
1 0.0000
0.0000
0.0000
10
10
Load Combinations: OL + HUNG + LL
6,1416
4.6162
010000
0,0000
0.0000
10
11
Load Combinations: OL + WLP 30 + LLL
-0.5446
-2,9504
0.0000
0.0000
0.0000
10
11
Load Combinations: DL
-1.2602
-0,6269
0.0000
0,0000
0.0000
11
2
Load Combinations: OL + WLP 20 + IP
-12.4839
-0.3223
0.0000
0.0000
0.0000
wo- -
11
2
Load Combinadons: DL + HUNG + LL
18.8073
0.7403
0,0000
0.0000
0.0000
vh�
h
11
4
Load Combinations: DL
-2,2130
0.0323
0,0000
0.0000
0,0000
11
4
Load Combinations: OL
-2.2130
0,0323
0.0000
0,0000
0.0000(,]
12
10
Load Combinations: OL+WU/+IP
-12.0824
-0.2711
0.0000
0.0000
0.0000
12
10
Load Combinations: OL + HUNG + LL
18.6563
0.7404
0.0000
0.0000
0.0000
A
12
8
Load Combinations: DL
-2.1960
0.0322
0.0000
0.0000
NOW
12
8
Load Combinations: DL
-2,1960
0.0322
0.0000
0.0000
0,0000
Od000,.--
LARSA 4D KARL's 30m x 5.4m
Wayne Rendely PE
C:\Users\Wayne Rendely\Desktop\INSPIRON 9200\LARSA FILES AUG 2006\KARL13\30m_Gaylord.lar
Page 1
Part 6 Structural investigations
Check the main elements of the structure, frame and connections.
Y
5'
r
Ltti `�Yt�
GF
—
est