HomeMy WebLinkAboutPermit D12-117 - AT&T MOBILITY - EQUIPMENT CABINETSAT &T MOBILITY
16500 SOUTHCENTER PY
D12 -117
City o*Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Inspection Request Line: 206- 431 -2451
Web site: http: / /www.TukwilaWA.gov
DEVELOPMENT PERMIT
Parcel No.: 6437300010
Address: 16500 SOUTHCENTER PY TUKW
Suite No:
Project Name: AT &T MOBILITY
Permit Number: D12-117
Issue Date: 05/15/2012
Permit Expires On: 11/11/2012
Owner:
Name: CHA SOUTHCENTER LLC
Address: 16500 SOUTHCENTER PKWY , SEATTLE WA 98188
Contact Person:
Name: JENNIFER TAYLOR
Address: 7525 SE 24 ST, SUITE 500 , MERCER ISLAND WA 98040
Contractor:
Name: WREN CONSTRUCTION INC
Address: 1410 80TH ST SW STE A , EVERETT, WA 98203
Contractor License No: WRENCI *013B6
Lender:
Name:
Address:
Phone: 206 - 228 -2127
Phone: 425 - 252 -1282
Expiration Date: 01/26/2014
DESCRIPTION OF WORK:
AT &T PROPOSES TO INSTALL ADDITIONAL EQUIPMENT CABINETS AT THE EXISTING WIRELESS FACILITY LOCATED AT
THIS SITE.
Value of Construction: $9,000.00 Fees Collected: $433.01
Type of Fire Protection: International Building Code Edition: 2009
Type of Construction: II -B Occupancy per IBC: 0026
Electrical Service Provided by: PUGET SOUND ENERGY
* *continued on next page **
doc: IBC -7/10
D12 -117 Printed: 05 -15 -2012
•
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant:
Flood Control Zone:
Hauling:
Land Altering:
Landscape Irrigation:
Moving Oversize Load:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
N
N
Water Main Extension:
Water Meter: N
Permit Center Authorized Signature:
I hereby certify that I have read and
governing this work will be complie
Number: 0 Size (Inches): 0
Start Time:
Volumes: Cut 0 c.y.
End Time:
Fill 0 c.y.
Start Time: End Time:
Private:
Profit: N
Private:
Public:
Non - Profit: N
Public:
Date: O I V L
ned this permit and know the same to be true and correct. All provisions of law and ordinances
whether specified herein or not.
The granting of this permit does not p
construction .E the performance of work.
to this permit.
Signature:
e to give authority to violate or cancel the provisions of any other state or local laws regulating
I am authorized to sign and obtain this development permit and agree to the conditions attached
Print Name: deN\\ e( 701 or
Date: 15h ) 2.
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.
PERMIT CONDITIONS:
1: ** *FIRE DEPARTMENT CONDITIONS * **
2: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the
following concerns:
3: The battery cabinets and battery system shall comply with all applicable provisions of International Fire Code section
608.
4: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and
#2051)
5: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of
such condition or violation.
6: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at
(206)575 -4407.
doc: IBC -7/10
D12 -117 Printed: 05 -15 -2012
# . O
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
Building Permit No. b 1)-- 117
Project No.
Date Application Accepted:
Date Application Expires:
(For office use only)
CONSTRUCTION PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
* *Please Print **
SITE LOCATION
Site Address: 16500 Southcenter Pkwy
King Co Assessor's Tax No.:_6437300020
Suite Number: N/A Floor: Roof
Tenant Name: AT &T Mobility
PROPERTY OWNER
Name: Jennifer Taylor
Name: CHA Southcenter LLC
City: Mercer Island State: WA Zip: 98040
Address: 16500 Southcenter Pkwy
Email: jtaylor @westower.com
City: Tukwila State: WA
Zip: 98188
CONTACT PERSON — person receiving all project
communication
Name: Jennifer Taylor
Address: 7525 SE 24th St #500
City: Mercer Island State: WA Zip: 98040
Phone: (206) 228 -2127 Fax:
Email: jtaylor @westower.com
GENERAL CONTRACTOR INFORMATION
Company Name: T.B.B. , 1r" Cw k
WC�
Address: 1/,1 fj - /' Jam", A
U �Vj
City: r-1�II
State: lVq.. Zip: 119 �,
Yom/ l�V
Phone: Fax:
Contr Reg No. t wiz 1 .toi3 n I $xp Date: Dd iu l ic..\
Tukwila Business License No.: m c, hi . ` f c
H :\Applications\rorms- Applications On Ltne\201 I Apphcauons \Permit Application Revised - 8 -9 -1 l.docx
Revised: August 2011
bh
New Tenant: ❑ Yes
ARCHITECT OF RECORD
Company Name: Cornerstone Engineering Inc
Engineer Name: Mark Olson
Company Name: N/A
City: Woodinville State: WA Zip: 98072
Phone: (425) 487 -1732 Fax:
Architect Name:
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Company Name: Cornerstone Engineering Inc
Engineer Name: Mark Olson
Address: 16928 Woodinville- Redmond Rd NE Ste 21(
City: Woodinville State: WA Zip: 98072
Phone: (425) 487 -1732 Fax:
Email:
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: N/A
Address:
City: State: Zip:
Page 1 of 4
BUILDING PERMIT INFORMATION — 206 - 431 -3670
Valuation of Project (contractor's bid price): $ 9,000
Describe the scope of work (please provide detailed information):
AT &T proposes to install additional equipment cabinets at the existing wireless facility located at this site.
Existing Building Valuation: $
Will there be new rack storage? ❑ Yes
V.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Belo
PLANNING DIVISION:
Single family building footprint (area of the tbundation 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 0 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 Safety Data Sheets.
SEPTIC SYSTEM
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:',Applications \Forms- Applications On Line\2011 Applications\Pennit Application Revised - 8 -9 -I I.docx
Revised: August 2011
bh
l'age 2 of 4
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
1 n Floor
2"d Floor
3rd Floor
Floors thru
KO 6101\ff-
in 5ck Vboto
it
Onoccup%kci
00 4=
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the tbundation 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 0 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 Safety Data Sheets.
SEPTIC SYSTEM
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:',Applications \Forms- Applications On Line\2011 Applications\Pennit Application Revised - 8 -9 -I I.docx
Revised: August 2011
bh
l'age 2 of 4
PERMIT APPLICATION NOTES —
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
1 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING O ER OR A THORIZED AGENT:
Signature:
Print Name:
J ennifer a
ylbr
Mailing Address: 7525 SE 24th Street #500
11:1 Applications \Forms - Applications On Line\201 I Applications \Permit Application Revised - 8- 9- 11Acx
Revised: August 2011
bh
Day Telephone:
Date: `5/.�9%1 Z
(206) 228 -2127
Mercer Island WA
City State
98040
Zip
Page 4 of 4
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.TukwilaWA.gov
RECEIPT
Parcel No.: 6437300010 Permit Number: D12-117
Address: 16500 SOUTHCENTER PY TUKW Status: PENDING
Suite No: Applied Date: 04/05/2012
Applicant: AT &T MOBILITY Issue Date:
Receipt No.: R12 -01236
Initials: WER
User ID: 1655
Payment Amount: $433.01
Payment Date: 04/05/2012 09:50 AM
Balance: $0.00
Payee: WESTOWER COMMUNICATIONS
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Check 115800 433.01
Authorization No.
ACCOUNT ITEM LIST:
Description
Account Code Current Pmts
BUILDING - NONRES
PLAN CHECK - NONRES
STATE BUILDING SURCHARGE
000.322.100
000.345.830
640.237.114
Total: $433.01
259.70
168.81
4.50
doc: Receiot -06 Printed: 04 -05 -2012
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 ta., (206) 431 -3670
Permit Inspection Request Line (206) 431 -2451
Project: _
,r l j 4 1 (V\ o tilt -i i (-.c
Type of Inspection:
PIN) A L_
Address:
165a) Pc(
Date Called:
Special Instructions:
Date Wanted:.
a.m.
Requester:
Phone No:
--p
`*proved per applicable codes. Corrections required prior to approval.
COMMENTS:
h::;‘)/14 \
E NSPECTION FEE REQUI D. Prior to
d at 6300 Southcenter Blvd., Suite 100.
Date:
1 /10
ext inspection, fee must be
all to schedule reinspection.
1
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
• • : •—• '
D/2_, )17
PERMIT NUMBERS
CITY OF TUKVVILA FIRE DEPARTMENT
444 Andover Park East, Tukwila, Wa. 98188 206-575-4407
Project: /304bie rree....
Type of Inspection:
71—F...--t .
1
Hood & Duct:
Address: /4-5-40e, 6c PAL L.4-...1
Suite #:
Contact Person:
Permits:
OcCupancy Type:
Special Instructions:
Phone No.:
$
, /
['proved per applicable codes.
(
Corrections required prior to approval.
.•,'
•
•
'
C `� CORNERS'1rONE
ENGINEERING, INC.
QV /L • IRLICII/RAL . s('RVC)
16928 Woodinville- Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email: cei@cornerstone-engr.com
Web: www.cornerstone- engr.com
Structural Calculations
For
Phone: (425) 487 -1732
(206) 250-7306
Fax: (425) 487 -1734
PZ CO
Battery Cabinet Installation
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 15 2012
City of Tukwila
BUILDING DIVISION
Prepared By:
Checked By:
Prepared Date:
CEI Project No.:
at &t
Site Name: Tukwila
Site Number: WA094
16500 Southcenter Parkway
Tukwila, WA 98188
King County
Tony V. Le, E.I.T.
Mark W. Olson, P.E.
November 16, 2011
11 -69335
ECEIVED
APR 05 2012
PERMIT CENTER
Comprehensive Design Solutions for Your Project Success!
Project: WA094 Tukwila Date: November 16, 2011
Client: At &t Prepared By: T. L,
CEI No.: 11 -69335 Page i
I. Scope of Work
Provide structural analysis for the proposed AT &T telecommunications (2) Argus Te40 battery cabinets
on existing rooftop platform. The project is located atop the building located at 16500 Southcenter
Parkway in the City of Tukwila, King County, WA. The proposed loads of the equipment transfer
directly into the existing rooftop platform beams and to the load bearing columns of the building. All the
loads then transfer from the load bearing columns of the building and into the foundation & to the soil.
The information in this report summarizes the requirements for construction of structural elements for
the proposed design in conformance with the 2009 International Building Code (IBC). Unless noted
otherwise, all means and methods used shall be in keeping with good and generally accepted
construction practices and all prescriptive design requirements of the 2009 IBC.
II. Analysis Results
As requested, we have evaluated the structural stability of the proposed additional loading for structural
code compliance. This analysis derives its applied loads from minimum 85 mph basic wind speed (3-
second gust), Exposure "B ". Since soil properties are not available, seismic site class "D" was
conservatively used for this analysis per 2009 IBC (Section 16).
III. Conclusions and Recommendations
The existing rooftop platform beams are structurally adequate to support the proposed loading of the
additional battery cabinets with the addition of the (2) steel L4x4x1/4 below each proposed
cabinet. Please refer to the following structural calculations and supporting drawings for the equipment
cabinet addition.
General contractor shall verify all existing dimensions, member sizes and conditions prior to
commencing any work. All dimensions of existing condition shown on the calculation are intended as
guidelines only and must be verified in field. Any discrepancies shall be called to the attention of the
architect or engineer and shall be resolved before proceeding with the work. Contractor shall provide
temporary bracing for the structure and structural components until all final connections have been
completed in accordance with the plans.
IV. Loads /Design Criteria: (2009 IBC & ASCE 7 -05)
Please refer to the following calculations
1. Occupancy Category - II (Standard Occupancy)
2. Seismic -
Ss = 1.421g, S1 = 0.486g
SOS = 0.948g, SO, = 0.491g
I = 1.0, Site Class = "D ", Seismic Design Category = "D"
3. Wind - Wind Speed = 85 mph, lW = 1.0, Exposure: "B ",
Topographic Factor, Kn = 1.00
16928 Woodinville- Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email: cei @cornerstone - engr.com
Web: www.cornerstone- engr.com
CORNER51rONE
ENGINEERING, INC.
Phone: (425) 487 -1732
(206) 250-7306
Fax: (425) 487 -1734
Project: WA094 Tukwila Date: November 16, 2011
Client: At &t Prepared By: T.
CE1 No.: 11 -69335 Page (GJ
Seismic Design Parameters (WA094 Tukwila)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 47.454378
Longitude = - 122.260683
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05000000074505806 deg grid spacing
Period Sa
(sec) (g)
0.2 1.421 (Ss, Site Class B)
1.0 0.486 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 47.454378 -
Longitude = - 122.260683
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 =FvxS1
Site Class D - Fa = 1.0 ,Fv = 1.514
Period Sa
(sec) (g)
0.2 1.421 (SMs, Site Class D)
1.0 0.736 (SM1, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 47.454378
Longitude = - 122.260683
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2 /3xSM1
Site Class D - Fa = 1.0 ,Fv = 1.514
Period Sa
(sec) (g)
0.2 0.948 (SDs, Site Class D)
1.0 0.491 (SD1, Site Class D)
16928 Woodinville- Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email: cei @cornerstone - engr.com
Web: www.comerstone- engr.com
O CORNERSTONE
ENGINEERING, INC.
Phone: (425) 487 -1732
(206) 250-7306
Fax: (425) 487 -1734
EIIICONES1rONE
E N G I N E E R I N G , I N C.
Site Name: WA094 Tukwila
Client: At &t
CEI No.: 11 -69335
By: T. Le
Date: 11/15/11
Subject: Lateral Load Design Calculation
Seismic Load Calculation for Components and System
(Reference: 2009 IBC, Sec. 1613 & ASCE 7 -05, Ch. 13.0, USGS Earthquake Ground Motion Parameters v5.0.9a)
Seismic Force:
0.2s Spectral Response Acceleration, Site Class B, Ss = 1.421 (2009 IBC, Figure 1613.5(1))
1.0s Spectral Response Acceleration, Site Class B, Si = 0.486 (2009 IBC, Figure 1613.5(2))
Site Class = D (2009 IBC, Table 1613.5.2)
Occupancy Category = Standard - Occupancy Buildings = II
Site Coefficient per Ss & Site Class, Fa = 1.00 (2009 IBC Table 1613.5.3(1))
Site Coefficient per S1 & Site Class, Fv = 1.51 (2009 IBC Table 1613.5.3(2))
SMS = FaSs = 1.421 (2009 IBC, Eq 16. -36)
SM1 = F„ S1 = 0.736 (2009 IBC, Eq 16. -37)
SDS = 2/3 SMS
SD1 = 2/3 SM1
Seismic Design Category per SDs
(Per ASCE 7 -05, Chapter 13.0)
Component amplification factor, ap
Component Importance factor, 1p
Component operating weight, Wp
Component response modification factor, Rp
Height in structure at point of attachment of component, z
Average roof height of structure, h
Seismic Design Force, Fp
0.947
0.491
D
(2009 IBC, Eq 16. -38)
(2009 IBC, Eq 16. -39)
1.0 (ASCE 7 -05, Table 13.6 -1)
1.0 (ASCE 7 -05, Section 13.1.3)
Wp (lb)
= 2.5 (ASCE 7 -05, Table 13.6 -1)
= 100 (ft)
= 100 (ft)
0.4apSDSWP (1 +2z /h)
Rp /Ip (Eq. 13.3 -1)
Max. seismic design force, Fpmax = 1.6SDSIpWp
Min. seismic design force, Fpmin = 0.3SDSIpWP
Min. seismic design force, Fpmi„ = 0.28 Wp
Max. seismic design force, Fpmax = 1.52 Wp
(Eq. 13.3 -2)
(Eq. 13.3 -3)
Seismic Design Force, Fp = 0.45 Wp
(No one third stress increase allowed)
16928 Woodinville- Redmond Rd NE, #210
Woodinville, WA 98072
E -mail: cei @cornerstone - engr.com
Web: www.cornerstone - engr.com
Tel: (425) 487 -1732
(206) 250-7306
Fax: (425) 487 -1734
ECOUJE51rOr%JE
E N G I N E E R I N G . I N C.
Site Name: WA094 Tukwila
Client: At &t
CEI No.: 11 -69335
By: T. Le
Date: 11/15/11
Subject: Lateral Load Design Calculation
Wind Load Calculation for Other Structure
(Reference: 2009 IBC, Section 1609 & ASCE 7 -05, Chapter 6.0)
Wind Velocity Pressure:
Basic Wind Speed, Vas, (mph)
Exposure Category
Building Category
Wind Load Importance Factor, lW
Velocity pressure exposure coefficient, KZ
Topographic Factor, KZt
Wind Directionality Factor, Kd
Velocity Pressure, qZ, (Ib /ft2)
85 (ASCE 7 -05, Figure 6 -1)
= B (ASCE 7 -05, Section 6.5.6)
= II (2009 IBC, Table 1604.5)
= 1.00 (ASCE 7 -05, Table 6 -1)
= 0.99 (ASCE 7 -05, Table 6 -3)
1.00 (ASCE 7 -05, Figure 6 -4)
= 0.90 (ASCE 7 -05, Table 6 -4)
Design Wind Load (Open Buildings & Other Structure)
Gust effect factor, G
Net force coefficient, Cf
Projected area normal to the wind, Af, (ft2)
Design Wind Loads, F, (lb/ft)
Height
Z, (ft)
Exposure
Case 1
B
Case 2
0 -15
0.70
0.57
20
0.70
0.62
25
0.70
0.66
30
0.70
0.70
40
0.76
0.76
50
0.81
0.81
60
0.85
0.85
70
0.89
0.89
80
0.93
0.93
90
0.96
0.96
100
0.99
0.99
160
1.13
1.13
0.00256KZKZtKdV2IW (ASCE 7 -05, Eq. 6 -15)
16.48 (ASCE 7 -05, Section 6.5.10)
0.85
1.30
Af
gZGCfAf lbs
18:2 psf (Af)
(ASCE 7 -05, Section 6.5.8)
(ASCE 7 -05, Figure 6- 20 -23)
Velocity Pressure
Case 1
(q2)
Case 2
11.65
9.49
11.65
10.32
11.65
10.99
11.65
11.65
12.65
12.65
13.48
13.48
14.15
14.15
14.82
14.82
15.48
15.48
15.98
15.98
16.48
16.48
18.81
18.81
16928 Woodinville- Redmond Rd NE, #210
Woodinville, WA 98072
E -mail: cei @comerstone- engr.com
Web: www.comerstone - engr.com
Tel: (425) 487 -1732
(206) 250-7306
Fax: (425) 487 -1734
Project: WA094 Tukwila Date: November 16, 2011
Client: At &t Prepared By: T. Le
CEI No.: 11 -69335 Page
Analysis of Additional
Battery Cabinets
16928 Woodinville- Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email: cei @cornerstone- engr.com
Web: www.comerstone- engr.com
CORNERSVONE
E N G I N E E R I N G . I N C.
Phone: (425) 487 -1732
(206) 250-7306
Fax: (425) 487 -1734
Specifications for Argus' Te40 Outdoor Battery Enclosure
Electrical
Input Voltage: 120Vac, 60Hz single phase (for air conditioner)
Feeder Breaker: 15A recommended
Mechanical
Dimensions: 2134mm H x 762mm W x 762mm D
(84" H x 30" W x 30" D)
Weight: 1451 kg (3200 Ib.) fully loaded with batteries
Mounting: Pad or platform
HVAC: Air conditioner with built -in heater
Enclosure: Aluminum, 5052 -H32
Environmental
Operating Temperature:
Storage Temperature:
-40 to +46 °C
( -40 to 115 °F)
-40 to +85 °C
( -40 to +185 °F)
Humidity: 0 to 95% non - condensing
Elevation:
Weather Tightness:
Regulatory Approvals
Enclosure Ratings:
-50 to 4000 meters operating
( -164 to 13,123 feet)
NEMA Type 3R
CSA /UL Type 3R
IEC enclosure designation IP56
See also Environmental (above)
Telcordia: Designed to GR-487
Product Safety: CSA /UL 60950
The above information is valid of the time of publication. Consult factory for up -to -date ordering information.
Specifications are subject to change without notice.
Argus Technologies Ltd. 029 - 030 -B1 Rev B WC
Printed in Canada. O 2009 Argus Technologies Ltd. ARGUS is a registered trademark of Argus Technologies Ltd. All Rights Reserved.
291.2 [ 11.461
CONCRETE PAD OR PLATFORM MOUNTING
(USE THESE HOLES FOR SEISMIC)
015.9 [0.63] 4 PLACES
CONCRETE PAD MOUNTING:
DRILL AND INSTALL CONCRETE ANCHOR BOLTS,
USE HILTI HSLB- M12/25 (ARGUS P/N 633 - 066 -10) OR EQUIVALENT
PLATFORM MOUNTING:
USE APPROPRIATE MOUNTING HARDWARE
1053.2 [41.461
DOOR OPEN
762.0 [ 30.001
693.2 [27.291
61.0 1 2.401
BASE LAYOUT (TOP VIEWI
762.0130.00]
ENCLOSURE
DIMENSION
706.1 [27.80]
27.9 [1.101
27.9 [1.10
640.1 [ 25.201
61.0 [2.40]
762.0 [30.001
ENCLOSURE
DIMENSION
165.1 [6.50]
L
431.8 [ 17.001
FRONT
J
165.1 [6.50]
ARGuS
UNITS mmPIN
x %(� .1 ;r°72
x. IX.%x� *0 .0.000
x.x%00l!xzx� :0.5S �o.nn
ANGULAR. :0.5' SCALE NTS
ONO
TITLE OUTLINE DRAWING.
PWR SYS,BATTERY
ENCLOSURE,Te40
ISSUE ISNFFT 2 OF 2
DATE
SIZEITYPE DWG NO. REV
B D2 057- 101 -06 PiA
F- 1925 ARGUS TFCNNOI.OGIE5
EICORNEISrDNE
ENGINEERING. INC.
Site Name: WA094 Tukwila
Client: At &t
CEI No.: 11 -69335
By: T. Le
Date: 11/15/11
Subject: Lateral Load Design Calculation
Determine Anchorage Reactions from Wind Load
(Reference: 2009 IBC, Section 1609 & ASCE 7 -05, Chapter 6)
Load Combination (ASCE 7 -05, Section 2.3)
1 1.4D
2 1.2D
3 1.2D + 0.8W
4 1.2D + 1.6W
5 1.2D + 1.0E
6 0.9D + 1.6W
7 0.9D + 1.0E
Argus Te40 Battery Cabinet Specifications:
height of cabinet, h =
width of cabinet, w =
dist. between bolts, d =
84 in
30 in
25.2 in
Design Parameter
D = Equipment Weight (Wp)
At = 17.5
IW = 1.00
Vas = 85
Exposure = B
kZ = 0.99
kd = 0.90
kZf = 1.0
qZ = 0.00256 *kz *kd *kn *V3s *lw = 16.48 psf
G = 0.85
Cf= 1.30
FW = qZ *G *Cf *Af = 318.7 Ibs
Cabinet Specifications
Argus Te40 Battery Cabinet (Empty)
Equipment Weight (Wp) =
h/2 =
d=
Argus Te40 Battery Cabinet (Full)
Equipment Weight (Wp) =
h/2 =
d=
800 lbs
42.0 in
25.2 in
3200 lbs
42.0 in
25.2 in
(ASCE 7 -05, Table 6 -1)
(ASCE 7 -05, Fig. 6 -1)
(ASCE 7 -05, Table 6 -3)
(ASCE 7 -05, Table 6 -4)
(ASCE 7 -05, Fig. 6 -4)
(ASCE 7 -05, Eqn. 6 -15)
(ASCE 7 -05, 6.5.8.1)
(ASCE 7 -05, Fig. 6 -21)
(ASCE 7 -05, Eqn. 6 -28)
16928 Woodinville- Redmond Rd NE, #210
Woodinville, WA 98072
E -mail: cei @cornerstone - engr.com
Web: www.comerstone - engr.com
Tel: (425) 487 -1732
(206) 250-7306
Fax: (425) 487 -1734
ECONEFISrDNE ENGINEERING. INC.
Site Name: WA094 Tukwila
Client: At8it
CEI No.: 11 -69335
By: T. Le
Date: 11/15/11
Subject: Lateral Load Design Calculation
Anchorage Reactions
Argus Te40 Battery Cabinet (Empty)
V� _
1.6F„,
T„ _
T„ =
4 bolts
h/2 x1.6FW - d /2x[1.2D]
d x 2 bolts
h /2x1.6FW - d /2x[0.9D]
d x 2 bolts
Argus Te40 Battery Cabinet (Full)
1.6FW
Vu =
T„ =
T„ =
4 bolts
h /2x1.6FW - d /2x[1.2D)
d x 2 bolts
h /2x1.6FW - d /2x[0.9D]
d x 2 bolts
w
N
V
d
SIDE
WIND
0.13 kips
0.18 kips
0.24 kips
0.13 kips
-0.54 kips
-0.30 kips
w
FRONT
16928 Woodinville- Redmond Rd NE, #210
Woodinville, WA 98072
E -mail: cei @comerstone- engr.com
Web: www.comerstone - engr.com
Tel: (425) 487 -1732
(206) 250-7306
Fax: (425) 487 -1734
E,COFrJEFUSrONE • E N G I N E E R I N G , I N C.
Site Name: WA094 Tukwila
Client: At &t
CEI No.: 11 -69335
By: T. Le
Date: 11/15/11
Subject: Lateral Load Design Calculation
Determine Anchorage Reactions from Seismic Load
(Reference: 2009 IBC, Section 1613 & ASCE 7 -05, Section 2,12,13)
Load Combination (ASCE 7 -05, Section 2.3)
1 1.4D
2 1.2D
3 1.2D + 0.8W
4 1.2D + 1.6W
5 1.2D + 1.0E
6 0.9D + 1.6W
7 0.9D + 1.0E
Argus Te40 Battery Cabinet Specifications:
height of cabinet, h = 84 in
width of cabinet, w = 30 in
dist. between bolts, d = 25.2 in
Design Parameter
D = Equipment Weight (Wp)
L = N/A
W N/A
E1 = pQE + 0.2SDSD [ASCE 7 -05, Eq.12.4-1]
E2 = pQE - 0.2SosD [ASCE 7 -02, Eq.12.4 -2]
p = 1.0
QE, Fp = 0.45 Wp
SDS = 0.947 g
Cabinet Specifications & Seismic Loads
Argus Te40 Battery Cabinet (Empty)
Equipment Weight (Wp) =
Fp =pQE=
0.2SDSD =
h/2 =
d=
Argus Te40 Battery Cabinet (Full)
Equipment Weight w/ fuel (Wp) =
Fp =pQE=
0.2SDSD =
h/2 =
d=
800 Ibs
363.8 Ibs
151.6 Ibs
42.0 in
25.2 in
3200 Ibs
1455.1 lbs
606.3 lbs
42.0 in
25.2 in
16928 Woodinville- Redmond Rd NE, #210
Woodinville, WA 98072
E -mail: cei @comerstone- engr.com
Web: www.comerstone - engr.com
Tel: (206) 250 -7306
(425) 487 -1732
Fax: (425) 487 -1734
ECDPINEFrDNE
E N G I N E E R I N G. I N G.
Site Name: WA094 Tukwila
Client: At&tt
CEI No.: 11 -69335
By: T. Le
Date: 11/15/11
Subject: Lateral Load Design Calculation
Anchorage Reactions
Argus Te40 Battery Cabinet (Empty)
V„ = 1.3 1.0p QE
4 bolts
T„= 1.3
h /2x1.0p QE +d /2x[1.0(0.2SDSD) -1.2D]
d x 2 bolts
T„ = 1.3 h /2x1.0p QE +d /2x[1.0(0.2SDSD) -0.9D]
Argus Te40 Battery Cabinet (Full)
1.0p QE
V„ = 1.3 4 bolts
d x 2 bolts
T„ = 1.3 h/ 2x1 .0pQE +d /2x[1.0(0.2SDSD) -1.2D]
d x 2 bolts
T„= 1.3
h /2x1.0p QE +d/2x[1.0(0.2SDSD) -0.9D1
d x 2 bolts
2
d
v
SIDE
SEISMIC
0.12 kips
0.13 kips
0.21 kips
0.47 kips
0.53 kips
0.84 kips
3
L
w
FRONT
16928 Woodinville- Redmond Rd NE, #210
Woodinville, WA 98072
E -mail: cei @comerstone- engr.com
Web: www.comerstone - engr.com
Tel: (206) 250 -7306
(425) 487 -1732
Fax: (425) 487 -1734
ECcMRNEFS..IrDNE
E N G I N E E R I N G . I N C.
project 4VA o' 1UKurl l-A
location TA W I LA WA
client AT d-"f
by TVL
date //1/5/1/
sheet no.
checked
date
CEI job no.
11 -6f315
QUIPMEMT CA-9u ET COME'774 I PCs/thtI
MAt 77 dAi s c(MM4RV
Vu 1/-7-6 lb/ / 4OLT
►u= fiYo Ibs / gt —r
rRy (4i) I/i "0 4363 t)c LTS.
(11fv ' /8,G ksi 066= 3V/5 Psi' 4 410 /Al-
_
Dl10-0/a, t16 IA z 0, og < 1,6 0K-
/0,6 �� "✓
T lA GSfoK /o,19&r�i - D,13 < l o
0 61 ...4 less
Qk
usE (y) 'la "rd A303 ad LT 74 ANCM K blotP/'iEMT
CAR 7 10 ' /I/ SUPPoV r ACM.
ECoFNEiRs1roNE E N ENGINEERING, N E E R I N G. I N C.
project
by
location
date
sheet no.
client
checked
date
CEI job no.
EmAINENT 51AFFogi REAM 1)1514N
TIN OX4'X V4.
wTtw, % (32o6 Ibs /1,5')/2 = 6*
141E43
l
"125'
2,5'
R
3,0'
ONNW(AN OCCIO ,1
r'1 (1) 5/43110 A364 B6(-1,
061v= )5,0k;
v�
t I M` — = 6.2a1 < 1.0
0, 2 s' 01111
OK
A
CORCP (1,4b
Va /A _ II'I R /A _ I,4 (bM d 9 /o,3o6 ; ri z
D,Z1 L l,0
064 Ofkv 19, a k<r
1)/0XW1y S4PPoZT i3tilVvi w/ sly'" Aid? B61.--Ts
ATTA6f1MAAJT TO CO (SIDE H .. M6iE BE!t'1 S TQ
Scots E`gdIPMENT a1BIA)FT,
ECDRNERST.DNE
Steel Beam
Lic. # : KW- 06006053
Description : L4x4x1 /4 Support Beam
Material Properties
Analysis Method : Load Resistance Factor Design
Beam Bracing : Completely Unbraced
Bending Axis : Major Axis Bending
Load Combination 2006 IBC & ASCE 7 -05
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job # 11 -69335
Printed: 15 NOV 2011, 3:01 PM
e: Z:1DatalStoragelCornerstone \Engineering AT &71_2011111 -69335 WA094 Tukwila ETC1Calcslwa094 tukwila.ec6
ENERCALC, INC. 1983 -2011, Build:6.11.9,30, Ver:6.11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
Calculations per AISC 360 -05, IBC 2009, CBC 2010, ASCE 7-05
Fy : Steel Yield : 36.0 ksi
E: Modulus : 29,000.0 ksi
Applied Loads
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.640 k/ft, Extent = 0.250 -
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn * Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L +Lr +S Deflection
Max Upward L +Lr +S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
L4X4X1 /4
Service loads entered. Load Factors will be applied for calculations.
-» 2.750 ft, Tributary Width = 1.0 ft
10.297 : 11 -Maximum Shear Stress Ratio =
L4X4X1/4 Section used for this span
0.990 k -ft Vu : Applied
3.337 k -ft Vn * Phi : Allowable
+1.40D
1 500f
Span # 1
0.000 in
0.000 in
0.013 in
0.000 in
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V max Mu +
+1.40D
Dsgn. L = 3.00 ft 1 0.297 0.058 0.99
Overall Maximum Deflections - Unfactored Loads
Ratio =
Ratio =
Ratio =
Ratio =
Load Combination
Location of maximum on span
Span # where maximum occurs
0 <360
0 <360
2726
0 <180
Design OK
0.058 : 11
L4X4X1 /4
1.134 k
19.440 k
+1.40D
3.000 ft
Span # 1
Summary of Moment Values Summary of Shear Values
max Mu - Mu Max Mnx Phi *Mnx Cb Rm VuMax Vnx Phi *Vnx
Load Combination Span Max. " " Deft Locat
0.99 3.71 3.34 1.14 1.00 1.13 21.60 19.44
ion in Span Load Combination
Max. " +" Defl Location in Span
1 0.0000 0.000
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination Span Max. Downward Defl Location in Span
0.0000
0.000
Max. Upward Defl Location in Span
D Only 1 0.0132
Vertical Reactions - Unfactored
Load Combination Support 1 Support 2
1.515
Support notation : Far left is #1
0.0000
0.000
Values in KIPS
Overall MAXimum 0.810 0.810
D Only 0.810 0.810
OC.CORNERSTONE
E N G I N E E R I N G , I N C.
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Seel Beam
Job# 11 -69335
Printed: 15 NOV 2011, 3 01P
le: Zl DatalStoragel Cornerstone I Engineering \AT &Tt_2011 \11 -69335 WA094 Tukwila ETC ICalcslwa094 tukwila.ec6
ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.9.30
Lic. # : KW- 06006053 Licensee : CORNERTSTONE ENGINEERING INC.
Description : L4x4x1/4 Support Beam
Steel Section Properties : L4X4X114
Depth
Leg Width
Thickness
Area
Weight
Kdesign
Ycg
Yp
Eo
1.0
0.8
0.5
0.3
BEAM - - -s>
12
0.6
L. BEAM - - -»
-0.6
-1.2
BEAM - - -a>
-0,003
-0.007
-0.010
-0.013
4.000 in 1 xx
Sxx
4,000 in R xx
0.250 in Zx
1.940 in ^2 I yy
6.600 plf S yy
0.625 in R yy
1.080 in Qs
Iz
0.242 in
0.242 in
Sz
Rz
Tarp
3.00 in^4
1.03 in03
1.250 in
1.820 in03
3.000 in^4
1.030 in03
1.250 in
0.910
1.180 in^4
0.419 in03
0.783 in
1.00 deg
J
Cw
Ro
0.044 in"4
0.05 inA6
2.220 in
0.29
0,59
0.89
1.19
1.49
Distance (ft)
■ «1.410
1.79
2.09
2.39
2.69
2.99
0.29
0.59
0.89
1.19
1.49
Distance (ft)
• +1.40D
1.79
2.09
2.39
2.69
2.99
0.29
0.59
0.89
1.19
1,49
Distance (ft)
• D O..ly
1.79
2.09
2.39
2.69
2.99
EcoFNeF91roNE
E N G I N E E R I N G,
I N C.
project
location
by
date
sheet no.
client
checked
date
CEI job no.
PRGP&IEP LAB//JET
r4u1P1HENT. CA-8/A1tT SLwPp6ZT
BEAM CoNNEGTION. DETAIL
(E) PARAPET WALL
(E) W10x33 [87]
(E) UMT
(F) TE -L
cm
m (P) L4X4X1/4,
BELOW CABINET
cv
o 11 (TYP OF 2 PER CABINET)
(E) W10X26 [B8]
8' -1"
4' -0"
4' -0"
2' -4"
27-9"
4' -0"
(E) LOAD BEARING COLUMNS, BELOW (E) PLATFORM PIPE
(TYP) COLUMNS (TYP OF 4)
PLATFORM LAYOUT
PLAN
NORTH
ECOFRNERS1rDNE ENGINEERING, INC.
project ui A01,/ 7711<14)1 LA
by
location rLikt/1LA4, W4
client A/ I1T
date 1;1/1/0
checked
date
CEI job no.
18-69/72
tLATFoRM LOADS
1)I: AD Loos
F6R8 PMENT
(0 NOK ►A (tVtV = 3) = e 161 x 3
(n t 1 Ts (01-v = 1) _ jqa lb f
1)T-Lo (411 -":1) = 2bda (b!
(0XAiifr{ (qTY =0 _ 2sa X61
(0 TE `f3 (011=1) = 37.60 Ids
(1) TE:10 (f7v = 2) = 3zo0 Ids
6 RAT tl1/4161 t- mist.
la p$ (� f� _ �s /s`
LIVE /AA()
fs-f (RES7R(c1 P AREA)
CORNERSIrONE
_ N G I N E E R I N G, I N C.
project
location
by
date
sheet no
client
checked
date
CEI job no
(e) wf3xl3 [ IF DO 0tfEGK
wags- CASE SEAM > (E) W BX 13 De]
IKIB MDT// = z (Z'- Y'14-3' -a ") = 247'
IPA_ +LL = ( f f p .( f 2s PJ-r) (2. ?
= 9D pJ-f + 6b,? plY
w7l:iO _ (Zhoo IV( /7,0 /2 = 57a pJ-f
W TEyo = (.?2oo Ihs /2,5')2 = Cfd fig
tAi
W1fzo
iiL'tu
I .[
i'‘)PL +LL
X .I' -�
1,5 2.s' Z5' 1 fi5'
/CI
Mu O.68I < I, o
�DMh
OK
L tqD & ( I7
w6 g51- CAst
.: (o wx i Cho- f Bbl I3I✓AA4$ ASE / P I ATE To 5c/pe'R r
rROQDSMM EQUIP 4 J1 CABINET.
v
ECORNEFIS.1FONE
- ENGINEERING, INC.
Steel Beam
Lic. # : KW- 06006053
Description : (E) W8x13 [B1] - [B6]
Material Properties
Analysis Method : Load Resistance Factor Design
Beam Bracing : Beam bracing is defined Beam -by -Beam
Bending Axis : Major Axis Bending
Load Combination 2006 IBC & ASCE 7 -05
Unbraced Lengths
Span # 1, Braced @ 1/3 Points
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job # 11 -69335
20
Printed: 15 NOV 2011, 3:49PM
e: Z:\Data\Storage\Comerstone\EngineeringAT&T\_201 1\1 1-69335 WA094 Tukwila ETC \Calcs \wa094 tukwila.ec6
ENERCALC, INC. 1983.2011, Build:6.11.9.30, Ver:6.11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
Calculations per AISC 360 -05, IBC 2009, CBC 2010, ASCE 7-05
Fy : Steel Yield : 36.0 ksi
E: Modulus : 29,000.0 ksi
D(0.040) L(0.06670)
v
D(0.64)
*
D(0.52)
1'
D(0.64)
i i i i 4
* * $ $ i
i
Applied Loads
Span = 15.0 ft
W8X13
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.040, L = 0.06670 k/ft
Load for Span Number 1
Uniform Load : D = 0.520 k /ft, Extent = 6.250 - -» 8.750 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.640 k /ft, Extent = 8.750 - -» 11.250 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.640 k/ft, Extent = 3.750 - -» 6.250 ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = j 0.681 : 11 Maximum Shear Stress Ratio =
Section used for this span W8X13 Section used for this span
Mu : Applied 19.755 k -ft Vu : Applied
Mn * Phi : Allowable 29.003 k -ft Vn * Phi : Allowable
Load Combination +1.20D +0.50Lr +1.60L +1.60H Load Combination
Location of maximum on span 7.500ft Location of maximum on span
Span # where maximum occurs Span # 1 Span # where maximum occurs
Maximum Deflection
Max Downward L +Lr +S Deflection 0.067 in Ratio = 2699
Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360
Max Downward Total Deflection 0.544 in Ratio = 330
Max Upward Total Deflection 0.000 in Ratio = 0 <180
Design OK
1 0.100 : 1
W8X13
3.978 k
39.694 k
+1 .20 D +0.50 L r +1.60 L +1.60 H
0.000 ft
Span # 1
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi *Mnx Cb Rm VuMax Vnx Phi *Vnx
+1.40D
Dsgn. L = 4.95 ft 1 0.546 0.093 16.80 16.80 34.20 30.78 1.61 1.00 3.71 39.69 39.69
Dsgn. L = 5.03 ft 1 0.674 0.057 19.55 16.80 19.55 32.23 29.00 1.02 1.00 2.26 39.69 39.69
Dsgn. L = 5.03 ft 1 0.551 0.093 16.96 16.96 34.20 30.78 1.58 1.00 3.71 39.69 39.69
+1.20D+0.50Lr +1.60L +1.60H
Dsgn. L = 4.95 ft 1 0.554 0.100 17.05 17.05 34.20 30.78 1.59 1.00 3.98 39.69 39.69
Dsgn. L = 5.03 ft 1 0.681 0.056 19.76 17.05 19.76 32.23 29.00 1.02 1.00 2.21 39.69 39.69
Dsgn. L = 5.03 ft 1 0.559 0.100 17.21 17.21 34.20 30.78 1.56 1.00 3.98 39.69 39.69
+1.20D +1.60L+0.50S +1.60H
Dsgn. L = 4.95 ft 1 0.554 0.100 17.05 17.05 34.20 30.78 1.59 1.00 3.98 39.69 39.69
Dsgn. L = 5.03 ft 1 0.681 0.056 19.76 17.05 19.76 32.23 29.00 1.02 1.00 2.21 39.69 39.69
Dsgn. L = 5.03 ft 1 0.559 0.100 17.21 17.21 34.20 30.78 1.56 1.00 3.98 39.69 39.69
+1.20D +1.60Lr+0.50L
Dsgn. L = 4.95 ft 1 0.495 0.086 15.23 15.23 34.20 30.78 1.60 1.00 3.43 39.69 39.69
Dsgn. L = 5.03 ft 1 0.610 0.051 17.69 15.23 17.69 32.23 29.00 1.02 1.00 2.03 39.69 39.69
Dsgn. L = 5.03 ft 1 0.500 0.086 15.38 15.38 34.20 30.78 1.57 1.00 3.43 39.69 39.69
+1.20D+0.50L +1.60S
Dsgn. L = 4.95 ft 1 0.495 0.086 15.23 15.23 34.20 30.78 1.60 1.00 3.43 39.69 39.69
Dsgn. L = 5.03 ft 1 0.610 0.051 17.69 15.23 17.69 32.23 29.00 1.02 1.00 2.03 39.69 39.69
Dsgn. L = 5.03 ft 1 0.500 0.086 15.38 15.38 34.20 30.78 1.57 1.00 3.43 39.69 39.69
+1.20D+0.50Lr+0.50L +1.60W
EIIICDRNEE.rONE
E N G I N E E R I N G , I N C.
Steel Beam
Lic. # : KW- 06006053
Description : (E) W8x13 [B1] - [B6]
Load Combination
Segment Length
Span #
Max Stress Ratios
M V max Mu +
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job # 11 -69335
Printed: 15 NOV 2011, 3A9PM
e: Z:1 Data \ Storage \Cornerstone \EngineeringlAT &71_2011 \11 -69335 WA094 Tukwila ETC ICalcslwa094 tukwila.ec6
ENERCALC, INC. 1983 -2011, Build:6.11.9.30, Ver:6.11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
Summary of Moment Values
Summary of Shear Values
max Mu - Mu Max Mnx Phi *Mnx Cb Rm VuMax Vnx Phi *Vnx
Dsgn. L = 4.95 ft
Dsgn. L = 5.03 ft
Dsgn. L = 5.03 ft
+1.20D+0.50L+0.50S +1.60W
Dsgn. L = 4.95 ft
Dsgn. L = 5.03 ft
Dsgn. L = 5.03 ft
+1.20 D+O.50 L+0.20 S+E
Dsgn. L = 4.95 ft
Dsgn. L = 5.03 ft
Dsgn. L = 5.03 ft
Overall Maximum Deflections -
Load Combination
0.495 0.086
0.610 0.051
0.500 0.086
0.495 0.086
0.610 0.051
0.500 0.086
0.495 0.086
0.610 0.051
0.500 0.086
Unfactored Loads
15.23
17.69
15.38
15.23
17.69
15.38
15.23
17.69
15.38
15.23
15.23 17.69
15.38
15.23
15.23 17.69
15.38
15.23
15.23 17.69
15.38
34.20
32.23
34.20
34.20
32.23
34.20
34.20
32.23
34.20
30.78
29.00
30.78
30.78
29.00
30.78
30.78
29.00
30.78
1.60 1.00
1.02 1.00
1.57 1.00
1.60 1.00
1.02 1.00
1.57 1.00
1.60 1.00
1.02 1.00
1.57 1.00
3.43 39.69 39.69
2.03 39.69 39.69
3.43 39.69 39.69
3.43 39.69 39.69
2.03 39.69 39.69
3.43 39.69 39.69
3.43 39.69 39.69
2.03 39.69 39.69
3.43 39.69 39.69
Span Max. "" Defl Location in Span Load Combination
Maximum Deflections for Load
Load Combination
1 0.0000
Combinations • Unfactored
Span Max. Downward Defl
0.000
Loads
Location in Span
Max. " +" Defl Location in Span
0.0000 0.000
D Only 1 0.4773
L Only 1 0.0667
D+L 1 0.5440
Vertical Reactions - Unfactored
Load Combination Support 1 Support 2
Overall MAXimum 3.148 3.148
D Only 2.648 2.648
L Only 0.500 0.500
D+L 3.148 3.148
Steel Section Properties : W8X13
Depth = 7.990 in 1 xx
Web Thick = 0.230 in S xx
Flange Width = 4.000 in R xx
Flange Thick = 0.255 in Zx
Area = 3.840 inA2 I yy
Weight = 13.071 plf S yy
Kdesign = 0.555 in R yy
K1 = 0.563 in Zy
rts = 1.030 in rT
Ycg = 3.995 in
20
15
10
5
BEAM• - -ra
7.575
7.575
7.575
Support notation : Far left is #1
Max. Upward Defl
0.0000
0.0000
0.0000
Location in Span
0.000
0.000
0.000
Values in KIPS
39.60 in04
9.91 inA3
3.210 in
11.400 inA3
2.730 in A4
1.370 in ^3
0.843 in
2.150 inA3
1.010 in
Cw
Wno
Sw
Qf
Qw
0.087 in^4
40.80 in06
7.740 inA2
1.970 in ^4
1.860 inA3
5.550 inA3
1A3
2.93
4.43
5.93
7,43
8.93
10.43
11.93
13.43
14.93
Distance (ft)
• +1.411D • +1.20D+D.SDL. +1.6DL +1.6011 • +1.20D +1.60L +0.511 +1.6D11 • +1.200 +1.60L' +D.5DL • +1.200 +D.5DL +1.605 ■ +1.200 +0.5D0+0.50L +1.60W • +1.20D +D.5DL +0.505 +1.60W • +1.200 +D.1DL +0.205.
ECDRNESYONE
ENGINEERING, I N C.
Steel Beam
Lic. # : KW- 06006053
Description : (E) W8x13 [B1] - [B6]
4.1
2.0
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job # 11 -69335
2Z
Printed: 15 NOV 2011, 3 49P
e: Z:1DatalStorage\ Cornerstone \Engineering\AT &T\_2011111 -69335 WA094 Tukwila ETCICalcslwa094 tukwila.ec6 '
ENERCALC, INC. 1983 -2011, Build:6.11.9.30, Ver6.11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
-2A
•4.1
1.43
2.93
4,43
5.93 7.43
Distance (ft)
■ +1.40D • +1.200 +0.501. +1.6DL +1.60M • +1.2DD +1.6DL +0.505 +1.00M • +1.200 +1.60L +0.501. t +1.20D +0.501.+1.6DS • +1.200 +0.501., +15.501..+1.6DW ! +1.20D +15.SOL +0.5DS+1.6DW • +1.200 +D.SDL +02DS.
BEAM---”
8,93
10.43
11.93
13.43
14,93
.0.14
E -0.28
-0.42
-0.55
1.43
2.93
4.43
5.93
7.43
Distance (ft)
■ DO•ly • LO.Iy • D +L
8.93
10.43
11.93
13.43
14.93
ECoFNERs1rDNE
E N G I N E E R I N G, I N C.
project
by
location
date
sheet no.
client
checked
date
CEI job no.
(E)wlox33 CNE6K
fill$ wI�TK= 4 (/5'0") = 7,s'
(1.11, L+ LL ' (0-f51 + 2C 1ST) (1'59
I/2,5- p)1' 4- t /8',S pif
P = [72)046q)/2](74 �e) - C(3x8(l5)h](. -) ° 868 16s
PZ 01)UMrs - (1)Tuq. ] /2] (70%) = 17714+37,00) I2]
[(I)TUIO 12 + (1)1EZ° Ad= 3200 12 + 2600 /4 = 2z
Ps
PL
WvLtt ► ` ft P1
P3
N
g,
k k
�I 1,33'
b,33/
RL .
2713-5'
Ik14
= 0, 3- 3 o < I, o OfC
(
31/.30 /k.
LL= l30lby
N - + >DL= bs2.-1 /ss
LL= 230s Ik
(00.110x33 PERM 15' AOtigA1t 7O siPPORT FkoPast-d
kUIPI4Etij (4tINtT
ECORNR
ES..rONE
GINEERING, INC.
Steel Beam
Lic. # : KW- 06006053
Description : (E) W10x331B71
Material Properties
Analysis Method : Load Resistance Factor Design
Beam Bracing : Beam bracing is defined Beam -by -Beam
Bending Axis : Major Axis Bending
Load Combination 2006 IBC & ASCE 7 -05
Unbraced Lengths
Span # 1, Braced @ 1/3 Points
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job # 11 -69335
Printed: 15 NOV 2011, 3.50PM
e: Z:IDatalStorage\ Cornerstone \Engineering\AT &T\_2011\11 -69335 WA094 Tukwila ETC \Calcs \wa094 tukwila.ec6
ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
Calculations per AISC 360 -05, IBC 2009, CBC 2010, ASCE 7.05
Fy : Steel Yield : 36.0 ksi
E: Modulus : 29,000.0 ksi
Applied Loads
Span = 27.750 ft
W10X33
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Partial Length Uniform Load : D = 0.1125, L = 0.1875 k /ft, Extent = 8.0 - -» 27.750 ft
Load(s) for Span Number 1
Point Load: D = 0.8880 k 12.0 ft
Point Load: D = 2.285 k 16.0 ft
Point Load : D = 1.397 k 18.333 ft
Point Load : D = 2.250 k 24.750 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn * Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L +Lr +S Deflection
Max Upward L +Lr +S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
+1.20D+0.50Lr +1
t 0.730:11 ✓ Maximum Shear Stress Ratio =
W10X33 Section used for this span
76.441 k -ft Vu : Applied
104.760 k -ft
60L+1 60H
15 956f
Span # 1
0.413 in Ratio =
0.000 in Ratio =
1.533 in Ratio =
0.000 in Ratio =
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Vn * Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
806
0 <360
217
0 <180
Design OK
[ 0.191 : 1
W10X33
11.642 k
60.949 k
+1 .2 0 D+0.50 L r +1.60 L +1.60 H
27.750 ft
Span # 1
Summary of Moment Values
Segment Length Span # M V max Mu +
max Mu - Mu Max Mnx Phi *Mnx Cb Rm
Summary of Shear Values
VuMax Vnx Phi *Vnx
+1.40D
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20D+0.50Lr +1.60L +1.60H
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20D +1.60L+0.50S +1.60H
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20D +1.60Lr+0.50L
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20D+0.50L +1.60S
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
1 0.401 0.079
1 0.582 0.069
1 0.537 0.150
1 0.526 0.102
1 0.730 0.088
1 0.675 0.191
1 0,526 0.102
1 0.730 0.088
1 0.675 0.191
1 0.401 0.079
1 0.571 0.068
1 0.527 0.148
1 0.401 0.079
1 0.571 0.068
1 0.527 0.148
42.03 42.03 116.40 104.76 1.65 1.00 4.81 60.95 60.95
61.01 42.03 61.01 116.40 104.76 1.07 1.00 4.21 60.95 60.95
56.23 56.23 116.40 104.76 1.45 1.00 9.13 60.95 60.95
55.14 55.14 116.40 104.76 1.66 1.00 6.23 60.95 60.95
76.44 55.14 76.44 116.40 104.76 1.05 1.00 5.37 60.95 60.95
70.71 70.71 116.40 104.76 1.44 1.00 11.64 60.95 60.95
55.14 55.14 116.40 104.76 1.66 1.00 6.23 60.95 60.95
76.44 55.14 76.44 116.40 104.76 1.05 1.00 5.37 60.95 60.95
70.71 70.71 116.40 104.76 1,44 1.00 11.64 60.95 60.95
42.00 42.00 116.40 104.76 1.65 1.00 4.78 60.95 60.95
59.84 42.00 59.84 116.40 104.76 1.06 1.00 4.16 60.95 60.95
55.23 55.23 116.40 104.76 1.45 1.00 9.02 60.95 60.95
42.00 42.00 116.40 104.76 1.65 1.00 4.78 60.95 60.95
59.84 42.00 59.84 116.40 104.76 1.06 1.00 4.16 60.95 60.95
55.23 55.23 116.40 104.76 1.45 1.00 9.02 60.95 60.95
`�• CORNERSTONE
E N G I N E E R I N G , I N C.
Steel Beam
Lic. # : KW- 06006053
Description : (E) W10x33 [B71
Load Combination
Segment Length
Max Stress Ratios
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job # 11 -69335 25
Printed: 15 NOV 2011, 3 50P
e: Z:IData\ Storage \Cornerstone \EngineeringlAT &T1 2011111 -69335 WA094 Tukwila ETC ICalcslwa094 tukwila.ec6
ENERCALC, INC. 1983 -2011, Build:6.11.9.30, Ver6.11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
Summary of Moment Values
Span # M V max Mu + max Mu - Mu Max
Summary of Shear Values
Mnx Phi *Mnx Cb Rm VuMax Vnx Phi *Vnx
+1.20D+0.50Lr+0.50L +1.60W
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20D+0.50L+0.50S +1.60W
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20D+0.50L+0.20S+E
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
0.401 0.079 42.00 42.00 116.40 104.76 1.65 1.00 4.78 60.95 60.95
0.571 0.068 59.84 42.00 59.84 116.40 104.76 1.06 1.00 4.16 60.95 60.95
0.527 0.148 55.23 55.23 116.40 104.76 1.45 1.00 9.02 60.95 60.95
0.401 0.079 42.00 42.00 116.40 104.76 1.65 1.00 4.78 60.95 60.95
0.571 0.068 59.84 42.00 59.84 116.40 104.76 1.06 1.00 4.16 60.95 60.95
0.527 0.148 55.23 55.23 116.40 104.76 1.45 1.00 9.02 60.95 60.95
1 0.401 0.079
1 0.571 0.068
1 0.527 0.148
42.00 42.00 116.40 104.76 1.65 1.00 4.78 60.95 60.95
59.84 42.00 59.84 116.40 104.76 1.06 1.00 4.16 60.95 60.95
55.23 55.23 116.40 104.76 1.45 1.00 9.02 60.95 60.95
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. "" Defl Locatio
n in Span Load Combination
1 0.0000
Maximum Deflections for L oad Combinations - Unfactored
Load Combination Span Max. Downward Defl
D Only 1 1.1203
L Only 1 0.4129
D +L 1 1.5331
Vertical Reactions - Unfactored
Load Combination Support 1 Support 2
Overall MAXimum 4.756 8.906
D Only 3.438 6,521
L Only 1.318 2.385
D+L 4.756 8.906
Steel Section Properties : W10X33
Depth = 9.730 in
Web Thick = 0.290 in
Flange Width
Flange Thick
Area
Weight
Kdesign
K1
its
Ycg
78
58
39
19
BEAM-r).
= 7.960 in
• 0.435 in
• 9.710 in02
• 33.053 plf
• 0.935 in
= 0.750 in
• 2.200 in
4.865 in
0.000
Loads
Location in Span
Max. " +" Defl
0.0000
Location in Span
0.000
Max. Upward Defl Location in Span
14.569
14.291
14.430
Support notation : Far left is #1
0.0000
0.0000
0.0000
0.000
0.000
0.000
Values in KIPS
I xx
S xx
R xx
Zx
in(
S yy
R yy
Zy
rT
171.00 in04
35.00 in ^3
4.190 in
38.800 in ^3
36.600 in^4
9.200 in ^3
1.940 in
14.000 in ^3
2.140 in
Cw
Wno
Sw
Qf
Qw
0.583 in44
791.00 in ^6
18.500 in02
16.000 in04
7.750 in ^3
18.900 inA3
2.64
0.41
8.19
10.96
13.74
16.51
19.29
22.06
24.84
27.61
Distance (ft)
• +1.400 • +1.200 +D.SDL. +1.601 +1.608 • +1.20D +1.681 +8.501 +1.608 • +1.200 +1.6DL. *D.501 • +1.20D +0•6DL +1.685 • +1.2DD +D.SDL. +D.SDL +1.6DW • +1.210 +0.501 +0.501 +1.60W • +1.260 +0.501 +0.201•
_,_di CORNERSTONE ENGINEERING, INC.
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job # 11 -69335
Printed: 15 NOV 2011, 3 :50PM
Steel Beam
Lic. # : KW- 06006053
Description : (E) W10x33 [B7]
6
2
BEAM - - -s»
-3
-7
-12
e: Z9 Data1StoragelCornerstone \Engineering1AT &T1_2011\11 -69335 WA094 Tukwila ETC\Calcslwa094 tukwila.ec6
ENERCALC, INC, 1983-2011, Build:6.11.9.30, Ver.6,11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
•
2.64
5.41
8.19
10.96
13.74
16.51
19.29
22.06
24.84
27.61
Distance (Ft)
• +1.400 • +1.ZDD +D.SDL. +0.6DL +1.606 ■ +1.200 +1.60L +0.505 +1.606 E +1.26D +1.615L. +0.5DL ■ +1.200 +O.SOL +1.655 ■ +1.200 +O.S01. +0.501 +1.60W ■ +1.ZDD +D.50t +D.S05 +1.6DW ■ +1.200 +D.5DL +0.20•
BEAM--->
2.64 5.41 8.19 10.96 13.74
Distance (Ft)
It DO•ly ■ LO.,Iy • D +L
16,51
19.29
22.06
24.84
27.61
ETCONEPR1rONE
• E N G I N E E R I N G , I N C.
project
by
location
date
sheet no.
client
checked
date
CEI job no.
(0)w1oxti Bel C tGK
T[llg vi 1 D TIi = i (Is! a') = 4-6
II 2, S pig f 163.5
1', _ (`'I /Oil (309e) _ (088 /0,3-)(0,3) = 381 lb/
�s = (Pi /0O) (3696) = (1311"(0,1) (0,3); 59q (�s
2256 Ibs
1�4
WIE
1
1
-12'
■
.i'
�' XI
V' 233 6,2)' 1' 2'
(MIA = 6.720 < / o OK
((EMI ,
2ra11 /2'= 1)..c pi(
Rt.g DL = 2237-165
LL = i. /8 Its
RRB => DL = 5-/b
lds
LL= 2385 /bs
••• (0 WIOXzb CB6:] gE AM Is ADCOLAPE To SaPQoRT PRoreflp
E41IpMENT CAR INET
` ►ii CORNEF S'11rONE ENGINEERING, INC.
Steel Beam
Lic. # : KW- 06006053
Description : (E) W10x33 [B8]
Material Properties
Analysis Method : Load Resistance Factor Design
Beam Bracing : Beam bracing is defined Beam -by -Beam
Bending Axis : Major Axis Bending
Load Combination 2006 IBC & ASCE 7 -05
Unbraced Lengths
Span # 1, Braced @ 1/3 Points
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job # 11 -69335 y�l
Printed: 15 NOV2011, 3 51P
e: Z: 1Datal StoragelCornerstone \Engineering\AT &71_2011\11 -69335 WA094 Tukwila ETC \Calcslwa094 tukwila.ec6
ENERCALC. INC.1983- 2011, Build:6.11.930, Ver..6,11,9.30
Licensee : CORNERTSTONE ENGINEERING INC.
Calculations per AISC 360 -05, IBC 2009, CBC 2010, ASCE 7 -05
Fy : Steel Yield :
E: Modulus :
36.0 ksi
29,000.0 ksi
D(0.381)V
D(0.1125 L(0.1875)
D(0.98) Dt0.599)
i
D(2.25) D(0.125)*
*
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
Partial Length Uniform Load : D = 0.1125, L = 0.
Load(s) for Span Number 1
Point Load: D= 0.3810 k( a)12.0ft
Point Load : D = 0.980 k 0 16,0 ft
Point Load: D = 0.5990 k( a)18.333ft
Point Load : D = 2.250 k 0 24.750 ft
Uniform Load : D = 0.1250 k/ft, Extent = 25.750 -
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn * Phi : Allowable
Span = 27.750 ft
W 10X26
Service loads entered. Load Factors will be applied for calculations.
1875 k /ft, Extent = 8.0 - -» 27.750 ft
-» 27.750 ft, Tributary Width = 1.0 ft
l 0.7 20 : 11 /Maximum Shear Stress Ratio =
W10X26 Section used for this span
56.938 k -ft Vu : Applied
79.079 k -ft Vn * Phi : Allowable
Load Combination +1.20D +0.50Lr +1.60L +1.60H
Location of maximum on span 15.956ft
Span # where maximum occurs Span # 1
Maximum Deflection
Max Downward L +Lr +S Deflection
Max Upward L +Lr +S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.490 in Ratio =
0.000 in Ratio =
1.348 in Ratio =
0.000 in Ratio =
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V
Load Combination
Location of maximum on span
Span # where maximum occurs
679
0 <360
246
0 <180
Design OK
0.173 : 1 1
W10X26
10.013 k
57.845 k
+1 .20 D +0.50 L r +1.60 L +1.60 H
27.750 ft
Span # 1
Summary of Moment Values
Summary of Shear Values
max Mu + max Mu - Mu Max Mnx Phi *Mnx Cb Rm VuMax Vnx Phi *Vnx
+1.40D
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20D+0.50Lr +1.60L +1.60H
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20D+1 60 L+0.50 S +1.60 H
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20D +1.60Lr+0.50L
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20Di'0.50L +1.60S
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
0.320 0.054 27.05
0.476 0.045 38.26
0.427 0.125 36.10
0.500 0.083 42.29
0.720 0.069 56.94
0.633 0.173 53.46
0.500 0.083 42.29
0.720 0.069 56.94
0.633 0.173 53.46
0.345 0.058 29.16
0.506 0.048 40.34
0.449 0.128 37.98
1 0.345 0.058 29.16
1 0.506 0.048 40.34
27.05 93.90 84.51 1.65 1.00 3.13 57.84 57.84
27.05 38.26 89.22 80.29 1.06 1.00 2.62 57.84 57.84
36.10 93.90 84.51 1.35 1.00 7.23 57.84 57.84
42.29 93.90 84.51 1.66 1.00 4.79 57.84 57.84
42.29 56.94 87.87 79.08 1.04 1.00 4.00 57.84 57.84
53.46 93.90 84.51 1.38 1.00 10.01 57.84 57.84
42.29 93.90 84.51 1.66 1.00 4.79 57.84 57.84
42.29 56.94 87.87 79.08 1.04 1.00 4.00 57.84 57.84
53.46 93.90 84.51 1.38 1.00 10.01 57.84 57.84
29.16 93.90 84.51 1.65 1.00 3.34 57.84 57.84
29.16 40.34 88.62 79.76 1.05 1.00 2.79 57.84 57.84
37.98 93.90 84.51 1.37 1.00 7.39 57.84 57.84
29.16 93.90 84.51 1.65 1.00 3.34 57.84 57.84
29.16 40.34 88.62 79.76 1.05 1.00 2.79 57.84 57.84
__II CORNERS -TONE
E N G I N E E R I N G , I N C.
Steel Beam
Lic. # : KW- 06006053
Description : (E) W10x33 [B8]
Load Combination
Segment Length
Max Stress Ratios
Span # M V
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job # 11 -69335 --
Printed: 15 NOV 2011, 3.51PM
e: Z:\Data\Storage\Cornerstone\EngineerjngsAj&fl_2o1 1\1 1-69335 WA094 Tukwila ETC\Calcslwa094 tukwila.ec6
ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
Summary of Moment Values
Summary of Shear Values
max Mu + max Mu - Mu Max Mnx Phi *Mnx Cb Rm VuMax Vnx Phi "Vnx
Dsgn. L = 9.30 ft
+1.20D+0.50Lr+0.50L +1.60W
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20D40.50L+0.50S +1.60W
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
+1.20D+0.50L+0.20S+E
Dsgn. L = 9.16 ft
Dsgn. L = 9.30 ft
Dsgn. L = 9.30 ft
0.449 0.128 37.98 37.98 93.90 84.51 1.37 1.00 7.39 57.84 57.84
0.345 0.058 29.16 29.16 93.90 84.51 1.65 1.00
0.506 0.048 40.34 29.16 40.34 88.62 79.76 1.05 1.00
0.449 0.128 37.98 37.98 93.90 84.51 1.37 1.00
0.345 0.058 29.16 29.16 93.90 84.51 1.65 1.00
0.506 0.048 40.34 29.16 40.34 88.62 79.76 1.05 1.00
0.449 0.128 37.98 37.98 93.90 84.51 1.37 1.00
1 0.345
1 0.506
1 0.449
0.058 29.16 29.16 93.90 84.51 1.65 1.00
0.048 40.34 29.16 40.34 88.62 79.76 1.05 1.00
0.128 37.98 37.98 93.90 84.51 1.37 1.00
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. "" Defl Location in Span Load Combination
3.34
2.79
7.39
3.34
2.79
7.39
3.34
2.79
7.39
57.84 57.84
57.84 57.84
57.84 57.84
57.84 57.84
57.84 57.84
57.84 57.84
57.84 57.84
57.84 57.84
57.84 57.84
1 0.0000 0.000
Maximum Deflections for Load Combinations • Unfactored Loads
Max. " +" Defl Location in Span
0.0000 0.000
Load Combination Span Max. Downward Defl Location in Span
Max. Upward Defl Location in Span
D Only 1 0.8583 14.569
L Only 1 0.4903 14.291
D+L 1 1.3484 14.569
Vertical Reactions • Unfactored
Load Combination Support 1 Support 2
Overall MAXimum 3.555 7.549
D Only 2.237 5.164
L Only 1.318 2.385
D+L 3.555 7.549
Steel Section Properties : W10X26
Depth = 10.300 in 1 xx
Web Thick = 0.260 in S xx
Flange Width = 5.770 in R xx
Flange Thick = 0.440 in Zx
Area = 7.610 inA2 I yy
Weight = 25.904 pif S yy
Kdesign = 0.740 in R yy
K1 = 0.688 in Zy
rts = 1.580 in rT
Ycg = 5.150 in
1
58
44
29
15
BEAM - - -»
Support notation : Far left is #1
0.0000
0.0000
0.0000
0.000
0.000
0.000
Values in KIPS
144.00 iO4
27.90 inA3
4.350 in
31.300 inA3
14.100 inA4
4.890 inA3
1.360 in
7,500 inA3
1.540 in
Cw
Wno
Sw
Qf
Qw
0.402 inA4
345.00 i06
14.200 inA2
9.030 inA4
5.980 inA3
15.400 inA3
2.64
5.41
8.19
10.96
13.74
16.51
19.29
22.06
24.84
27.61
Distance (Ft)
• +1.45D • +1.2 0D+0.517,10+1.6 0L +1.600 ■ +1.200+1.6131.+0.5 05+1.6011 • +1.2DD +1.6 DLL +D.SDL ■ +1.2D0+D.5 0L +1.6 05 • +1.211D +0.5DL. +0.5 0L +1.6 OW • +1.2 0D+0.5 DL +D.506 +1.6 OW • +1.21/D +D.SDL +0.265•
� CORNERS'Q'ONE ENGINEER 1 NG, INC.
i
Steel Beam
Lic. # : KW- 06006053
Description : (E) W10x33 [B8]
1
BEAM - -•s»
-3
-6
-10
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job# 11 -69335
Printed: 15 NOV 2011, 3:51PM
e: Z :DatalStorage\ Cornerstone \Engineering1AT &T1_2011111 -69335 WA094 Tukwila ETC ICalcs \wa094 tukwila.ec6
ENERCALC, INC. 1983 -2011, Build:6.11.9.30, Ver:6.11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
2.64
5.41
8.19
10.96 13.74
Distance (ft)
• +1.410 • +1 2DD +D.SDL■+1.60L +1.60H • +1.20D +1.6DL +D.SD5 +1.6DH • +1.ZOD+1.60L. +D.SD6 ■ +1.200 +D.SOL +1.605 ■ +1.2DD +D.SDL. +D.5DL +1.6DW • +1.200 +D. S0L+D.655 +1.60W ■ +1.200 +5.131 +0.255•
BEAM - - -s >_
16.51
19.29
22.06
24.84
27.61
.0
2
-0.7
-1.0
-1.4
2.64 5.41 8.19
10.96 13.74
Distance (ft)
IS 00.1y • LO•ly • 0 +6
16.51
19.29
22.06
24.84
27.61
ECoRNEFRs1rcNE
E N G I N E E R I N G, I N C.
project
location
by
date
sheet no.
client
checked
date
CEI job no.
(E) w 10 no CM] CB ►63 Ctt&CK
Woks)-- Act P EAAI (E) W I0 X 2 b EH]
1K\% WIDTN = (3t -6'') = l,s'
pLi-LL = ('r Psi f 25 sn(L5')
22,5eff + 3-;S pJ4
W TELo
SZa
WrEtta = b`fo ?V'
6521 /1)1 LL : 2395 l.tif
kt9 = S lb`t Idf 11.= Z3 95 lif
W rrzo
Wier°
JI
I
Rg£
1
W DL to—
t,0,1
445 '
(1Au4h 1 l_ 0.L2Lf < to oK
(9 Wlo )(i EB11 d Yf3(o] A-LE A9eciuATE Ta SLIPPPaT
l'RDPfS D EQU ?Mt-NT CAgINCT.
EiICOFINERS1rONE - ENGINEERING, INC.
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Steel Beam
Lic. # : KW- 06006053
Description : (E) W10x26 [B9]
Material Properties
Analysis Method : Load Resistance Factor Design
Beam Bracing : Beam bracing is defined Beam -by -Beam
Bending Axis : Major Axis Bending
Load Combination 2006 IBC & ASCE 7 -05
Unbraced Lengths _
Span # 1, Braced @ Mid Span
D(6.521) L(2.385)
Job # 11 -69335
3Z
Printed: 15 NOV 2011, 3:55PM
e Z:1 DatalStoragelCornerstonelEngineering \AT &71_2011111 -69335 WA094 Tukwila ETC\Calcslwa094 tukwila.ec6
ENERCALC, INC. 1983 -2011, Build:6.11.9.30, Ver:6.11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
Calculations per AISC 360.05, IBC 2009, CBC 2010, ASCE 7 -05
Fy : Steel Yield : 36.0 ksi
E: Modulus : 29,000.0 ksi
D(0.02250 ) L(0.03750)
00.64)
D(0.52) + + i + *
* + * * +
Applied Loads
Beam self weight calculated and added to loads
Loads on all spans...
Partial Length Uniform Load : D = 0.02250, L = 0
Load for Span Number 1
Uniform Load : D = 0.520 k /ft, Extent = 6.083 - -»
Uniform Load : D = 0.640 k /ft, Extent = 8.583 - -»
Point Load : D = 6.521, L = 2.385 k 1.083 ft
Point Load : D = 5.164, L = 2.385 k 16.083 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Mu : Applied
Mn * Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L +Lr +S Deflection
Max Upward L +Lr +S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
+
D(5.164) L(2.385)
Span = 18.250 ft
W1 OX26
Service loads entered. Load Factors will be applied for calculations.
.03750 k /ft, Extent = 1.083 - -» 18.250 ft
8.583 ft, Tributary Width =1.0 ft
11.083 ft, Tributary Width = 1.0 ft
1,0.424:11
Maximum Shear Stress Ratio =
W10X26 Section used for this span
35.797 k -ft Vu : Applied
84.510 k -ft Vn * Phi : Allowable
+1.20D +0.50 Lr +1.60L +1.60H
9.490ft
Span # 1
0.089 in Ratio =
0.000 in Ratio =
0.422 in Ratio =
0.000 in Ratio =
Maximum Forces & S tresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span #
Load Combination
Location of maximum on span
Span # where maximum occurs
2462
0 <360
519
0 <180
Design OK
0.258 :
W10X26
14.944 k
57.845 k
+1 .20 D+0.50 L r +1.60 L +1.60 H
0.000 ft
Span # 1
Summary of Moment Values
Summary of Shear Values
M V max Mu + max Mu - Mu Max Mnx Phi *Mnx Cb Rm VuMax Vnx Phi *Vnx
+1.40D
Dsgn. L = 9.13 ft 1 0.373 0.210 31.56
Dsgn. L = 9.13 ft 1 0.374 0.164 31.57
+1.20D+0.50Lr +1.60L +1.60H
Dsgn. L = 9.13 ft 1 0.423 0.258 35.73
Dsgn. L = 9.13 ft 1 0.424 0.212 35.80
+1.20D +1.60L+0.50S +1.60H
Dsgn. L = 9.13 ft 1 0.423 0.258 35.73
Dsgn. L = 9.13 ft 1 0.424 0.212 35.80
+1.20D +1.60Lr+0.50L
Dsgn. L = 9.13 ft 1 0.352 0.205 29.76
Dsgn. L = 9.13 ft 1 0.352 0.163 29.78
+1.20D+0.50L +1.60S
Dsgn. L = 9.13 ft 1 0.352 0.205 29.76
Dsgn. L = 9.13 ft 1 0.352 0.163 29.78
+1.20D+0.50Lr+0.50L +1.60W
Dsgn. L = 9.13 ft 1 0.352 0.205 29.76
Dsgn. L = 9.13 ft 1 0.352 0.163 29.78
+1.20D+0.50L+0.50S +1.60W
Dsgn. L = 9.13 ft 1 0.352 0.205 29.76
31.56 93.90 84.51 1.28 1.00 12.15 57.84 57.84
31.57 93.90 84.51 1.20 1.00 9.47 57.84 57.84
35.73 93.90 84.51 1.26 1.00 14.94 57.84 57.84
35.80 93.90 84.51 1.13 1.00 12.25 57.84 57.84
35.73 93.90 84.51 1.26 1.00 14.94 57.84 57.84
35.80 93.90 84.51 1.13 1.00 12.25 57.84 57.84
29.76 93.90 84.51 1.27 1.00 11.83 57.84 57.84
29.78 93.90 84.51 1.17 1.00 9.41 57.84 57.84
29.76 93.90 84.51 1.27 1.00 11.83 57.84 57.84
29.78 93.90 84.51 1.17 1.00 9.41 57.84 57.84
29.76 93.90 84.51 1.27 1.00 11.83 57.84 57.84
29.78 93.90 84.51 1.17 1.00 9.41 57.84 57.84
29.76 93.90 84.51 1.27 1.00 11.83 57.84 57.84
EIIICORNEFErUONE
Steel Beam
Lic. # : KW- 06006053
Description : (E) W10x26 [B9]
Load Combination
Segment Length Span #
Dsgn. L = 9.13 ft 1
+1.20D+0.50L+0.20S+E
Dsgn. L = 9.13 ft 1
Dsgn. L = 9.13 ft 1
Overall Maximum Deflections -
Load Combination
Max Stress Ratios
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job # 11 -69335
33
Printed: 15 NOV 2011, 3 55PM
.e: Z:1 DatalStorage \CornerstoneIEngineering\AT&T1 _2011\11 -69335 WA094 Tukwila ETCICalcs1wa094 tukwila.ec6
ENERCALC, INC. 1983.2011, Build:6.11.9.30, Ver:6.11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
Summary of Moment Values
M V max Mu + max Mu - Mu Max
0.352 0.163 29.78
0.352 0.205 29.76
0.352 0.163 29.78
Unfactored Loads
Span Max. " -" Defl Location in Span Load Combination
Summary of Shear Values
Mnx Phi *Mnx Cb Rm VuMax Vnx Phi *Vnx
29.78 93.90 84.51 1.17 1.00 9.41 57.84 57.84
29.76 93.90 84.51 1.27 1.00 11.83 57.84 57.84
29.78 93.90 84.51 1.17 1.00 9.41 57.84 57.84
Max. " +" Defl Location in Span
1 0.0000 0.000
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination Span Max. Downward Defl Location in Span
D Only
L Only
D+L
0.0000 0.000
1 0.3330 9.216
1 0.0889 9.490
1 0.4219 9.308
Vertical Reactions - Unfactored
Load Combination Support 1
Overall MAXimum 11.510
D Only
L Only
D+L
Steel Section Properties :
Depth
Web Thick =
Flange Width =
Flange Thick
Area
Weight =
Kdesign
K1
rts
Ycg
37
27
18
BEAM--»
8.681
2.829
11.510
W10X26
10.300 in
0.260 in
5.770 in
0.440 in
7.610 in ^2
25.904 pif
0.740 in
0.688 in
1.580 in
5.150 in
Support 2
9.348
6.763
2.584
9.348
Support notation : Far left is #1
Max. Upward Defl
0.0000
0.0000
0.0000
Location in Span
0.000
0.000
0.000
Values in KIPS
I xx
S xx
R xx
Zx
I YY
S yy
R yy
Zy
rT
144.00 in ^4
27.90 inA3
4.350 in
31,300 in ^3
14.100 in ^4
4.890 inA3
1.360 in
7.500 inA3
1.540 in
Cw
Wno
Sw
Qf
Qw
0.402 1n04
345.00 in ^6
14.200 in ^2
9.030 in ^4
5.980 inA3
15.400 inA3
1.73 3.56 5.38 7.21
9.03
10.86
12.68
14.51
16.33
18.16
Distance (ft)
• +1.400 • +1.ZD0 +0.501. +1.60L +1.609 ■ +1.ZDD +1.60L +6.505 +1.609 • +1.200 +1.6DL" +D.SDL ■ +1.200 +0.5DL +1.665 D +1.20D +D.50L. +D.SDL.I.60W • +1.260 +0.501 +0.565 +1.65W • +1.200 +0.501 +D.205 -
15
1
BEAM - - -rr
-6
-12
1.73 3.56 538 7.21
9.03
10.86
12.68
14.51
16,33 18,16
Distance (ft)
• +1.4DD • +1.2D0a0.5Dl. +1.60L +1.609 • +1.200 +1.60L +0.505.1.659 • +1.260 +1.6DL, +D.50L • a1.20D +0.SDL +1.605 • +1.2DD+15.5DL. +D.SDL +1.60W • +1.200 +D.SDL +D.SDS +1.60W ! +1.200 +0.051+0.201.
di EIIICORNERE1rONE ENGINEERING, INC•
Title : WA094 Tukwila
Dsgnr: TVL
Project Desc.:
Project Notes :
Job # 11 -69335
Printed: 15 NOV 2011, 3 55PM
Steel Beam
Lic. # : KW- 06006053
Description : (E) W10x26 (B9]
BEAK- r
-0.11
Le .0.22
•0.32
.0.43
e: Z:1 DatalStoragelCornerstonelEngineering \AT &T1_2011\11 -69335 WA094 Tukwila ETC ICalcs\wa094 tukwila.ec6
ENERCALC, INC. 1983-2011, Build:6.11.9.30, Ver:6.11.9.30
Licensee : CORNERTSTONE ENGINEERING INC.
1.73
3,56
5.38
7.21
9.03
Distance (ft)
■ D O..1y • L O•ly • D +L
10.86
12.68
14.51
16.33
18.16
Project: WA094 Tukwila Date: November 16, 2011
Client: At &t Prepared By: T. Le
t.
CEI No.: 11 -69335 Page 35)
References
1) Minimum Design Loads for Buildings and Other Structures, American Society of Civil
Engineering (ASCE 7 -05), 2006
2) International Building Code (2009 IBC), International Code Council, 2009.
3) Manual of Steel Construction (ASD), American Institute of Steel Construction, Inc., 13th Ed.,
2005.
4) Structural Engineering Library Version 6.11.9, EnerCalc Engineering Software, 2011.
16928 Woodinville- Redmond Rd NE, Suite 210
Woodinville, WA 98072
Email: cei @comerstone- engr.com
Web: www.comerstone- engr.com
CORNERS-If-ONE
E N G I N E E R I N G , I N C.
Phone: (425) 487 -1732
(206) 250 -7306
Fax: (425) 487 -1734
11 -01 -2012
City of Tukwila
Jrm Haggerton, Mayor
Department of Community Development Jack Pace, Director
JENNIFER TAYLOR
7525 SE 24 ST, SUITE 500
MERCER ISLAND WA 98040
RE: Permit No. D12 -117
AT &T MOBILITY
16500 SOUTHCENTER PY 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 12/04/2012.
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, provided the inspection shows progress.
-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 12/04/2012, 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,
'3D,J)
Bill Rambo
Permit Technician
File: Permit File No. DI2 -117
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 - 431 -3670 • Fax 206- 431 -3665
°PENT CO esen
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D12 -117 DATE: 04 -05 -12
PROJECT NAME: AT &T MOBILITY
SITE ADDRESS: 16500 SOUTHCENTER PY
X Original Plan Submittal
Response to Correction Letter #
Response to Incomplete Letter #
Revision # After Permit Issued
EPARTMENTS:
•' • i
ision
q. L
Public Works t Structural
(' IL
Fire Prevention
n
r� 1Ht
Planning Division
Permit Coordinator lit
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
Comments:
otileiA2
Incomplete
DUE DATE: 04-10 -12
Not Applicable
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 it Structural Review Required n No further Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved
Notation:
REVIEWER'S INITIALS:
Approved with Conditions
DUE DATE: 05 -08 -12
Not Approved (attach comments)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents /routing slip.doc
2 -28 -02
Contractors or Tradespeople Peter Friendly Page
•
General /Specialty Contractor
A business registered as a construction contractor with L &I to perform construction work within the scope of
its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of
account and carry general liability insurance.
Business and Licensing Information
Name WREN CONSTRUCTION INC UBI No. 601925797
Phone 4252521282 Status Active
Address 1410 80Th St Sw Ste A License No. WRENCI'013B6
Suite /Apt. License Type Construction Contractor
City Everett Effective Date 1/26/1999
State WA Expiration Date 1/26/2014
Zip 98203 Suspend Date
County Snohomish Specialty 1 General
Business Type Corporation Specialty 2 Unused
Parent Company
Other Associated Licenses
License
Name
Type
Specialty 1
Specialty
2
Effective
Date
Expiration
Date
Status
WRENCI.0020K
WREN
COMM
INC
Construction
Contractor
Utilities And
Telecommunications
Unused
9/12/2000
1/7/2013
Active
Business Owner Information
Name
Role
Effective Date
Expiration Date
HAGY, DANIEL ERIK
President
01/26/1999
Amount
BONSEN, RANDY
11
01/01/1980
02/28/2012
BROIHIER, JEFF
Agent
01/01/1980
02/28/2012
Bond Information
Page 1 of 1
Bond
Bond Company Name
Bond Account Number
Effective Date
Expiration Date
Cancel Date
Impaired Date
Bond Amount
Received Date
3
DEVELOPERS SURETY
a INDEM CO
521522C
01/26/2002
Until Cancelled
$12,000.00
01/03/2002
Assignment of Savings Information No records found for the previous 6 year period
Insurance Information
Insurance
Company Name
Policy Number
Effective Date
Expiration Date
Cancel Date
Impaired Date
Amount
Received Date
11
Alaska National
Insurance Co
12EPS08393
05/01/2012
05/01/2013
$1,000,000.0005
/01/2012
10
WESTERN
NATIONAL
ASSUR CO
CPP0014246
01/26/2010
01/26/2013
S1,000,000.0001/03/2012
9
WESTERN
NATIONAL INS
CP300008615
01/26/2008
01/26/2010
$1,000,000.00
01/07/2009
8
AMERICAN
STATES INS CO
01CG109274
01/26/2006
01/26/2008
$1,000,000.00
01/15/2007
Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period
Warrant Information No unsatisfied warrants on file within prior 6 year period
https: // fortress .wa.gov /lni/bbip /Print.aspx
05/15/2012
at &t
Your world. Delivered.
VICINITY MAP
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
WA094
GENERAL LOCATION MAP
DRIVING DIRECTIONS
FROM AT &T MOBILITY IN REDMOND:
HEADING WEST ON SR -520 WEST TOWARDS SEATTLE. TAKE THE 1 -405 SOUTH EXIT TOWARDS RENTON. TAKE THE SOUTHCENTER BLVD EXIT TOWARDS
SOUTHCENTER MALL. TURN RIGHT ON 61ST AVENUE S. TURN RIGHT ON SOUTHCENTER PKWY, ARRIVE AT 16500 SOUTHCENTER PKWY ON THE LEFT
APPROVAL /SIGN OFF OF CONSTRUCTION DRAWINGS
CONSULTANT GROUP SIGN OFF
DATE
SIGNATURE
AT &T SIGN OFF
DATE
SIGNATURE
CONSTRUCTION COORDINATOR
SITE PLAN
A -1.1
RF ENGINEER
A -2
EXISTING & PROPOSED EAST ELEVATIONS
LANDLORD'S REPRESENTATIVE
EXISTING & PROPOSED WEST ELEVATIONS
A -3
INTERCONNECT
A -4
BATTERY SYSTEM REQUIREMENTS
PROJECT MANAGER
ELECTRICAL SCHEMATIC
E -2
OPERATIONS
E -3
ELECTRICAL & GROUNDING DETAILS
SITE ACQUISITION
COMPLIANCE
ZONING
CONSTRUCTION MANAGER
PROJECT MANAGER
REVIEWERS SHALL CLEARLY PLACE INITIALS ADJACENT TO
EACH REDLINE NOTE AS DRAWINGS ARE BEING REVIEWED
Goodman Networks
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 15 2012
City of T ila
BUILDING D VISION
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.
PROJECT INFORMATION
APPLICANT:
AT &T MOBILITY CORPORATION
16221 NE 72nd WAY, RTC 3
P.O. BOX 97061
REDMOND, WA 98052
PROJECT ENGINEER:
CORNERSTONE ENGINEERING, INC.
16928 WOODINVILLE - REDMOND RD N.E. SUITE 210
WOODINVILLE, WA 98072
MARK W OLSON, P.E.
PH: (425) 487 -1732
FAX: (425) 487 -1734
SEPARATE PE MIT
r .QUIRED FOR:
Mechanical
Electrical
Plumbing
Gas Piping
r of Tukwila
DIVISi =:
CODE INFORMATION:
ZONING CLASSIFICATION: TUKWILA URBAN CENTER
BUILDING CODE: IBC 2009
CONSTRUCTION TYPE: TELECOMMUNICATIONS
OCCUPANCY: UNOCCUPIED
JURISDICTION: TUKWILA
PROPOSED BUILDING USE: TELECOMM
SITE LOCATION: (BASED ON NAD 83)
LATITUDE: 47 °27'15.36" N (47.4542)
LONGITUDE: 122 °15'38.34" W (122.2606)
TOP OF STRUCTURE: 104.T (BUILDING)
BASE OF STRUCTURE: 33.4' AMSL
PROJECT AREA:
60 SQ. FT.
PROPERTY OWNER:
CHA SOUTHCENTER LLC
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
PROJECT CONSULTANTS:
GOODMAN NETWORKS
8815 122ND AVE. NE
KI RKLAN D, WA 98033
PROJECT MANAGER:
MIKE MURRAY
(214) 763 -1187
mmurray @goodmannetworks.com
CONSTRUCTION MANAGER:
DAVID BROOKS
(214) 385 -3581
dbrooks @goodmannetworks.com
SITE ACQUISITION / MANAGER:
DERRICK PRIEBE
(253) 219 -7127
derrick.priebe @telcopacific.com
PARCEL NUMBER:
6437300020
AREA OF PARCEL:
291,927 SQ. FT.
(6.7 ACRES)
NEW IMPERVIOUS AREA:
0 SQ. FT.
GENERAL INFORMATION:
1. PARKING REQUIREMENTS ARE UNCHANGED. (NON ASSIGNED TECH PARKING)
2. TRAFFIC IS UNAFFECTED.
3. NO SIGNAGE IS PROPOSED.
PROJECT DESCRIPTION:
THIS PROPOSAL IS FOR THE MODIFICATION OF AN EXISTING UNMANNED
TELECOMMUNICATIONS FACILITY, CONSISTING OF ADDING (2) BATTERY CABINET, AND (1)
RECTIFIER INTO AN EXISTING POWER CABINET MOUNTED ON A EXISTING EQUIPMENT
PLATFORM.
PLANNING APPROVED
No changes be made to these
plans without approval from the
Planning Division of DCD
Approved By: �
, ae ‘e'r .
Date:, 96144--
PROPRIETARY INFORMATION
THE INFORMATION CONTAINED IN THIS SET OF CONSTRUCTION
DOCUMENTS IS PROPRIETARY BY NATURE. ANY USE OR
DISCLOSURE OTHER THAN THAT WHICH RELATES TO AT &T
WIRELESS, LLC. SERVICES IS STRICTLY PROHIBITED.
DRAWING INDEX
DWG.
NO.
DESCRIPTION
T -1
TITLE SHEET
G -1
GENERAL NOTES
A -1
SITE PLAN
A -1.1
EXISTING & PROPOSED ENLARGED SITE PLANS
A -2
EXISTING & PROPOSED EAST ELEVATIONS
A -2.1
EXISTING & PROPOSED WEST ELEVATIONS
A -3
EQUIPMENT DETAILS
A -4
BATTERY SYSTEM REQUIREMENTS
E -1
ELECTRICAL SCHEMATIC
E -2
SCHEMATIC GROUNDING PLAN
E -3
ELECTRICAL & GROUNDING DETAILS
LEGAL DESCRIPTION
OUTBACK STEAK HOUSE -BSP FILE COPY
Permit Na VW-'
Plan review approval b subject to errors and omissions
Approval of construction documents does not authorizE
the violation of any adopted code or orri'inance. Recap
of approved f: Copy and conditions is admowledged
By \AD
Date., \\`: \L
City Of
BUILDING 1
= PROJECT CONSULTANTS:
t) GoodmanNetworks
= PLANS PREPARED BY:
ff-� CORNERSTONE
ENGINEERING, INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425,487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone-engr.com
WWW.CORNERSTONE- ENGR.COM
PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
ISSUED FOR:
—REV: =DATE:
CONSTRUCTION
ISSUED FOR:
Y:
—DRAWN BY:
CURRENT ISSUE DATE:
_ LICENSURE:
CHK..
APV.:
I
AJB
I TVL
CEI JOB NUMBER: ETC 11 -69335
I MWO
I
A
11 -30 -11
CONSTRUCTION
AJB
A
11 -16 -11
CLIENT REVIEW
AJB
—DRAWN BY:
CURRENT ISSUE DATE:
_ LICENSURE:
CHK..
APV.:
I
AJB
I TVL
CEI JOB NUMBER: ETC 11 -69335
I MWO
I
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
-DRAWING TITLE:
DRAWING NUMBER•
TITLE SHEET
0
CEI JOB NUMBER: ETC 11 -69335
GENERAL NOTES:
1. DRAWINGS ARE NOT TO BE SCALED, WRITTEN DIMENSIONS TAKE PRECEDENCE, THIS
SET OF DOCUMENTS IS INTENDED TO BE USED FOR DIAGRAMMATIC PURPOSES ONLY,
UNLESS NOTED OTHERWISE. THE GENERAL CONTRACTORS SCOPE OF WORK SHALL
INCLUDE FURNISHING ALL MATERIALS, EQUIPMENT, LABOR, AND ANY REQUIREMENTS
DEEMED NECESSARY TO COMPLETE PROJECT AS DESCRIBED IN THE DRAWINGS AND
OWNERS PROJECT MANUAL.
2. PRIOR TO THE SUBMISSION OF BIDS, CONTRACTORS INVOLVED SHALL VISIT THE JOB
SITE TO FAMILIARIZE THEMSELVES WITH ALL CONDITIONS AFFECTING THE PROPOSED
PROJECT. CONTRACTORS SHALL VISIT THE CONSTRUCTION SITE WITH THE
CONSTRUCTION /CONTRACT DOCUMENTS TO VERIFY FIELD CONDITIONS AND CONFIRM
THAT THE PROJECT WILL BE ACCOMPLISHED AS SHOWN. PRIOR TO PROCEEDING
WITH CONSTRUCTION, ANY ERRORS, OMISSIONS, OR DISCREPANCIES SHALL BE
BROUGHT TO THE ATTENTION OF THE ARCHITECT /ENGINEER VERBALLY AND IN
WRITING.
3. THE ARCHITECTS /ENGINEERS HAVE MADE EVERY EFFORT TO SET FORTH IN THE
CONSTRUCTION AND CONTRACT DOCUMENTS THE COMPLETE SCOPE OF WORK.
CONTRACTORS BIDDING THE JOB ARE NEVERTHELESS CAUTIONED THAT MINOR
OMISSIONS OR ERRORS IN THE DRAWINGS AND OR SPECIFICATIONS SHALL NOT
EXCUSE SAID CONTRACTOR FROM COMPLETING THE PROJECT AND IMPROVEMENTS
IN ACCORDANCE WITH THE INTENT OF THESE DOCUMENTS. THE BIDDER SHALL BEAR
THE RESPONSIBILITY OF NOTIFYING (IN WRITING) THE ARCHITECT /ENGINEER OF ANY
CONFLICTS, ERRORS, OR OMISSIONS PRIOR TO SUBMISSION OF CONTRACTOR'S
PROPOSAL. IN THE EVENT OF DISCREPANCIES THE CONTRACTOR SHALL PRICE THE
MORE COSTLY OR EXTENSIVE WORK, UNLESS DIRECTED OTHERWISE.
4. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE PROJECT DESCRIBED IN THE
CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR
ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND
PROCEDURES FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE
CONTRACT.
5. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS ACCORDING TO
MANUFACTURER'SNENDOR'S SPECIFICATIONS UNLESS NOTED OTHERWISE OR
WHERE LOCAL CODES OR ORDINANCES TAKE PRECEDENCE.
6. ALL WORK PERFORMED ON THE PROJECT AND MATERIALS INSTALLED SHALL BE IN
STRICT ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS, AND
ORDINANCES. CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS,
ORDINANCES, RULES, REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC
AUTHORITY, MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS, AND LOCAL AND
STATE JURISDICTIONAL CODES BEARING ON THE PERFORMANCE OF THE WORK.
7. GENERAL CONTRACTOR SHALL PROVIDE, AT THE PROJECT SITE, A FULL SET OF
CONSTRUCTION DOCUMENTS UPDATED WITH THE LATEST REVISIONS AND ADDENDA
OR CLARIFICATIONS FOR USE BY ALL PERSONNEL INVOLVED WITH THE PROJECT.
THIS SET IS A VALID CONTRACT DOCUMENT ONLY IF THE TITLE SHEET IS STAMPED
"FOR CONSTRUCTION" AND EACH SUCCESSIVE SHEET BEARS THE ARCHITECTS
SIGNED WET STAMP.
8. THE STRUCTURAL COMPONENTS OF ADJACENT CONSTRUCTION OR FACILITIES ARE
NOT TO BE ALTERED BY THIS CONSTRUCTION PROJECT UNLESS NOTED OTHERWISE.
9. SEAL ALL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U.L. LISTED OR FIRE
MARSHALL APPROVED MATERIALS IF APPLICABLE TO THIS FACILITY AND OR PROJECT
SITE.
10. CONTRACTOR TO PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT
LESS THAN 2 -A OR 2 -A10BC WITHIN 75 FEET TRAVEL DISTANCE TO ALL PORTIONS OF
PROJECT AREA DURING CONSTRUCTION.
11. CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT EXISTING
IMPROVEMENTS, EASEMENTS, PAVING, CURBING, ETC. DURING CONSTRUCTION.
UPON COMPLETION OF WORK, CONTRACTOR SHALL REPAIR ANY DAMAGE THAT MAY
HAVE OCCURRED DUE TO CONSTRUCTION ON OR ABOUT THE PROPERTY.
12. CONTRACTOR SHALL KEEP GENERAL WORK AREA CLEAN AND HAZARD FREE DURING
CONSTRUCTION AND DISPOSE OF ALL DIRT, DEBRIS, AND RUBBISH. CONTRACTOR
SHALL REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY OR
PREMISES. SITE SHALL BE LEFT IN CLEAN CONDITION AND FREE FROM PAINT SPOTS,
DUST, OR SMUDGES OF ANY NATURE.
13. THE GENERAL CONTRACTOR SHALL RECEIVE WRITTEN AUTHORIZATION TO PROCEED
WITH CONSTRUCTION PRIOR TO STARTING WORK ON ANY ITEM NOT CLEARLY
DEFINED BY THE CONSTRUCTION DRAWINGS /CONTRACT DOCUMENTS.
14. THE CONTRACTOR SHALL PERFORM WORK DURING OWNERS PREFERRED HOURS TO
AVOID DISTURBING NORMAL BUSINESS.
15. THE CONTRACTOR SHALL PROVIDE AT &T WIRELESS, LLC. PROPER INSURANCE
CERTIFICATES NAMING AT &T WIRELESS, LLC. AS ADDITIONAL INSURED, AND AT &T
WIRELESS, LLC. PROOF OF LICENSE(S) AND PE & PD INSURANCE.
16. CONTRACTOR SHALL BE RESPONSIBLE FOR SCHEDULING AND COORDINATING ALL
INSPECTIONS.
17. CAUTION! CALL BEFORE YOU DIG! BURIED UTILITIES EXIST IN THE AREA AND UTILITY
INFORMATION SHOWN MAY NOT BE COMPLETE. CONTACT THE ONE -CALL UTILITY
LOCATE SERVICE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION. DIAL 811
18. CONTRACTOR TO DOCUMENT ALL WORK PERFORMED WITH PHOTOGRAPHS AND
SUBMIT TO AT &T WIRELESS, LLC. ALONG WITH REDLINED CONSTRUCTION SET.
19. CONTRACTOR TO DOCUMENT ALL CHANGES MADE IN THE FIELD BY MARKING UP
(REDLINING) THE APPROVED CONSTRUCTION SET AND SUBMITTING THE REDLINED
SET TO AT &T WIRELESS, LLC. UPON COMPLETION.
20. FOR COLLOCATION SITES: CONTACT TOWER OWNER REPRESENTATIVE FOR
PARTICIPATION IN BID WALK.
21. GENERAL CONTRACTOR IS TO COORDINATE ALL POWER INSTALLATION WITH POWER
COMPANY AS REQUIRED. CONTRACTOR TO REPORT POWER INSTALLATION
COORDINATION SOLUTION(S) TO NETWORK CARRIER REPRESENTATIVE, PROJECT
CONSTRUCTION MANAGER AND ARCHITECT.
22. ANY SUBSTITUTIONS OF MATERIALS AND /OR EQUIPMENT, MUST BE APPROVED BY
AT &T CONSTRUCTION MANAGER.
23. IN THE CASE OF ROOFTOP SOLUTIONS FOR EQUIPMENT AND /OR ANTENNA FRAMES
WHERE PENETRATION OF EXISTING ROOFING MATERIALS OCCUR, THE GENERAL
CONTRACTOR SHALL COORDINATE WITH BUILDING OWNER AND BUILDING ROOFING
CONTRACTOR OF RECORD FOR INSTALLATION, PATCH, REPAIR OR ANY
AUGMENTATION TO THE ROOF, AND HAVE THE WORK GUARANTEED UNDER THE
ROOFING CONTRACTORS WARRANTY FOR MOISTURE PENETRATION OR AND OTHER
FUTURE BREACH OF ROOFING INTEGRITY.
24. IN THE CASE OF ROOFTOP SOLUTIONS WITH THE INSTALLATION OF ANTENNAS WITHIN
CONCEALED (SHROUDED) SUPPORT FRAMES OR TRIPODS, THE GENERAL
CONTRACTOR SHALL COORDINATE WITH THE FRP DESIGNER/FABRICATOR TO ENSURE
THAT THE FINAL FRP SHROUD IS SIMULATING (IN APPEARANCE) DESIGNATED EXISTING
EXTERIOR BUILDING FACADE MATERIALS, TEXTURES, AND COLORS. THE
CONTRACTOR SHALL FURTHERMORE ENSURE THE USE OF COUNTERSUNK
FASTENERS IN ALL FRP CONSTRUCTION. WHEN PHOTO SIMULATIONS ARE PROVIDED,
THE CONTRACTOR SHALL ENSURE THAT FINAL CONSTRUCTION REPRESENTS WHAT IS
INDICATED IN PHOTO SIMULATIONS. SHOP DRAWINGS SHALL BE PROVIDED TO THE
GENERAL CONTRACTOR, CONSTRUCTION COORDINATOR, AND ARCHITECT PRIOR TO
FABRICATION AND CONSTRUCTION.
GENERAL NOTES (CONT'D):
25. IN THE CASE OF ROOFTOP SOLUTIONS FOR EQUIPMENT AND /OR ANTENNA FRAMES WHERE
ANCHORING TO A CONCRETE ROOF SLAB IS REQUIRED, CONTRACTORS SHALL CONFIRM (PRIOR
TO SUBMITTING BID) WITH CONSULTING CONSTRUCTION COORDINATOR AND ARCHITECT THE
PRESENCE OF POST TENSION TENDONS WITHIN THE ROOF SLAB - RESULTING FROM AN
UNDOCUMENTED DESIGN CHANGE IN THE EXISTING BUILDING "AS -BUILT DRAWING SET" - HAVING
INDICATED AN ORIGINAL DESIGN SOLUTION OF REINFORCED CONCRETE W/ EMBEDDED STEEL
REBAR. IN THE EVENT POST TENSION SLAB SOLUTION IS PRESENT, CONTRACTOR SHALL INCLUDE
PROVISIONS FOR X -RAY PROCEDURES (INCLUDED IN BID) FOR ALL PENETRATION AREAS WHERE
ANCHORING OCCURS.
26. GENERAL & SUB CONTRACTORS SHALL USE STAINLESS STEEL METAL LOCKING TIES FOR ALL
CABLE TRAY TIE DOWNS AND ALL OTHER GENERAL TIE DOWNS (WHERE APPLICABLE). PLASTIC ZIP
TIES SHALL NOT BE PERMITTED FOR USE ON AT &T PROJECTS. RECOMMENDED MANUFACTURE
SHALL BE: PANDUIT CORP. METAL LOCKING TIES MODEL NO. MLT4S -CP UNDER SERIES -304 (OR
EQUAL). PANDUIT PRODUCT DISTRIBUTED BY TRIARC OF TACOMA, WA.
1.
DESIGN CRITERIA:
THE STRUCTURAL DESIGN OF THIS PROJECT IS IN ACCORDANCE WITH THE
INTERNATIONAL BUILDING CODE 2009 WITH WASHINGTON STATE BUILDING CODE
AMENDMENTS (IBC 2009)
2. DESIGN LOADS:
DESIGN DATA FOR CITY OF TUKWILA, WA:
-ROOF SNOW LOAD
-BASIC WIND SPEED
-WIND EXPOSURE
N/A (NOT A ROOFTOP SOLUTION)
85 MPH (3 SEC GUST)
B
CONCRETE NOTES:
1. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI -318.
2. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE
WITH CHAPTER 19 OF THE IBC 2009. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL
BE AS FOLLOWS.
TYPE OF CONSTRUCTION
A. SLABS ON GRADE
TOPPING SLABS
CONCRETE PIERS
28 DAY STRENGTHS W/C
(fc) RATIO
3,000 PSI
B. ALL STRUCTURAL CONCRETE 4,000 PSI
EXCEPT WALLS
C. CONCRETE WALLS 4,000 PSI
CEMENT SHALL BE ASTM C150, PORTLAND CEMENT TYPE II U.N.O.
MINIMUM CEMENT
CONTENT
PER CUBIC YARD
• .45 5 1/2 SACKS
• .45 6 1/2 SACKS
.45 6 1/2 SACKS
3. THE GENERAL CONTRACTOR SHALL SUPERVISE AND BE RESPONSIBLE FOR THE
METHODS AND PROCEDURES OF CONCRETE PLACEMENT.
4. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE
AIR - ENTRAINED WITH AN AIR - ENTRAINING AGENT CONFORMING TO ASTM C260, C494,
C618, C989 AND C1017. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE
1904.2.1 OF THE IBC 2009.
5. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1),
GRADE 60, fy= 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE
DRAWINGS SHALL BE GRADE 40, fy= 40,000 PSI. GRADE 60 REINFORCING BARS INDICATED
ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING
COMPLYING WITH ASTM A615(S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY
REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN
A.W.S. D14 ARE SUBMITTED.
6. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN
ACCORDANCE WITH AC1 315 AND 318. LAP ALL CONTINUOUS REINFORCEMENT AT LEAST
30 BAR DIAMETERS OR A MINIMUM OF 2' -0 ". PROVIDE CORNER BARS AT ALL WALL AND
FOOTING INTERSECTIONS. LAP CORNER BARS AT LEAST 30 BAR DIAMETERS OR A
MINIMUM OF 2' -0 ". LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT
SIDES AND ENDS.
7. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185.
8. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60,
fy= 60,000 PSI.
9. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT
UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE CONSULTANT.
10. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
- FOOTINGS AND OTHER UNFORMED
SURFACES, EARTH FACE
- FORMED SURFACES EXPOSED
TO EARTH OR WEATHER ( #6 BARS OR LARGER)
( #5 BARS OR SMALLER)
- SLABS AND WALLS (INTERIOR FACE)
11. BARS SHALL BE SUPPORTED ON CHAIRS OR DOBIE BRICKS.
12. ANCHOR BOLTS TO CONFORM TO ASTM A307.
3"
STRUCTURAL STEEL NOTES:
1. SHOP DRAWINGS FOR STRUCTURAL STEEL SHALL BE SUBMITTED TO THE CONSULTANT
FOR REVIEW PRIOR TO FABRICATION.
2. STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION (INCLUDING FIELD WELDING,
HIGH STRENGTH FIELD BOLTING, EXPANSION BOLTS, AND THREADED EXPANSION
ANCHORS) SHALL BE BASED ON THE A.I.S.I. "SPECIFICATION FOR THE DESIGN,
FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" LATEST EDITION.
SUPERVISION SHALL BE IN ACCORDANCE WITH IBC 2009 CHAPTER 22, BY A QUALIFIED
TESTING AGENCY DESIGNATED BY THE CONSULTANT. THE CONSULTANT SHALL BE
FURNISHED WITH A COPY OF ALL INSPECTION REPORTS AND TEST RESULTS.
3. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
TYPE OF MEMBER
A. WIDE FLANGE SHAPE
B. OTHER SHAPE, PLATES AND ROD
C. PIPE COLUMNS
D. STRUCTURAL TUBING
E. ANCHOR BOLTS
F. CONNECTION BOLTS
ASTM A992, Fy 50 KSI
ASTM A36, Fy 36 KSI
ASTM A53, Fy 35 KSI
ASTM A500, Fy 46 KSI
ASTM A307
ASTM A325
4. ALL MATERIAL TO BE HOT DIPPED GALVANIZED AFTER FABRICATION PER A123/A123M -00.
5. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.I. AND AWS STANDARDS AND SHALL
BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY
PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. WELDING OF GRADE 60
REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN
ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL BE
PERFORMED USING E70 XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN
REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCING NOTE FOR MATERIAL
REQUIREMENTS OF WELDED BARS.
6. COLD - FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND GAGE
SHOWN ON THE PLANS. PROVIDE MINIMUM SECTION PROPERTIES INDICATED. ALL
COLD - FORMED STEEL FRAMING SHALL CONFORM TO THE A.I.S.I. "SPECIFICATION FOR THE
DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS."
7. BOLTED CONNECTIONS SHALL USE BEARING TYPE ASTM A325 BOLTS (3/4" DIA.) AND SHALL
HAVE A MINIMUM OF TWO BOLTS UNLESS NOTED OTHERWISE.
8. NON - STRUCTURAL CONNECTIONS FOR STEEL GRATING MAY USE 5/8" DIA. ASTM A307
BOLTS UNLESS NOTED OTHERWISE.
9, ALL STEEL WORK SHALL BE PAINTED IN ACCORDANCE WITH THE DESIGN &
CONSTRUCTION SPECIFICATION AND IN ACCORDANCE WITH ASTM A36 UNLESS NOTED
OTHERWISE.
10. ALL WELDS TO BE 1/4" FILLET UNLESS NOTED OTHERWISE.
11. TOUCH UP ALL FIELD DRILLING AND WELDING WITH 2 COATS OF GALVACON (ZINC RICH
PAINT) OR APPROVED EQUAL.
TOWER /POLE NOTES:
1. VERIFICATION THAT THE PROPOSED TOWER/POLE CAN SUPPORT THE PROPOSED ANTENNA
LOADING IS TO BE DONE BY OTHERS.
2. PROVIDE SUPPORTS FOR THE ANTENNA COAX CABLES TO THE ELEVATION OF ALL INITIAL AND
FUTURE ANTENNAS. ANTENNA COAX CABLES ARE TO BE SUPPORTED AND RESTRAINED AT THE
CENTERS SUITABLE TO THE MANUFACTURER'S REQUIREMENTS.
ABBREVIATED ROOF TOP SAFETY PROCEDURES
(WHEN APPLICABLE):
(AS PER "ACCIDENT PREVENTION PROGRAM" - BY PERMISSION OF WREN CONSTRUCTION,
INC. - 03/01/99)
FALL PROTECTION METHODS AND EQUIPMENT
ROOF TOP INSTALLATIONS
1. FOR WORK IS BEING PERFORMED WITHIN 25' OF AN UNPROTECTED ROOF EDGE,
THE CONSTRUCTION SUPERVISOR SHALL DESIGNATE A TRAINED SAFETY MONITOR
TO OBSERVE THE MOVEMENTS AND ACTIVITIES OF THE CONSTRUCTION
WORKERS.
2. SAFETY MONITOR SHALL WARN CONSTRUCTION WORKERS OF HAZARDS (I.E.,
BACKING UP TOWARD A ROOF EDGE, ETC.) OR UNSAFE ACTIVITIES. THE SAFETY
MONITOR MUST BE ON THE SAME ROOF AND WITHIN VISUAL AND VERBAL
DISTANCE OF THE CONSTRUCTION WORKERS.
3. CONSTRUCTION INVOLVING WORKERS TO APPROACH WITHIN 6' OR LESS OF AN
UNPROTECTED ROOF EDGE, REQUIRES WORKERS TO USE SAFETY LINE.
4. SAFETY LINE SHALL BE MINIMUM 1/2" DIAMETER NYLON, WITH A NOMINAL TENSILE
STRENGTH OF 5400 LBS.
5. SAFETY LINE SHALL BE ATTACHED TO A SUBSTANTIAL MEMBER OF THE
STRUCTURE.
2" 6. SAFETY LINE LENGTH SHALL BE SET ALLOWING CONSTRUCTION WORKER TO
1 1/2" REACH EDGE OF ROOF, BUT NOT BEYOND.
3/4"
13. NON - SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND
SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S
PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE
MATERIAL ON WHICH IT IS PLACED (3,000 PSI MINIMUM).
14. ALL EXPANSION ANCHORS TO BE HILTI BRAND. ADHESIVE ANCHORS REQUIRE TESTING
TO CONFIRM CAPACITY UNLESS WAIVED BY ENGINEER.
7. SAFETY BELTS SHALL BE WORN BY ALL CONSTRUCTION WORKERS.
8. MONTHLY SAFETY INSPECTION AND MAINTENANCE OF THE FALL PROTECTION
EQUIPMENT SHALL OCCUR BY THE SAFETY COMMITTEE REPRESENTATIVES,
INCLUDING:
INSPECTION OF CONSTRUCTION AREA FOR HAZARDS
USE OF AN INSPECTION CHECKLIST
INTERVIEWING COWORKERS REGARDING SAFETY CONCERNS
REPORTING AND DOCUMENTING ANY HAZARDS
REPORTING HAZARDS TO THE SAFETY COMMITTEE FOR CONSIDERATION
POSTING RESULTS OF INSPECTION AND ANY ACTION TAKEN
RECEIVING AN UNBIASED REVIEW OF ONE'S OWN WORK AREA BY ANOTHER
COWORKER SAFETY REPRESENTATIVE
REFER TO ROOFTOP WORK AREA SAFETY PROTOCOL
NATIONAL ASSOCIATION OF TOWER ERECTORS 2000 PUBLICATION
REFERENCED OSHA REGULATION /STANDARDS SHALL BE REVIEWED BY TOWER
ERECTORS,
EQUIPMENT INSTALLERS, AND TOWER/ROOF TOP CONTRACTORS /SUBCONTRACTORS
29 CFR 1926.500 - SCOPE, APPLICATION, AND DEFINITIONS
29 CFR 1926.501 - DUTY TO HAVE FALL PROTECTION
19 CFR 1926.502 - FALL PROTECTION SYSTEMS CRITERIA AND PRACTICES
SYMBOLS AND ABBREVIATIONS
NC AIR CONDITIONING
AGL ABOVE GRADE LEVEL
APPROX APPROXIMATELY
BLDG
BLK
CLG
CLR
CONC
CONST
CONT
DBL
DIA
DIAG
DN
DET
DWG
EA
EL
ELEC
EQ
EQUIP
EXT
FIN
FLUOR
FLR
FS
FT
GA
GALV
GC
GRND
GYP BD
HORZ
HR
HT
HVAC
ID
IN
INFO
INSUL
I NT
IBC
BUILDING
BLOCKING
CEILING
CLEAR
CONCRETE
CONSTRUCTION
CONTINUOUS
DOUBLE
DIAMETER
DIAGONAL
DOWN
DETAIL
DRAWING
EACH
ELEVATION
ELECTRICAL
EQUAL
EQU IPMENT
EXTERIOR
FINISH
FLUORESCENT
FLOOR
FAR SIDE
FOOT
GAUGE
GALVANIZED
GENERAL CONTRACTOR
GROUND
GYPSUM WALL BOARD
HORIZONTAL
HOUR
HEIGHT
HEATING
VENTILATION
AIR CONDITIONING
INSIDE DIAMETER
INCH
INFORMATION
INSULATION
INTERIOR
INTERNATIONAL
BUILDING CODE
P
T
P
COAX COAX
.
(E)
LBS
MAX
MECH
MTL
MFR
MGR
MIN
MISC
NA
NIC
NS
NTS
POUNDS
MAXIMUM
MECHANICAL
METAL
MANUFACTURE
MANAGER
MINIMUM
MISCELLANEOUS
NOT APPLICABLE
NOT IN CONTRACT
NEAR SIDE
NOT TO SCALE
OC ON CENTER
OD OUTSIDE DIAMETER
PLYWD
PROJ
PROP
PT
REQ
RM
RO
SHT
SIM
SPEC
SF
SS
STL
STRUCT
STD
SUSP
THRU
TNNG
TYP
PLYWOOD
PROJECT
PROPERTY
PRESSURE TREATED
REQUIRED
ROOM
ROUGH OPENING
SHEET
SIMILAR
SPECIFICATION
SQUARE FOOT
STAINLESS STEEL
STEEL
STRUCTURAL
STUD
SUSPENDED
THROUGH
TINNED
TYPICAL
UNO UNLESS NOTED
OTHERWISE
VERT VERTICAL
VIF VERIFY IN FIELD
W/
W/O
WP
WITH
WITHOUT
WATER PROOF
TELEPHONE
POWER
GROUND WIRE
COAXIAL CABLE
ANTENNA
CENTERLINE
EXISTING
DETAIL NUMBER
SHEET NUMBER
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 15 2012
City of Tukwila
BUILDING DIVISION
SPECIAL INSPECTIONS:
SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC 2009 SECTION 1704.
SOILS /GEOTECHNICAL:
❑ SHORING INSTALLATION AND MONITORING
DOBSERVE AND MONITOR EXCAVATION
['VERIFY SOIL BEARING psf BEARING
❑SUBSURFACE DRAINAGE PLACEMENT
❑ VERIFY FILL MATERIAL AND COMPACTION
❑VERIFY CONDITIONS AS ANTICIPATED
:PILE PLACEMENT (AUGER CAST /DRIVEN PILE)
POTHER
REINFORCED CONCRETE:
❑REINFORCING STEEL AND CONCRETE PLACEMENT
D PRESTRESSED /PRECAST CONCRETE FABRICATION AND ERECTION
❑ BATCH PLANT INSPECTION
❑SHOTCRETE
❑GROUTING
❑OTHER
STRUCTURAL STEEL:
DFABRICATION AND SHOP WELDS
DERECTION AND FIELD WELDS AND BOLTING
❑OTHER
STRUCTURAL ALUMINUM:
DFABRICATION AND SHOP WELDS
❑ERECTION AND FIELD WELDS AND BOLTING
❑OTHER
STRUCTURAL MASONRY:
DCONTINUOUS
❑PERIODIC
OTHER: NONE REQUIRED
ANCHORING TO CONCRETE:
DBOLTS INSTALLED IN CONCRETE
❑POST- INSTALLATION ADHESIVE ANCHORS
❑POST- INSTALLATION MECHANICAL ANCHORS
RECEIVED
APR 05 2012
PERMIT CENTER
at &t
Your world. Delivered.
PROJECT CONSULTANTS-
-PLANS PREPARED BY:
t) Goodman Networks
_ CORNERS-I -ONE ENGINEERING. INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425.487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone - engr.com
WWW.CORNERSTONE- ENGR.COM
:PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
- ISSUED FOR:
_REV: -DATE:
CONSTRUCTION
ISSUED FOR:
Yi
CHK.•
-DRAWN BY: -
CURRENT ISSUE DATE:
_ LICENSURE:
APV.:
L L AJB I TVL I MWO I
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
-DRAWING TITLE:
^^ "WING NUMBER:
GENERAL NOTES
G.1.1
0
CEI JOB NUMBER:
ETC 11 -69335
A
11 -30 -11
CONSTRUCTION
AJB
A
11 -16 -11
CLIENT REVIEW
AJB
CHK.•
-DRAWN BY: -
CURRENT ISSUE DATE:
_ LICENSURE:
APV.:
L L AJB I TVL I MWO I
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
-DRAWING TITLE:
^^ "WING NUMBER:
GENERAL NOTES
G.1.1
0
CEI JOB NUMBER:
ETC 11 -69335
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
-DRAWING TITLE:
^^ "WING NUMBER:
GENERAL NOTES
G.1.1
0
CEI JOB NUMBER:
ETC 11 -69335
iii
THIS IS NOT A SURVEY
ALL INFORMATION AND TRUE NORTH
HAVE BEEN OBTAINED FROM EXISTING
DRAWINGS AND ARE APPROXIMATE.
r
TL# 5379200290
TL# 5379200282
ADJACENT ZONING
ZONE: TUC
TL# 5379200300
SOUTHCENTER PKWY
SITE ACCESS
TL# 2623049021
PROPERTY LINE 255.51'±
N89 °45'58 "W
ASPHALT
PARKING
PROPERTY LINE 197.67'±
N89° 45' 58" W
TL# 2623049104
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ASPHALT
PARKING
PROPERTY LINE 407.84'±
S89 °45'58 "E
ADJACENT ZONING
ZONE: TUC
TL# 2623049128
(E) TREE
(TYP)
TL# 2623049005
ADJACENT ZONING
ZONE: TUC
REVIEWED FOR
DE COMPLIANCE
APPROVED
City of Tukwila
UILDING DIVISION
TL# 2623049062
RECEIVED
APR 05 2012
PERMIT CENTER
PLAN NORTH
SITE PLAN
22x34 SCALE: 1 " = 50' -0" 111x17 SCALE: 1" = 100' -0"
— PROJECT CONSULTANTS:
PLANS PREPARED BY:
t) Goodman Networks
CORNERS -GONE
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425.487.1732 FAX: 425.487.1734
EMAIL: cei @comerstone-engr.com
WWW.CORNERSTONE- ENGR.COM
= PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
- ISSUED FOR:
_ REV:: DATE:
CONSTRUCTION
ISSUED FOR:
—DRAWN BY:
CURRENT ISSUE DATE:
LICENSURE:
CHK.:
APV
IJ AJB I TVL I MWO I
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
DRAWING TITLE
—DRAWING NUMBER:
SITE PLAN
A...1
0
CEI JOB NUMBER:
ETC 11 -69335
A
11 -30 -11
CONSTRUCTION
AJB
A
11 -16 -11
CLIENT REVIEW
AJB
—DRAWN BY:
CURRENT ISSUE DATE:
LICENSURE:
CHK.:
APV
IJ AJB I TVL I MWO I
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
DRAWING TITLE
—DRAWING NUMBER:
SITE PLAN
A...1
0
CEI JOB NUMBER:
ETC 11 -69335
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
DRAWING TITLE
—DRAWING NUMBER:
SITE PLAN
A...1
0
CEI JOB NUMBER:
ETC 11 -69335
bo 1)-
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19' -8"
71 -0"
RELOCATED STEP
27' -9"
(E) ROOF MOUNTED
COAX CABLE TRAY
PROPOSED ARGUS TE40
BATTERY CABINET
4
ADD (1) RECTIFIER IN (E)
ARGUS POWER CABINET
PROPOSED ARGUS TE40
BATTERY CABINET
(E) SERVICE LIGHT
(E) SERVICE PANEL
(E) TELCO BOX
(E) XFMR
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(E) ROOF MOUNTED
COAX CABLE TRAY
REVIEWED FOR
CODE COMPLIANCE
CE
APPROVED
MAY 15 2012
City of Tukwila
BUILDING DIVISION
\l/
1111111111
(E) STEP (TO BE
RELOCATED)
(E) SERVICE LIGHT
(E) SERVICE PANEL
(E) TELCO BOX
(E) XFMR
RECEIVED
APR 05 2012
PERMIT CENTER
PLAN NORTH
at &t
Your world. Delivered.
=PROJECT CONSULTANTS:
PROPOSED ENLARGED SITE PLAN
22x34 SCALE: 3/8" =11-0"
111x17 SCALE: 3/16" =11-0"
EXISTING ENLARGED SITE PLAN
22x34 SCALE: 3/8" = 1' -0"
111x17 SCALE: 3/16" =
4Z) Goodman Networks
PLANS PREPARED BY:
_ -E COFINEFI51ONE
ENGINEERING, INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425.487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone- engr.com
WWW.CORNERSTONE- ENGR.COM
PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
r: ISSUED FOR:
_REV: =DATE:
CONSTRUCTION
ISSUED FOR:
.J
Y.■
CHK
-DRAWN BY:
CURRENT ISSUE DATE:
_ LICENSURE:
APV.:
AJB
1
I TVL
I MWO
ETC 11 -69335
A
11 -30 -11
CONSTRUCTION
AJB
A
11 -16 -11
CLIENT REVIEW
AJB
CHK
-DRAWN BY:
CURRENT ISSUE DATE:
_ LICENSURE:
APV.:
AJB
1
I TVL
I MWO
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
-DRAWING TITLE
DRAWING NUMBER.
EXISTING & PROPOSED
ENLARGED SITE PLANS
A_ 1 ■
1
CEI JOB NUMBER:
ETC 11 -69335
bi 1 17
(E) ANTENNA MOUNT
Li
t:\
J \
' C = - --
TOP OF (E) ANTENNA ARRAY
PROPOSED ARGUS TE40
BATTERY CABINET / 4 \
1
(E) ARGUS TE21
POWER CABINET
EL 97' -2 "±
TOP OF PENTHOUSE Akik
EL 96' -4 "±
TOP OF (E) PARAPET AL
EL 82' -6 "±
TOP OF (E) GRATING AL
EL 78' -3 "±
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 15 2012
City of Tukwila
BUILDING DIVISION
TOP OF (E) ROOF AL
EL 76' -0 "±
GRADE
EL 0' -0" (ASSUMED)
PROPOSED EAST ELEVATION
22x34 SCALE: 3/32" = 1' -0"
111x17 SCALE: 3/64" = 1' -0"
(E) ANTENNA MOUNT
r
(E) NOKIA CABINET (BEYOND)
(E) UMTS CABINET
TOP OF (E) ANTENNA ARRAY
EL 97' -2 "±
TOP OF PENTHOUSE
(E) ARGUS TE21
POWER CABINET
EL 96' -4 "±
TOP OF (E) PARAPET AL
EL 82' -6 "± Igr
TOP OF (E) GRATING AL
EL 78' -3 "±
TOP OF (E) ROOF
EL 76' -0 "±
GRADE
E101-0" (ASSUMED)
RECEIVED
APR 05 2012
PERMIT CENTER
at &t
Your world. Delivered.
— PROJECT CONSULTANTS:
— PLANS PREPARED BY:
t) Goodman Networks
CORN ERS1rONE
...._• ENGINEERING, INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425.487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone- engr.com
WWW.CORNERSTONE - ENGR.COM
= PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
- ISSUED FOR:
_REV: = DATE:
EXISTING EAST ELEVATION
22x34 SCALE: 3/32" = 1' -0"
111x17 SCALE: 3/64" = 1' -0"
1
CONSTRUCTION
ISSUED FOR:
YJ
:-
CHK..
—DRAWN BY: — -
CURRENT ISSUE DATE:
_ LICENSURE:
APV.:
AJB
I TVL
I
MWO
1
A
11 -30 -11
CONSTRUCTION
AJB
A
11 -16 -11
CLIENT REVIEW
AJB
CHK..
—DRAWN BY: — -
CURRENT ISSUE DATE:
_ LICENSURE:
APV.:
AJB
I TVL
I
MWO
1
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
-DRAWING TITLE:
DRAWING NUMBER.
EXISTING & PROPOSED
EAST ELEVATIONS
A-2
0
CEI JOB NUMBER:
ETC 11 -69335
bui11
TOP OF (E) ANTENNA ARRAY
EL 97' -2 "± PROPOSED ARGUS TE40 BATTERY
CABINET (BEYOND)
TOP OF PENTHOUSE
EL 96' -4 "±
TOP OF (E) PARAPET
EL 82' -6 "±
TOP OF (E) GRATING
EL 78' -3 "±
TOP OF (E) ROOF
EL 76' -0 "±
GRADE
EL 0'-0" (ASSUMED)
(E) ARGUS TE21 POWER
CABINET (BEYOND)
(E) NOKIA CABINET
(E) ANTENNA MOUNT
PROPOSED WEST ELEVATION
22x34 SCALE: 3/32" =
111x17 SCALE: 3/64" =
2
TOP OF (E) ANTENNA ARRAY
EL 9T-2"±
Li TOP OF PENTHOUSE
I EL 96' -4 "±
An TOP OF (E) PARAPET
EL 82' -6 "±
TOP OF (E) GRATING
EL 78' -3 "±
jik TOP OF (E) ROOF
EL 76' -0 "±
(E) ARGUS TE21 POWER
CABINET (BEYOND)
7 GRADE
EL 0'-0" (ASSUMED)
(E) NOKIA CABINET
(E) ANTENNA MOUNT
== Jl
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 15 2012
City of Tukwila
BUILDING DIVISION
RECEIVED
APR 05 2012
PERMIT CENTER
EXISTING WEST ELEVATION
22x34 SCALE: 3/32" = 1' -0" 111x17 SCALE: 3/64" = 1' -0"
1
- PROJECT CONSULTANTS
PLANS PREPARED BY:
Goodman Networks
_im_di CORNERS�'ONE ENGINEERING, INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425.487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone- engr.com
WWW.CORNERSTONE- ENGR.COM
= PROJECT INFO.
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
- ISSUED FOR:
_REV: =DATE:
CONSTRUCTION
ISSUED FOR: Y:
DRAWN BY:
CURRENT ISSUE DATE:
LICENSURE:
CHK.: APV.:
I
AJB
I
nit_
0
I MWO
J
ETC 11 -69335
A
11 -30 -11
CONSTRUCTION
AJB
A
11 -16 -11
CLIENT REVIEW
AJB
DRAWN BY:
CURRENT ISSUE DATE:
LICENSURE:
CHK.: APV.:
I
AJB
I
nit_
0
I MWO
J
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
-DRAWING TITLE:
-DRAWING NUMBER:
EXISTING & PROPOSED
WEST ELEVATIONS
r7
•
1
0
CEI JOB NUMBER:
ETC 11 -69335
r7
at&t
Your world. Delivered.
F.— PROJECT CONSULTANTS:
PLANS PREPARED BY:
ci) Goodman Networks
� COFRNERSN GONE
ENGINEERI, INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425.487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone - engr.com
WWW.CORNERSTONE- ENGR.COM
= PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
- ISSUED FOR:
_REV: =DATE:
CONSTRUCTION
ISSUED FOR:.
.J
Y._
I TVL
BATTERY CABINET DIMENSIONS
I MWO
2' -6" o
MANUFACTURER
ARGUS TE40
�'
HEIGHT
84"
11 -30 -11
2'
" '
►
DEPTH
30"
11 -16 -11
NOTES:
AJB
-0"
WIDTH
30"
1. PLACE L4x4 SUPPORTS TO SUIT EQUIPMENT
CABINET ANCHOR BOLT SPACING
2. FOR DESIGN OF THESE CONNECTIONS, PLEASE
REFERENCE THE SUPPORTING STRUCTURAL
CALCULATIONS BY CEI DATED 11/16/11
WEIGHT
3200 LBS
o Q
INTERNAL
BUSS BAR
CABINET GROUND
WIRE STUDS
°
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❑ ❑ ❑
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(E) STEEL GRATING
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0 ° 0 0 0
0
0
0
0 ° ° 0 °
° ° a
° °
5/8 "0 HOLES (TYP OF 4)
DRILL AND INSTALL
ANCHOR BOLTS PER
MANUFACTURER'S
RECOMMENDATIONS 1.10"
30.0"
ENCLOSURE DIMS
27.80"
1.10"
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ARGUS TE40 BATTERY CABINET (24 V)
4
SUPPORT ANGLE DETAIL
3
22x34 SCALE: 1" = 1' -0" 111x17 SCALE: 1/2" = 1' -0"
22x34 SCALE: 1 1/2" = 1' -0" 111x17
SCALE: 3/4" = 1' -0"
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 152012
•
City of Tukwila
BUILDING DIVISION
RECEIVED
ti 05 2012
HERMIT CENTER
NOT USED
2
NOT USED
1
22x34 SCALE: NTS 111x17 SCALE:. NTS
22x34 SCALE: NTS 111x17
SCALE: NTS
at&t
Your world. Delivered.
F.— PROJECT CONSULTANTS:
PLANS PREPARED BY:
ci) Goodman Networks
� COFRNERSN GONE
ENGINEERI, INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425.487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone - engr.com
WWW.CORNERSTONE- ENGR.COM
= PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
- ISSUED FOR:
_REV: =DATE:
CONSTRUCTION
ISSUED FOR:.
.J
Y._
—DRAWN BY:
CURRENT ISSUE DATE:
LICENSURE:
CHK.:
APV.:
AJB
I TVL
CEI JOB NUMBER:
I MWO
A
11 -30 -11
CONSTRUCTION
AJB
A
11 -16 -11
CLIENT REVIEW
AJB
—DRAWN BY:
CURRENT ISSUE DATE:
LICENSURE:
CHK.:
APV.:
AJB
I TVL
CEI JOB NUMBER:
I MWO
04 -03 -12
=DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
DRAWING TITLE:
_DRAWING NUMBER:
EQUIPMENT DETAILS
A-3
0
CEI JOB NUMBER:
ETC 11 -69335
Qua
PROJECT BATTERY SYSTEM DATA
BATTERY TYPE
VALVE REGULATED LEAD ACID (VRLA)
NO. OF BATTERIES
32 (8 EXISTING & 24 PROPOSED)
BATTERY
MANUFACTURER
EXCIDE TECHNOLOGIES INDUSTRIAL ENERGY
MODEL NO.
MARATHON M12V155FT
DIMENSIONS
22.0" D x 4.9" W x 11.15" H
WEIGHT
119 Ibs PER UNIT
# OF CELLS PER UNIT
SPECIFIC GRAVITY
LEAD WEIGHT PER CELL
(Ibs)
ELECTROLYTE WEIGHT
PER CELL (Ibs)
ELECTROLYTE VOLUME
PER CELL (GAL)
ELECTROLYTE VOLUME
TOTAL (GAL)
1
1.35
90.4
21.4
2.17
73.78
BATTERY PLACEMENT:
CSA/UL, TYPE 3R RATED, SELF - CONTAINED ENCLOSURE CABINET WITH ENVIRONMENTAL CONTROLS. ALPHA TECHNOLOGIES, LTD
(20) BATTERIES PER CABINET.
SHELF MOUNTED WITHIN
MODEL# TE40B, MAX CAPACITY
BATTERY REQUIREMENTS
NONRECOMBINANT BATTERIES
RECOMBINANT BATTERIES
REQUIREMENTS
FLOODED LEAD
ACID BATTERIES
FLOODED NICKEL - CADMIUM
(Ni -Cd) BATTERIES
VALVE REGULATED
LEAD ACID (VRLA) BATTERIES
LITHIUM -ION BATTERIES
SAFETY CAPS
N/A
N/A
v
(608.2.2)
N/A
COMMENTS: PER MANUFACTURER, THE MARATHON M12V155FT UTILIZES A COMBINATION FLAME ARRESTOR / VENT CAP.
THERMAL RUNAWAY
MANAGEMENT
N/A
N/A
(608.3)
N/A
COMMENTS: BATTERY IS MORE RESILIENT AS A RESULT OF THE LOW SPECIFIC GRAVITY DESIGN HOWEVER, ADDITIONAL DC POWER PLANT TEMPERATURE COMPENSATION MAY BE
REQUIRED BY JURISDICTION. THERMAL RUNAWAY PROCEDURE ACTION SIGNAGE SHALL BE POSTED FOR EASY ACCESS IN ALL BATTERY AREAS.
SPILL CONTROL
N/A
N/A
(N /A)
N/A
COMMENTS: SPILL CONTROL NOT REQUIRED BY IFC FOR THIS TYPE OF BATTERY.
NEUTRALIZATION
N/A
N/A
(608.5.2)
N/A
COMMENTS: TOTAL ELECTROLYTE VOLUME IS UNDER REQUIRED SPILL CONTROL THRESHOLD, THEREFORE NO NEUTRALIZATION MEASURES REQUIRED.
VENTILATION
N/A
N/A
v
(608.6.1;608.6.2)
N/A
COMMENTS: CONTINUOUS VENTILATION SHALL BE PROVIDED AT A RATE OF NOT LESS THAN 1 CUBIC FOOT PER MINUTE PER SQUARE FOOT (1 ft3 /MIN/ft2)
AS NOTED IN IFC 608.6.1 NO. 2. ENVIRONMENTAL CONTROLS ASSOCIATED WITH PROPOSED ENCLOSURE HAVE BEEN SHOWN TO MEET REQUIRED CODE REQUIREMENTS.
SIGNAGE
N/A
N/A
AI
(608.7)
N/A
COMMENTS: CODE SPECIFIED BATTERY ROOM SAFETY SIGNAGE, HAZARDOUS MATERIAL SIGNAGE (4 DIAMOND) AND THERMAL RUNAWAY PROCEDURE SIGNAGE SHALL ALL BE
CLEARLY POSTED IN ALL BATTERY AREAS.
SEISMIC PROTECTION
N/A
N/A
Ai
(608.8)
N/A
COMMENTS: BATTERY STORAGE ENCLOSURE CABINETS AND ANCHORAGE ARE DESIGNED TO EXCEED ALL IBC CODE REQUIRED SEISMIC FORCES FOR SITE SPECIFIC INSTALLATIONS.
SMOKE DETECTION
N/A
N/A
-Ni
(608.9)
N/A
COMMENTS: N/A OUTDOOR APPLICATION
NOTE: CODE REFERENCES ARE TO 2009 INTERNATIONAL FIRE CODE FOR STATIONARY STORAGE BATTERY SYSTEMS.
CHEMICAL HAZARD
IDENTIFICATION SYSTEM
SPECIFIC
HAZARD
OXIDIZER
ACID
ALKALI
CORROSIVE
USE NO WATER
RADIATION HAZARD
OXY
ACID
ALK
COR
4 - MAY DETONATE
3 - SHOCK & >HEAT
MAY DETONATE
2 - VIOLENT CHEMICAL
CHANGES
1- UNSTABLE IF HEATED
0- STABLE
BATTERY HAZ MAT SIGN
22x34 SCALE: NTS
111x17 SCALE: NTS
3
THIS ROOM CONTAINS:
LEAD -ACID BATTERY SYSTEMS,
CORROSIVE LIQUIDS (ELECTROLYTE),
ENERGIZED ELECTRICAL CIRCUITS,
AND HYDROGEN GAS
AUTHORIZED PERSONNEL ONLY
EYE PROTECTION REQUIRED
NO SMOKING OR OPEN FLAMES
BATTERY ROOM
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 15 2012
City of Tukwila
BUILDING DIVISION
RECEIVED
APR 05 2012
PERMIT CENTER
BATTERY SYSTEM INFORMATION
22x34 SCALE: NTS
I11x17 SCALE: NTS
2
BATTERY DANGER SIGN
22x34 SCALE: NTS
I11x17 SCALE: NTS
1
at &t
Your world. Delivered.
— PROJECT CONSULTANTS:
— PLANS PREPARED BY:
Goodman Networks
_-E CORNERS-II-GONE
ENGINEERIN, INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425.487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone- engr.com
WWW.CORNERSTONE- ENGR.COM
= PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
ISSUED FOR:
_REV: =DATE:
CONSTRUCTION
ISSUED FOR:
.J
Y.—
—DRAWN BY:
FCURRENT ISSUE DATE:
_ LICENSURE:
•
CHK..
APV.:
AJB
1 TVL
CEI JOB NUMBER:
I MWO
e
11 -30 -11
CONSTRUCTION
AJB
A
11 -16 -11
CLIENT REVIEW
AJB
—DRAWN BY:
FCURRENT ISSUE DATE:
_ LICENSURE:
•
CHK..
APV.:
AJB
1 TVL
CEI JOB NUMBER:
I MWO
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
DRAWING TITLE:
_DRAWING NUMBER:
BATTERY SYSTEM
REQUIREMENTS
A.4
0
CEI JOB NUMBER:
ETC 11 -69335
b()II7
ELECTRICAL SPECIFICATION:
1. COMPLY WITH THE LATEST EDITION OF THE INTERNATIONAL
BUILDING CODE, THE REQUIREMENTS OF ALL APPLICABLE
MUNICIPAL AND STATE CODES AND REGULATIONS, AND UTILITY
GUIDELINES.
2. PERFORM ALL VERIFICATION, OBSERVATIONS, TESTING AND
EXAMINATION OF WORK PRIOR TO THE ORDERING OF ELECTRICAL
EQUIPMENT AND THE ACTUAL CONSTRUCTION. ISSUE A WRITTEN
NOTICE OF ALL FINDINGS TO THE CONSTRUCTION MANAGER
LISTING ALL MALFUNCTIONS, FAULTY EQUIPMENT AND
DISCREPANCIES.
3. UNDERGROUND CONDUIT SHALL BE RIGID POLYVINYL CHLORIDE
CONDUIT: SCHEDULE 40 CONFORMING TO UL ARTICLE 651:
WESTERN PLASTICS OR CARBON MANUFACTURER. COUPLINGS
SHALL BE SLIP -ON SOLVENT SEALED T -PIPE: SOLVENT, WESTERN
TYPE COMPATIBLE WITH PVC DUCT, ALL BENDS SHALL BE 30"
MINIMUM RADIUS.
4. NEUTRAL SHALL BE COLOR CODED, INSULATION SHALL BE
CROSS - LINKED POLYETHYLENE.
5. CONTRACTOR TO CONTACT ALL UTILITIES FOR LOCATION OF
UNDERGROUND SERVICES. SERVICE LOCATIONS TO BE
CONFIRMED PRIOR TO CONSTRUCTION.
6. THE CONTRACTOR IS RESPONSIBLE FOR ALL PERMITTING, FILING,
AND FEES IN CONJUNCTION WITH THE PROJECT.
7. THE CONTRACTOR SHALL SCHEDULE ALL NECESSARY
INSPECTIONS WITH THE PROPER AUTHORITIES AND INFORM AT &T
24 -HOURS IN ADVANCE. ALL TICKETS AND INSPECTION
VERIFICATIONS WILL BE SUBMITTED TO THE OWNER'S
REPRESENTATIVE WITHIN 24 -HOURS AFTER THE INSPECTION HAS
TAKEN PLACE.
8. ALL EQUIPMENT, WIRING, AND MATERIALS MUST HAVE A UL LABEL
9. ALL WORK SHALL BE DONE BY QUALIFIED AND EXPERIENCED
JOURNEYMEN AND PERFORMED IN A WORKMANLIKE MANNER AND
SHALL PROCEED IN AN ORDERLY MANNER SO AS NOT TO HOLD UP
THE PROGRESS OF THE PROJECT.
10. THOROUGHLY TEST ALL LINES, FEEDERS, EQUIPMENT, AND
DEVICES WITH MAXIMUM LOADS TO ASSURE PROPER OPERATION
11. CONDUCTOR LENGTHS SHALL BE CONTINUOUS FROM
TERMINATION TO TERMINATION WITHOUT SPLICES
12. PROVIDE PULL BOXES WHERE SHOWN AND /OR WHERE REQUIRED
BY CODES AND /OR UTILITY COMPANIES.
13. ALL CONDUIT ROUGH IN SHALL BE COORDINATED WITH THE
MECHANICAL EQUIPMENT TO AVOID LOCATION CONFLICTS,
CONTRACTOR SHALL VERIFY ALL LOCATIONS.
14. ALL WIRES SHALL BE TAGGED AT ALL PULL BOXES, J- BOXES,
EQUIPMENT BOXES, AND CABINETS WITH APPROVED PLASTIC
TAGS.
15. ALL BREAKERS IN PANEL BOXES SHALL BE IDENTIFIED WITH TYPE
WRITTEN LABELS NEATLY PLACED ALONG SIDE OF THE BREAKER.
16. ALL FIRE RATED WALL AND FLOOR PENETRATIONS ARE TO BE
CAULKED AND SEALED WITH A FIRE RESISTANT CAULKING TO
MAINTAIN THE INTEGRITY OF THE FIRE SEPARATION.
17. UTILIZE SONNEBORN TYPE NP -1 CAULKING FOR SEALING ALL
EXTERIOR WALL PENETRATIONS
111 11 II1 1 11 1 1 1 1 I I I I I I I
1111111111111
1 1 11111 1I1 1I1I11I11 111111111111 II1 1 1 1 I 1 11 1 11 I1 I111111111I111111111111 1 1 1I
111 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1111111111111111
(E) NOKIA
CABINET
(E) UMTS
CABINET
(E) NOKIA
CABINET
PROPOSED
ARGUS
TE40
BATTERY
CABINET
(E) NOKIA
CABINET
(E)
TE21
POWER
CABINET
1
PROPOSED
ARGUS
TE40
BATTERY
CABINET
o�a�_��v1_ -I�N�� • L ��I�__ NNll�ldp�vi�p�d_b♦�__tl�N���b_f.
NEN 11E-1191
(E) EQUIPMENT PLATFORM
PROPOSED 1"f3 RIGID AC POWER
CONDUIT MOUNTED ON UNDERSIDE
OF (E) PLATFORM FROM UTILITY
H -FRAME TO BATTERY CABINET (1)
PER BATTERY CABINET
PROPOSED 2 1/2"0 RIGID DC POWER
CONDUIT MOUNTED ON UNDERSIDE OF
(E) PLATFORM (1) PER BATTERY
CABINET
(E) SERVICE PANEL
111111111
PLAN NORTH
ELECTRICAL SCHEMATIC
22x34 SCALE: NTS
111x17 SCALE: NTS
3
ROOFTOP
PROPOSED UNDER PLATFORM MOUNTED
2 1/2 "0 RIGID DC POWER CONDUIT (1) TO
EACH BATTERY CABINET
PROPOSED BURIED 1" fa RIGID AC
POWER CONDUIT FROM UTILITY
H -FRAME TO BATTERY CABINET (1)
TO EACH BATTERY CABINET
(E) ELECTRICAL SERVICE
PANEL / DISCONNECT
(E) TELCO NIU
(E) XFMR
1 1 . ., I
PROPOSED
ARGUS
TE40
BATTERY
CABINET
(E) ARGUS
TE21
POWER
CABINET
1 ft I
-' i i
•
.�
i ��►
I BA
PROPOSED
ARGUS
TE40
BATTERY
CABINET
1
w1_ 1
(E) UMTS
CABINET
(E) FLEX CONDUIT, TYP
FUTURE
TE43
CABINET
I I
1
L___J
1
Li
(E) NOKIA
CABINET
1
(E) NOKIA
CABINET
1
(E) NOKIA
CABINET
1
(E) POWER & TELCO
SERVICE
PROPOSED FLEX CONDUIT, TYP
(E) EQUIPMENT PLATFORM
,y
9a9tig�T
*Q04451440
4�ECEIV
APR 051012
PERMIT CENTER
at&t
Your world. Delivered.
— PROJECT CONSULTANTS:
41:4 Goodman Networks
_ PLANS PREPARED BY:
� COFRNEFt3VONE
ENGINEERING, INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425.487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone - engr.com
WWW.CORNERSTONE- ENGR.COM
PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
ISSUED FOR:
_REV:: DATE:
CONSTRUCTION
ISSUED FOR:
Y:
—DRAWN BY: —
CURRENT ISSUE DATE:
_ LICENSURE:
CHK.:
APV.:
1
AJB
I
TVL
I MWO
I
`EI JOB NUMBER: ETC 11 -69335
A
11 -30 -11
CONSTRUCTION
AJB
e
11 -16 -11
CLIENT REVIEW
AJB
—DRAWN BY: —
CURRENT ISSUE DATE:
_ LICENSURE:
CHK.:
APV.:
1
AJB
I
TVL
I MWO
I
04 -03 -12
—DRAWING INFORMATION:
DRAWING TITLE.
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
ELECTRICAL SCHEMATIC
ELECTRICAL SPECIFICATIONS
22x34 SCALE: NTS 111x17 SCALE: NTS
2
POWER RISER SCHEMATIC
22x34 SCALE: NTS
111x17 SCALE: NTS
1
DRAWING NUMBER:
1)- 117
0
`EI JOB NUMBER: ETC 11 -69335
1)- 117
I I I I I I I I I I
(E) NOKIA
CABINET
(E) NOKIA
CABINET
PROPOSED
ARGUS
TE40
(E) NOKIA
CABINET
in
f
E 11 El
II__■:■MM __I__■MMIMMIWi■WMWMIMMItiv_■■__I_.I
NEItl
i y Iii { . mill::::::: 11!
ri us um
llim ; _ Ens ■■iii:_ ,�Il
FM MI 11-- 111
(E)
TE21
POWER
CABINE7
i
7 PROPOSED
ARGUS
TE40
NOTE:
ALL GROUNDING WIRE RUNS AND
CONNECTIONS, BOTH ABOVE AND
BELOW GRADE, SHALL BE LOCATED
INSIDE OF THE LEASE AREA LINE.
GROUNDING KEYED NOTES
(E) GROUND BUSS BAR, TYP.
(E) MAIN GROUND CONNECTION POINT. (V.I.F.)
(E) GROUND LEAD. FIELD VERIFY & TIE INTO EXISTING BUILDING
GROUNDING SYSTEM
PROPOSED #2 STRANDED GREEN INSULATED GROUNDING WIRE, TYP.
(E) #2 STRANDED GREEN INSULATED COPPER GROUND LEAD, TYP. (V.I.F.)
PROPOSED GROUND BUSS BAR. SEE 9/E -3
PROPOSED GROUND LEAD. TIE INTO EXISTING BUILDING GROUNDING
SYSTEM
CABINET GROUND WIRE STUDS, SEE DETAIL 1/E -3
PROPOSED INTERNAL GROUND BAR. (INSTALLED BY EQUIPMENT
MANUFACTURER)
PROPOSED FLEX CONDUIT STRAIGHT CONNECTOR FOR GROUNDING
CONNECTION TO INTERNAL GROUND BAR.
GROUNDING NOTES
1. ALL DETAILS ARE SHOWN IN GENERAL TERMS. ACTUAL INSTALLATION AND
CONSTRUCTION MAY VARY DUE TO SITE SPECIFIC CONDITIONS.
N
2. GROUND ALL ANTENNA BASES, FRAMES, CABLE RUNS, AND O THER METALLIC
COMPONENTS USING GROUND WIRES AND CONNECT TO SURFACE MOUNTED
BUS BARS. FOLLOW ANTENNA AND BTS MANUFACTURERS PRACTICES FOR
GROUNDING REQUIREMENTS. GROUND COAX SHIELD AT BOTH ENDS AND EXIT
FROM TOWER OR PO LE
FR' PRACTICES.
USING MFR'S U
3. ALL GROUND CONNECTIONS SHALL BE CADWELD. ALL WIRES SHALL BE
COPPER THHN /THWN. ALL GROUND WIRE SHALL BE GREEN INSULATED WIRE
ABOVE GROUND.
4. CONTRACTOR TO VERIFY AND TEST GROUND TO SOURCE. GROUNDING AND
OTHER OPERATIONAL TESTING WILL BE WITNESSED BY AT &T WIRELESS, LLC.
REPRESENTATIVE.
5. REFER TO DIVISION 16 GENERAL ELECTRIC; GENERAL ELECTRICAL PROVISION
AND COMPLY WITH ALL REQUIREMENTS OF GROUNDING STANDARDS.
6. ELECTRICAL CONTRACTOR TO PROVIDE DETAILED DESIGN OF GROUNDING
SYSTEM, AND RECEIVE APPROVAL OF DESIGN BY AUTHORIZED AT &T
WIRELESS, LLC. REPRESENTATIVE, PRIOR TO INSTALLATION OF GROUNDING
SYSTEM. PHOTO DOCUMENT ALL CADWELDS AND GROUND RING
7. NOTIFY CONSTRUCTION MANAGER IF THERE ARE ANY DIFFICULTIES
INSTALLING GROUNDING SYSTEM DUE TO SITE SOIL CONDITIONS.
LEGEND
GROUNDING ROD NOTES
SYMBOL DESCRIPTION
GROUND INSPECTION WELL
COPPER GROUND ROD
COMPRESSION LUG
CADWELD CONNECTION
SIDE SPLICE CADWELD
FIELD VERIFY & TIE INTO EXISTING GROUNDING SYSTEM
SCHEMATIC GROUNDING PLAN
22x34 SCALE: 1/2" = 1' -0"
111x17 SCALE: 1/4" = 1' -0"
1
ELECTRICAL CONTRACTOR SHALL ORDER GROUND RESISTANCE TESTING ONCE
THE GROUND SYSTEM HAS BEEN INSTALLED; A QUALIFIED INDIVIDUAL, UTILIZING
THE FALL OF POTENTIAL METHOD, SHOULD PERFORM THE TEST. THE REPORT
WILL SHOW THE LOCATION OF THE TEST AND CONTAIN NO LESS THAN 9 TEST
POINTS ALONG THE TESTING LINE, GRAPHED OUT TO SHOW THE PLATEAU.
2 POINT GROUND TEST OR 3 POINT 62% TESTS WILL NOT BE ACCEPTED AS
ALTERNATIVES TO THE AFORE MENTIONED GROUND TESTS. TEST SHALL BE
PERFORMED WHILE THE COUNTERPOISE IS ISOLATED FROM THE *ankle
GRIDS AND EXISTING COMMUNICATIONS FACILITY. PERMIT AND
APPROVAL
REQUIRED
RECEIVED
APR 05 2012
PERMIT CENTER
PROJECT CONSULTANTS:
ti) Goodman Networks
PLANS PREPARED BY:
__E CORNERS-TONE
ENGINEERING, INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425.487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone - engr.com
WWW.CORNERSTONE- ENGR.COM
PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
- ISSUED FOR:
-REV: =DATE:
CONSTRUCTION
ISSUED FOR:
rJ
-DRAWN BY:
CURRENT ISSUE DATE:
_ LICENSURE:
CHK..
APV.:
AJB
I
TVL
1
MWO
CEI JOB NUMBER: ETC 11 -69335
e A
11 -30 -11
CONSTRUCTION
AJB
A A
11 -16 -11
CLIENT REVIEW
AJB
-DRAWN BY:
CURRENT ISSUE DATE:
_ LICENSURE:
CHK..
APV.:
AJB
I
TVL
1
MWO
04 -03 -12
= DRAWING INFORMATION:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
= DRAWING TITLE:
SCHEMATIC GROUNDING PLAN
.=DRAWING NUMBER:
b t 7
CEI JOB NUMBER: ETC 11 -69335
b t 7
— PROJECT CONSULTANTS:
— PLANS PREPARED BY:
4:11 GoodmanNetworks
jCOPNEFI51rONE
ENGINEERING. INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425,487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone - engr.com
WWW.CORNERSTONE- ENGR.COM
=PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
E. ISSUED FOR:
_REV: =DATE:
CONSTRUCTION
ISSUED FOR:
.J
MASTER GROUND BAR
FACTORY INSTALLED IN THE
LOWER LEFT COMPARTMENT
I TVL
oo
,_
�
/
��
#2 GROUND LEAD CONNECTED
TO GROUND BAR WITH 2 -HOLE
COMPRESSION LUGS
ARGUS TE40 OR TE41 EQUIPMENT
CABINET ENCLOSURE
FACTORY INSTALLED EXTERNAL
GROUND WIRE STUDS TO
CONNECT GROUND LEAD AT
THE BASE OF ENCLOSURE (TYP
FRONT & BACK OF ENCLOSURE)
CONTRACTOR TO PROTECT
ALL EXPOSED SOLID BARE
TINNED COPPER GROUND
WIRE W/ 3/4 "0 FLEX CONDUIT
STRAIGHT CONNECTOR FOR
WATERTIGHT SEAL TYP.
KNOCKOUT LOCATION TO
SUIT SITE CONDITIONS
GROUND BAR ATTACHMENT:
NOTE:
A
o o
0 o
0 o
a o
0 i r:
CONCRETE SUBSTRATE: (4) 3/8 "0 HILTI TZ EXPANSION ANCHORS WITH 2" MINIMUM EMBEDMENT.
WOOD FRAMED SUBSTRATE: (4) 3/8 "0 LAG SCREWS WITH 2" MINIMUM EMBEDMENT (ADD BLOCKING IF NECESSARY.
COAT ALL MECHANICAL
CONNECTIONS W/ "NO -LUX"
OR APPROVED EQUAL
WITHIN THE ENCLOSURE
GROUND LEAD CONNECTED
TO FACTORY INSTALLED
GROUND WIRE STUDS WITH
2 -HOLE COMPRESSION LUGS
(OPTIONAL @ FRONT OR
BACK BASE OF EQUIPMENT
CABINET ENCLOSURE)
SOLID CMU WALL: (4) 3/8 "0 HILTI TZ EXPANSION
HOLLOW CMU WALL: (4) 3/8 "0 HILTI HIT HY -20 WITH
CLEAR HEAT SHRINK ON
COMPRESSION LUGS
ANCHORS WITH 2" MINIMUM EMBEDMENT.
HIT -A STANDARD RODS. (3 3/8" EMBEDMENT)
COAXIAL GROUND KITS W/ LONG BARREL COMPRESSION
W TYPE G INSTALL BY
ANTENNA , ATTACH
CONTRACTOR (CADWELD TO
CLIENT REVIEW
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PROVIDE ELECTRICAL
ISOLATORS @
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4"x 24"x 1/4" THK COPPER
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GROUND BAR. INSTALLED
CONNECTION (TYP)
GROUND LEADS ROUTED TO EITHER
GROUND BUSS BAR ( #2 STRANDED
GREEN INSULATED COPPER) OR GROUND
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BY GENERAL CONTRACTOR
FIELD VERIFY
//
#2 SOLID BARE TINNED COPPER
RING ( #2 SOLID BARE TINNED COPPER)
WIRE CADWELD (TYPE -GL)
ARGUS CABINET GROUNDING SCHEMATIC
1 1
GROUND BAR
9
22x34 SCALE: NTS
111x17 SCALE: NTS
22x34 SCALE: NTS
111x17 SCALE: NTS
HYLUG CONNECTOR INSTALLATION
INSTRUCTIONS:
GROUND BAR ATTACHMENT:
(E) POWER SOURCE
CONTRACTOR TO MAKE ALL NECESSARY
ARRANGEMENTS AND PROVIDE ALL
REQUIRED LABOR AND MATERIALS TO
OBTAIN A 200 AMP, 120/240, 10 3W SERVICE
FROM EXISTING UTILITY PROVIDER.
CONCRETE SUBSTRATE: (4) 3/8 "0 HILTI TZ EXPANSION ANCHORS
WITH 2" MINIMUM EMBEDMENT.
WOOD FRAMED SUBSTRATE: (4) 3/8 "0 LAG SCREWS WITH 2" MINIMUM
EMBEDMENT (ADD BLOCKING IF
NECESSARY.
SOLID CMU WALL: (4) 3/8 "0 HILTI TZ EXPANSION ANCHORS
WITH 2" MINIMUM EMBEDMENT.
HOLLOW CMU WALL: (4) 3/8 "0 HILTI HIT HY -20 WITH HIT -A
(3 EMBEDMENT)
STANDARD RODS. 3 3/8" EMBEDMENT
RECEIVED
APR 052012
PERMITCENTER
1. SELECT PROPER HYLUG FOR THE WIRE SIZE USED.
2. STRIP CABLE OF INSULATION TO A LENGTH EQUAL TO THE BARREL OF THE
CONNECTOR.
3. INSERT CABLE FULLY INTO CONNECTOR.
4. APPLY THE PROPER NUMBER OF CRIMPS AS SHOWN BY NUMBER OF
COLORED BANDS.
5. CRIMP FROM TONGUE END OF CONNECTOR TOWARD CABLES FOR
TERMINALS AND CENTER SPLICE TOWARD CABLE FOR BUTT SPLICES
REQUIRING MORE THAN ONE CRIMP PER END.
HYLUG TYPE YGA CONNECTOR IS PREFILLED WITH PENETROX COMPOUND AND
STRIP SEALED.
BURNDY HYDRAULIC DIE SET #U1CRT- 1 /U11T.
#2 TW GREEN SERVICE
ENTRANCE GROUND IN
"0
(E) 200 AMP, 240V 10, 3W
METER SUBBASE
3/4 CONDUIT
TO (E) GROUND
SYSTEM
#2 TW GREEN SERVICE
ENTRANCE GROUND IN
"0
200A
(E) 200 AMP, 240V 10, 2 P SERVICE
ENTRANCE RATED FUSED DISCONNECT
W/ 2-200 AMP TYPE
CAPACITY (HRC) FUSES RUPTURING
3/4 CONDUIT
TO (E) GROUND
200AF
GROUND BAR ATTACHMENT
5
GROUND CRIMPING GUIDELINES
8
SYSTEM
22x34 SCALE: NTS
1 11x17 SCALE: NTS
22x34 SCALE: NTS 111x17
SCALE: NTS
(2) 3/8 "0 SS HEXNUT
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,��i Illilllliilllllllllllllllll ��
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(E) 200 AMP, 240V 10, 3W
SERVICE PANEL W/ 200 AMP MAIN
EQUIPMENT CHASSIS /
GROUNDING BUSS BAR /
( #2) TWO HOLE
COMPRESSION LUG
�_ !
CABLE RACEWAY
NO -LUX
ANTI- OXIDIZING
COMPOUND
3/8"0 STAR
WASHER
GROUND WIRE STUD
,
(TYP OF 2 @ FRONT
- AND BACK F CABINET)
•.•
TYPE GR �
Si 1: TYPE GL LUG
��
#2 TW GREEN SERVICE
ENTRANCE GROUND IN
"0
•
200, 2P
•
BREAKER AND DISCONNECT
CLEAR HEAT SHRINK ON
I COMPRESSION LUGS
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TYPE
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PT
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SS
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•:
•GROUND
TYPE VS
I r1 #2 STRANDED GREEN
INSULATED COPPER
GROUND LEAD TO BUSS BAR
OR #2 SOLID BARE TINNED
3/4 CONDUIT
200, 2P
1 PER RECTIFIER IN ARGUS
TO (E) GROUND
POWER CABINET
PLAN COPPER TO GROUND RING
I
SYSTEM
30, 2P
HVAC IN ARGUS BATTERY
TYPE GT TYPE
I
CABINET
NOTE:
_'-
�
20, 1P
LEADS ATTACHED TO EQUIPMENT CABINET AT
GROUND WIRE STUDS LOCATED AT THE FRONT AND BACK OF
CABINET BASE. FOR GROUNDING CONNECTIONS TO NO sitig
CABINETS CHASSIS, GRIND OFF ALL ENAMEL COATINGS �+�
:w y
METAL AT LUG CONTACT AREA PRIOR TO MAKING BOLTE,' ,; D \1A
CONNECTION. APPLY NO -LUX TO ALL EXPOSED BARE ME ,0‘
NOTE:
ABOVE ARE EXAMPLES - CONSULT
SPECIFIC TYPES OF CADWELDS
CADWELD TYPES 11 SHOWN
WITH PROJECT MANAGER FOR
TO BE USED FOR THIS PROJECT.
CADWELD DETAILS
4
ONE -LINE DIAGRAM
2
CABINET GROUNDING
22x34 SCALE: NTS
111x17 SCALE: NTS
22x34 SCALE: 6" = 1' -0"
111x17 SCALE: 3" = 1' -0"
22x34 SCALE: NTS
111x17 SCALE: NTS
_ ,..st
— PROJECT CONSULTANTS:
— PLANS PREPARED BY:
4:11 GoodmanNetworks
jCOPNEFI51rONE
ENGINEERING. INC.
16928 WOODINVILLE - REDMOND RD NE, SUITE 210
WOODINVILLE, WA 98072
PHONE: 425,487.1732 FAX: 425.487.1734
EMAIL: cei @cornerstone - engr.com
WWW.CORNERSTONE- ENGR.COM
=PROJECT INFO:
WA094
TUKWILA
16500 SOUTHCENTER PARKWAY
TUKWILA, WA 98188
KING COUNTY
E. ISSUED FOR:
_REV: =DATE:
CONSTRUCTION
ISSUED FOR:
.J
—DRAWN BY:
CURRENT ISSUE DATE:
_ LICENSURE:
CHK.:
APV
AJB
0
I TVL
I MWO
-3
AEI JOB NUMBER: ETC 11 -69335
A
1
11 -30 -11
CONSTRUCTION
AJB
it
11 -16 -11
CLIENT REVIEW
AJB
—DRAWN BY:
CURRENT ISSUE DATE:
_ LICENSURE:
CHK.:
APV
AJB
0
I TVL
I MWO
04 -03 -12
— DRAWING INFORMATION:
DRAWING TITLE:
DO NOT SCALE DRAWINGS. CONTRACTOR MUST VERIFY
ALL DIMENSIONS AND ADVISE CONSULTANTS OF ANY
ERRORS AND OMISSIONS. ALL PREVIOUS ISSUES OF THIS
DRAWING ARE SUPERSEDED BY THE LATEST REVISION.
THE INFORMATION CONTAINED IN THIS SET OF DOCUMENTS
IS PROPRIETARY BY NATURE. ANY USE OR DISCLOSURE
OTHER THAN WHICH IS RELATED TO NAMED CLIENT IS
STRICTLY PROHIBITED.
ELECTRICAL &
GROUNDING DETAILS
DRAWING NUMBER:
Dig J17
0
-3
AEI JOB NUMBER: ETC 11 -69335
Dig J17