HomeMy WebLinkAboutPermit D09-027 - DIGITAL FOREST - ANTENNA SUPPORTDIGITAL FOREST
ANTENNA SUPPORT
12101 TUKWILA
INTERNATIONAL BL
EXPIRED
03 -16 -10
D09 -027
Parcel No.: 0923049031 Permit Number: D09 -027
Address: 12101 TUKWILA INTERNATIONAL BL TUKW Issue Date: 04/16/2009
Suite No: Permit Expires On: 10/13/2009
Tenant:
Name: DIGITAL FOREST - ANTENNA SUPPORT
Address: 12101 TUKWILA INTERNATIONAL BL , TUKWILA WA
Owner:
Name: INTERNATIONAL GATEWAY WEST
Address: 12201 TUKWILA INTERNATIONAL BLVD , SEATTLE WA 98168
Phone:
Contact Person:
Name: STEVE HARGROVE
Address: 7717 DETROIT AV SW , SEATTLE WA 98106
Phone: 206 768 -4000
Contractor:
Name: MACDONALD MILLER FAC SOL INC
Address: PO BOX 47983 , SEATTLE WA 98106
Phone: 206 763 -9400
Contractor License No: MACDOMF972BF
Cityllf Tukwila •
DESCRIPTION OF WORK:
PROVIDE AND INSTALL (2) SATELLITE DISH STEEL SUPPORTS ON THE ROOF. INCLUDES ROOFING AROUND SUPPORT
POSTS.
Value of Construction:
Type of Fire Protection:
Type of Construction:
doc: IBC -10/06
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206- 431 -3670
Fax: 206 - 431 -3665
Web site: http://www.ci.tukwila.wa.us
$90,650.00
DEVELOPMENT PERMIT
* *continued on next page **
Expiration Date: 01/06/2011
Fees Collected: $2,171.94
International Building Code Edition: 2006
Occupancy per IBC:
D09 -027 Printed: 04 -16 -2009
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone:
Hauling: N Start Time: End Time:
Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y.
Landscape Irrigation:
Moving Oversize Load: Start Time: End Time:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter: N
Permit Center Authorized Signature:
I hereby 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 grantin of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating
constructs n or the or ance of work authorized to sign and obtain this development permit.
Signature: < ='�_��
Print Name:
doc: IBC -10/06
City of•Tukwila 1
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http://www.ci.tulavila.wa.us
L 14 t
Private:
Profit: N
Private:
Permit Number: D09 - 027
Issue Date: 04/16/2009
Permit Expires On: 10/13/2009
Public:
Non - Profit: N
Public:
L -1(p1/4v'
Date: ( - 1 / / ( o
This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended
or abandoned for a period of 180 days from the last inspection.
D09 -027 Printed: 04 -16 -2009
Parcel No.: 0923049031
Address:
Suite No:
Tenant:
r e
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
12101 TUKWILA INTERNATIONAL BL TUKW
DIGITAL FOREST - ANTENNA SUPPORT
1: ** *BUILDING DEPARTMENT CONDITIONS * **
PERMIT CONDITIONS
Permit Number:
Status:
Applied Date:
Issue Date:
D09 -027
ISSUED
02/25/2009
04/16/2009
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to
start of any construction. These documents shall be maintained and made available until final inspection approval is
granted.
4: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications.
5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by
a Washington Association of Building Official Certified welder.
6: When special inspection is required, either the owner or the registered design professional in responsible charge,
shall employ a special inspection agency and notify the Building Official of the appointment prior to the first
building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner.
7: 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.
8: All construction shall be done in conformance with the approved plans and the requirements of the International
Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code.
9: Manufacturers installation instructions shall be available on the job site at the time of inspection.
10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building
Department (206- 431- 3670).
11: 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 on construction documents and other data shall not prevent the
Building Official from requiring the correction of errors in the construction documents and other data.
doc: Cond -10/06
* *continued on next page **
D09 -027 Printed: 04 -16 -2009
• 0
City of Tukwila
I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating
construction or the performance of work.
Signature:
Print Name:
doc: Cond -10/06
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
( DA tz.L_A
Date: 1 /) U / �� 1
D09 -027 Printed: 04 -16 -2009
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
hup://www.ci.tukwila. wa. us
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
Site Address: 17-- ■ O t � U kuo t o
Tenant Name: ) i C� 14. , . s rl C 4,1 c\
Property Owners Name: o (,,
Mailing Address: '12 t o -1- 1) k-1/4-0 t I +a % t lr D
CONTACT PERSON - who do we contact when your permit is ready to be issued
Name: _\ (.31) 4? Day Telephone: (2-(-- ) (o g -- ()op
Mailing Address: '-] Z i — 1 +' t � S i,. �.> �S L■;)
City State Zip
E -Mail Address: S{- c. ..t . 3 r C-f n*ax Number:
GENERAL CONTRACTOR INFORMATION —
(Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5))
Company Name: MA c ' D r\ 0 ( I \ \ t r
Mailing Address: Tip k L a)
City
Contact Person: Day Telephone:
E -Mail Address:
Contractor Registration Number: Expiration Date:
ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record
Company Name: ?
Mailing Address: G 1 2. 6a -
State Zip
Contact Person:_ Day Telephone: ( Z7 — 4 ,S9 9 S"
E -Mail Address: Fax Number:
Record
ENGINEER OF RECORD - All plans must be wet stamped by Engineer of
Company Name: ANI A 5
Mailing Address:
City State Zip
Contact Person: �0 R 0 l.1 r C\. 0 C ) �') Day Telephone: (qa
E -Mail Address: Fax Number:
H:\Applications \Forms- Applications On Line \2009 Applications \I-2009 - Permit Application.doc
Revised: 1 -2009
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City
Fax Number:
City
12 CH C
Building Permit No.
Mechanical Permit No.
Plumbing /Gas Permit No.
Public Works Permit No.
Project No.
King Co Assessor's Tax Nn -: 09 230 3 C7 c )
Suite Number: .
5-J 9 e vt New Tenant:
1.�
(For office use only)
t70°
U.) 1\
State
State
IA-
Floor: tsco(
Yes )4:. No
Zip
Zip
11 S 1 rl ,-e) Q
S_ ZJ2 K i kI o . r ..a. wA a Y O33
Page 1 of 6
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.Occupancy per
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Attached Carport ' .
•
.1 etached'Carp'ort • ' ,
• '
Covered Deck..:' ,
.
•Uricove'redDeck: '
Valuation of Project (contractor's bid price): $ q 0 I 6 --
Scope of Work (please provide detailed information): Pr r ✓ t r.1 n so...-1-
11 + e
? O r t' S n T v SC7 ( . i C t V (7 Q /"f) L� i /, q
cs. rbV vc'► S p Ot*' g tiS }S • lJ
Will there be new rack storage? ❑ Yes
Existing Building Valuation: $ /k) 4
S s �� 1 oZ S 0. t 1�
No If yes, a separate permit and plan submittal will be required.
4 Provide All Bulldiag Area's' in Sguar`e, Footage . Below;' = -
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 No If "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No
If "yes', attach list of materials and storage locations on a separate 8 -1/2 " x 11 " paper including quantities and Material Sa ety Data Sheets.
SEPTIC SYSTEM
0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H: Wpplications\Forms- Applications On Line \2009 Applications \I -2009 - Permit Appheanon.doc
Revised: 1.2009
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Page 2 of 6
PERMIT:APPLIOATION NOTES - = _Applicable to. all.permits: in' this application.
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 180 days following the date of application shall expire by limitation.
Building and Mechanical Permit
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 105.3.2 International Building Code (current edition).
Plumbing Permit
The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested
in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDIN R OR AUTHORIZE
Signature:
Print Name: 'VA nay Telephone: e 0 .0 I -
Mailing Address: - 7 - )1 - 1 1>e-k o > Prv—st. s LJ A 0
City State Zip
Date Application Accepted:
0217-Gloal
H:\Applications\Forms- Applications On Line\2009 Applications \1-2009 - Permit Application.doc
Revised: 1 -2009
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Date Application Expires:
Date:
Staff Initials:
Page 6 of 6
City of Tukwila
6200 Southcenter Blvd, Tukwila, WA
SET RECEIP 1 Finance Department
0905601 -1 0 2/25/2009 BR1 T101
Wed Feb25,2009 05:05PM Trans #86 -87
86 $2682.44 DCDGEN - DCD Permits Plu
- General Fund
87 $4.50 DCDOTH - DCD Permits Plus -
Other Funds
2 ITEM(S): TOTAL: $2686.94
Check (002048) PAID $2686.94
www.ci.tukwila.wa.us 206 - 433 -1835
RECEIPT NO: R09 -00326
Initials: JR
User ID: 1684
Payee: MACDONALD- MILLER FACILITY SOLUTIONS, INC.
SET ID: 0225 SET NAME: DIGITAL FOREST - ANTENNA
SET TRANSACTIONS:
Set Member. Amount
L09 -007
TOTAL:
2,171.94
515.00
2,171.94
TRANSACTION LIST:
Type Method Description
Payment Check 2048
ACCOUNT ITEM LIST:
Description
BUILDING - NONRES
PLAN CHECK - NONRES
STATE BUILDING SURCHARGE
ZONING /SUBDIVISION
Citof Tukvvilar
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206-431-3665
Web site: http: //www. ci.tukwila.wa.us
TOTAL:
Account Code Current Pmts
000/322.100
000/345.830
640.237.114
000/345.810
TOTAL:
1'7'_'_' .U1 - &JUOr. fi,{; UU1 111},
DCD Penni fPlu.s - Ge e - .a.l Fund 'r2
rl r ..x,6_',
Amount
2,686.94
2,686.94
1,313.60
853.84
4.50
515.00
2,686.94
COMMENTS:
Type of Inspectio
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Address: 1
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Requester:
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Phone No:
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Date Called: .,;��. �-�
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Special Instructions: 11
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Date Wanted:
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Requester:
Phone No:
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INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
9 - v 2 7
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION (t-
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Approved per applicable codes.
brrections required prior to approval.
Date: 7
El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Receipt No.:
Date:
1
REVIEWED FOR
CODE COMPLIANCE
APP t1VE
APR 14 2009
City of Tukwila
BUILDING DIVISION
12101 TUKWILA
INTERNATi0NAi RI VD -
TUKWILA, WA
VAP
TI VA
No SCALE
rir O E TUKVVAIA
1-17.13 2 5 2009
ERM T CENTER
1701 GIV-
Plt# 41614 * COpp
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Structural Calculations r �
POGGEMEYER
DESIGN GROUP
For:
Digital Forest
Roof -top Antenna Frames
(Building "C')
12101 Tukwila International Boulevard
TUKWILA, WA 98168
POGGEMEYER DESIGN GROUP, INC.
NW DIVISION
2 February 2009
PDGJOB No. 7094 -B
CITY OF TUKWILA
Calculations
FEB 2 5 2009
PERMIT CENTER
REVIEWED FOR
CODE COMPLIANCE
APPROVE
APR 14 2009
City of Tukwila
BUILDING DIVISION
Pages 1 -51
512 6th Street South, Suite 202 I Kirkland, Washington 98033 I P 425.827.59951 www.poggemeyer.com
Shawn Hammer
Digital.Forest
12101 Tukwila International Blvd.
Tukwila, WA 98168
Subject: Executive Summary
Building at 12101 Tukwila International Blvd. (Building "C")
(2) Roof -top Steel Frames to Support (1) 3.5 -Meter Earth Station Antennas Each
Mr. Hammer:
As requested, the existing capacity of the building located at 12101 Tukwila International Blvd, as well as the
design for two steel support frames, has been structurally evaluated for the loading imposed by the proposed
Andrews Corp. 3.5 -M Antennas. The conclusions in this letter are limited to the specific areas of the roof as
indicated in the attached layout drawings.
Based on our study, it is structurally acceptable to locate the support frame with antennas as shown on the
attached drawings and details. Also included with this letter is a calculation package to substantiate this
conclusion. The attached calculations package validates the design and detailing of the support frame as shown
per the Structural Drawings (separate) as produced by Poggemeyer Design Group.
The structure has been designed for strength to the 2006 International Building Code design wind speed of 90
MPH. Because of the sensitivity of the antennas to movement, the frame has also been designed to a stiffness
level to allow a maximum rotational deflection criteria of 0.0618 degrees at a minimum of 50 MPH, per the
request of the client. The stiffness requirements where more critical than the strength requirements (controlling
lateral load was 85 MPH 3 -sec. wind gust) as per code (IBC 06) and where the driving factor in selection of
members and the detailing of the frame.
Please feel free to contact me if you have any questions or comments.
Sincerely,
Ben Fisher I Project Engineer
Poggemeyer Design Group, Inc.
www.poggemeyer.com
512 Sixth Street South, Suite 202
Kirkland, WA 98033
2 February 2009
RE: Antenna Frame for (2) Andrew 3.5 -Meter Earth Station Antennas
Digital Forest / Hughes Group
Tukwila, WA
PDG 7094 -A
Building Department Set Submittal
November 11 2008
STRUCTURAL ABSTRACT
The project includes two steel frames that are designed to support (1) Andrew 3.5 -Meter Earth
Station Antenna each, located on the roof of the Intergate West Building C. The design of the
antenna itself is the responsibility of the manufacturer; the antenna is assumed to be sufficient based
on the manufacturer's specifications. The manufacturer (Andrew Corporation) provides foundation
loads as shown in attached "Foundation Specifications" publication, Bulletin 237731, Rev. A. These
loads are imparted from the antenna base plate to the steel frame at the roof.
The foundation loads provided by the manufacturer are given assuming a 150 MPH design wind
speed. Because the given wind speed is too stringent for the Tukwila, Washington site, the design
loads provided by the manufacturer have been reduced by a factor, as shown in the calculations,
from 150 MPH (manufacturer design loads) to 85 MPH (code specified design wind speed).
The frame is designed two address two major criteria: (1) the strength requirements and the (2)
serviceability requirement. The first requirement is one of safety, which is based on the 85 MPH wind
speed and other loads as specified per the code. The serviceability requirement, which is essentially
the deflection criteria, as set by the client, have been determined to be a maximum rotation of 0.0168
degrees (0.00029 radians) at a minimum of 50 MPH, about any of the three orthogonal axes of
rotation (e.g. X, Y and Z).
The 2006 International Building Code (IBC) and 13 Edition ASCI Manuel of Steel Design are codes
used in the following design. Wind loads were provided by the manufacturer of the antennas, so no
calculations to derive wind loads via the wind speed and pressures were required. The seismic loads
caused by the inertia of the antenna and the frame itself are only a fraction of the wind loading, so
seismic design was not required. A snow loading of 25 PSF, per the IBC and City of Tukwila have
been used at the metal deck.
Because the steel frame is not a building structure, it is not required to be detailed as a special
moment frame. The steel frame is designed with sufficient capacity to support the gravity and applied
lateral loads of the antenna; snow loading on the metal deck surface; as well as its self weight and
inertia forces. Due to the stringent deflection criteria and required stiffness of the members and
connections to achieve the deflection limitations, the serviceability requirements govern over the
strength requirements. In other words, due to the required rigidity of the frame, the strength provided
by the members to resist gravity and lateral loads is many times greater than the is required.
Ram AdvanSET"", a finite element modeling (FEM) program, was used to analyze both the frame as
well as the existing supporting columns in the building below, as shown in attached key plans. The
following report includes the outputs of the FEM analysis of both the frame and the supporting
columns below. The coordinate system used by the Andrew Corporation Bulletin noted above is the
same as used in the Ram AdvanSETM model. The loads have been scaled down in the model from
150 MPH level to either the 85 MPH (32.1% of 150 MPH) or 50 MPH (11.1% of 150 MPH) load
condition. There are three load case families: (1) all 28 conditions as given in the attached
manufacturer's literature, (2) the 28 conditions given in an orientation rotated 90° about the vertical
axis and (3) the 28 conditions given in an orientation rotated only 45° about the vertical axis.
fly
POGGEMEYER
DESIGN GROUP
CONSULTING ENGINEERS
POGGEMEYER
DESIGN GROUP, INC.
512 6r St South. STE 202
Kirkland. WA 98033
(425) 627 -5995
(425) 828 -4650 Fox
pdg-wo@pd9-wo.com
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Kurt Zimmers
From: Shawn Hammer [hammersd @forest.net]
Sent: Friday, November 30, 2007 9 :11 AM
To: Kurt Zimmers
Cc: Kevin Teker
Subject: antenna information
Kurt-
Just to summarize our earlier call:
We received the following from our client:
1 1 J1 1
I looked at the AC-Building drawing AC -S2.6, issued 3/28/03, where we added a steel frame on the roof above the
mechanical room to support four 3.5m and several smaller 1.8m antennas. We summarized the 3.5m antenna deflection
criteria given us on the drawing as follows:
"Maximum rotation of the antenna steel support frame at each antenna base: Rotation = 0.0168 degrees
at 50 mph wind loading"
This is the data we'd like to use for the rooftop support calcs. Please don't hesitate to contact Kevin or I if you have any
further needs or questions to answer.
Best,
Shawn
11/30/2007
Installation Instructions
Foundation
Specifications
for 3.5 -Meter Earth Station Antennas
1.0 INTRODUCTION
1.1 This document specifies typical foundation character-
istics, designs, requirements and dimensional specifica-
tions for the Andrew 3.5 -Meter Earth Station Antennas.
2.0 FOUNDATION LOADING CHARACTERISTICS
2.1 Foundation loads are applied to the foundation pad
ANDREW®
Andrew Corporation
10500 West 153rd Street
Orland Park, IL U.S.A. 60462
Figure 1
Li
Bulletin 237731
Revision A
1OREW
as shown in Figure 1. Positive applied forces are in the
direction of the X, Y, and Z coordinate axes. The XYZ
coordinate system is centered at the bottom of the
pedestal base plate and center of the pedestal tube.
2.2 Varying load conditions are dependent upon icing, inci-
dent angle of the wind and elevation /azimuth angles of the
antenna. Foundation loading forces and moments for vari-
ous elevation versus wind conditions are listed in Table 1.
Telephone: 708/349 -3300 Customer Service, 24 hours: U.S.A. • Canada • Mexico: 1- 800/255 -1479
FAX (U.S.A.): 1- 800/349 -5444 U.K.: 0800 250055 • Republic of Ireland: 1 800 535358 Printed In U.S.A. 11/02
Other Europe: +44 1592 782612 Copyright ® 2002 by Andrew Corporation
3.0 ANCHOR BOLT REQUIREMENTS
3.1 Typical anchor bolt installation configurations and
dimensions are shown in Figure 2.
3.2 Andrew Type 302689 Anchor Bolt Kit includes anchor
bolts, alignment plates and required mounting hardware as
shown.
4.0 FOUNDATION DESIGNS
4.1 The selected foundation for a particular site is depen-
dent upon local conditions. Soil borings and foundation
analysis should be performed by a qualified civil engineer.
2
Table 1
4.2 A typical slab type foundation is shown in Figure 2. An
enlarged copy of this design is available from Andrew on
request. Refer to drawing number 240350.
5.0 FOUNDATION ORIENTATION
5
5.1 Proper foundation orientation is required to obtain the
desired orbital arc coverage from a particular site location.
The required azimuth and elevation angles of the antenna,
relative to the mount must be determined to establish the
appropriate foundation orientation. A specific foundation
orientation requirement may be requested with the antenna
as part of the installation package.
• • • • • • • • • • • • • • • • • • • • • • . IP • •
(J)
iT
CO
C
CD
N
CADWELIP TYPE OT
WELDED ELEC. CONNECTION
TIP. 4 PLCS.
(WIRE TO GROUND ROD) LL
SEE DETAIL 'B'
#2 AWC SOLID TINNED
COPPER GROUND WIRE
TYPICAL
CADWELD O TYPE PA
WELDED ELEC CONNECTION
TYP, 2 PLCS.
(WIRE TO WARE) A
CADWELUQ TYPE TA
WELDED ELEC. CONNECTION
(WIRE TO WIRE)
TO EXTERNAL GROUND
(*ERE APPLICABLE)
L. 3" [76] CLR TYP.
1 [ [457
}
NOMINAL POINTING DIRECTION
0
120 [305
226'
17.0 [432] 7—
16 • f6 O 91229] CT116 x 11'- 61M2D) L6.
rz 2I 0] UIN T SFCTION "A —A"
I ;
-120 [305]
11 FL CONDUIT
— 6' [1829] ---
12' 3655]
TOP VIEW
(TIP. BOP+ TOP a EwrICN -BGM IH EGTION51
I 1
( 914 1 P
•
L 3' [78] CLR TW. (TOP & BOTTOM)
3/4' [19] 01A, x 6' - O' [2438]
LG MIN. COPPERWELD GROUND ROD
TYP, 4 PLR.
POWER CONDUIT - OPTIONAL
(SUGGESTED LOCATION) A
2 -0 ' 14113]
MIN. trP,
6'
[1829]
12'
[3658]
I A
R 2' -0" [610]®
IN. TIP.
CADWELD ° TYPE HF
WELDED ELEC CONNECTION
TO ANTENNA STRUCTURE
TYP. 2 PLCS.
(WIRE TO STRUCTURE)
3' [76] APPROX ABOVE GRADE
GRADE
2 [762] MIN.
VOLUME OF CONCRETE 8.0 CUBIC YARDS
(9,1 CUBIC METERS)
WEIGHT OF REINFORCING B21 LDS
(372 KILOGRAMS)
22.5'
DFTAIL
ANCHOR RD T PATTERN DFTAO
NOT TO SCAT F
1' [ES] - 8 UNC, GALVANIZED ) THREADED ROD
HEAV A-193
WITH
HEAVY HEX NUTS GRADE WASHERS 8 PLACES)
tL1it Ji
(3/4' 114I0()�
924.0
8 X 1.0 -8UNC X 19,0 LONG ANCHOR BOLTS
EO. SPACED ON 21.0 BOLT CIRCLE DIAMTER
ANCHOR BOLT DETAIL (NOT TO SCALE
ANDREW ANCHOR BOLT KIT, P/N 302689
ANTENNA PEDESTAL
(SHOWN FOR REFERENCE ONLY)
3/4' [19] THK,
STEEL ANCHOR
PLATES
`6�
1. Remove all burrs and sharp edges.
2. Dimensions apply before plating.
3. Interpret drawing per ANSI Y14.5M -1982.
4. Dimensions are shown in feet and inches. Dimensions in
brackets [ ] are in millimeters.
5. A tolerance of ±1 /8" [3] applies to all anchor bolt layout
dimensions.
6. Foundation Notes:
A) This foundation is a typical design only. Certification
of it's suitability for a particular installation by a professional
engineer is required prior to it's use for actual fabrication.
B) Contractor shall field verify all dimensions locating exist-
ing construction before fabrication of new construction begins.
C) Concrete and related work shall be mixed, placed and
cured in accordance with "Building Code Requirements for
Reinforced Concrete" ACI 318 -89 (Rev. 88) and
"Specifications for Structural Concrete" ACI 301 -84 (Rev.
88) publication SP -15 (88).
D) Concrete for foundations shall develop a compressive
strength of at least 3000 psi [211 kgflcm in 28 days with a
maximum slump of 3" [76] at time of placing.
E) Reinforcing bars shall conform to ASTM A 615 [S1]
grade 60 deformed type Fy = 60000 psi [4219 kgf /cm
F) Unless otherwise noted, concrete cover of reinforcing bars
shall conform to minimum requirements of ACI 318-89 (Rev. 88).
G) Fabrication of reinforcing steel shall be in accordance
with "Manual of Standard Practice for Detailing Reinforcing
ConcreteStructures" ACI 315 -80 (Rev. 86).
H) Provide 3/4" x 45° [19 x 451 chamfer on all exposed
concrete edges.
J) Foundations have been designed to rest on undis-
turbed soil (per EIA -411 -A and RS- 222 -D) with a minimum
allowable net vertical bearing capacity of 2000 psf [9770
kgf /m If undesirable soil conditions are encountered, the
engineer shall be notified.
K) Backfills shall be suitable excavated material or other
suitable material compacted in 6" lifts to 90% of maximum
density as determined by ASTM D1557.
L) If this foundation is to be located in an area where
annual frost penetration depth exceeds 15" [381], the local
building code specifying a minimum required foundation
depth should be consulted.
7. Grounding Electrode System Notes:
The grounding system shown represents the minimum
requirements to achieve satisfactory grounding. Actual site
conditions and soil resistivity levels will determine final
grounding system design to comply with the following:
4
General Notes
A) All ground ring, ground rod and antenna structure
connections to be EIRCO® products, Inc. Calweld®
exothermic type welded electrical connections or equiva-
lent.
B) Ground rods shall be driven to a depth below perma-
nent moisture level (minimum depth shown) as dictated by
geographical location.
C) The antenna structure shall be connected to a
grounding electrode system consisting of a number of
interconnected ground rods. The system shall meet the
requirements of the Underwriters' Laboratories Publication
No. ,UL96A for Lightning protection.
D) The grounding electrode system to earth resistance
shall not exceed 10 Ohms, measured with a Biddle 3 termi-
nal device or equivalent. The grounded conductor (neutral)
supplied to all ac equipment on the antenna structure
should be disconnected before taking measurement.
E) Actual site conditions may require longer ground rods,
additional ground rods and /or land fill additives to reduce
soil resistivity levels.
F) Avoid sharp bends when routing grounding wire.
Grounding wires to antenna structure to be run as short
and straight as possible.
G) Final grade directly above grounding electrode sys-
tem to be water permeable.
8. Power /IFL Conduit Notes:
A) Electrical power - Drawing depicts suggested location
for electrical power conduit to antenna. Size, type and
depth to bury conduit to be determined by customer in
compliance with local codes. Direction to route conduit to
be determined by the relative location of communcations
building /shelter. Power conduit to extend 6" (minimum)
above surface of foundation slab. Open ends of conduit to
be sealed to prevent moisture and foreign particle contami-
nation.
Customer to provide main load center assembly and
over- current protection devices for electrical equipment.
Mounting location of load center to be determined by cus-
tomer in accordance with local codes.
B) For routing IFL cables, 4" size conduit recommended.
Type and depth to bury conduit to be determined by cus-
tomer, in compliance with local codes. Location of conduit
on foundation and direction to route conduit to be deter-
mined by location of communications building /shelter.
Conduit to extend 36" (minimum) above surface of founda-
tion slab. All bends to be large radius, maximum of two
bends per run. Open ends of conduit to be sealed to pre-
vent moisture and/or foreign particle contamination.
6.0 ANTENNA GEOMETRY
6.1 Figures 3 and 4 illustrate basic dimensional characteristics and azimuth adjustment range capabilities of the 3.5-
meter antenna.
Individual Component
Weights
Ground Mount = 998 lbs.
Reflector = 652 lbs.
1
42" (1067 mm)
14" (356 mm)
62" (1575 mm)
12" (305 mm)
1- -4.5" (114 mm)
R = 91.1" (2314 mm)
R = 61.4" (1560 mm)
Figure 3
Figure 4
5
POGGEMEYER DESIGN GROUP
Consulting Engineers
Made By: BSF
Date: 11/11/08
Job No: 7094
Checked by:
Sheet No:
512 6th Street South, Suite 202 Kirkland, WA 98033
(425) 827 -5995 Fax: (425) 828 -4850
Description:
Job Name: Digital Forest Antenna Frame
Foundation Loads for 150 MPH at Pedestal Mounting Point (from Manufacturer's Literature)
Elevation 60- degrees
Elevation 80- degrees
Direct Load (Ibs)
Moment Load (in -Ibs)
Wind Angle Fx Fy Fz Mx My Mz
Elevation 0- degrees
O 0 -1,650 -8,732 - 640,329 13 866
30 -280 -1,650 -8,252 - 600,107 - 33,228 21,949
60 -560 -1,650 -7,771 - 559,850 - 66,476 43,037
90 909 -1,650 888 93,203 105,056 - 67,496
120 1,080 -1,650 2,554 219,338 124,130 - 80,370
150 541 -1,650 4,162 338,593 62,160 - 39,805
180 1 -1,650 5,769 457,813 167 775
Elevation 30- degrees
O -33 -6,714 -7,005 - 445,580 -3,174 5,074
30 -305 -6,587 -6,868 - 440,658 - 29,717 39,538
60 -331 -5,690 -5,596 - 366,679 - 32,873 43,373
90 909 -1,900 767 71,674 86,178 - 112,882
120 1,013 -1,444 2,149 201,993 95,611 - 125,697
150 571 -987 3,314 304,952 53,821 - 70,406
180 18 -733 3,875 351,294 1,668 -1,379
O 0 -9,343 -3,400 - 166,421 -6 922
30 -192 -8,123 -3,008 - 168,461 - 10,371 31,961
60 178 -5,140 -1,723 - 120,880 8,887 - 26,677
90 909 - 1,565 441 36,425 47,153 - 142,760
120 887 -1,091 1,229 137,113 45,873 - 139,055
150 585 -771 1,916 229,590 30,226 - 91,370
180 0 -664 2,211 270,838 14 867
O -2 -4,161 -759 - 96,470 -33 1,233
30 245 -3,776 -691 - 91,630 3,962 - 39,443
60 577 -2,750 -420 - 63,370 9,411 - 94,580
90 909 -1,393 151 9,788 14,898 - 119,865
120 816 -1,200 657 91,284 13,356 - 134,324
150 486 -1,062 1,051 154,948 7,969 - 79,672
180 2 -1,013 1,202 179,369 41 592
POGGEMEYER DESIGN GROUP
Consulting Engineers
Made By: BSF
Date: 11/11/08
Job No: 7094
Checked by:
Sheet No:
512 6th Street South, Suite 202 Kirkland, WA 98033
(425) 827 -5995 Fax: (425) 828 -4850
Description: Wind Loads
Job Name: Digital Forest Antenna Frame
Parallel to Transverse
Elevation 30- degrees
Elevation 80- degrees
Scaled Foundation Loads from 150 MPH down to 85 MPH Scale Factor: 0.32
Direct Load (kips)
Wind Angle Fx Fy*
Elevation 0- degrees
Fz
Moment Load (ft -kips)
Mx My Mz Load Desc.
O 0.0 -1.7 -2.8 -17.1 0.0 0.0 W1 0 -0
30 -0.1 -1.7 -2.6 -16.1 -0.9 0.6 W2 0 -30
60 -0.2 -1.7 -2.5 -15.0 -1.8 1.2 W3 0 -60
90 0.3 -1.7 0.3 2.5 2.8 -1.8 W4 0 -90
120 0.3 -1.7 0.8 5.9 3.3 -2.2 W5 0 -120
150 0.2 -1.7 1.3 9.1 1.7 -1.1 W6 0 -150
180 0.0 -1.7 1.9 12.3 0.0 0.0 W7 0 -180
O 0.0 -6.7 -2.2 -11.9 -0.1 0.1 W8 30 -0
30 -0.1 -6.6 -2.2 -11.8 -0.8 1.1 W9 30 -30
60 -0.1 -5.7 -1.8 -9.8 -0.9 1.2 W10 30 -60
90 0.3 -1.9 0.2 1.9 2.3 -3.0 W11 30 -90
120 0.3 -1.4 0.7 5.4 2.6 -3.4 W12 30 -120
150 0.2 -1.0 1.1 8.2 1.4 -1.9 W13 30 -150
180 0.0 -0.7 1.2 9.4 0.0 0.0 W14 30 -180
Elevation 60- degrees
O 0.0 -9.3 -1.1 -4.5 0.0 0.0 W15 60 -0
30 -0.1 -8.1 -1.0 -4.5 -0.3 0.9 W16 60 -30
60 0.1 -5.1 -0.6 -3.2 0.2 -0.7 W17 60 -60
90 0.3 -1.6 0.1 1.0 1.3 -3.8 W18 60 -90
120 0.3 -1.1 0.4 3.7 1.2 -3.7 W19 60 -120
150 0.2 -0.8 0.6 6.1 0.8 -2.4 W20 60 -150
180 0.0 -0.7 0.7 7.2 0.0 0.0 W21 60 -180
O 0.0 -4.2 -0.2 -2.6 0.0 0.0 W22 80 -0
30 0.1 -3.8 -0.2 -2.5 0.1 -1.1 W23 80 -30
60 0.2 -2.8 -0.1 -1.7 0.3 -2.5 W24 80 -60
90 0.3 -1.4 0.0 0.3 0.4 -4.0 W25 80 -90
120 0.3 -1.2 0.2 2.4 0.4 -3.6 W26 80 -120
150 0.2 -1.1 0.3 4.1 0.2 -2.1 W27 80 -150
180 0.0 -1.0 0.4 4.8 0.0 0.0 W28 80 -180
* Direct Vertical Load (Fy) Not Scaled - Conservative
POGGEMEYER DESIGN GROUP
Consulting Engineers
Made By: BSF
Date: 11/11/08
Job No: 7094
Checked by:
Sheet No:
512 6th Street South, Suite 202 Kirkland, WA 98033
(425) 827 -5995 Fax: (425) 828 -4850
Description: Wind Loads
Job Name: Digital Forest Antenna Frame
Parallel to Longit
Scaled Foundation Loads from 150 MPH down to 85 MPH
Direct Load (kips)
Wind Angle Fx Fy*
Elevation 0- degrees
Fz
Scale Factor: 0.32
Moment Load (ft -kips)
Mx My Mz Load Desc.
O -2.8 -1.7 0.0 0.0 0.0 -17.1 W29 0 -0
30 -2.6 -1.7 -0.1 0.6 -0.9 -16.1 W30 0 -30
60 -2.5 -1.7 -0.2 1.2 -1.8 -15.0 W31 0 -60
90 0.3 -1.7 0.3 -1.8 2.8 2.5 W32 0 -90
120 0.8 -1.7 0.3 -2.2 3.3 5.9 W33 0 -120
150 1.3 -1.7 0.2 -1.1 1.7 9.1 W34 0 -150
180 1.9 -1.7 0.0 0.0 0.0 12.3 W35 0 -180
Elevation 30- degrees
O -2.2 -6.7 0.0 0.1 -0.1 -11.9 W36 30 -0
30 -2.2 -6.6 -0.1 1.1 -0.8 -11.8 W37 30 -30
60 -1.8 -5.7 -0.1 1.2 -0.9 -9.8 W38 30 -60
90 0.2 -1.9 0.3 -3.0 2.3 1.9 W39 30 -90
120 0.7 -1.4 0.3 -3.4 2.6 5.4 W40 30 -120
150 1.1 -1.0 0.2 -1.9 1.4 8.2 W41 30 -150
180 1.2 -0.7 0.0 0.0 0.0 9.4 W42 30 -180
Elevation 60- degrees
O -1.1 -9.3 0.0 0.0 0.0 -4.5 W43 60 -0
30 -1.0 -8.1 -0.1 0.9 -0.3 -4.5 W44 60-30
60 -0.6 -5.1 0.1 -0.7 0.2 -3.2 W45 60-60
90 0.1 -1.6 0.3 -3.8 1.3 1.0 W46 60 -90
120 0.4 -1.1 0.3 -3.7 1.2 3.7 W47 60 -120
150 0.6 -0.8 0.2 -2.4 0.8 6.1 W48 60 -150
180 0.7 -0.7 0.0 0.0 0.0 7.2 W49 60 -180
Elevation 80- degrees
O -0.2 -4.2 0.0 0.0 0.0 -2.6 W50 80 -0
30 -0.2 -3.8 0.1 -1.1 0.1 -2.5 W51 80 -30
60 -0.1 -2.8 0.2 -2.5 0.3 -1.7 W52 80-60
90 0.0 -1.4 0.3 -4.0 0.4 0.3 W53 80 -90
120 0.2 -1.2 0.3 -3.6 0.4 2.4 W54 80 -120
150 0.3 -1.1 0.2 -2.1 0.2 4.1 W55 80-150
180 0.4 -1.0 0.0 0.0 0.0 4.8 W56 80 -180
* Direct Vertical Load (Fy) Not Scaled - Conservative
tt /
/
POGGEMEYER DESIGN GROUP
Consulting Engineers
Made By: BSF
Date: 11/11/08
Job No: 7094
Checked by:
Sheet No:
512 6th Street South, Suite 202 Kirkland, WA 98033
(425) 827 -5995 Fax: (425) 828 -4850
Description: Wind Loads
Job Name: Digital Forest Antenna Frame
Parallel to 0 = -45 deg.
Scaled Foundation Loads from 150 MPH down to 85 MPH
Direct Load (kips)
Moment Load (ft -kips)
Wind Angle Flt FBI* Fz Mx My Mz
Elevation 0- degrees
Scale Factor: 0.32
Rotation': -45 deg.
Load Desc.
O -2.0 -1.7 -2.0 -12.1 0.0 12.1 W57 0 -0
30 -1.9 -1.7 -1.8 -10.9 -0.9 11.8 W58 0 -30
60 -1.9 -1.7 -1.6 -9.8 -1.8 11.4 W59 0 -60
90 0.4 -1.7 0.0 0.5 2.8 -3.0 W60 0 -90
120 0.8 -1.7 0.3 2.6 3.3 -5.7 W61 0 -120
150 1.1 -1.7 0.8 5.7 1.7 -7.2 W62 0 -150
180 1.3 -1.7 1.3 8.7 0.0 -8.6 W63 0 -180
Elevation 30- degrees
O -1.6 -6.7 -1.6 -8.3 -0.1 8.5 W64 30 -0
30 -1.6 -6.6 -1.5 -7.6 -0.8 9.1 W65 30 -30
60 -1.3 -5.7 -1.2 -6.1 -0.9 7.8 W66 30 -60
90 0.4 -1.9 0.0 -0.8 2.3 -3.5 W67 30-90
120 0.7 -1.4 0.3 1.4 2.6 -6.2 W68 30 -120
150 0.9 -1.0 0.6 4.4 1A -7.1 W69 30 -150
180 0.9 -0.7 0.9 6.6 0.0 -6.7 W70 30 -180
Elevation 60- degrees
O -0.8 -9.3 -0.8 -3.1 0.0 3.2 W71 60 -0
30 -0.7 -8.1 -0.6 -2.6 -0.3 3.8 W72 60 -30
60 -0.4 -5.1 -0.4 -2.8 0.2 1.8 W73 60 -60
90 0.3 -1.6 -0.1 -2.0 1.3 -3.4 W74 60 -90
120 0.5 -1.1 0.1 0.0 1.2 -5.2 W75 60 -120
150 0.6 -0.8 0.3 2.6 0.8 -6.1 W76 60 -150
180 0.5 -0.7 0.5 5.1 0.0 -5.1 W77 60 -180
Elevation 80- degrees
O -0.2 -4.2 -0.2 -1.8 0.0 1.8 W78 80-0
30 -0.1 -3.8 -0.2 -2.5 0.1 1.0 W79 80-30
60 0.0 -2.8 -0.2 -3.0 0.3 -0.6 W80 80 -60
90 0.2 -1.4 -0.2 -2.7 0.4 -3.0 W81 80 -90
120 0.3 -1.2 0.0 -0.8 0.4 -4.3 W82 80 -120
150 0.3 -1.1 0.1 1.4 0.2 -4.4 W83 80 -150
180 0.3 -1.0 0.3 3.4 0.0 -3.4 W84 80 -180
* Direct Vertical Load (Fy) Not Scaled - Conservative
1 Zero rotation results in a vector parallel to the transverse axis
POGGEMEYER DESIGN GROUP
Consulting Engineers
Made By: BSF
Date: 11/11/08
Job No: 7094
Checked by:
Sheet No:
512 6th Street South, Suite 202 Kirkland, WA 98033
(425) 827 -5995 Fax: (425) 828 -4850
Description: Wind Loads
Job Name: Digital Forest Antenna Frame
Parallel to Transverse
Scaled Foundation Loads from 150 MPH down to 50 MPH Scale Factor: 0.11
Wind Angle Fx FY Fz Mx My Mz Load Desc.
Elevation 0- degrees
Direct Load (kips)
Moment Load (ft -kips)
O 0.0 -1.7 -1.0 -5.9 0.0 0.0 W1 0 -0
30 0.0 -1.7 -0.9 -5.6 -0.3 0.2 W2 0 -30
60 -0.1 -1.7 -0.9 -5.2 -0.6 0.4 W3 0 -60
90 0.1 -1.7 0.1 0.9 1.0 -0.6 W4 0 -90
120 0.1 -1.7 0.3 2.0 1.1 -0.7 W5 0 -120
150 0.1 -1.7 0.5 3.1 0.6 -0.4 W6 0 -150
180 0.0 -1.7 0.6 4.2 0.0 0.0 W7 0 -180
Elevation 30- degrees
O 0.0 -6.7 -0.8 -4.1 0.0 0.0 W8 30 -0
30 0.0 -6.6 -0.8 -4.1 -0.3 0.4 W9 30 -30
60 0.0 -5.7 -0.6 -3.4 -0.3 0.4 W10 30 -60
90 0.1 -1.9 0.1 0.7 0.8 -1.0 W11 30 -90
120 0.1 -1.4 0.2 1.9 0.9 -1.2 W12 30 -120
150 0.1 -1.0 0.4 2.8 0.5 -0.7 W13 30 -150
180 0.0 -0.7 0.4 3.3 0.0 0.0 W14 30 -180
Elevation 60- degrees
O 0.0 -9.3 -0.4 -1.5 0.0 0.0 W15 60 -0
30 0.0 -8.1 -0.3 -1.6 -0.1 0.3 W16 60 -30
60 0.0 -5.1 -0.2 -1.1 0.1 -0.2 W17 60 -60
90 0.1 -1.6 0.0 0.3 0.4 -1.3 W18 60 -90
120 0.1 -1.1 0.1 1.3 0.4 -1.3 W19 60 -120
150 0.1 -0.8 0.2 2.1 0.3 -0.8 W20 60 -150
180 0.0 -0.7 0.2 2.5 0.0 0.0 W21 60 -180
Elevation 80- degrees
O 0.0 -4.2 -0.1 -0.9 0.0 0.0 W22 80 -0
30 0.0 -3.8 -0.1 -0.8 0.0 -0.4 W23 80 -30
60 0.1 -2.8 0.0 -0.6 0.1 -0.9 W24 80 -60
90 0.1 -1.4 0.0 0.1 0.1 -1.4 W25 80 -90
120 0.1 -1.2 0.1 0.8 0.1 -1.2 W26 80 -120
150 0.1 -1.1 0.1 1.4 0.1 -0.7 W27 80 -150
180 0.0 -1.0 0.1 1.7 0.0 0.0 W28 80 -180
* Direct Vertical Load (Fy) Not Scaled - Conservative
POGGEMEYER DESIGN GROUP
Consulting Engineers
Made By: BSF
Date: 11/11/08
Job No: 7094
Checked by:
Sheet No:
512 6th Street South, Suite 202 Kirkland, WA 98033
(425) 827 -5995 Fax: (425) 828 -4850
Description: Wind Loads
Job Name: Digital Forest Antenna Frame
Parallel to Longit
Scaled Foundation Loads from 150 MPH down to 50 MPH
Direct Load (kips)
Wind Angle Fx Fy*
Elevation 0- degrees
Fz
Scale Factor: 0.11
Moment Load (ft-kips)
Mx My Mz Load Desc.
O -1.0 -1.7 0.0 0.0 0.0 -5.9 W29 0 -0
30 -0.9 -1.7 0.0 0.2 -0.3 -5.6 W30 0 -30
60 -0.9 -1.7 -0.1 0.4 -0.6 -5.2 W31 0 -60
90 0.1 -1.7 0.1 -0.6 1.0 0.9 W32 0 -90
120 0.3 -1.7 0.1 -0.7 1.1 2.0 W33 0 -120
150 0.5 -1.7 0.1 -0.4 0.6 3.1 W34 0 -150
180 0.6 -1.7 0.0 0.0 0.0 4.2 W35 0 -180
Elevation 30- degrees
O -0.8 -6.7 0.0 0.0 0.0 -4.1 W36 30 -0
30 -0.8 -6.6 0.0 0.4 -0.3 -4.1 W37 30 -30
60 -0.6 -5.7 0.0 0.4 -0.3 -3.4 W38 30 -60
90 0.1 -1.9 0.1 -1.0 0.8 0.7 W39 30 -90
120 0.2 -1.4 0.1 -1.2 0.9 1.9 W40 30 -120
150 0.4 -1.0 0.1 -0.7 0.5 2.8 W41 30 -150
180 0.4 -0.7 0.0 0.0 0.0 3.3 W42 30-180
Elevation 60- degrees
O -0.4 -9.3 0.0 0.0 0.0 -1.5 W43 60 -0
30 -0.3 -8.1 0.0 0.3 -0.1 -1.6 W44 60 -30
60 -0.2 -5.1 0.0 -0.2 0.1 -1.1 W45 60 -60
90 0.0 -1.6 0.1 -1.3 0.4 0.3 W46 60 -90
120 0.1 -1.1 0.1 -1.3 0.4 1.3 W47 60 -120
150 0.2 -0.8 0.1 -0.8 0.3 2.1 W48 60 -150
180 0.2 -0.7 0.0 0.0 0.0 2.5 W49 60 -180
Elevation 80- degrees
O -0.1 -4.2 0.0 0.0 0.0 -0.9 W50 80 -0
30 -0.1 -3.8 0.0 -0.4 0.0 -0.8 W51 80 -30
60 0.0 -2.8 0.1 -0.9 0.1 -0.6 W52 80 -60
90 0.0 -1.4 0.1 -1.4 0.1 0.1 W53 80 -90
120 0.1 -1.2 0.1 -1.2 0.1 0.8 W54 80 -120
150 0.1 -1.1 0.1 -0.7 0.1 1.4 W55 80 -150
180 0.1 -1.0 0.0 0.0 0.0 1.7 W56 80 -180
* Direct Vertical Load (Fy) Not Scaled - Conservative
POGGEMEYER DESIGN GROUP
Consulting Engineers
Made By: BSF
Date: 11/11/08
Job No: 7094
Checked by:
Sheet No:
512 6th Street South, Suite 202 Kirkland, WA 98033
(425) 827 -5995 Fax: (425) 828 -4850
Description: Wind Loads
Job Name: Digital Forest Antenna Frame
Parallel to 6 = -45 deg.
Scaled Foundation Loads from 150 MPH down to 50 MPH
Direct Load (kips)
Wind Angle Fx FY*
Elevation 0- degrees
Fz
Moment Load (ft -kips)
Mx My Mz
Scale Factor: 0.11
Rotation -45 deg.
Load Desc.
O -0.7 -1.7 -0.7 -4.2 0.0 4.2 W57 0 -0
30 -0.7 -1.7 -0.6 -3.8 -0.3 4.1 W58 0 -30
60 -0.7 -1.7 -0.6 -3.4 -0.6 3.9 W59 0 -60
90 0.1 -1.7 0.0 0.2 1.0 -1.1 W60 0 -90
120 0.3 -1.7 0.1 0.9 1.1 -2.0 W61 0 -120
150 0.4 -1.7 0.3 2.0 0.6 -2.5 W62 0 -150
180 0.5 -1.7 0.5 3.0 0.0 -3.0 W63 0 -180
Elevation 30- degrees
O -0.6 -6.7 -0.5 -2.9 0.0 3.0 W64 30 -0
30 -0.6 -6.6 -0.5 -2.6 -0.3 3.1 W65 30 -30
60 -0.5 -5.7 -0.4 -2.1 -0.3 2.7 W66 30-60
90 0.1 -1.9 0.0 -0.3 0.8 -1.2 W67 30 -90
120 0.2 -1.4 0.1 0.5 0.9 -2.1 W68 30 -120
150 0.3 -1.0 0.2 1.5 0.5 -2.5 W69 30 -150
180 0.3 -0.7 0.3 2.3 0.0 -2.3 W70 30 -180
Elevation 60- degrees
O -0.3 -9.3 -0.3 -1.1 0.0 1.1 W71 60 -0
30 -0.3 -8.1 -0.2 -0.9 -0.1 1.3 W72 60 -30
60 -0.1 -5.1 -0.1 -1.0 0.1 0.6 W73 60 -60
90 0.1 -1.6 0.0 -0.7 0.4 -1.2 W74 60 -90
120 0.2 -1.1 0.0 0.0 0.4 -1.8 W75 60 -120
150 0.2 -0.8 0.1 0.9 0.3 -2.1 W76 60-150
180 0.2 -0.7 0.2 1.8 0.0 -1.8 W77 60 -180
Elevation 80- degrees
O -0.1 -4.2 -0.1 -0.6 0.0 0.6 W78 80-0
30 0.0 -3.8 -0.1 -0.9 0.0 0.3 W79 80 -30
60 0.0 -2.8 -0.1 -1.0 0.1 -0.2 W80 80 -60
90 0.1 -1.4 -0.1 -0.9 0.1 -1.0 W81 80-90
120 0.1 -1.2 0.0 -0.3 0.1 -1.5 W82 80 -120
150 0.1 -1.1 0.0 0.5 0.1 -1.5 W83 80-150
180 0.1 -1.0 0.1 1.2 0.0 -1.2 W84 80 -180
* Direct Vertical Load (Fy) Not Scaled - Conservative
1 Zero rotation results in a vector parallel to the transverse axis
u rrent Date: 2/2/2009 11:43 AM 110 its system: English
File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\
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Bentley
Current Date: 2/2/2009 11:43 AM
Units system: English
File name: P:\Current Projects17094 -1 Digital Forest UPS Installation\NEW Antenna Project\DesignlAntenna Frame Model - 1- 19- 09.adv1
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Current Date: 2/2/2009 11:49 AM
fits system: English
File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\
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Current Date: 2/2/2009 11:32 AM
Units system: English
File name: P: \Current Pro ects\7094 -1 Di • ital Forest UPS Installation\NEW Antenna Pro ect \Desi• n\Antenna Frame Model - 1- 19- 09.adv\
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Current Date: 2/2/2009 11:31 AM
Units system: English
File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\
Nodal displacements envelope
Note.- lc is the controlling load condition
Nodal displacements envelope for :
ST =DL +SL
LC1 =DL +SL +0.11 W 1
LC2 =DL +SL +0.11 W2
LC3 =DL +SL +0.11 W3
LC4 =DL +SL +0.11 W4
LC5 =DL +SL +0.11 W5
LC6 =DL +SL +0.11 W6
LC7 =DL +SL +0.11 W7
LC8 =DL +SL +0.11 W8
LC9 =DL +SL +0.11 W9
LC10 =DL +SL +0.11 W10
LC11 =DL +SL +0.11 W11
LC12 =DL +SL +0.11 W12
LC13 =DL +SL +0.11 W13
LC14 =DL +SL +0.11 W 14
LC15 =DL +SL +0.11 W15
LC16 =DL +SL +0.11 W16
LC17 =DL +SL +0.11 W17
LC 18 =DL +SL +0.11 W 18
LC 19 =DL +SL +0.11 W 19
LC20 =DL +SL +0.11 W20
LC21 =DL +SL +0.11 W21
LC22 =DL +SL +0.11 W22
LC23 =DL +SL +0.11 W23
LC24 =DL +SL +0.11 W24
LC25 =DL +SL +0.11 W25
LC26 =DL +SL +0.11 W26
LC27 =DL +SL +0.11 W27
LC28 =DL +SL +0.11 W28
LC29 =DL +SL +0.11 W29
LC30 =DL +SL +0.11 W30
LC31 =DL +S L +0.11 W31
LC32 =DL +SL +0.11 W32
LC33 =DL +SL +0.11 W33
LC34 =DL +SL +0.11 W34
LC35 =DL +SL +0.11 W35
LC36 =DL +SL +0.11 W36
LC37 =DL +SL +0.11 W37
LC38 =DL +S L +0.11 W 38
LC39 =DL +SL +0.11 W39
LC40 =DL +SL +0.11 W40
LC41 =DL +SL +0.11 W41
LC42 =DL +SL +0.11 W42
LC43 =DL +SL +0.11 W43
LC44 =DL +SL +0.11 W44
LC45 =DL +SL +0.11 W45
LC46 =DL +SL +0.11 W46
LC47 =DL +SL +0.11 W47
LC48 =DL +SL +0.11 W48
LC49 =DL +SL +0.11 W49
LC50 =DL +SL +0.11 W50
LC51 =DL +SL +0.11 W51
Analysis Results
Pagel
LC52 =DL +SL +0.11 W 52
LC53=DL+SL+0. 11W53
LC54 =DL +SL +0.11 W54
LC55 =DL +SL +0.11 W55
LC56 =DL +SL +0.11 W56
LC57 =DL +SL +0.11 W57
LC58 =DL +SL +0.11 W 58
LC59 =DL +SL +0.11 W59
LC60 =DL +SL +0.11 W60
LC61= DL +SL +0.11W61
LC62 =DL +SL +0.11 W62
LC63 =DL +SL +0.11 W63
LC64 =DL +SL +0.11 W64
LC65 =DL +SL +0.11 W65
LC66 =DL +SL +0.11 W66
LC67= DL +SL +0.11W67
LC68=DL+SL+0. 11W68
LC69=DL+SL+0. 11W69
LC70=DL+SL+0. 11W70
LC71 =DL +SL +0.11 W71
LC72 =DL +SL +0.11 W72
LC73 =DL +SL +0.11 W73
LC74 =DL +SL +0.11 W74
LC75 =DL +SL +0.11 W75
LC76 =DL +SL +0.11 W76
LC77 =DL +SL +0.11 W77
LC78 =DL +SL +0.11 W78
LC79 =DL +SL +0.11 W79
LC80 =DL +SL +0.11 W80
LC81 =DL +SL +0.11 W81
LC82 =DL +SL +0.11 W82
LC83 =DL +SL +0.11 W83
LC84 =DL +SL +0.11 W84
Translation Rotation
Node X Ic Y Ic Z Ic Rx Ic Ry Ic Rz Ic
[in] [in] [in] [Rad] [Rad] [Rad]
7 Max 0.006 LC35 -0.039 ST 0.007 LC7 0.00001 LC7 0.00003 LC33 0.00004 LC35
Min -0.012 LC29 -0.047 LC43 -0.010 LC1 - 0.00028 LC1 - 0.00001 LC31 - 0.00004 LC29
Page2
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Bentley
urrent Date: 2/2/2009 11:32 AM
Pits system: English
'He name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\
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Current Date: 2/2/2009 11:32 AM
Units system: English
File name: P: \Current Projects17094 -1 Digital Forest UPS Installation NEW Antenna Project \ Design \Antenna Frame Model - 1- 19- 09.adv\
Envelope for nodal reactions
Note.- lc is the controlling load condition
My
Y c
x F Y Mx
F.
} 1
Fz
lvlz
Direction of positive forces and moments
Envelope of nodal reactions for
ST =DL +SL
LC1 =DL +SL +0.11 W 1
LC2 =DL +SL +0.11 W2
LC3 =DL +SL +0.11 W3
LC4 =DL +SL +0.11 W4
LC5 =DL +SL +0.11 W5
LC6 =DL +SL +0.11 W6
LC7 =DL +SL +0.11 W7
LC8 =DL +SL +0.11 W8
LC9 =DL +SL +0.11 W9
LC10 =DL +SL +0.11 W10
LC11= DL +SL +0.11W11
LC 12 =DL +SL +0.11 W 12
LC 13 =DL +SL +0.11 W 13
LC14 =DL +SL +0.11 W 14
LC15 =DL +SL +0.11 W 15
LC16 =DL +SL +0.11 W 16
LC17 =DL +SL +0.11 W17
LC18 =DL +SL +0.11 W18
LC 19 =DL +SL +0.11 W 19
LC20 =DL +SL +0.11 W20
LC21 =DL +SL +0.11 W21
LC22 =DL +SL +0.11 W22
LC23 =DL +SL +0.11 W23
LC24 =DL +SL +0.11 W24
LC25 =DL +SL +0.11 W25
LC26 =DL +SL +0.11 W26
LC27 =DL +SL +0.11 W27
LC28 =DL +SL +0.11 W28
LC29 =DL +SL +0.11 W29
LC30 =DL +SL +0.11 W30
LC31 =DL +SL +0.11 W31
LC32 =DL +SL +0.11 W32
LC33 =DL +SL +0.11 W33
LC34 =DL +SL +0.11 W34
LC35 =DL +SL +0.11 W35
LC36 =DL +SL +0.11 W36
LC37 =DL +SL +0.11 W37
LC38 =DL +SL +0.11 W38
LC39 =DL +SL +0.11 W39
LC40 =DL +SL +0.11 W40
Analysis Results
Pagel
LC41 =DL +SL +0.11 W41
LC42 =DL +SL +0.11 W42
LC43 =DL +SL +0.11 W43
LC44 =DL +SL +0.11 W44
LC45 =DL +SL +0.11 W45
LC46 =DL +SL +0.11 W46
LC47 =DL +SL +0.11 W47
LC48 =DL +SL +0.11 W48
LC49 =DL +SL +0.11 W49
LC50 =DL +SL +0.11 W50
LC51 =DL +SL +0.11 W51
LC52 =DL +SL +0.11 W52
LC53 =DL +SL +0.11 W53
LC54 =DL +SL +0.11 W54
LC55 =DL +SL +0.11 W55
LC56 =DL +SL +0.11 W56
LC57 =DL +SL +0.11 W57
LC58 =DL +SL +0.11 W58
LC59 =DL +SL +0.11 W59
LC60 =DL +SL +0.11 W60
LC61 =DL +SL +0.11 W61
LC62 =DL +SL +0.11 W62
LC63 =DL +SL +0.11 W63
LC64 =DL +SL +0.11 W64
LC65 =DL +SL +0.11 W65
LC66 =DL +SL +0.11 W66
LC67 =DL +SL +0.11 W67
LC68 =DL +SL +0.11 W68
LC69 =DL +SL +0.11 W69
LC70 =DL +SL +0.11 W70
LC71 =DL +SL +0.11 W71
LC72 =DL +SL +0.11 W72
LC73 =DL +SL +0.11 W73
LC74 =DL +SL +0.11 W74
LC75 =DL +SL +0.11 W75
LC76 =DL +SL +0.11 W76
LC77 =DL +SL +0.11 W77
LC78 =DL +SL +0.11 W78
LC79 =DL +SL +0.11 W79
LC80 =DL +SL +0.11 W80
LC81 =DL +SL +0.11 W81
LC82 =DL +SL +0.11 W82
LC83 =DL +SL +0.11 W83
LC84 =DL +SL +0.11 W84
Forces Moments
Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic
[Kip] [Kip] [Kip] [Kip *ft] [Kip *ft] [Kip *ft]
18 Max 0.414 LC37 2.383 LC7 0.077 LC1 0.00000 ST 0.00000 ST 0.00000 ST
Min 0.263 LC35 1.796 LC1 -0.066 LC7 0.00000 ST 0.00000 ST 0.00000 ST
19 Max 0.491 LC64 3.204 LC9 0.078 LC1 0.00000 ST 0.00000 ST 0.00000 ST
Min 0.339 LC63 2.560 LC7 -0.065 LC7 0.00000 ST 0.00000 ST 0.00000 ST
20 Max -0.212 LC57 2.268 LC7 0.092 LC1 0.00000 ST 0.00000 ST 0.00000 ST
Min -0.353 LC63 1.680 LC1 -0.051 LC7 0.00000 ST 0.00000 ST 0.00000 ST
21 Max -0.281 LC29 2.897 LC8 0.094 LC1 0.00000 ST 0.00000 ST 0.00000 ST
Min -0.415 LC8 2.260 LC7 -0.049 LC7 0.00000 ST 0.00000 ST 0.00000 ST
32 Max -0.170 LC29 1.282 LC35 0.000 LC29 0.00000 ST 0.00000 ST 0.00000 ST
Min -0.194 LC35 1.265 LC29 0.000 LC35 0.00000 ST 0.00000 ST 0.00000 ST
Page2
33 Max 0.140 LC29 0.571 LC29 0.000 LC31 0.00000 ST 0.00000 ST 0.00000 ST
Min 0.115 LC35 0.555 LC35 0.000 LC40 0.00000 ST 0.00000 ST 0.00000 ST
Page3
urrent Date: 2/2/2009 11:36 AM
its system: English 2-0
File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\
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Current Date: 2/2 /2009 11:35 AM
Units system: English
File name: P: \Current Projects \70941 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\
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Current Date: 2/2/2009 11:01 AM
Units system: English
File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation\NEW Antenna Project \Design\Antenna Frame Model - 1- 19 -09.adv\
Report: Summary - Group by section
Load conditions to be included in design :
ST =DL +SL
LC1= DL +SL +0.11W1
LC2= DL +SL +0.11W2
LC3= DL +SL +0.11W3
LC4= DL +SL +0.11W4
LC5= DL +SL +0.11W5
LC6= DL +SL +0.11W6
LC7= DL +SL +0.11W7
LC8= DL+SL +0.11W8
LC9= DL +SL +0.11W9
LC10= DL +SL +0.11W10
LC11= DL +SL +0.11W11
LC12= DL +SL +0.11W12
LC13= DL +SL +0.11W13
LC14= DL +SL +0.11W 14
LC15= DL+SL+0.11W15
LC16= DL +SL +0.11W16
LC17= DL +SL +0.11W17
LC18= DL +SL +0.11W18
LC19= DL +SL +0.11 W 19
LC20= DL +SL +0.11W20
LC21= DL +SL +0.11W21
LC22= DL +SL +0.11W22
LC23= DL +SL +0.11W23
LC24= DL +SL +0.11 W 24
LC25= DL +SL +0.11 W25
LC26= DL +SL +0.11W26
LC27= DL +SL +0.11W27
LC28= DL +SL+0.11W28
LC29= DL +SL +0.11W29
LC30 =DL +SL +0.11 W30
LC31= DL +SL +0.11W31
LC32= DL +SL +0.11W32
LC33= DL +SL +0.11 W33
LC34= DL +SL +0.11W34
LC35 =DL +SL +0.11 W35
LC36= DL +SL +0.11W36
LC37 =DL +SL +0.11 W37
LC38= DL +SL+0.11W38
LC39= DL +SL +0.11W39
LC40= DL +SL +0.11W40
LC41= DL +SL +0.11W41
LC42= DL +SL +0.11W42
LC43= DL +SL +0.11W43
LC44=DL+SL+0.11W44
LC45= DL +SL +0.11W45
LC46= DL +SL +0.11W46
LC47= DL +SL +0.11W47
LC48= DL +SL +0.11W48
LC49= DL +SL +0.11 W49
LC50= DL +SL +0.11W50
LC51= DL +SL +0.11W51
LC52= DL +SL +0.11W52
LC53= DL +SL +0.11W53
LC54= DL +SL +0.11W54
LC55= DL +SL +0.11W55
LC56= DL +SL +0.11W56
Steel Code Check
Pagel
24
LC57 =DL +SL +0.11 W 57
LC58= DL+SL +0.11 W58
LC59= DL +SL +0.11W59
LC60= DL +SL +0.11 W60
LC61 = DL +SL +0.11 W61
LC62= DL +SL +0.11 W62
LC63= DL +SL +0.11 W63
LC64 =DL +SL +0.11 W 64
LC65 =DL +SL +0.11 W 65
LC66 =DL +SL +0.11 W66
LC67= DL +SL +0.11 W67
LC68= DL +SL +0.11 W68
LC69= DL+SL +0.11 W69
LC70= DL +SL +0.11 W70
LC71= DL+SL+0.11W71
LC72= DL +SL+0.11W72
LC73 =DL+SL +0.11 W73
LC74 = DL +SL +0.11 W74
LC75= DL +SL+0.11 W75
LC76 =DL+SL +0.11 W76
LC77= DL+SL +0.11 W77
LC78= DL+SL+0.11 W78
LC79 =DL +SL +0.11 W79
LC80 =DL +SL +0.11 W80
LC81= DL+SL +0.11W81
LC82= DL +SL +0.11W82
LC83= DL +SL+0.11 W83
LC84= DL +SL +0.11 W84
Description Section Member Ctrl Eq. Ratio Status Reference
C 7X12.2 59 LC7 at 0.00% 0.47 OK (Ec. 4.9) DG 9
PIPE 2x0.154 46 LC8 at 100.00% 0.14 OK (H1 -1b)
Column PIPE 4x0.337XS 11 LC64 at 50.00% 0.15 OK (H2 -1)
Diagonal Brace C 7X12.2 24 LC1 at 100.00% 0.02 OK (H1 -1b)
LU 4X3X1_4 20 LC36 at 0.00% 0.11 OK (H2 -1)
Lateral Beam W 14X38 4 LC1 at 100.00% 0.03 OK (Ec. 4.9) DG 9
LESSER -POST PIPE 3x0.216 31 LO5 at 43.75% 0.16 OK (H3 -6)
Long Beam W 10X19 30 LC29 at 75.78% 0.25 OK (H1 -1b)
W 14X38 55 LC7 at 49.65% 0.11 OK (Ec. 4.9) DG 9
SMALL -DIAG LU 4X3X1_4 35 LOS at 0.00% 0.06 OK (H2 -1)
TORQUE -TUBE HSS_RECT 14X6X3 8 8 LO7 at 0.00% 0.05 OK (H1 -1b)
Paget
2.1
e_FreA ntte
Current Date: 2/2/2009 11:19 AM
Units system: English
File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\
Report: Summary - Group by member
Load conditions to be included in design :
ST =DL +SL
LC1= DL +SL +0.11W1
LC2= DL +SL +0.11W2
LC3= DL +SL +0.11W3
LC4= DL +SL +0.11W4
LC5= DL +SL +0.11W5
LC6= DL +SL +0.11W6
LC7= DL +SL +0.11W7
LC8= DL +SL +0.11W8
LC9= DL +SL +0.11W9
LC10= DL +SL +0.11W10
LC11= DL +SL +0.11W11
LC12= DL +SL +0.11W12
LC13= DL +SL +0.11W13
LC14= DL +SL +0.11W14
LC15= DL +SL +0.11W15
LC16= DL +SL +0.11W16
LC17= DL +SL +0.11W17
LC18= DL +SL +0.11W18
LC19= DL +SL +0.11W19
LC20= DL +SL +0.11W20
LC21= DL +SL +0.11W21
LC22= DL +SL +0.11W22
LC23= DL +SL +0.11W23
LC24= DL +SL +0.11W24
LC25= DL +SL +0.11W25
LC26= DL +SL +0.11W26
LC27= DL +SL +0.11W27
LC28= DL +SL +0.11W28
LC29= DL +SL +0.11W29
LC30= DL +SL +0.11W30
LC31= DL +SL +0.11W31
LC32= DL +SL +0.11W32
LC33= DL +SL +0.11W33
LC34= DL +SL +0.11W34
LC35= DL +SL +0.11W35
LC36= DL +SL +0.11W36
LC37= DL +SL +0.11W37
LC38= DL +SL +0.11W38
LC39= DL +SL +0.11W39
LC40= DL +SL +0.11W40
LC41= DL +SL +0.11W41
LC42= DL +SL +0.11W42
LC43= DL +SL +0.11W43
LC44= DL +SL +0.11W44
LC45= DL +SL +0.11W45
LC46= DL +SL +0.11W46
LC47= DL +SL +0.11W47
LC48= DL +SL +0.11W48
LC49= DL +SL +0.11W49
LC50= DL +SL +0.11W50
LC51= DL +SL +0.11W51
LC52= DL +SL +0.11W52
LC53= DL +SL +0.11W53
LC54= DL +SL +0.11W54
LC55= DL +SL +0.11W55
LC56= DL +SL +0.11W56
Steel Code Check
Pagel
3°
LC57= DL +SL +0.11W57
LC58= DL +SL +0.11 W58
LC59= DL +SL +0.11W59
LC60= DL +SL +O.11W60
LC61= DL +SL+0.11W61
LC62= DL +SL +0.11W62
LC63= DL +SL +0.11W63
LC64= DL +SL +0.11 W64
LC65=DL+SL+0.11W65
LC66= DL +SL +0.11 W66
LC67= DL +SL +0.11 W67
LC68= DL +SL +0.11 W68
LC69= DL +SL +0.11 W69
LC70= DL +SL +0.11 W70
LC71= DL +SL +0.11W71
LC72= DL +SL +0.11W72
LC73= DL +SL +O.11W73
LC74= DL +SL+0. I 1 W74
LC75= DL +SL +0.11W75
LC76= DL +SL +0.11W76
LC77= DL +SL +0.11 W77
LC78= DL +SL +0.11 W78
LC79= DL+ SL+ 0.11W79
LC80= DL +SL +0.11 W80
LC81= DL +SL +0.11W81
LC82= DL +SL +0.11W82
LC83= DL +SL +0.11W83
LC84= DL +SL +0.11 W84
Description
Column
Diagonal Brace
Section Member Ctrl Eq. Ratio Status Reference
C 7X12.2
PIPE 2x0.154 44 LC15 at 100.00% 0.06 OK (H1 -1b)
45 LC35 at 100.00% 0.09 OK (H1 -1b)
46 LC8 at 100.00% 0.14 OK (H1 -1b)
56 LO5 at 100.00% 0.14 OK (H3 -6)
PIPE 4x0.337XS 10 LC37 at 50.00 0.12 OK (H2 -1)
11 LC64 at 50.00% 0.1.5 OK (H2 -1)
12 LC63 at 50.00% 0.11 OK (H2 -1)
13 LC8 at 50.00% 0.14 OK (H1 -1b)
C 7X12.2 22 LC1 at 50.00% 0.01 OK (H1 -1b)
23 LC1 at 50.00% 0.01 OK (H1 -1b)
24 LC1 at 100.00% 0.02 OK (H1-1b)
25 LC1 at 100.00% 0.02 OK (H1 -1b)
26 LC1 at 0.00% 0.02 OK (H1 -1b)
27 LC1 at 0.00% 0.02 OK (H1-1b)
LU 4X3X1_4
47 LC9 at 62.50% 0.07 OK (Ec. 4.9) DG 9
48 LC8 at 74.22% 0.20 OK (EC. 4.9) DG 9
49 LC29 at 0.00% 0.04 OK (Ec. 4.9) DG 9
50 LC7 at 37.50% 0.33 OK (Ec. 4.9) DG 9
51 LC8 at 0.00% 0.02 OK (Ec. 4.9) DG 9
52 LC8 at 0.00% 0.01 OK (Ec. 4.9) DG 9
53 LC8 at 100.00% 0.01 OK (Ec. 4.9) DG 9
57 LC7 at 100.00% 0.05 OK (Ec. 4.9) DG 9
58 LC8 at 0.00% 0.42 OK (Ec. 4.9) DG 9
59 LC7 at 0.00% 0.47 OK (Ec. 4.9) DG 9
60 LC8 at 100.00% 0.08 OK (Ec. 4.9) DG 9
61 LQ9 at 0.00% 0.02 OK (H1 -1b)
62 LC29 at 0.00% 0.02 OK (H1 -Ib)
14 LC1 at 50.00% 0.03 OK (H2 -1)
15 LC1 at 0.00% 0.03 OK (H2 -1)
16 LC1 at 100.00% 0.02 OK (H2 -1)
17 LC1 at 50.00% 0.03 OK (H2 -1)
18 LC15 at 100.00% 0.09 OK (H2 -1)
I
3' 4
1
1
4
1
I
1
1
1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
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Paget
I
Lateral Beam
LESSER -POST
Long Beam
19 LC35 at 0.00% 0.08 OK (H2 -1)
20 LC36 at 0.00% 0.11 OK (H2 -1)
21 LC37 at 100.00% 0.09 OK (H2 -1)
W14X38 3 LC1 at 100.00% 0.03 OK (Ec. 4.9) DG 9
4 LC1 at 100.00% 0.03 OK (Ec. 4.9) DG 9
5 LC65 at 50.00% 0.02 OK (1-11 -1b)
6 LC5 at 50.00% 0.01 OK (H1 -lb)
7 LC15 at 100.00% 0.03 OK (Ec. 4.9) DG 9
PIPE 3x0.216
31 LC35 at 43.75% 0.16 OK (H3 -6)
32 LC29 at 43.75% 0.11 OK (113 -6)
W 10X19 30 LC29 at 75.78% 0.25 OK (H1 -1b)
W 14X38 1 LC43 at 49.22% 0.08 OK (Ec. 4.9) DG 9
55 LC7 at 49.65% 0.11 OK (Ec. 4.9) DG 9
SMALL -DIAG LU4X3X1_4 35 LC35at0.00% 0.06 OK (H2 -1)
36 LC29 at 100.00% 0.04 OK (H2 -1)
TORQUE -TUBE HSS_RECT 14X6X3 8 8 LO7 at 0.00% 0.05 OK (H1 -1b)
9 LC65 at 100.00% 0.05 OK (H1 -1b)
Page3
%Bent let
Current Date: 2/2/2009 11:36 AM
Units system: English
File name: P: \Current Projects\7094 -1 Digital Forest UPS installation \NEW Antenna Project\Design\Antenna Frame Model - 1- 19 -09.adv1
Note.- Only the graphically selected members and shells are listed
Members:
List of materials
Profile Material Uweight Length Weight
[Kip /ft] [ft] [Kip]
C 7X12.2 A36 1.23E -02 97.935 1.202
umilOMINIk. _ - 1 W itxl$ Aai I t kN 4.46E - 02 11.500 0.513
LU 4X3X1_4 A36 5.76E -03 53.071 0.306
PIPE 2X0.154 A500 GRB ROUNDED 3.62E -03 5.500 0.020
PIPE 3X0.216 A500 GRB ROUNDED 7.54E -03 12.000 0.090
PIPE 4X0.337XS A500 GRB ROUNDED 1.49E -02 24.000 0.358
W 10X19 A992 GR50 1.90E -02 19.500 0.371
W 14X38 A992 GR50 3.79E -02 69.000 2.613
Total weight [Kip] 5 473
Shells:
Thickness Material Uweight Area Weight
[in] [Kip/ft2] Ift2] [Kip]
0.04740 A653 SS GR33 1.94E -03 163.603 0.317
Total weight [Kip] 0.317
Pagel
33
qv
Bonne
kurrent Date: 2/2/2009 11:43 AM
its system: English
File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\
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Current Date: 2/2/2009 11:43 AM 35
Units system: English
File name: P:\Current Pro'ects17094-1 Di ital Forest UPS Installation \NEW Antenna Pro'ect\Desi n\Antenna Frame Model - 1-19-09.adv\
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current Date: 2/2/2009 11:49 AM
Its system: English
File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09 -adv\
6X• SNEan_ P.ArArLMK
i4r53' Bentteg
Current Date: 2/2/2009 11:44 AM
Units system: English
File name: P:\Current Pro'ects \7094 - Di• ital Forest UPS Installation \NEW Antenna Pro'ect \Desi•n\Antenna Frame Model - 1- 19- 09.adv\
EX. Axix l,o Olnkv-o-"n
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Current Date: 2/2/2009 3:00 PM
Units system: English
File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\
GLOSSARY
Cb22, Cb33 : Moment gradient coefficients
Cm22, Cm33 : Coefficients applied to bending term in interaction formula
d0 : Tapered member section depth at J end of member
DJX : Rigid end offset distance measured from J node in axis X
DJY : Rigid end offset distance measured from J node in axis Y
DJZ : Rigid end offset distance measured from J node in axis Z
DKX : Rigid end offset distance measured from K node in axis X
DKY : Rigid end offset distance measured from K node in axis Y
DKZ : Rigid end offset distance measured from K node in axis Z
dL : Tapered member section depth at K end of member
Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members
K22 : Effective length factor about axis 2
K33 : Effective length factor about axis 3
L22 : Member length for calculation of axial capacity
L33 : Member length for calculation of axial capacity
LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2
LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2
RX : Rotation about X
RY : Rotation about Y
RZ : Rotation about Z
TO : 1 = Tension only member 0 = Normal member
TX : Translation in X
TY : Translation in Y
TZ : Translation in Z
Nodes
Node
Geometry data
X Y Z Rigid Floor
[ft) [ft] [ft]
18 0.00 -6.00 6.00 0
19 0.00 -6.00 0.00 0
20 19.50 -6.00 6.00 0
21 19.50 -6.00 0.00 0
32 19.50 -6.00 -3.00 0
33 0.00 -6.00 -3.00 0
1 0.00 0.00 0.00 0
2 0.00 0.00 6.00 0
3 4.00 0.00 0.00 0
4 4.00 0.00 3.00 0
5 4.00 0.00 6.00 0
6 9.75 0.00 0.00 0
7 9.75 0.00 3.00 0
8 9.75 0.00 6.00 0
9 15.50 0.00 0.00 0
10 15.50 0.00 3.00 0
11 15.50 0.00 6.00 0
12 19.50 0.00 0.00 0
13 19.50 0.00 6.00 0
14 0.00 -3.00 6.00 0
15 0.00 -3.00 0.00 0
16 19.50 -3.00 6.00 0
Pagel
17 19.50 -3.00 0.00 0
22 19.50 -0.50 6.00 0
23 19.50 -0.50 0.00 0
24 0.00 -0.50 6.00 0
25 0.00 -0.50 0.00 0
26 2.00 0.00 3.00 0
27 17.50 0.00 3.00 0
28 3.75 0.00 0.00 0
29 15.75 0.00 0.00 0
30 3.75 0.00 -3.00 0
31 19.50 0.00 -3.00 0
34 11.75 0.00 -3.00 0
35 11.75 0.00 0.00 0
36 7.75 0.00 0.00 0
37 7.75 0.00 -3.00 0
38 17.00 0.00 -3.00 0
39 19.50 -2.50 -3.00 0
40 2.50 0.00 -3.00 0
41 0.00 -2.50 -3.00 0
42 15.75 0.00 -3.00 0
43 0.00 0.00 -3.00 0
46 4.00 1.375 3.00 0
47 15.50 1.375 0.901 0
48 3.237 1.375 -0.927 0
49 14.737 1.375 -3.00 0
50 15.50 0.00 0.901 0
51 14.737 0.00 -3.00 0
53 3.4171 0.00 0.00 0
54 3.4171 1.375 0.00 0
55 6.112 1.375 - 1.4453 0
56 8.987 1.375 - 1.9635 0
57 11.862 1.375 - 2.4818 0
58 12.625 1.375 1.4257 0
59 9.75 1.375 1.9505 0
60 6.875 1.375 2.4753 0
Restraints
Node
Members
TX TY TZ RX RY RZ
18 1 1 1 0 0 0
19 1 1 1 0 0 0
20 1 1 1 0 0 0
21 1 1 1 0 0 0
32 1 1 1 0 0 0
33 1 1 1 0 0 0
Paget
I
1
1
1
1
I
Member NJ NK Description Section Material d0 dL Ig factor (f
[in] [in]
1 2 13 Long Beam W 14X38 A992 Gr50 0.00 0.00 0.00
3 12 13 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00
4 1 2 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00
5 5 3 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00
6 8 6 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00
7 11 9 Lateral Beam W 14X38 A992 Gr50 0.00 0.00 0.00
8 7 10 TORQUE -TUBE HSS_RECT 14X6X3_8 A992 Gr50 0.00 0.00 0.00
9 4 7 TORQUE -TUBE HSS_RECT 14X6X3_8 A992 Gr50 0.00 0.00 0.00
10 2 18 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00
11 1 19 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00
12 13 20 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00
13 12 21 Column PIPE 4x0.337XS A500 GrB rounded 0.00 0.00 0.00
14 23 16 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00
15 17 22 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00
16 24 15 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00
17 14 25 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00
18 9 17 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00
19 16 11 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00
20 15 3 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00
21 5 14 Diagonal Brace LU 4X3X1_4 A36 0.00 0.00 0.00
22 13 9 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00
23 2 3 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00
24 1 26 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00
25 11 27 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00
26 26 5 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00
27 27 12 Diagonal Brace C 7X12.2 A36 0.00 0.00 0.00
30 43 31 Long Beam W 10X19 A992 Gr50 0.00 0.00 0.00
31 31 32 LESSER -POST PIPE 3x0.216 A500 GrB rounded 0.00 0.00 0.00
32 43 33 LESSER -POST PIPE 3x0.216 A500 GrB rounded 0.00 0.00 0.00
35 39 38 SMALL -DIAG LU 4X3X1_4 A36 0.00 0.00 0.00
36 40 41 SMALL -DIAG LU 4X3X1_4 A36 0.00 0.00 0.00 .
44 47 50 PIPE 2x0.154 A500 GrB rounded 0.00 0.00 0.00
45 46 4 PIPE 2x0.154 A500 GrB rounded 0.00 0.00 0.00
46 54 53 PIPE 2x0.154 A500 GrB rounded 0.00 0.00 0.00
47 48 46 C 7X12.2 A36 0.00 0.00 0.00
48 46 47 C 7X12.2 A36 0.00 0.00 0.00
49 47 49 C 7X12.2 A36 0.00 0.00 0.00
50 48 49 C 7X12.2 A36 0.00 0.00 0.00
51 58 57 C 7X12.2 A36 0.00 0.00 0.00
52 59 56 C 7X12.2 A36 0.00 0.00 0.00
53 60 55 C 7X12.2 A36 0.00 0.00 0.00
55 1 12 Long Beam W 14X38 A992 Gr50 0.00 0.00 0.00
56 49 51 PIPE 2x0.154 A500 GrB rounded 0.00 0.00 0.00
57 57 47 C 7X12.2 A36 0.00 0.00 0.00
58 58 56 C 7X12.2 A36 0.00 0.00 0.00
59 56 60 C 7X12.2 A36 0.00 0.00 0.00
60 55 46 C 7X12.2 A36 0.00 0.00 0.00
61 12 31 C 7X12.2 A36 0.00 0.00 0.00
62 1 43 C 7X12.2 A36 0.00 0.00 0.00
Hinges
I
I
Page3
Member M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL Axial rigidity
10 0 0 0 0 1 1 0 0 0 0 Full
11 0 0 0 0 1 1 0 0 0 0 Full
12 0 0 0 0 1 1 0 0 0 0 Full
13 0 0 0 0 1 1 0 0 0 0 Full
14 1 0 0 0 1 0 0 0 0 0 Full
15 1 0 0 0 1 0 0 0 0 0 Full
16 1 0 0 0 1 0 0 0 0 0 Full
17 1 0 0 0 1 0 0 0 0 0 Full
18 1 0 0 0 1 0 0 0 0 0 Full
19 1 0 0 0 1 0 0 0 0 0 Full
20 1 0 0 0 1 0 0 0 0 0 Full
21 1 0 0 0 1 0 0 0 0 0 Full
22 1 0 0 0 1 0 0 0 0 0 Full
23 1 0 0 0 1 0 0 0 0 0 Full
24 1 0 0 0 0 0 0 0 0 0 Full
25 1 0 0 0 0 0 0 0 0 0 Full
26 0 0 0 0 1 0 0 0 0 0 Full
27 0 0 0 0 1 0 0 0 0 0 Full
30 1 0 0 0 1 0 0 0 0 0 Full
31 1 1 0 0 1 1 0 0 0 0 Full
32 1 1 0 0 1 1 0 0 0 0 Full
35 1 0 0 0 1 0 0 0 0 0 Full
36 1 0 0 0 1 0 0 0 0 0 Full
44 1 1 0 0 0 0 0 0 0 0 Full
45 1 1 0 0 0 0 0 0 0 0 Full
46 1 1 0 0 0 0 0 0 0 0 Full
47 1 1 0 0 1 1 0 0 0 0 Full
48 1 1 0 0 1 1 0 0 0 0 Full
49 1 0 0 0 1 0 0 0 0 0 Full
50 1 1 0 0 1 1 0 0 0 0 Full
51 1 1 0 0 1 1 0 0 0 0 Full
52 1 1 0 0 1 1 0 0 0 0 Full
53 1 1 0 0 1 1 0 0 0 0 Full
56 1 1 0 0 0 0 0 0 0 0 Full
57 1 0 0 0 1 0 0 0 0 0 Full
58 1 0 0 0 1 0 0 0 0 0 Full
59 1 0 0 0 1 0 0 0 0 0 Full
60 1 0 0 0 1 0 0 0 0 0 Full
61 1 0 0 0 1 0 0 0 0 0 Full
62 1 0 0 0 1 0 0 0 0 0 Full
Shells
Shell
1
2
Node -J Node -K
N1 N2 143 N4 Description Material Thickness
[4 11
2 13 1 12
46 47 48 49
Page4
A653 SS Gr33 0.0474
A653 SS Gr33 0.0474
Load data
p
p
Load conditions
P
P
1
P
P
1
P
•
P
1
P
GLOSSARY
Current Date: 2/2/2009 3:02 PM
Units system: English
File name: P: \Current Projects \7094 -1 Digital Forest UPS Installation \NEW Antenna Project \Design\Antenna Frame Model - 1- 19- 09.adv\
Comb : Indicates if load condition is a load combination
Condition Description
DL Dead Load
SL Snow Load
W1 TO -0
W2 TO -30
W3 TO -60
W4 TO -90
W5 TO -120
W6 TO -150
W7 TO -180
W8 T30 -0
W9 T30 -30
W10 T30 -60
W11 T30 -90
W12 T30 -120
W13 T30 -150
W14 T30 -180
W15 T60 -0
W16 T60 -30
W17 T60 -60
W18 T60 -90
W19 T60 -120
W20 T60 -150
W21 T60 -180
W22 T80 -0
W23 T80 -30
W24 T80 -60
W25 T80 -90
W26 T80 -120
W27 T80 -150
W28 T80 -180
W29 L0 -0
W30 L0 -30
W31 L0 -60
W32 L0 -90
W33 L0 -120
W34 L0 -150
W35 L0 -180
W36 L30 -0
W37 L30 -30
W38 L30-60
W39 L30 -90
W40 L30 -120
W41 L30 -150
W42 L30 -180
W43 L60 -0
Pagel
Comb. Category
No DL
No SNOW
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
No WIND
W44 L60-30 No WIND
W45 L60-60 No WIND
W46 L60-90 No WIND
W47 L60 -120 No WIND
W48 L60 -150 No WIND
W49 L60 -180 No WIND
W50 L80 -0 No WIND
W51 L80-30 No WIND
W52 L80-60 No WIND
W53 L80 -90 No WIND
W54 L80 -120 No WIND
W55 L80 -150 No WIND
W56 L80 -180 No WIND
W57 A0 -0 No WIND
W58 A0 -30 No WIND
W59 A0-60 No WIND
W60 A0 -90 No WIND
W61 A0 -120 No WIND
W62 A0 -150 No WIND
W63 A0 -180 No WIND
W64 A30 -0 No WIND
W65 A30 -30 No WIND
W66 A30-60 No WIND
W67 A30 -90 No WIND
W68 A30 -120 No WIND
W69 A30 -150 No WIND
W70 A30 -180 No WIND
W71 A60-0 No WIND
W72 A60 -30 No WIND
W73 A60-60 No WIND
W74 A60-90 No WIND
W75 A60 -120 No WIND
W76 A60 -150 No WIND
W77 A60 -180 No WIND
W78 A80 -0 No WIND
W79 A80 -30 No WIND
W80 A80 -60 No WIND
W81 A80 -90 No WIND
W82 A80 -120 No WIND
W83 A80 -150 No WIND
W84 A0-180 No WIND
ST DL +SL Yes
LC1 DL +SL +0.11W1 Yes
LC2 DL +SL +0.11W2 Yes
LC3 DL +SL +0.11W3 Yes
LC4 DL +SL +0.11W4 Yes
LC5 DL +SL +0.11 W5 Yes
LC6 DL +SL +0.11W6 Yes
LC7 DL +SL +0.11W7 Yes
LC8 DL +SL +0.11W8 Yes
LC9 DL +SL +0.11W9 Yes
LC10 DL +SL +O.11W10 Yes
LC11 DL +SL +0.11W11 Yes
LC12 DL +SL +0.11W12 Yes
LC13 DL +SL +0.11W13 Yes
LC14 DL +SL +0.11W14 Yes
LC15 DL +SL +0.11W15 Yes
LC16 DL +SL +0.11 W 16 Yes
LC17 DL +SL +0.11W17 Yes
LC18 DL +SL +0.11W18 Yes
Paget
1
�}3 1
1
1
1
1
1
1
1
1
1
1
1
1
1
a
1
1
1
1
1
a
1
1
1
1
1
1
1
1
I
D
D
1
lo
o
o
1
D
o
o
LC19 DL +SL +0.11W19
LC20 DL +SL +0.11W20
LC21 DL +SL +0.11W21
LC22 DL +SL +0.11W22
1 LC23 DL +SL +0.11W23
LC24 DL +SL +0.11W24
LC25 DL +SL +0.11W25
LC26 DL +SL +0.11W26
LC27 DL +SL +0.11W27
LC28 DL +SL +0.11W28
LC29 DL +SL +0.11 W29
LC30 DL +SL +0.11 W30
LC31 DL +SL +0.11W31
LC32 DL +SL +0.11W32
LC33 DL +SL +0.11W33
LC34 DL +SL +0.11W34
LC35 DL +SL +0.11W35
LC36 DL +SL +0.11W36
LC37 DL +SL +0.11W37
LC38 DL +SL +0.11W38
LC39 DL +SL +0.11W39
LC40 DL +SL +0.11W40
ID LC41 DL +SL +0.11W41
LC42 DL +SL +0.11 W42
LC43 DL +SL +0.11 W43
LC44 DL +SL +0.11W44
LC45 DL +SL +0.11 W45
LC46 DL +SL +0.11W46
LC47 DL +SL +0.11W47
LC48 DL +SL +0.11W48
LC49 DL +SL +0.11 W49
P LC50 DL +SL +0.11W50
LC51 DL +SL +0.11W51
LC52 DL +SL +0.11W52
LC53 DL +SL +0.11W53
LC54 DL +SL +0.11W54
LC55 DL +SL +0.11W55
LC56 DL +SL +0.11W56
LC57 DL +SL +0.11W57
LC58 DL +SL +0.11W58
P LC59 DL +SL +0.11W59
LC60 DL +SL +0.11W60
LC61 DL +SL +0.11W61
LC62 DL +SL +0.11W62
LC63 DL +SL +0.11W63
LC64 DL +SL +0.11W64
LC65 DL +SL +0.11 W65
LC66 DL +SL +0.11W66
LC67 DL +SL +0.11W67
LC68 DL +SL +0.11W68
LC69 DL +SL +0.11W69
LC70 DL +SL +0.11 W70
LC71 DL +SL +0.11 W71
LC72 DL +SL +0.11 W72
LC73 DL +SL +0.11 W73
LC74 DL +SL +0.11W74
ID LC75 DL +SL +0.11W75
LC76 DL +SL +0.11W76
LC77 DL +SL +0.11W77
LC78 DL +SL +0.11W78
1
P
P
P
P
P
P
P
1
P Page3
P
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
LH
LC79 DL +SL +0.11 W79 Yes
LC80 DL +SL +0.11W80 Yes
LC81 DL+SL+0.11W81 Yes
LC82 DL +SL +0.11W82 Yes
LC83 DL +SL +0.11W83 Yes
LC84 DL +SL +0.11W84 Yes
Load on nodes
Condition Node
FX FY FZ MX MY MZ
[Kip] [Kip] [Kip] [Kip *ft] [Kip *ft] [Kip *ft]
SL 49 0.00 -0.75 0.00 0.00 0.00 0.00
W1 7 0.00 -1.70 -3.10 -19.20 0.00 0.00
W2 7 -0.10 -1.70 -3.00 -18.00 -1.00 0.70
W3 7 -0.20 -1.70 -2.80 -16.80 -2.00 1.30
W4 7 0.30 -1.70 0.30 2.80 3.20 -2.00
W5 7 0.40 -1.70 0.90 6.60 3.70 -2.40
W6 7 0.20 -1.70 1.50 10.20 1.90 -1.20
W7 7 0.00 -1.70 2.10 13.70 0.00 0.00
W8 7 0.00 -6.70 -2.50 -13.40 -0.10 0.20
W9 7 -0.10 -6.60 -2.50 -13.20 -0.90 1.20
W10 7 -0.10 -5.70 -2.00 -11.00 -1.00 1.30
W11 7 0.30 -1.90 0.30 2.20 2.60 -3.40
W12 7 0.40 -1.40 0.80 6.10 2.90 -3.80
W13 7 0.20 -1.00 1.20 9.10 1.60 -2.10
W14 7 0.00 -0.70 1.40 10.50 0.10 0.00
W15 7 0.00 -9.30 -1.20 -5.00 0.00 0.00
W16 7 -0.10 -8.10 -1.10 -5.10 -0.30 1.00
W17 7 0.10 -5.10 -0.60 -3.60 0.30 -0.80
W18 7 0,30 -1.60 0.20 1.10 1.40 -4.30
W19 7 0.30 -1.10 0.40 4.10 1.40 -4.20
W20 7 0.20 -0.80 0.70 6.90 0.90 -2.70
W21 7 0.00 -0.70 0.80 8.10 0.00 0.00
W22 7 0.00 -4.20 -0.30 -2.90 0.00 0.00
W23 7 0.10 -3.80 -0.20 -2.70 0.10 -1.20
W24 7 0.20 -2.80 -0.20 -1.90 0.30 -2.80
W25 7 0.30 -1.40 0.10 0.30 0.40 -4.50
W26 7 0.30 -1.20 0.20 2.70 0.40 -4.00
W27 7 0.20 -1.10 0.40 4.60 0.20 -2.40
W28 7 0.00 -1.00 0.40 5.40 0.00 0.00
W29 7 -3 10 -1 70 0 00 0 00 0 00 -19.20
W30 7 -3.00 -1.70 -0.10 0.70 -1.00 -18.00
W31 7 -2.80 -1.70 -0.20 1.30 -2.00 -16.80
W32 7 0.30 -1.70 0.30 -2.00 3.20 2.80
W33 7 0.90 -1.70 0.40 -2.40 3.70 6.60
W34 7 1.50 -1.70 0.20 -1.20 1.90 10.20
W35 7 2.10 -1.70 0.00 0.00 0.00 13.70
W36 7 -2.50 -6.70 0.00 0.20 -0.10 -13.40
W37 7 -2.50 -6.60 -0.10 1.20 -0.90 -13.20
W38 7 -2.00 -5.70 -0.10 1.30 -1.00 -11.00
W39 7 0.30 -1.90 0.30 -3.40 2.60 2.20
W40 7 0.80 -1.40 0.40 -3.80 2.90 6.10
W41 7 1.20 -1.00 0.20 -2.10 1.60 9.10
W42 7 1.40 -0.70 0.00 0.00 0.10 10.50
W43 7 -1.20 -9.30 0.00 0.00 0.00 -5.00
W44 7 -1.10 -8.10 -0.10 1.00 -0.30 -5.10
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W45 7 -0.60 -5.10 0.10 -0.80 0.30 -3.60
W46 7 0.20 -1.60 0.30 -4.30 1.40 1.10
W47 7 0.40 -1.10 0.30 -4.20 1.40 4.10
ID W48 7 0.70 -0.80 0.20 -2.70 0.90 6.90
W49 7 0.80 -0.70 0.00 0.00 0.00 8.10
W50 7 -0.30 -4.20 0.00 0.00 0.00 -2.90
' W51 7 -0.20 -3.80 0.10 -1.20 0.10 -2.70
W52 7 -0.20 -2.80 0.20 -2.80 0.30 -1.90
W53 7 0.10 -1.40 0.30 -4.50 0.40 0.30
W54 7 0.20 -1.20 0.30 -4.00 0.40 2.70
W55 7 0.40 -1.10 0.20 -2.40 0.20 4.60
W56 7 0.40 -1.00 0.00 0.00 0.00 5.40
W57 7 -2.20 -1.70 -2.20 -13.60 0.00 13.60
II W58 7 -2.20 -1.70 -2.00 -12.30 -1.00 13.20
W59 7 -2.10 -1.70 -1.80 -11.00 -2.00 12.80
W60 7 0.50 -1.70 0.00 0.50 3.20 -3.40
W61 7 0.90 -1.70 0.40 2.90 3.70 -6.40
W62 7 1.20 -1.70 0.90 6.30 1.90 -8.00
W63 7 1.50 -1.70 1.50 9.70 0.00 -9.70
W64 7 -1.80 -6.70 -1.80 -9.30 -0.10 9.60
W65 7 -1.80 -6.60 -1.70 -8.50 -0.90 10.20
W66 7 -1.50 -5.70 -1.30 -6.90 -1.00 8.70
'
W67 7 0.40 -1.90 0.00 -0.90 2.60 -3.90
W68 7 0.80 -1.40 0.30 1.60 2.90 -7.00
W69 7 1.00 -1.00 0.70 5.00 1.60 -8.00
W70 7 1.00 -0.70 1.00 7.40 0.10 -7.50
W71 7 -0.90 -9.30 -0.90 -3.50 0.00 3.50
W72 7 -0.80 -8.10 -0.70 -2.90 -0.30 4.30
W73 7 -0.40 -5.10 -0.50 -3.10 0.30 2.00
W74 7 0.30 -1.60 -0.10 -2.30 1.40 -3.80
W75 7 0.50 -1.10 0.10 0.00 1.40 -5.90
D W76 7 0.60 -0.80 0.30 2.90 0.90 -6.80
W77 7 0.60 -0.70 0.60 5.80 0.00 -5.70
W78 7 -0.20 -4.20 -0.20 -2.00 0.00 2.10
W79 7 -0.10 -3.80 -0.20 -2.80 0.10 1.10
W80 7 0.00 -2.80 -0.30 -3.40 0.30 -0.70
W81 7 0.30 -1.40 -0.20 -3.00 0.40 -3.40
W82 7 0.40 -1.20 0.00 -0.90 0.40 -4.80
W83 7 0.40 -1.10 0.10 1.60 0.20 -5.00
W84 7 0.30 -1.00 0.30 3.80 0.00 -3.80
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Load on shells
Condition Shell Pressure Temp.
[Kip /ft2] [F]
DL 1 -0.003 0.00
2 -0.003 0.00
SL 1 -0.025 0.00
2 -0.025 0.00
Self weight multipliers for load conditions
I
• Page5
Self weight multiplier
Condition Description Comb. MuItX MuitY MuItZ
DL Dead Load No 0.00 -1.00 0.00
SL Snow Load No 0.00 0.00 0.00
W1 TO -0 No 0.00 0.00 0.00
W2 TO -30 No 0.00 0.00 0.00
W3 TO -60 No 0.00 0.00 0.00
W4 TO -90 No 0.00 0.00 0.00
W5 TO -120 No 0.00 0.00 0.00
W6 TO-150 No 0.00 0.00 0.00
W7 TO -180 No 0.00 0.00 0.00
W8 T30 -0 No 0.00 0.00 0.00
W9 T30 -30 No 0.00 0.00 0.00
W10 T30 -60 No 0.00 0.00 0.00
W11 130 -90 No 0.00 0.00 0.00
W12 130 -120 No 0.00 0.00 0.00
W13 T30 -150 No 0.00 0.00 0.00
W14 130 -180 No 0.00 0.00 0.00
W15 T60 -0 No 0.00 0.00 0.00
W15 T60 -30 No 0.00 0.00 0.00
W17 T60 -60 No 0.00 0.00 0.00
W18 T60 -90 No 0.00 0.00 0.00
W19 160 -120 No 0.00 0.00 0.00
W20 T60 -150 No 0.00 0.00 0.00
W21 T60 -180 No 0.00 0.00 0.00
W22 T80-0 No 0.00 0.00 0.00
W23 T80-30 No 0.00 0.00 0.00
W24 T80 -60 No 0.00 0.00 0.00
W25 180 -90 No 0.00 0.00 0.00
W26 T80 -120 No 0.00 0.00 0.00
W27 180 -150 No 0.00 0.00 0.00
W28 180 -180 No 0.00 0.00 0.00
W29 L0 -0 No 0.00 0.00 0.00
W30 L0 -30 No 0.00 0.00 0.00
W31 L0 -60 No 0.00 0.00 0.00
W32 L0 -90 No 0.00 0.00 0.00
W33 L0 -120 No 0.00 0.00 0.00
W34 L0-150 No 0.00 0.00 0.00
W35 L0 -180 No 0.00 0.00 0.00
W36 L30 -0 No 0.00 0.00 0.00
W37 L30-30 No 0.00 0.00 0.00
W38 L30 -60 No 0.00 0.00 0.00
W39 L30 -90 No 0.00 0.00 0.00
W40 L30 -120 No 0.00 0.00 0.00
W41 L30 -150 No 0.00 0.00 0.00
W42 L30 -180 No 0.00 0.00 0.00
W43 L60-0 No 0.00 0.00 0.00
W44 L60 -30 No 0.00 0.00 0.00
W45 L60-60 No 0.00 0.00 0.00
W46 L60 -90 No 0.00 0.00 0.00
W47 L60 -120 No 0.00 0.00 0.00
W48 L60 -150 No 0.00 0.00 0.00
W49 L60 -180 No 0.00 0.00 0.00
W50 L80 -0 No 0.00 0.00 0.00
W51 L80 -30 No 0.00 0.00 0.00
W52 L80 -60 No 0.00 0.00 0.00
W53 L80 -90 No 0.00 0.00 0.00
W54 L80 -120 No 0.00 0.00 0.00
W55 L80 -150 No 0.00 0.00 0.00
W56 L80 -180 No 0.00 0.00 0.00
W57 A0 -0 No 0.00 0.00 0.00
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W58 A0 -30
W59 A0 -60
W60 A0 -90
W61 A0-120
1 W62 A0 -150
W63 A0 -180
W64 A30 -0
W65 A30 -30
W66 A30 -60
W67 A30 -90
W68 A30 -120
W69 A30 -150
W70 A30 -180
W71 A60 -0
W72 A60 -30
W73 A60-60
W74 A60 -90
W75 A60 -120
W76 A60 -150
W77 A60 -180
W78 A80 -0
W79 A80 -30
W80 A80-60
W81 A80 -90
W82 A80 -120
W83 A80 -150
W84 A0 -180
ST DL +SL
LC1 DL +SL +0.11W1
LC2 DL +SL +0.11W2
LC3 DL +SL +0.11W3
LC4 DL+SL+0.11W4
LC5 DL +SL +0.11W5
LC6 DL +SL +0.11W6
LC7 DL +SL +0.11W7
LC8 DL +SL +0.11W8
LC9 DL +SL +0.11W9
LC10 DL +SL +0.11W10
LC11 DL +SL +O.11W11
LC12 DL +SL +0.11W12
LC13 DL +SL +0.11W13
LC14 DL +SL +0.11W14
LC15 DL +SL +0.11W15
LC16 DL +SL +0.11W16
LC17 DL +SL +0.11W17
LC18 DL +SL +0.11W18
LC19 DL +SL +0.11W19
LC20 DL +SL +0.11W20
LC21 DL +SL +0.11 W21
LC22 DL +SL +0.11W22
LC23 DL +SL +0.11W23
LC24 DL +SL +0.11W24
LC25 DL +SL +0.11W25
LC26 DL +SL +0.11W26
LC27 DL +SL +0.11W27
LC28 DL +SL +0.11W28
• LC29 DL +SL +0.11W29
LC30 DL +SL +0.11W30
LC31 DL +SL +0.11W31
p
p
p
Pagel
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
No 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
Yes 0.00 0.00 0.00
tfD
LC32 DL +SL +0.11W32 Yes 0.00 0.00 0.00
LC33 DL +SL +0.11W33 Yes 0.00 0.00 0.00
LC34 DL+SL+0.11W34 Yes 0.00 0.00 0.00
LC35 DL +SL +0.11W35 Yes 0.00 0.00 0.00
LC36 DL +SL +0.11W36 Yes 0.00 0.00 0.00
LC37 DL +SL +0.11W37 Yes 0.00 0.00 0.00
LC38 DL+SL+0.11W38 Yes 0.00 0.00 0.00
LC39 DL +SL +0.11W39 Yes 0.00 0.00 0.00
LC40 DL +SL +0.11W40 Yes 0.00 0.00 0.00
LC41 DL +SL +0.11W41 Yes 0.00 0.00 0.00
LC42 DL +SL +0.11W42 Yes 0.00 0.00 0.00
LC43 DL +SL +0.11W43 Yes 0.00 0.00 0.00
LC44 DL +SL +0.11W44 Yes 0.00 0.00 0.00
LC45 DL+SL+0.11W45 Yes 0.00 0.00 0.00
LC46 DL +SL +0.11W46 Yes 0.00 0.00 0.00
L C47 DL +S L +0.11 W47 Yes 0.00 0.00 0.00
LC48 DL +SL +0.11W48 Yes 0.00 0.00 0.00
LC49 DL +SL +0.11W49 Yes 0.00 0.00 0.00
LC50 DL+SL+0.11W50 Yes 0.00 0.00 0.00
LC51 DL+SL+0.11W51 Yes 0.00 0.00 0.00
LC52 DL +SL +0.11W52 Yes 0.00 0.00 0.00
LC53 DL +SL +0.11W53 Yes 0.00 0.00 0.00
LC54 DL +SL +0.11W54 Yes 0.00 0.00 0.00
LC55 DL +SL +0.11W55 Yes 0.00 0.00 0.00
LC56 DL +SL +0.11W56 Yes 0.00 0.00 0.00
LC57 DL +SL +0.11W57 Yes 0.00 0.00 0.00
LC58 DL +SL +0.11W58 Yes 0.00 0.00 0.00
LC59 DL +SL +0.11W59 Yes 0.00 0.00 0.00
LC60 DL +SL +0.11W60 Yes 0.00 0.00 0.00
LC61 DL+SL+0.11W61 Yes 0.00 0.00 0.00
LC62 DL+SL+0.11W62 Yes 0.00 0.00 0.00
LC63 DL+SL+0.11W63 Yes 0.00 0.00 0.00
LC64 DL+SL+0.11W64 Yes 0.00 0.00 0.00
LC65 DL +SL +0.11W65 Yes 0.00 0.00 0.00
LC66 DL +SL +0.11W66 Yes 0.00 0.00 0.00
LC67 DL+SL+0.11W67 Yes 0.00 0.00 0.00
LC68 DL +SL +0.11W68 Yes 0.00 0.00 0.00
LC69 DL +SL +0.11W69 Yes 0.00 0.00 0.00
LC70 DL +SL +0.11 W70 Yes 0.00 0.00 0.00
LC71 DL+SL+0.11W71 Yes 0.00 0.00 0.00
LC72 DL +SL +0.11W72 Yes 0.00 0.00 0.00
LC73 DL+SL+0.11W73 Yes 0.00 0.00 0.00
LC74 DL +SL +0.11 W74 Yes 0.00 0.00 0.00
LC75 DL +SL +0.11 W75 Yes 0.00 0.00 0.00
LC76 DL +SL +0.11 W76 Yes 0.00 0.00 0.00
LC77 DL+SL+0.11W77 Yes 0.00 0.00 0.00
LC78 DL +SL +0.11W78 Yes 0.00 0.00 0.00
LC79 DL+SL+0.11W79 Yes 0.00 0.00 0.00
LC80 DL +SL +0.11W80 Yes 0.00 0.00 0.00
LC81 DL+SL+0.11W81 Yes 0.00 0.00 0.00
LC82 DL +SL +0.11 W82 Yes 0.00 0.00 0.00
LC83 DL +SL +0.11W83 Yes 0.00 0.00 0.00
LC84 DL +SL +0.11W84 Yes 0.00 0.00 0.00
Earthquake (Dynamic analysis only)
Page8
Condition a/g Ang. Damp.
[Deg] [ %l
DL 0.00 0.00 0.00
SL 0.00 0.00 0.00
W1 0.00 0.00 0.00
W2 0.00 0.00 0.00
W3 0.00 0.00 0.00
' W4 0.00 0.00 0.00
W5 0.00 0.00 0.00
W6 0.00 0.00 0.00
W7 0.00 0.00 0.00
W8 0.00 0.00 0.00
ID W9 0.00 0.00 0.00
W10 0.00 0.00 0.00
W 11 0.00 0.00 0.00
W12 0.00 0.00 0.00
• W13 0.00 0.00 0.00
W14 0.00 0.00 0.00
• W15 0.00 0.00 0.00
W16 0.00 0.00 0.00
W17 0.00 0.00 0.00
W18 0.00 0.00 0.00
W19 0.00 0.00 0.00
ID W20 0.00 0.00 0.00
W21 0.00 0.00 0.00
W22 0.00 0.00 0.00
W23 0.00 0.00 0.00
• W24 0.00 0.00 0.00
W25 0.00 0.00 0.00
W26 0.00 0.00 0.00
W27 0.00 0.00 0.00
W28 0.00 0.00 0.00
W29 0.00 0.00 0.00
W30 0.00 0.00 0.00
' W31 0.00 0.00 0.00
W32 0.00 0.00 0.00
W33 0.00 0.00 0.00
W34 0.00 0.00 0.00
W35 0.00 0.00 0.00
• W36 0.00 0.00 0.00
W37 0.00 0.00 0.00
W38 0.00 0.00 0.00
W39 0.00 0.00 0.00
W40 0.00 0.00 0.00
W41 0.00 0.00 0.00
W42 0.00 0.00 0.00
W43 0.00 0.00 0.00
W44 0.00 0.00 0.00
W45 0.00 0.00 0.00
W46 0.00 0.00 0.00
W47 0.00 0.00 0.00
W48 0.00 0.00 0.00
W49 0.00 0.00 0.00
W50 0.00 0.00 0.00
W51 0.00 0.00 0.00
D W52 0.00 0.00 0.00
W53 0.00 0.00 0.00
W54 0.00 0.00 0.00
W55 0.00 0.00 0.00
W56 0.00 0.00 0.00
W57 0.00 0.00 0.00
D W58 0.00 0.00 0.00
Page9
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W59 0.00 0.00 0.00
W60 0.00 0.00 0.00
W61 0.00 0.00 0.00
W62 0.00 0.00 0.00
W63 0.00 0.00 0.00
W64 0.00 0.00 0.00
W65 0.00 0.00 0.00
W66 0.00 0.00 0.00
W67 0.00 0.00 0.00
W68 0,00 0.00 0.00
W69 0.00 0.00 0.00
W70 0.00 0.00 0.00
W71 0.00 0.00 0.00
W72 0.00 0.00 0.00
W73 0.00 0.00 0.00
W74 0.00 0.00 0.00
W75 0.00 0.00 0.00
W76 0.00 0.00 0.00
W77 0.00 0.00 0.00
W78 0.00 0.00 0.00
W79 0.00 0.00 0.00
W80 0.00 0.00 0.00
W81 0.00 0.00 0.00
W82 0.00 0.00 0.00
W83 0.00 0.00 0.00
W84 0.00 0.00 0.00
ST 0.00 0.00 0.00
LC1 0.00 0.00 0.00
LC2 0.00 0.00 0.00
LC3 0.00 0.00 0.00
LC4 0.00 0.00 0.00
LC5 0.00 0.00 0.00
LC6 0.00 0.00 0.00
LC7 0.00 0.00 0.00
LC8 0.00 0.00 0.00
LC9 0.00 0.00 0.00
LC 10 0.00 0.00 0.00
LC 11 0.00 0.00 0.00
LC12 0.00 0.00 0.00
LC13 0.00 0.00 0.00
LC14 0.00 0.00 0.00
LC15 0.00 0.00 0.00
LC 16 0.00 0.00 0.00
LC17 0.00 0.00 0.00
LC 18 0.00 0.00 0.00
LC19 0.00 0.00 0.00
LC20 0.00 0.00 0.00
LC21 0.00 0.00 0.00
LC22 0.00 0.00 0.00
LC23 0.00 0.00 0.00
LC24 0.00 0.00 0.00
LC25 0.00 0.00 0.00
LC26 0.00 0.00 0.00
LC27 0.00 0.00 0.00
LC28 0.00 0.00 0.00
LC29 0.00 0.00 0.00
LC30 0.00 0.00 0.00
LC31 0.00 0.00 0.00
LC32 0.00 0.00 0.00
LC33 0.00 0.00 0.00
Page10
I
I
LC34 0.00 0.00 0.00
II LC35 0.00 0.00 0.00
LC36 0.00 0.00 0.00
LC37 0.00 0.00 0.00
LC38 0.00 0.00 0.00
LC39 0.00 0.00 0.00
LC40 0.00 0.00 0.00
LC41 0.00 0.00 0.00
LC42 0.00 0.00 0.00
LC43 0.00 0.00 0.00
I LC44 0.00 0.00 0.00
LC45 0.00 0.00 0.00
LC46 0.00 0.00 0.00
ID LC47 0.00 0.00 0.00
LC48 0.00 0.00 0.00
I LC49 0.00 0.00 0.00
LC50 0.00 0.00 0.00
• LC51 0.00 0.00 0.00
LC52 0.00 0.00 0.00
• LC53 0.00 0.00 0.00
LC54 0.00 0.00 0.00
LC55 0.00 0.00 0.00
I LC56 0.00 0.00 0.00
LC57 0.00 0.00 0.00
• LC58 0.00 0.00 0.00
LC59 0.00 0.00 0.00
• LC60 0.00 0.00 0.00
LC61 0.00 0.00 0.00
ID LC62 0.00 0.00 0.00
LC63 0.00 0.00 0.00
LC64 0.00 0.00 0.00
I LC65 0.00 0.00 0.00
LC66 0.00 0.00 0.00
I LC67 0.00 0.00 0.00
LC68 0.00 0.00 0.00
I LC69 0.00 0.00 0.00
LC70 0.00 0.00 0.00
LC71 0.00 0.00 0.00
ID LC72 0.00 0.00 0.00
LC73 0.00 0.00 0.00
I LC74 0.00 0.00 0.00
LC75 0.00 0.00 0.00
I LC76 0.00 0.00 0.00
LC77 0.00 0.00 0.00
I LC78 0.00 0.00 0.00
LC79 0.00 0.00 0.00
LC80 0.00 0.00 0.00
I LC81 0.00 0.00 0.00
LC82 0.00 0.00 0.00
I LC83 0.00 0.00 0.00
LC84 0.00 0.00 0.00
•
I
I
I
I
I
•
I
I
Pagell
STEVE HARGROVE
7717 DETROIT AV SW
SEATTLE WA 98106
i ty of Tukwila
Department of Community Development
RE: Permit No. D09 -027
12101 TUKWILA INTERNATIONAL BL TUKW
Dear Permit Holder:
Jim Haggerton, Mayor
Jack Pace, Director
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 03/16/2010.
Based on the above, you are hereby advised to:
1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final
inspection. Each inspection creates a new 180 day period.
Sincerely,
-or-
2) Submit a written request for permit extension to the Permit Center at least seven (7) days before 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 it 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 03/16/2010, 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.
Bill Rambo
Permit Technician
%cX 26,t1
File: Permit File No. D09 -027
6300 Southcenter Boulevard. Suite #100 o Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665
STEVE HARGROVE
7717 DETROIT AV SW
SEATTLE WA 98106
City of Tukwila
Department of Community Development Jack Pace, Director
RE: Permit No. D09 -027
12101 TUKWILA INTERNATIONAL BL TUKW
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 10/13/2009.
Based on the above, you are hereby advised to:
Jim Haggerton, Mayor
1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final
inspection. Each inspection creates a new 180 day period.
-or-
2) Submit a written request for permit extension to the Permit Center at least seven (7) days before 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 it 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 10/13/2009, 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,
.
Bill Rambo
Permit Technician
File: Permit File No. D09 -027
A ?nn G..rRnent ,. P,.,1.,.,,.,4 G.:« u fnn _ r_1....:l_ rw,_ - n n,.,., _ ., ,_
IS
March 5, 2009
Steve Hargrove
7717 Detroit Ave SW
Seattle, WA 98106
ifer Marshall
it Technician
end
File No. D09 -027
•
city of Tukwila
P:\Permit Center\Correction Letters\2009\D09 -027 Correction Letter #1.DOC
jem
0
Department of Community Development Jack Pace, Director
RE: CORRECTION LETTER #1
Development Permit Application Number D09 -027
Digital Forest (Antenna Support) —12101 Tukwila International BI
Jim Haggerton, Mayor
Dear Mr. Hargrove,
This letter is to inform you of corrections that must be addressed before your development permit(s) can
be approved. All correction requests from each department must be addressed at the same time and
reflected on your drawings. I have enclosed comments from the Planning Department. At this time the
Building, Fire and Public Works Departments have no comments.
Planning Department: Stacy MacGregor at 206 433 -7166 if you have questions regarding
the attached memo.
Please address the attached comments in an itemized format with applicable revised plans,
specifications, and /or other documentation. The City requires that four (4) complete sets of revised
plans, specifications and /or other documentation be resubmitted with the appropriate revision
block.
In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every
resubmittal. I have enclosed one for your convenience. I have also enclosed a Non - Residential Sewer
Use Certification that must be completed prior to issuance of the permit. Corrections /revisions must be
made in person and will not be accepted through the mail or by a messenger service.
If you have any questions, please contact me at (206) 431 -3670.
Sincerely,
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
DATE:
APPLICANT:
RE:
ADDRESS:
PLANNING DIVISION COMMENTS
March 4, 2009
Digital Forest — Antenna Support
D09 -027
12101 Tukwila International Blvd
The plans as submitted are not approved. Please review the following comments listed below and submit
your revisions accordingly. If you have any questions on the requested revision, Stacy MacGregor is the
planner assigned to the file and can be reached at 206 -433 -7166.
1. When this property was developed, it went through design review. Criteria for design review
approval includes; "Mechanical equipment or other utility hardware on roof, ground or buildings
should be screened from view." Plan approval will require screening of the satellites and
supports. Show on plan.
2. If the "antenna supports /satellite dishes" meet the definition of wireless communication
facilities as defined by Tukwila Municipal Code (below), then a permit for a wireless
communication facility must be obtained and the requirements of the code must be met. See
Tukwila Municipal Code Chapter 18.58 for more information.
18.06.936 Wireless Communication Facility
"Wireless Communication Facility" means any tower,
antenna, ancillary structure or facility, or related equipment
or component thereof, which is used for the transmission
of radio frequency signals through electromagnetic
energy for the purpose of providing phone, internet,
video, information services, specialized mobile radio,
enhanced specialized mobile radio, paging, wireless digital
data transmission, broadband, unlicensed spectrum
services utilizing part 15 devices, and other similar
services that currently exist or that may in the future be
developed.
(Ord. 2135 §2(part). 2006)
ACTIVITY NUMBER: D09 -027 DATE: 04 -09 -09
PROJECT NAME: DIGITAL FOREST
SITE ADDRESS: 12101 TUKWILA INTERNATIONAL BL
Original Plan Submittal Response to Incomplete Letter #
X Response to Correction Letter # 1
Revision #
After Permit Issued
DEPARTMENTS:
Building Division
Public Works
Please Route
REVIEWER'S INITIALS:
Documents/routing slip.doc
2 -28 -02
� PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
u
n
Fire Prevention
Structural
DETERMINATIO OF COMPLETENESS: (Tues., Thurs.)
Complete V Incomplete
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES /THURS ROUTING:
APPROVALS 0 CORRECTIONS:
Structural Review Required
LETTER OF COMPLETENESS MAILED:
n
0 'I
Planning Division
Permit Coordinator
DUE DATE: 04-14-09
Not Applicable
No further Review Required ri
DATE:
DUE DATE: 05 -12-09
Approved Approved with Conditions Not Approved (attach comments) Li
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
ACTIVITY NUMBER: D09 -027 DATE: 02 -25 -09
PROJECT NAME: DIGITAL FOREST - ANTENNA SUPPORT
SITE ADDRESS: 12101 TUKWILA INTERNATIONAL BL
X Original Plan Submittal
Response to Correction Letter #
Response to Incomplete Letter #
Revision # After Permit Issued
DEPARTMEN
TS:
building Di vision `
Pu lic As tl
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Comments:
0
Permit Center Use Only
INCOMPLETE LETTER MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
LETTER OF COMPLETENESS MAILED:
TUES /THURS ROUTING:
Please Route KI Structural Review Required
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS:
Documents/routing slip.doc
2 -28 -02
PERMIT CHORD COPY �
PLAN REVIEW /ROUTING SLIP
40 t o. ;410-01
Fire Prevention
Structural
Incomplete n
n Permit Coordinator n
DATE:
DATE:
Planning Division TA
DUE DATE: 02-26-09
Not Applicable
No further Review Required
DUE DATE: 03-26-09
Approved Approved with Conditions n Not Approved (attach comments)
Notation:
REVIEWER'S INITIALS:
Permit Center Use Only
CORRECTION LETTER MAILED: Obi S
Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials:
REVISION SUBMITTAL
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: 4113 6 1
Response to Incomplete Letter #
Response to Correction Letter #
Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name: DI 9 1 roof j,--, 1
Project Address: t al J I I l3
5.1cvc. H (&,DVC., n
Summary of Revision: 15Q pod 11\ A ( 'friS C Y 11(, lI3.
Contact Person:
Entered in Permits Plus on
flb
City of Tukwila
\applications\forms- applications on line\revision submittal
Created: 8 -13 -2004
Revised:
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
d31NIO Al
6001 60
•
Plan Check/Permit Number: 0 D — D �7
Phone Number: 2 76 T ] G 3 — (-Poo
lake
p � 9 ?009
Sheet Number(s):
"Cloud" or highlight a 1 a eas of revision including date of revision
Received at the City of Tukwila Permit Center by:
° [1961
License
Name
yp
Type
Specialty 1
p y
Specialty 2
p y
Effective
Date
Expiration
Date
Status
ENCOMMS984JP
ENCOMPASS
MECHANICAL
SERVICES
ELECTRICAL
CONTRACTOR
MAINTENANCE
HVAC /RFRG
LTD
ENERGY
4/17/2002
4/17/2004
EXPIRED
ENCOMMS981JP
ENCOMPASS
MECHANICAL
SERVICES
ELECTRICAL
CONTRACTOR
HVAC /RFRG
LTD ENERGY
UNUSED
4/17/2002
4/17/2004
OUT OF
BUSINESS
MACDOMS982BM
MACDONALD
MILLER
SERVICE INC
ELECTRICAL
CONTRACTOR
MAINTENANCE
UNUSED
1/14/2002
1/14/2004
OUT OF
BUSINESS
MACDOMS011 RS
MACDONALD
MILLER
SERVICE INC
ELECTRICAL
CONTRACTOR
HVAC /RFRG
LTD ENERGY
UNUSED
12/10/199912/10
/2003
OUT OF
BUSINESS
MACDOMC329B5
MACDONALD
MILLER CO
INC
ELECTRICAL
CONTRACTOR
GENERAL
UNUSED
1/25/1968
1/31/2003
OUT OF
BUSINESS
Untitled Page
0
Other Associated Licenses
•
Electrical Contractor
A business licensed by Litt to contract electrical work within the scope of its specialty.
Electrical Contractors must maintain a surety bond or assignment of savings account.
They also must have a designated Electrical Administrator or Master Electrician who is a
member of the firm or a full -time supervisory employee.
Business and Licensing Information
Name
Phone
Address
Suite /Apt.
City
State
Zip
County
Business Type
Parent
Company
MACDONALD MILLER FAC SOL
INC
2067639400
PO BOX 47983
SEATTLE
WA
98106
KING
Corporation
UBI No.
Status
License No.
License Type
Effective Date
Expiration
Date
Suspend Date
Specialty 1
Specialty 2
602254260
ACTIVE
MACDOMF972BF
ELECTRICAL
CONTRACTOR
1/6/2003
1/6/2011
GENERAL
UNUSED
MASTER ELECTRICIAN INFORMATION
License MCGIVMH979N8
Name MCGIVERN, MICHAEL H
https://fortress.wa.gov/lni/bbip/Detail.aspx
Page 1 of 2
04/16/2009
0
DESIGN CRITERIA
CODE: INTERNATIONAL BUILDING CODE - 2006 EDITION
ASCE 7 - 2005 EDITION
ROOF 25 PSF SNOW
BASIC WIND SPEED 90 MPH, EXPOSURE C
ROTATIONAL CONSTRAINT AT DESIGN WIND SPEED 0.0169' (1.8 ARC MIN)
DEFLECTION CRITERIA ASSUMED BY OWNER AND EXCEEDS CODE MINIMUM REQUIREMENTS
SEISMIC
MAPPED SPECTRAL ACCELERATION, Ss 1.501
MAPPED SPECTRAL ACCELERATION, Si 0.777
SOIL SITE CLASS D
GENERAL CONDITIONS
1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL
NOTIFY THE STRUCTURAL ENGINEER IN WRITING OF ANY DISCREPANCIES FOUND
BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL VERIFY ALL
DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK.
2. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE
WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT
AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO
INVOLVED.
3. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL
NOTES AND 'TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND /OR
SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY.
4. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE
CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK.
5. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR
DETAILS ON THESE DRAWINGS.
6. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE
STRUCTURAL ENGINEER OF ANY CONDITION THAT, IN HIS OPINION, MIGHT ENDANGER
THE STABIUTY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE.
7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL
BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL
STRUCTURAL MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD
CHANGES PRIOR TO INSTALLATION.
8. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED
BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS.
9. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND
WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY
AND IN CONFORMANCE WITH THE PROVISIONS OF THE IBC AND STANDARDS
REFERENCED THEREIN.
10. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK -OUTS, ETC.,
SHALL NOT BE PLACED IN SLABS, FOUNDATIONS, ETC., NOR SHALL ANY
STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON
THESE STRUCTURAL DRAWINGS.
11. ALTERNATE ASSEMBUES AND MATERIALS WILL BE CONSIDERED FOR REVIEW.
ENGINEER MAY REQUEST PAYMENT FOR REVIEW.
DD STRUCTURAL AND MISCELLANEOUS STEEL
FABRICATION AND ERECTION OF STEEL SHALL BE IN ACCORDANCE WITH THE FOLLOWING
AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) STANDARDS AND SPECIFICATIONS:
1. MANUAL OF STEEL CONSTRUCTION, 13TH EDITION (ALLOWABLE STRESS DESIGN)
2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, LATEST EDITION
3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS.
STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS:
WIDE FLANGE COLUMNS/BEAMS: ASTM 992 (Fy = 50 KSI)
STEEL PIPE: SCHEDULE 80, CONFORMING TO ASTM A53,
TYPE EXTRA - STRONG, GRADE B (Fy = 35 KSI)
BOLTS: ASTM A325 OR A490 (STEEL /STEEL AND STEEL /CONC CONN)
ALL ASTM A325 BOLTS SHALL BE SNUG -TIGHT U.N.O.
ALL SLIP CRITICAL CONNECTIONS SHALL BE ASTM A325 BOLTS AND SHALL BE
ENGINEER - APPROVED, SELF -LOAD INDICATING TYPES, AND SHALL BE INSTALLED IN STRICT
ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
ALL WELDING SHALL CONFORM TO THE AWS CODES, AND SHALL BE BY CERTIFIED WELDERS.
WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70
ELECTRODES.
ALL STEEL SHALL BE TREATED TO RESIST CORROSION, WHETHER BY GALVANIZATION OR BY
ANTI- CORROSION PAINTS.
STRUCTURAL STEEL WELDING
1. CONFORM TO THE AWS CODES D1.1 AND 01.3, AND USE ONLY CERTIFIED WELDERS.
WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. INCREASE WELD SIZE
TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. USE DRY E70 ELECTRODES.
2. WHERE, SPECIFIED ON DRAWINGS, PROVIDE NON - DESTRUCTIVE TESTING OF WELDS.
ALL SPECIFIED WELDS ARE TO BE TESTED 100% EITHER BY ULTRASONIC TESTING OR
RADIOGRAPHY.
JOBSITE SAFETY
THE ENGINEER AND /OR ARCHITECT HAVE NOT BEEN RETAINED OR
COMPENSATED TO PROVIDE DESIGN AND /OR CONSTRUCTION REVIEW
SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO
MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE
CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC
SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS
SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE
FOR PROVIDING A SAFE PLACE FOR THE PER - FORMANCE OF WORK BY
THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES,
OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY
PERSON.
SHOP DRAWINGS
SUBMIT TWO SETS OF PRINTS AND ONE SET OF REPRODUCIBLES FOR
REVIEW PRIOR TO FABRICATION FOR THE FOLLOWING:
1. STRUCTURAL STEEL
2. MISCELLANEOUS STEEL
3. METAL ROOF DECK
SPECIAL INSPECTIONS
1. THE SPECIAL INSPECTOR FOR ALL WORK OUTLINED IN THE
INTERNATIONAL BUILDING CODE SECTION 1704 SHALL BE A QUAUFIED
PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE TO THE
SATISFACTION OF THE BUILDING OFFICIAL FOR INSPECTION OF THE
PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL
INSPECTION, AND SHALL BE CHARGED MTh THE DUTIES AND
RESPONSIBIUTIES AS OUTLINED IN IBC 1704.
2. THE OWNER, CONTRACTOR, SPECIAL INSPECTOR OR INSPECTION
AGENCY AND PROJECT ENGINEER AND /OR ARCHITECT SHALL COMPLETE
THE SPECIAL INSPECTION AND TESTING AGREEMENT TO THE
SATISFACTION OF THE GOVERNING BUILDING DEPARTMENT.
3. THE SPECIAL INSPECTOR SHALL BE RESPONSIBLE FOR
COMPLETING, MAINTAINING AND RESUBMITTING ALL SPECIAL INSPECTION
LOGS AND FORMS AS REQUIRED BY THE BUILDING DEPARTMENT. ALL
LOGS AND REPORTS ARE TO BE COMPLETED WITHIN ONE WEEK OF
INSPECTIONS PERFORMED.
(i)
1.'`••11`
EXIST W24x55
- MAN DOOR "4�'i SCREEN a WALt; ; ALO NG- � 'PER
SABEY'S REQUEST, -TO BE ADDkD AT-A_LOCATION
AS DETERMINED BY1 SABEYa �ER,PLANS AND
DETAILS FOR EXISTING SC WALLS
EXIST W18x35
COLUMNS AT WORK PLATFORM
SHALL CENTER OVER THE ROOF
JOISTS AS SHOWN, REFER TO
DETAILS S6, TYP.
EXIST W1$x65 ;
FULL ANTENNA SWING RADIUS -
IS BLOCKED BY RAILING AND 04'-
LADDERS, REFER TO SHEET S4
Fri
W18x35
W24x55
COLUMNS AT WORK PLATFORM
SHALL CENTER OVER THE ROOF
JOISTS AS SHOWN, REFER TO
DETAILS S6, TYP.
FULL ANTENNA SWING
RADIUS IS BLOCKED BY
RAILING AND LADDERS,
REFER TO SHEET S4
EXIST W18x35
PLATE TYPE A2
AT 16/53
PLATE TYPE Al
AT 16/53
3 -0"
PLANNING APPROVED •
No changes can be made. to these
plans without approval from ttto ,#
Planning Division of COD
�>a
Approved A�
App �'
Data: It( Lv a%
3' -0" 3' -0"
O ao
PLATE TYPE A2
AT 16/53
31' -i
INTERGATE WEST BUILDING C ROOF PLAN
PARTIAL PLAN VIEW OF FRAME LOCATION
ANTENNA FRAME LOCATION
�uIuIuIuluuuIIIuIuuIIIuIululIIIIuIIIIIIuIIIuuuIuIuuIuuIiuii ®u`
-
... 1 1 ' �iL'
• P
SEPARATE PER IT
REQUIRED FOR:
• Mechanical
ti Electrical
lumbing
• Gas Piping
-- y - - --- ----
SCALE: 1/16" = 1' -0"
5' -O"
NI 1 MI
- I
•
• + 1 Imi
6' -O" 3' -O"
PLATE TYPE A2
AT 16/53
SCALE: 3/16" = 1' -0"
REVISIONS
No changes shall be made to the scope
of work without prior approval of
Tukwila Building Division.
NOTE: Revisions will require a new plan submittal
and may include additional plan review fees.
,
F
MAR .16 ZQ10
R EV 18 >FD POD
CODE COMPLIANCE
APR 14 2009
C
BUILDING of ktuila
LDING !VISION 1
City Of Tukwila
BUILDING DIVISION
FELE COPY
Permit No. ttfl 'till
Flan review approval is subject to errors and omissions.
Approval of construction documents does not authorize
the violation of any adopted code or ordinance. Receipt
of approved Field Copy and cond' ons is acknowledged:
BY
Date:, ,
SHEET INDEX
ABBREVIATIONS:
AB ANCHOR BOLT
ALT ALTERNATE
APPROX APPROXIMATE
BIM BOTTOM
BOT BOTTOM
BRG BEARING
BTW BETWEEN
CUR CLEAR
COL COLUMN
CONC
CONN
CONST
CONT
CONTR
CTR
DET
DIA
DIAG
DIM
DL
EA
EF
ELEV
EQ
EQUIP
ES
EW
EXIST
FF
FG
FLFR
FIG
RR
FT
FTG
FS
GA
GALV
GR
HDG
HT
IF
IN
LOC
LT
MAX
MECH
MFR
MIN
MISC
NO
NS
NTS
OC
OH
OPNG
OF
PCF
PSF
PSI
R
REF
REINF
REQD
S
S1. GENERAL NOTES
S2. FRAME PLAN AND SECTIONS
S3. FRAME DETAILS
S4. LADDER AND RAILING DETAILS
S5. GLOBAL ELEVATIONS
S6. WORK PLATFORM DETAILS
CONCRETE
CONNECTION
CONSTRUCTION
CONTINUOUS
CONTRACTOR
CENTER
DETAIL
DIAMETER
DIAGONAL
DIMENSION
DEAD LOAD
EACH
EACH FACE
ELEVATION
EQUAL
EQUIPMENT
EACH SIDE
EACH WAY
EXISTING
FINISH FLOOR
FINISH GRADE
FLUSH FRAME
FLANGE
FLOOR
FOOT
FOOTING
FAR SIDE
GAUGE
GALVANIZED
GRADE
HOT DIPPED GALVANIZED
HORIZONTAL
HEIGHT
INSIDE FACE
INCH
JOINT
UVE LOAD
LOCATION
UGHT
MAXIMUM
MECHANICAL
MANUFACTURER
MINIMUM
MISCELLANEOUS
NUMBER
NEAR SIDE
NOT TO SCALE
ON CENTER
OPPOSITE HAND
OPENING
OUTSIDE FACE
POUNDS PER CUBIC FOOT
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
RADIUS
REFERENCE
REINFORCING
REQUIRED
SLOPE
SCHD SCHEDULE
SEC SECTION
SF SQUARE FOOT
SFF STRUCTURAL FINISH FLOOR -
SHT SHEET
SIM SIMILAR
SPCS SPACES
SPEC SPECIFICATIONS
STD STANDARD
SR_ STEEL
STRUCT STRUCTURAL
T TOP
THK THICK
TOC TOP OF CONCRETE
TOS TOP OF STEEL
TOW
TS
TYP
UNO
VERT
w
WWF
TOP OF WALL
TUBE STEEL
TYPICAL
UNLESS NOTE OTHERWISE
VERTICAL
WITH
WELDED HEADED STUD
WEIGHT
WELDED WIRE FABRIC
MAR, U 6 MO
RECEIVED
CITY OF TUKWILA
FEB 2 5 2009
PERMIT CENTER
►
POGGEMEYER
DESIGN GROUP
512 Sixth Street S, Suite 202
Kirkland, Washington 98033
p) 425.827.5995
f) 425.828.4850
www.poggemeyer.com
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7094 -A
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DRAWN BY
BSF
CHECKED BY
RDB
DATE
12 NOV 2008
SHEET NUMBER
S1
OF S6
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TYP
3/4 "0 BOLT
PLATE TYPE C2
DETAIL 17/S3
PER PLAN PER PLAN
SHEET S1 SHEET S1
L4x3x1
CROSS
BRACE
K SHOWN BEYOND
PLATE TYPE Cl
DETAIL 17/S3
TO COLUMN
STEEL PLATE
DETAIL
S2
•
WATERPROOFING
OR FLASHING NOT
BY POGGEMEYER
DESIGN GROUP, TYP
EXISTING COLUMN
BASE PLATE TYPE A2
ALL LOC ALONG GRID A
PER DETAIL 17/S3
METAL r'E
sz
S2
r
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CONN FRAME DECK
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-
EXISTING WF GIRDER
AT ROOF
ANTENNA SUPPORT FRAME WEST ELEVATION
CONN FRAME DEC
COL CONN TO
EXIST FRAMING
EXISTING UNTOPPED
METAL ROOF DECK
(EAST ELEVATION SIMILAR) SCALE: 3/4 =
-r r!
[I i CHANNEL S`EC 'IONS
WORK PLATFORM FRAME, PER
SHEET S6, SHALL BE CONNECTED
A53 GR B TO ANTENNA FRAME BY BOLT
PIPE 4XS, TYP CONNECTION ONLY, REF. S6
•
VULCRAFT 1.5 BI 18 RIBBED STEEL
ROOF DECK (18 GA.)
L
ANTENNA BASE
CONN., DETAIL
�1 ANTENNA SUPPORT FRAME LENGTHWISE SECTION
�J
VULCRAFT 1.5 BI 18 RIBBED STEEL
ROOF DECK (18 GA.)
VULCRAFT 1.5 BI 18 RIBBED STEEL
ROOF DECK (18 GA.)
ANTENNA SUPPORT FRAME NORTH ELEVATION
e •r
ANTENNA BASE
CONN DETAIL
R 3/4 "x24 "x2' -0"
TOP AND BIM AT ANTENNA
BASE LOC. PER DETAIL
15/S3 SECTION A
VULCRAFT 1.5 BI 18 RIBBED STEEL
ROOF DECK (18 GA.)
PLATE TYPE El PER DETAIL
17/
S .
...... ►
ANTENNA SUPPORT FRAME TRANSVERSE SECTIONS
UPPER (WORK) PLATFORM,
SHOWN ROTATED 11' FROM
ANTENNA FRAME
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1
r`1
Lam` L „r
SCALE: 3/4" =
UPPER (WORK) PLATFORM,
SHOWN ROTATED 11' FROM
ANTENNA FRAME
SCALE we =
SECTION B
r=1
0*
TUBE PER D TAIL 7/S3
1 "0 ANTENNA=XNALBOLIS
NOT BY
- -•� DESIGN
I
PERPENDICULAR
WF SHOWN BEYOND
SHOWN BEYOND
11.1..r.1.] --------------------- = N11011 . - - -- ----- - - - - --
AIM
PLATE TYPE C2
DETAIL 17/S3
PLATE TYPE C3
-'/ DETAIL 17/S3
STEEL PLATE
DETAIL
PERPENDICULAR
WF SHOWN,
BEYOND
EXISTING ROOF DECK
PLATE TYPE C3
DETAIL 17/53
L4x3x1/4
BRACING
BASE PLATE TYPE Al ALONG GRID B BETWEEN
GRIDS 5 -6 AND 7 -8, USE TYPE A2 ALL
OTHER LOC., TYP PER DETAIL 17/S3
PLATE TYPE C2
DETAIL 17/S3
EXISTING WF ROOF MEMBER
l
SIDE PLATES WELDED TO TORQUE
GEMEYER
UP
PLATE TYPE El PER 17/53
TOP AND BIM AT WF TO WF
CONN, TYP.
UPPER (WORK) PLATFORM
FRAME, PER SHEET S6,
RAILING PER SHEET S4
UPPER (WORK) PLATFORM
FRAME, PER SHEET S6,
RAILING PER SHEET S4
SUPPORT BEAM AND
LATERAL BRACE
BEAM AT EACH END,
REFER TO 6/S5
SUPPORT BEAM AND
LATERAL BRACE
BEAM AT EACH END,
REFER TO 6/S5
•
1 i TENNA BASE
WF TO NIP
PLAN DETAIL
CROSS BRACE
SHEAR TAB C
A992 W14x38
A992 W14x38
A992 W14x3
P•' 'E El AT TOP,
B1 AT BTM OF WF,
ALL FOUR CORNER LOC.
A992 W14x38
PLATE TYPE E1
AT TOP AND B
TYP THIS CONDITI
CROSS BRACE
SHEAR TAB CON
REFER TO SHEET S6
FOR WORK
PLATFORM LOCATION
AND DETAILS
COLUMN SHOWN BEYOND
A53 GR B PIPE 4XS, TYP
SECTION A
SECTION B
a
(p
0)
WF TO WF
PLAN DETAIL
I
1
CONN FRAME
DECK TO COL
•
6' -0"
ANTENNA SUPPORT FRAME PLAN VIEW
3/4" CHAMFER ALL
EXPOSED STEEL WF
CORNERS
VULCRAFT 1.5 BI 18 RIBBED STEEL
ROOF DECK (18 GA.), 5/8" PUDDLE
WELDS, 7/36 FASTENER LAYOUT
3' -0"
REFER TO SHEET S4
FOR LADDER AND
RAILING PLAN AND
DETAILS
[ LATERAL
BRACE BEAM
SCALE: 3/4" = 1' -0"
LATERAL
BRACE BEAM
bO9oi7
METAL DECK NOT
REQUIRED AT THIS
LOCATION
UPPER (WORK) PLATFORM
FRAME, PER SHEET S6,
RAILING PER SHEET 24 •
UPPER (WORK)
PLATFORM
SUPPORT BEAM
FIEVIBWE® FOR
CODE COMPLIANCE
APR 14 2009
City of Tukwila DIVIS1ON
MAR , 16 MO
CITY OF T
FEB 2 5 2009
PERMIT CENTER
POGGEMEYER
DESIGN GROUP
512 Sixth Street S, Suite 202
Kirkland, Washington 98033
p) 425.827.5995
1) 425.828.4.850
www.poggemeyer.com
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JOB NUMBER
7094 —A
DESIGNED BY
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DRAWN BY
BSF
CHECKED BY
RDB
DATE
12 NOV 2008
SHEET NUMBER
S2
OF S6
i
REFER TO PLATE TYPE
El DETAIL 17/S3,
CONN. PER 2/S3
PLATE El
AT TOP
(2) 3/4 "0 BOLTS
REFER TO PLATE TYPE
El DETAIL 17/S3,
CONN. PER 2/S3
WF PER PLAN
COL PER PLAN
REFER TO PLATE TYPE
D1 DETAIL 17/S3 AT
SHEAR TAB
WF TO WF CONN. DETAIL
SCALE 1 1/2" = r -o
WELD TO WF
PER DETAIL 2/S3
/iMT ._ir-- -_i_
PLATE TYPE B1
PER 17/S3
SHEAR PLATE
TYPE D1 PER
17/S3, WELD PER
DETAIL 1/S3
1/4 3 ®12
C TORQUE TUBE DETAIL
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WF PER PLAN
CORNER CONN. TO COL.
I 1/4 "x12 7/8 "x5' -2 ",
PLATE AT TORQUE TUBE LOC.
BOTH SIDES
SCALE 1 1/2" = 1' -0"
(2) 3/4 "0 BOLTS
BASE PLATE Al
OR A2 PER 5/S2
AND 17/S3
(4) 3/4 "0 BOLTS
TO EXISTING MEMBER
PLATE TYPE El AT TOP
PER DETAILS 17/S3 AND
2/S3
PLATE TYPE B1
PER 17/S3
SHOWN BEYOND
SECTION D
COL. CONN. TO EXISTING FRAMING
SCALE 1 1/2" = 1' -0"
WF PER PLAN
SCALE 1 1/2" =
FLASHING AND
WATERPROOFING NOT
BY POGGEMEYER
EXIST UNTOPPED
METAL ROOF DECK
PLATE PER 5/82 AND 17/83
EXIST WF MEMBER IN ROOF
WF TO WF CONN. DETAIL
1 1/2"
2 1/2"
PLAN WEW
SECTION A
REFER TO PLATE
TYPE El DETAIL
17/S3
WF PER PLAN
WF PER PLAN
1/4 /
PER PLAN
SCALE 1 1/2" = 1 - 0 "
1/4 N UNDERSIDE
PATE TO WF
R 3/4 "x7 "x0' -10 1/2"
COL PIPE BTM PLATE
7/8 "0 BOLT HOLE
TRANSVERSE
WF PER PLAN
CROSS BRACE
PER PLAN
3 1/2" 3 1/2"
NOTE: USED ONLY AT GRID B BETWEEN
GRIDS 5 -6 AND 7 -8
PLATE Al
1 1/4 "x2 "x0' -6 ",
AT TOP AND BTM
3/16"
2 1/2"
2 1/2"
1/4"
7/8 "0 BOLT
HOLE
7/8 "0 BOLT
HOLE
3/16"
2 1/2"
2 1/2" 1 1/2"
2 "
1 1/2"
3"
CROSS
BRACE PER
PLAN
LONG WF
PER PLAN
IN -PLANE CROSS BRACE
SCALE 1 i /� = i - o"
3 3/4"
1 1/2"
1 1/2" 1 1/2"
3 " 3"
NOTE: USED ALL ALONG GRID A AND
ALONG GRID B BETWEEN
GRIDS 6 -7
2 1/2"
PLATE C3
1 1/4 "x2 "x0' -6 ",
AT TOP AND BTM
STEEL PLATE DETAILS
SECTION Z
PLATE Fl 17/S3, SECTION Y
SHEAR TAB, CENTERED
IN -PLANE CROSS BRACE
SCALE 1 1/2" = 1 - 0 "
1/2" CHAMFER AT
EXPOSED CORNERS
VIEW FROM ABOVE
VIEW FROM
PERPENDICUALR
SIDE
3/8" CHAMFER,
TYP.
1 1/2"
1 1/2"
2 "
1 1/2"
I
1/4"x3
1/2 "x0' -5 3/8"
SCALE 3/4" = 1' -0"
VIEW FROM SIDE
PLATE 91
"
COPE BOTH ENDS
5 3/8"
PLATE D1
LONG WF
PER PLAN
PLATE F2 17/S3, BACK SIDE
OF CHANNEL, TYP., CENTERED
(2) 1/2 "0 BOLTS EA.,
AT PLATES Fl AND F2
BEGIN WELD
1/2" FROM EDGE
OF PLATE
1 3/8 "x5 1/2 "xO' -8 1/4",
COL PIPE TOP PLATE
REFER TO
PLATE Cl
TOP PLATE
1/4" I TO PIPE CONN.
1 1/4 "x5 3/8 "x0' -11 7/16 ",
WELDS TO WF PER CONN.
DETAILS
1 3/8 "x3 "x0' -4 ",
WELDS TO WF PER
1/S3 AND 2/83
1 3/4 "x24 "x2' -0"
PLATE AT TOP AND
BTM, AT ANTENNA
BASE CONN.
THIS PLATE, TYP
3/4" CHAMFER
PLATE TYPE El
BASE PLATE
PER 16/S3
PARTIAL NORTH ELEVATION
(8) 1 1/8 "0
BOLT HOLES
PLAN VIEW
UNDER -SIDE VIEW
1111
eO% / /.i NS
Jul I•I
PLATE TYPE C2,
17/S3
3/4 "1 BOLT
/ REF
6/S3
1/4"V
CROSS BRACE BEYOND
glek
TiV
CROSS BRACE BEYOND
COL PER 5/S2
1/2" CHAMFER
COL PER
PLAN, 5/S2
2 5/16"
5 11/16"
1
4"
4"
5 11/16"
2 5/16"
COL PER
PLAN, 5/S2
BEGIN WELD
1/2" FROM EDGE
OF PLATE
1/4
BEGIN WELD
1/2" FROM EDGE
OF PLATE
R 3/4 "x24 "x2' -0"
PLATE AT TOP AND
BTM, AT ANTENNA
BASE CONN.
SECTION E
3/16"
SECTION F
M. ��0•. 1 11M.A.ter•A
ANTENNA BASE CONNECTION DETAIL
L4x3x1/4 CROSS BRACE '
3/4 "0 BOLT
WF PER PLAN
PLATE TYPE B1
BEYOND PER
17/83 AND 6/S3
PLATE TYPE Cl
17/S3
PLATE TYPE El AT TOP TO WF
PER 17/S3 AND 2/S3
PARTIAL PLAN
COLUMN CONNECTION DETAILS
WF PER PLAN
SHEAR PLATE TYPE D1
WELD TO WF PER DETAIL
1/S3
--n
SECTION B
SECTION C
BASE PLATE
PER 16/83
PLATE TYPE C2
17/S3
L4x3x1/4 CROSS BRACE
1/4" V
L4x3x1/4 CROSS BRACE
mmismemmer
R 3/4 "x24 "x2' -0"
PLATE AT TOP AND
BTM, AT ANTENNA
BASE CONN.
EAR PLATE TYPE D1 SHOWN,
PER 17/S3 AND PER 1/S3
SCALE 1 1/2" = 1' - 0
PARTIAL WEST ELEVATION
bo (;) SCALE J 1/� 0.
U
ANTENNA BASE ANCHOR BOLTS
NOT BY POGGEMEYER DESIGN
GROUP; A325 OR A490 1'0
BOLTS TO ANTENNA BASE
3/4 "3
BOLT
3/4 "0 BOLT
APR 14 2009
MAR ,1 6 2010
POGGEMEYER
DESIGN GROUP
512 Sixth Street S, Suite 202
Kirkland, Washington 98033
p) 425.827.5995
f) 425.828.4850
www.poggemayer.com
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7094 -A
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12 NOV 2008
SHEET NUMBER
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a \
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1/4" V
3/8 "x2 "x1'—
SUPPORT S
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a
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LADDER SIDE
ELEVATION
RAILING AT UPPER (WORK)
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4/S4, 5/S4 AND LOC. PER 8/S4
2 "0 PIPE
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RAILING
1/4"V
A30: 1/2 "0 BOLT AT
a EA. CONN. PLATE AT
1/4 ' LOC., (4) TOTAL
TOP OF WF
PLATFORM CVL
WF SIDE MEMBER OF
ANTENNA FRAME,
PER PLAN S2
7 3/4" AT W14x38
OR 7" AT W10x19
R 3/8 "x2 "x2"
A309 1/2 "0 BOLT AT
EA. CONN. PLATE AT WF
LOC., (4) TOTAL
UPPER (WORK) PLATFORM
FRAME, PER SHEET S6,
RAILING PER SHEET 3/S4,
4/24, 5/S4 AND 8/S4
� ELEVATION AT RAILING
S� NORTH ELEVATION
SUPPORT STRUT
R 3 /8x2 "xLENGTH
N.
AT SIDE RAILS
SUPPORT STRUT
(4) LOC.
R 3/8 "x2 "x1' -1/2 ,
SUPPORT STRUT,
(4) LOC.
ELEVATION AT RAILING
a
SCALE 1/2" = 1' -0"
2-0" CLEAR
a
LADDER DETAIL
N
LADDER FRONT
ELEVATION
6 "j
SCALE 1/2 = 1 - 0 "
BRACE, (2)
LOC.
WF 14 SIDE MEMBER
OF ANTENNA FRAME,
PER PLAN
14
TOP OF WF
PLATFORM ft
TYP. LADDER
RUNG CONN.
1'0 x 2-0" LONG
A36, LADDER
RUNG AT 12"
O.C., TYP, MIN.
12" FROM TOP OF
ROOF
LADDER AT UPPER
(WORK) PLATFORM AND
CONN. PER DETAIL 1/S4,
LOC. PER 8/S4
LADDER AT UPPER
(WORK) PLATFORM
AND CONN. PER
DETAIL 1/54, LOC.
PER 8/S4
PPORT BEAM AND
TERAL BRACE
AT EACH END,
TO 6/S5
SCALE 3/4" = 1' -0"
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UPPER (WORK)
PLATFORM LADDER
ELEVATION
6 "I
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TYP AT RAIL
ALL OTHER
NOTES PER
TYPICAL DETAIL
UPPER (WORK)
PLATFORM LVL
UPPER PLATFORM
C— SECTION, SEE S6
in
TOP OF WF
PLATFORM LVL
— WF AT ANTENNA
FRAME LEVEL,
REFER TO S6
FIELD VERIFY LENGTH,
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SOUTH ELEVATION
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PLATFORM RAILING
BASE PLATE ET UPPER (WORK)
PLATFORM RANG PER 2/S4,
LOC. PER 8/ , TYP.
SUPPORT BEAM, TOP OF
WF FLUSH WITH TOP OF
WF AT ANTENNA FRAME
BEYOND
ELEVATION AT RAILING
RAILING AT UPPER (WORK)
PLATFORM PER DETAILS 3/S4,
4/S4, 5/S4 AND LOC. PER 8/S4
7
S4
ELEVATION AT RAILING
c
ELEVATION AT RAILING
WEST ELEVATION
PPER (WORK)
FRAME, PER
AILING PER SH
4/24, 5/S4
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T S6,
3/S4,
8/S4
LADDER AT UPPER
(WORK) PLATFORM AND
CONY. PER DETAIL 1/54,
LOC. PER 8/S4
AND
DETAIL
C. PER
LAD
SCALE 1/2" = 1' -0"
LADDER AT UPPER
(WORK) PLATFORM AND
CONN. PER DETAIL 1/S4,
LOC. PER 8/S4
IPE ( SCHED
T UPPER
) PLATFORM
VG
SCALE 1/2 = 1 - 0 "
I
RAILING BASE P
AT UPPER (WORK)
PLATFORM PER 2/S4
ACCESS LADDER PER
DETAIL 1/S4
SWING RADIUS OF ANTENNA
(14' -6" DIAM.). LADDERS AND
RAILING PROHIBIT THE ANTENNA
FROM ROTATION WHEN ANTENNA
ANGLE IS LOW
2
1
(4) 5/8 "0 BOLT
HOLES; (4) 1/2"
A325 BOLTS TYP.
R 3/8 "x4 "x0' -6 1/2"
RAILING BASE PLATE
6 1/2"
1 1/4"
2
1/4"
2 "0 PIPE ( SCHED 40)
TYPICAL AT RAILING
1 1/4"
1 1/4
1 1/4"
2 "0 PIPE (SCHED 40)
TYPICAL AT RAILING
7 1/2"
1/48 r
BASE PLATE AT UPPER
(WORK) PLATEFORM
RAIL BASE PLATE DETAILS
SCALE 1 1/2" = r -o
i f\ir
1 1/4"
(2) 5/8 "0 BOLT
HOLES; (2) 1/2"
A325 BOLTS TYP.
ReViLADFOR
CODE COMPLIANCE
AP PROVED
APR 14 2009
City of Tukwila
UILDING DIVISION
ACCESS
LADDER PER
DETAIL 1/S4
ACCESS LADDER AT
UPPER (WORK)
PLATFORM PER 1/S4
CITY OF TUK�VILA
FEB 25M N
rtri LADDER AND RAILING PLAN
$4 SCALE 3/4'= 1 - 0� o �7 P ERMIT
A C EMER
V
POGGEMEYER
DESIGN GROUP
512 Sixth Street S, Suite 202
Kirkland, Washington 98033
p) 425.827.5995
f) 425.828.4850
www.poggemayer.com
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DATE
12 NOV 2008
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NORTH ELEVATION
SCALE 1/8" = 1' -0"
SOUTH ELEVATION
SCALE 1/8" = 1' -0"
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EAST ELEVATION
SCALE 1/8" = 1' -0"
WEST ELEVATION
SCALE 1/8" = 1' -0"
MAR ,16 2010
RECEIVED
CITY OF TUKWILA
FEB 2 52009
PERMIT CENTER
POGGEMEYER
DESIGN GROUP
512 Sixth Street S, Suite 202
Kirkland, Washington 98033
p) 425.827.5995
0 425.828.4850
www.poggemeyer.com
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JOB NUMBER
7094 -A
DESIGNED BY
BSF
DRAWN BY
BSF
CHECKED BY
RDB
DATE
12 NOV 2008
SHEET NUMBER
S5
OF S6
u
TOP OF SUPPORT
BEAM FLUSH WITH TOP
OF ANTENNA FRAME
WIDE FLANGE LEVEL
COLUMN SHOWN
BEYOND A53 GR B
PIPE 3 1/2 "0, TYP
A36 C7x12.2
COLUMN SHOWN
BEYOND A53 GR B
PIPE 3 1/2 "0, TYP
WORK PLATFORM
SUPPORT BEAM, REFER
TO PLAN 6/S6
EXISTING 16K4
JOISTS AT 5' -0"
PLATE TYPE C3
DETAIL 17/S3
L4x3x1/4
BRACING
3 1/2 "--/
BASE PLATE
TYPE A2 PER
DETAIL 16/S3
AMR A —. A A— A AMR M.— A A A
TE TYPE C2
17/83
MIR
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A36 C7x12.2
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WORK PLATFORM SUPPORT BEAM
SCALE: 3/4" = 1' -0"
COLUMN SHOWN
BEYOND A53 GR B
PIPE 3 1/2 "0, TYP
3' -0"
TO OF UPPER (WORK)
PLATFORM SUPPORT COL
UPPER (WORK)
PLATFORM SUPPORT
COL: A53
2 "XS P
INV
WORK PLATFORM PLAN
SCALE 3/4" = 1' -0"
(2) 1/2 "0 A325
BOLTS, ANGLE TO
CHANNEL SECT.
C SECT. AT WORK
PLATFORM FRAME
CONN. PLAN VIEW
UPPER (WORK)
PLATFORM SUPPORT
COL: A53 GR B
2 "XS PIPE (TYP.)
ANGLE CONN. PER
DETAIL 5 /S6
(2) 1/2 "0 A325
BOLTS, ANGLE TO
WF SECT.
SCALE: 11/2" = 1' -
DEPENDS ON 1
LEG OF ANGLE
FLASHING AND
WATERPROOFING NOT
BY POGGEMEYER
BASE PLATE
TYPE A2 PER
DETAIL 16/53
5/8 "0 BOLT
HOLES FOR 1/2 "0
A325 BOLTS, TYP.
ANGLE CONN.
CO
UPPER (WORK) PLATFORM
SUPPORT COL: A53 GR B
2 "XS PIPE (TYP.)
WF OR TS AT ANTENNA
FRAME PER 5/S2 OR
SUPPORT BEAM PER 6/S6
, • ..� 1 --
1/2"
A36 ANGLE
1 3/8"
2 1/2"
1 3/8"
C SECT. AT WORK
PLATFORM FRAME
1/4"
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CHANNEL AT
WORK PLATFORM
FRAME
S6
L5x3x1/4 x 5 1/4" LENGTH
ANGLE AT SHEAR TAB
CONN., TYPICAL AT WORK
PLATFORM FRAME
1/4"
1/4
WF AT ANTENNA
FRAME PER PLAN
5/S2
BRACE AT ENDS ONLY
CROSS
(2) 1/2 "0 A325
BOLTS, ANGLE TO
CHANNEL SECT.
C SECT. AT WORK
PLATFORM FRAME
SECTION A
WORK PLATFORM CONN. PLAN VIEW
CHANNEL AT UPPER
(WORK) PLATFORM
PER 7/S6
CHANNEL TO TOP
PLATE CONN.
3" 1/2"
drdr CHAMFER
3 1/2"
TOP PLATE
WORK PLATFORM SUPPORT COL.
r rr 7
I . _
3
SCALE 1 1/2" =
COL PER
PLAN 7/S6
SECTION DETAIL
ANGLE CONN. PER
DETAIL 5/S6
(2) 1/2 "0 A325
BOLTS, ANGLE TO
WF SECT.
A36 1 3 1/2x3 1/2x3/8,
1/2" CHAMFER AT EXPOSED
EDGES, TOP OF EA. WORK
PLATFORM SUPPORT COL
SCALE 1 1/2" = 1' -0"
ti
SCALE: 1 1/2" = 1' -0"
REVIE
CODE CO PLIANCiE
APR 14 2009
City of Tukwila
BUILDING DIVISION
1/4"
WF PER 6/S6
1/4°V
5/8 "0 BOLT
HOLES FOR 1/2 "0
A325 BOLTS, TYP.
ANTENNA SUPPORT FRAME NORTH ELEVATION
s_6} (SOUTH rye -.new SIMILAR)
1 3/4" (2) 1/2 "0 A325
2 1/4" ANGLE CONN: BOLTS, ANGLE TO
L1/4 "x4 "x4" BY CHANNEL SECT.
O' -5 1/4" LENGTH
1 3/8"
2 1/2"
1 3/8"
ANGLE CONN.
C SECT. AT WORK
PLATFORM FRAME
ANGLE CONN.: AT SHEAR
TAB CONN., TYPICAL AT
WORK PLATFORM
WF AT WORK
PLATFORM FRAME
(2) 1/2 "0 A325
BOLTS, ANGLE TO
WF SECT.
SUPPORT BRACE CONN. PLAN VIEW
ANTENNA SUPPORT FRAME WEST ELEVATION
(EAST ELEVATION SIMILAR) SCALE: 3/4" = 1' -0"
SC
1,_0. 041.
SCALE 1 1/2" =
C
F
PLATE TYPE C2
DETAIL 17/S3
POGGEMEYER
DESIGN GROUP
512 Sixth Street S, Suite 202
Kirkland, Washington 98033
p) 425.827.5995
f) 425.828.4850
www.poggemeyer.com
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JOB NUMBER
7094 -A
DESIGNED BY
BSF
DRAWN BY
BSF
CHECKED BY
RDB
DATE
12 NOV 2008
SHEET NUMBER
SE
OF S6