HomeMy WebLinkAboutPermit D12-169 - TOTAL WINE - STORAGE RACKSTOTAL WINE
300 ANDOVER PK W
D12 -169
City 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
Parcel No.: 2623049001
Address: 300 ANDOVER PK W TUKW
Suite No:
Project Name: TOTAL WINE
DEVELOPMENT PERMIT
Permit Number: D12 -169
Issue Date: 06/26/2012
Permit Expires On: 12/23/2012
Owner:
Name: SEGALE PROPERTIES LLC
Address: PO BOX 88028 , TUKWILA WA 98138
Contact Person:
Name: STEVE NELSON
Address: PO BOX 88028 , TUKWILA WA 98138
Contractor:
Name: SEGALE PROPERTIES LLC
Address: PO BOX 88028 , TUKWILA WA 98138
Contractor License No: SEGALPL902CQ
Lender:
Name:
Address:
Phone: 206 575 -2000
Phone: 206 - 575 -2000
Expiration Date: 04/01/2014
DESCRIPTION OF WORK:
ALL RACKING ON SALES FLOOR AND STORAGE ROOM
Value of Construction: $0.00 Fees Collected: $3,794.39
Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009
Type of Construction: IIB Occupancy per IBC: 0019
Electrical Service Provided by: PUGET SOUND ENERGY
* *continued on next page **
doc: IBC -7/10
D12 -169 Printed: 06 -26 -2012
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone:
Hauling: N Start Time: End Time:
Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y.
Landscape Irrigation:
Moving Oversize Load: Start Time: End Time:
Sanitary Side Sewer:
Sewer Main Extension: Private: Public:
Storm Drainage:
Street Use: Profit: N Non - Profit: N
Water Main Extension: Private: Public:
Water Meter: N
Permit Center Authorized Signature: _ ■ ' 1'. Date:
I hereby certify that I have read and -ned this permit and know the same to be true and correct. All provisions of law and ordinances
governing this work will be complie whether specified herein or not.
The granting of this permit does not p Zit' e to give authority to violate or cancel the provisions of any other state or local laws regulating
construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached
to this permi
Signature: � Date: '726/0411
Print Name: 6.604 Js
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: ** *BUILDING DEPARTMENT CONDITIONS * **
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to
start of any construction. These documents shall be maintained and made available until final inspection approval is
granted.
4: When special inspection is required, either the owner or the registered design professional in responsible charge,
shall employ a special inspection agency and notify the Building Official of the appointment prior to the first
building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner.
5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections
shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special
inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection
approval.
doc: IBC -7/10
D12 -169 Printed: 06 -26 -2012
6: All construction shall be done in conform with the approved plans and the require n of the International
Building Code or International Residential e, International Mechanical Code, Washington State Energy Code.
7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or art approval of,
any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits
presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila
shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the
Building Official from requiring the correction of errors in the construction documents and other data.
8: ** *FIRE DEPARTMENT CONDITIONS * **
9: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the
following concerns:
10: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is
calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A,
20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1)
11: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or
brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation
instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so
that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross
weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the
floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4
inches (102 mm). (IFC 906.7 and IFC 906.9)
12: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot
be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6)
13: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available
for use. These locations shall be along normal paths of travel, unless the fire code official determines that the
hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5)
14: Maintain fire extinguisher coverage throughout.
15: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress
travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress
travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access
corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the
nearest visible exit sign. (IFC 1011.1)
16: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with
the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having
a width not less than 2 inches (51 mm) wide except the letter "I ", and the minimum spacing between letters shall not be
less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire
Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high
contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not
energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction
cannot be readily changed. (IFC 1011.5.1)
17: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90
minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system
provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3)
18: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10)
19: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1
foot - candle (11 lux) and a minimum at any point of 0.1 foot - candle (1 lux) measured along the path of egress at floor
level. Illumination levels shall be permitted to decline to 0.6 foot - candle (6 lux) average and a minimum at any point
of 0.06 foot - candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to- minimum illumination
uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1006.4)
20: Clearance between ignition sources, such as light fixtures, heaters and flame- producing devices, and combustible
materials shall be maintained in an approved manner. (IFC 305.1)
21: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18
inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1)
doc: IBC -7/10
D12 -169 Printed: 06 -26 -2012
22: Flue spaces shall be provided in accoripe with International Fire Code Table 2308.3 ired flue spaces shall be
maintained.
23: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require
relocation and /or addition of audible /visual notification devices. (City Ordinance #2328)
24: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire
Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2328) (IFC
104.2)
25: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and
#2328)
26: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of
such condition or violation.
27: 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 -169 Printed: 06 -26 -2012
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. ._
Project No. t — Olt
Date Application Accepted.
Date Application Expires: in
(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: 300 Andover Park West
Tenant Name: Total Wine
King Co Assessor's Tax No.:
Suite Number: 500 Floor: 1
New Tenant: m Yes ❑ .. No
262304 -9001
PROPERTY OWNER
Name: Steve Nelson
Name: Seglae Properties LLC
City: Tukwila State: WA Zip: 98138
Address: PO Box 88028
Email: snelson @segaleproperties.com
City: Tukwila State: WA
Zip: 98138
CONTACT PERSON — person receiving all project
communication
Name: Steve Nelson
Address: PO Box 88028
City: Tukwila State: WA Zip: 98138
Phone: (206) 575 -2000 Fax: (206) 575 -1662
Email: snelson @segaleproperties.com
GENERAL CONTRACTOR INFORMATION
Company Name: Segale Properties LLC
Address: PO Box 88028
City: Tukwila State: WA Zip: 98138
Phone: (206) 575 -2000 Fax: (206) 575 -1662
Contr Reg No.: SEGALPL902CQ Exp Date: 04/01/2014
Tukwila Business License No.: BUS- 101320
H:Wpplications\Forms- Applications On Line \201 I Applications\Permit Application Revised - 8- 9- 11.docx
Revised: August 2011
bh
ARCHITECT OF RECORD,
Name: Self funded
Company Name: BRR Architecture
City: State: Zip:
Architect Name: James Hailey
Address: 6700 Antioch Plaza, Suite 300
City: Merriam State: KS
Zip: 66204
Phone: (913) 236 -9095 Fax:
477 -4009
Email:
ENGINEER OF RECORD
Name: Self funded
Company Name: Wright Engineers
City: State: Zip:
Engineer Name:
Address: 2 Venture, Suite 200
City: Irvine State: CA
Zip: 92618
Phone: (949) 477 -4001 Fax: (949)
477 -4009
Email:
LENDER/BOND ISSUED (required for''projects $5,000 or
greater per RCW 19.27.095)
Name: Self funded
Address:
City: State: Zip:
Page 1 of 4
BUILDING PERMIT INFORMATIBIP— 206- 431 -3670
Valuation of Project (contractor's bid price): $ 200,000
Describe the scope of work (please provide detailed information):
Install racking on sales floor and storage room.
Existing Building Valuation: $ 10,623,500
Will there be new rack storage? m Yes D.. No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No If `yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
® Sprinklers m Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials m 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:Wpplications\For ms- Applications On Line \2011 Applications'Permit Application Revised - 8.9- 11.docx
Revised: August 2011
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Page 2 of 4
Existing
Interior Remodel
Addition to
Existing
Structure
New •
Type of
Construction per
IBC
Type of
Occupancy per
IBC
In Floor
111,851
28,272
0
II -B
M
2"d Floor
3rd Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No If `yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
® Sprinklers m Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials m 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:Wpplications\For ms- Applications On Line \2011 Applications'Permit Application Revised - 8.9- 11.docx
Revised: August 2011
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Page 2 of 4
M
;PERMIT.- APPLICATION NOTES' -4-
•
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).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING R OR AUTHO�� /�
Signature: Date: 05/21/2012
Print Name: Steven R. Nelson
Mailing Address: PO Box 88028
H:WpplicauonstForms- Applications On Lme\2011 Applications\Permit Application Revised - 8- 9- 11.docx
Revised: August 2011
bh
Day Telephone: (206) 575 -2000
Tukwila WA 98138
City State 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.ov
Parcel No.: 2623049001
Address: 300 ANDOVER PK W TUKW
Suite No:
Applicant: TOTAL WINE
RECEIPT
Permit Number: D12 -169
Status: PENDING
Applied Date: 05/22/2012
Issue Date:
Receipt No.: R12 -01642
Initials:
User ID:
Payee:
JEM
1165
Payment Amount: $3,794.39
Payment Date: 05/22/2012 10:17 AM
Balance: $0.00
SEGALE PROPERTIES LLC
TRANSACTION LIST:
Type Method Descriptio Amount
Payment Check 2118 3,794.39
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: $3,794.39
2,296.90
1,492.99
4.50
doc: Receipt-06 Printed: 05 -22 -2012
INSPECTION RECORD
Retain a copy with permit
f INSPECTION NO.. PERMIT NO.
CITY OF' TUKWILA BUILDING DIVISION /1-
6300 Southc`enter Blvd :, #100, Tukwila. WA 98188 (206) 431 -3670
D12 -- i C.,9
Permit Inspection Request Line (206) 431 -2451
Proj ct:
LE ✓D-
Type of Inspection:
t- ►► L....14
C'A
Address:
Date Called:
- IV.D piCJO4
Special Instructions:
Date Wanted:.
a.m.
Requester:
Phone No:
WO Approved: per applicable codes.
D Corrections required prior to approval.
COMMENTS:. -"
• AAte, NJ
- IV.D piCJO4
VY\P f' J°
-1 Lt-5 L4 >NJ NDP�hZ
SSE 1-`r1A, 1 L -H L/ r Ro n/N.
v
Date:
iPECTION FEE REQUIRED! Prior to ne1kt inspection. fee must be
t 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NUMBER j PERMIT NUMBERS
CI T4 OF TUKWILA FIRE DEPARTMENT
444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407
Project: 7 -#-4 I w,. c
Type of Inspection:
ir:>e J'-,,o./ Aftcr<
Address: "3 O o A'
Suite #: Coo
Contact Person:
.ST'r.f.pc.
Special Instructions:
Phone No.: _
. o s C - 7S- 2-•'6
Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
Sprinklers:
Date:
Fire Alarm:
Hood & Duct:
t
Monitor:
Pre -Fire:
,
,U 44 4./Z A.:,4,./ Caw0/04. f.-0A-
Occupancy Type:
_..•_ ___
1
•
9 ,
}
a7
Needs Shift Inspection:
Sprinklers:
Date:
Fire Alarm:
Hood & Duct:
t
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
Inspector:
"7)9;3
Date:
kiz_7 /j z
Hrs.:
$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn:
Company Name:
Address:
City:
State:
Zip:
Word /Inspection Record Form.Doc
T.F.D. Form F.P. 113
Construction
Testing Laboratories, Inc,
400 Valley Avenue NE
Suite 102
Puyallup, WA 98372
253- 383 -8778
fax 253-770-8232
www.ctlwa.com
August 24, 2012
Segale Properties, LLC
PO Box 88028
Tukwila, WA 98318
ATTN: Steve Nelson
REF: Final Inspection Report for 4571
PROJECT NAME SUITE 500 SEGALE
4BROJECT ADDRESS 300 Andover, Park West, Tukwila
''BUILDING PERMIT # IW
Dear Mr. Nelson:
CTL, Inc. provided special inspection and testing services for the above referenced
project. We specifically provided special inspection and testing services of the structural
masonry, epoxied rebar, epoxied bolts, expansion bolts and total line racking.
The specific work for which we provided special inspection for was, to the best of my
knowledge, in accordance with the approved project plans, applicable codes and the
approved engineer of record revisions.
If you have any questions regarding this final report, or if we may be of further service,
please feel free to call or email.
Sincerely Yours,
LOI6
Dennis M. Smit
Operations Manager
DMS /cas
cc: Mailing List
cathyatrr tlwa.com
*sus 00
STRUCTURAL
CALCULATIONS
PROJECT: TOTAL WINE - RACKING
300 ANDOVER PARK WEST
TUKWILA, WA
PROJECT No: SC120321
CLIENT: BRR ARCHITECTURE
DATE: May 8, 2012
SHEET INDEX
RIGHT
BASIS FOR DESIGN
DESIGN LOADS
RACKING ANALYSIS
REVIEWED FOR
CODE COMPLIANCE
APPR,'VED
JUN 2 2 2012
City of Tukwila
BUILDING DIVISION
These calculations are the sole property of WRIGHT ENGINEERS and may not be reproduced In
whole or part without written permission. Calculations are valid only for the above named
project and location and are not valid unless englneer's original wet signed seal is affixed.
1
2
R1
engineers
Irvine
2 Venture, Suite 200
Irvine, CA 92618
(p) 949.477.4001
(q 949.477.4009
wrightengineers.com
Las Vegas
742.5 Peak Drive
Las Vegas, NV 89128
(p) 702.933.7000
(f) 702.933.7001
Phoenix
3115 S. Price Road
Chandler, AZ 85248
(p) 480.483.6111
(I) 480.483.6112
Salt Lake
9176 5.300W.
Suite 12
Sandy, UT 84070
(p) 801.352.2001
(f) 801.352.2006
GNSiFga
MAY 2 2 2012
PERMIT CENTER
MAX 082012
1.1 BUILDING CODE:
1.2 ROOF LIVE LOAD:
1.3 FLOOR LIVE LOAD:
1.4 WIND LOAD:
1.5 SEISMIC LOAD:
1.6 SNOW LOAD:
2.1 FOUNDATION:
3.1 CONCRETE:
4.1 MASONRY:
5.1 REINFORCING STEEL:
BASIS FOR DESIGN
RIGHT
one source
INTERNATIONAL BUILDING CODE 2009
20 PSF (REDUCIBLE)
75 PSF TYP. FLOOR
REFER TO "DESIGN WIND LOADS" SHEET
REFER TO "DESIGN SEISMIC LOADS" SHEET
20 PSF
DESIGNED PER RECOMMENDATIONS BY IBC CHAPTER 18.; ALL FOOTINGS SHALL EXTEND A
MINIMUM OF 24 INCHES BELOW PAD GRADE. ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRESSURE =
1500 PSF.
ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 PCF USING HARDROCK AGGREGATES.
MINIMUM 28 -DAY COMPRESSIVE STRENGTH, fc, USED FOR DESIGN = 2500 PSI.
HOLLOW, MEDIUM WEIGHT (115 PCF), LOAD - BEARING CONCRETE MASONRY UNITS CONFORMING
TO ASTM C90. ALL BLOCKS SHALL BE PLACED IN RUNNING BOND CONSTRUCTION U.N.O. WITH ALL
VERTICAL CELLS IN ALIGNMENT. COMPRESSIVE MASONRY STRENGTH, fm, SHALL BE 1500 PSI,
REBAR SHALL CONFORM TO ASTM A615 OR ASTM A706 (A706 REQ'D. FOR ALL REINFORCING TO BE
WELDED) AND SHALL BE GRADE 60 (fy = 60 KSI) DEFORMED BARS U.N.O. REINFORCING IN SLABS
ON GRADE MAY BE GRADE 40 (fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER U.N.O.
ON PLANS OR DETAILS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PRESTRESSING
STEEL SHALL CONFORM TO ASTM A416, GRADE 270, SEVEN -WIRE LOW RELAXATION STRAND WITH
A GUARANTEED ULTIMATE TENSILE STRENGTH OF 41.3 KIPS. NOMINAL DIAMETER SHALL BE 1/2
INCH AND NOMINAL AREA SHALL BE 0.153 SQ. INCHES.
6.1 STRUCTURAL STEEL: STANDARD AND YIELD STRENGTH SHALL BE AS FOLLOWS U.N.O.:
SHAPE: STANDARD: Fy:
ROLLED WIDE FLANGE SECTIONS ASTM A992 50 KSI
OTHER STANDARD STEEL SHAPES
AND ROLLED SECTIONS ASTM A36
BARS AND PLATES ASTM A36
PIPES ASTM A501
OR ASTM A53 TYPE E OR S, GRADE B
ASTM A500, GRADE B
ASTM A500, GRADE B
ASTM A325X
ASTM A563
ASTM F436
ASTM F1554, GRADE 36
OR GRADE 55 WHERE NOTED
(GRADE
DD ABILITY SUPPLEMENTT SP WITH
) COMPLY
E -70 SERIES
6.2 STEEL JOISTS:
6.3 STEEL DECK:
HOLLOW STRUCT. SECTIONS (RECT.)
HOLLOW STRUCT. SECTIONS (ROUND)
BOLTS (EXCEPT IN WOOD CONNECTIONS)
NUTS
WASHERS
ANCHOR RODS
WELDS
THREADED ROD, EPDXY BOLTS, STUDS
AND BOLTS IN WOOD CONNECTIONS ASTM A307 --
PREFAB. STEEL JOISTS AND GIRDERS DESIGNED BY MFR. PER SJI STANDARD SPECIFICATIONS.
ROOF AND COMPOSITE FLOOR DECK SHALL BE BY VERCO, ASC, OR APPROVED EQUAL. DECK
WELDING SHALL USE E60 OR E70 SERIES ELECTRODES.
7.1 COLD- FORMED STEEL:JOISTS, STUDS, PROPERTIES AS LITRACK, ETC., SHALL HAVE STEEL THICKNESS AND EFFECTIVE SECTION ED IN THE METAL STUD MFR.'S ASSOCIATION MANUAL (ICC ER- 4943). 12, 14
AND 16 GAGE STUDS AND JOISTS SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI. THINNER
GAGE STUDS AND JOISTS, ALL GAGES OF TRACK, ALL DIAGONAL TENSION STRAPS OR BRACES,
AND BRIDGING SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI U.N.O.
36 KSI
36 KSI
36 KSI
35 KSI
46 KSI
42 KSI
36 KSI
55 KSI
T Iota/ Wine Basis.doc
Copyright WRIGHT ENGINEERS
PROJECT:
TOTAL WINE
v20071112
SHEET:
1
TA
METAL DECK ROOF:
CONCRETE OFFICE FLOOR:
DESIGN DEAD LOADS
3 PLY ROOFING 2.2
518" GYPBOARD 2.8
2" RIGID INSULATION 3.0
1 112" B DECK 2.2
STEEL JOIST AT 6' +. O.C. 1.5
SPRAY -ON FIREPROOFING 1.0
SPRINKLERS 1.5
SUSPENDED CEILING 2.0
MECH 8 MISC 1.8
DL (PSF) : 18.0
FLOOR COVERING 1.5
2" CONC. 011 1/2" STEEL DECK 23.2
SPRINKLERS 1.5
SUSPENDED CEILING 1.5
MECH 8 MISC 2.8
STEEL JOISTS AT 8-0" O.C. 4.0
DL (PsF) : 35 (TO JOISTS)
STEEL BEAMS AT 32' O.C. 3.0
DL(PSF): 38 (TO BEAMS)
PARITION LOAD FOR SEISMIC BASE SHEAR ADD (PSF DL): 10.0
MASONRY WALLS :
Total Wine Loads.xls COMMERCIAL
8" CMU SOLID GROUTED AT 48" O.C.
8" CMU SOLID GROUTED AT 4O O.C.
8" CMU SOLID GROUTED AT 32" O.C.
8" CMU SOLID GROUTED AT 24" O.C.
8" CMU SOLID GROUTED AT 16" O.C.
8" CMU SOLID GROUTED
51.0
53.0
55.0
58.0
63.0
78.0
Copyright WRIGHT ENGINEERS
PROJECT:
TOTAL WINE
Na: SC120115
one source
UPDATE 02 -12 -03
SHEET:
2
DESIGN SEISMIC LOADS
ASCE 7 -05 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE
SITE CLASS : D
R: 4.0
Ct : 0.02
x : 0.75
T (sEC): 0.2
TL(sEC): 8.0
LEVEL WEIGHT (K) ELEV. (FT)
ROOF 150.0 20.0
OCCUPANCY CAT : II
IE: 1.00
Ss : 1.420
S1 : 0.486
Fa : 1.000
Fv: 1.514
RIGHT
SITE SPECIFIC
Sos : 0.947
Sol : 0.491
SEISMIC DESIGN CAT : D
Cs : 0.237
Cs MIN : 0.010
Cs MAx : 0.648
DESIGN BASE SHEAR, V : 0.237 W
engineers
PRIMARY SYSTEM
V (K) : 35.50
k:1
VERT. DISTRIBUTION, Fx
LRFD ASD
DIAPHRAGMS
MIN (12.10.1.1) : 0.189 W
MAX:0.379W
DIAPHRAGM, Fp
12.10.1.1 GOVERING Fp
Fp/Fx
0.237 Wx 0.169 Wx
0.237 W 0.237 W
1.00
ANCHORAGE OF CONCRETE OR MASONRY WALLS
IBC 1604.8.2 & ASCE 7 12.11
LRFD ASD
Fp MIN (PLF OF WALL) : 379 270
Fp MIN : 0.379 Ww 0.270 Ww
Fp AT FLEXIBLE DIAPHRAGMS : 0.757 Ww 0.541 Ww
MULTIPLY Fp BY 1.4 FOR STEEL ELEMENTS, EXCEPT ANCHOR BOLTS AND REINF. STEEL
CONNECTIONS
ASCE 7 SECTION 12.1.3
LRFD ASD
Fp : 0.126 Wp 0.090 Wp
ARCHITECTURAL, MECHANICAL & ELECTRICAL COMPONENT ANCHORAGE
ASCE 7 SECTION 13
Fp (E0. 13.3 -1)
Ip (13.1.3) : 1.0 ap Rp z (FT) LRFD ASD
MAX (EQ. 13.3 -2) : 1.515 Wp 1.0 2.5 20.00 0.454 Wp 0.325 Wp
MIN (EQ. 13.3 -3) : 0.284 Wp 1.0 2.5 17.50 0.417 Wp 0.298 Wp
1.0 2.5 15.00 0.379 Wp 0.270 Wp
1.0 2.5 12.50 0.341 Wp 0.243 Wp
1.0 2.5 10.00 0.303 Wp 0.216 Wp
1.0 2.5 7.50 0.284 Wp 0.203 Wp
1.0 2.5 5.00 0.284 Wp 0.203 Wp
1.0 2.5 2.50 0.284 Wp 0.203 Wp
AT oily
0 7 V- 1 Sax) 3') (3, 5'
L
AI 08
C=
S1 _ (r32s,3A co. I.r c
�1T .L_
sH)( (s ))(0,$) = 11$3/,
7W Tukwila Se/smiexls Seismic 18C
Copyright WRIGHT ENGINEERS
PROJECT:
No:
v2007.07.03
SHEET: 12-I
Job Name : SC112036
1) Input
Calculation Method : ACI 318 Appendix D For Cracked Concrete
Code : ACI 318 -08
Calculation Type : Analysis
a) Layout
Anchor : 1/2" Titen HD Number of Anchors : 2
Embedment Depth : 3.25 in
Built -up Grout Pads : No
cz1 $z1.. Gx2
Anchor Calculations
Anchor Selector (Version 4.7.0.0)
OE.TAZ L O■Q
RIGHT
engineers
Date/Time : 5/7/2012 10:06:47 AM
Cy?
Vie.
Muy;:..
I ti
by2
2ANCHORS-
'Nita IS POSITIVEFOR TENSiON.AND'NEGATIVE FOR
coMPREsSioN.
INDICATES.CENTER OF TWO ANCHORS
Anchor Layout Dimensions :
cxi : 48 in
cx2 • 48 in
cy1 : 48 in
cy2 : 48 in
bx1:1in
bx2 1 in
bye 1 in
bye • 1 in
sx1 : 4 in
about:blank
PROJECT:
5/7/2012
No:
Nua
Mux•.
Vila:
I ti
by2
2ANCHORS-
'Nita IS POSITIVEFOR TENSiON.AND'NEGATIVE FOR
coMPREsSioN.
INDICATES.CENTER OF TWO ANCHORS
Anchor Layout Dimensions :
cxi : 48 in
cx2 • 48 in
cy1 : 48 in
cy2 : 48 in
bx1:1in
bx2 1 in
bye 1 in
bye • 1 in
sx1 : 4 in
about:blank
PROJECT:
5/7/2012
No:
b) Base Material
Concrete : Normal weight fc
Cracked Concrete : Yes `Fc v : 1.00
Condition : A tension, B shear (I)Fp : 1381.3 psi
Thickness, ha : 5 in
Supplementary edge reinforcement : No
c) Factored Loads
Load factor source : ACI 318 Section 9.2
Nua : 846 Ib
Vuay : 0 Ib
Muy • 0 Ib *ft
ex • • 0 in
ey:0in
Moderate /high seismic risk or intermediate /high design category : Yes
Apply entire shear Toad at front row for breakout : No
e2ory
d) Anchor Parameters
From [ESR -2713] :
Anchor Model = THD50 da = 0.5 in
Category = 1 hef = 2.35 in
hmin = 5 in can = 3.5625 in
cmin = 1.75 in smin = 3 in
Ductile = No
2) Tension Force on Each Individual Anchor
Anchor #1 N ual = 423.00 Ib
Anchor #2 N ua2 = 423.00 Ib
Sum of Anchor Tension ENua = 846.00 Ib
ax= 0.00 in
ay = 0.00 in
e'Nx = 0.00 in
e'Ny = 0.00 in
3) Shear Force on Each Individual Anchor
Resultant shear forces in each anchor:
Anchor #1 V uai = 0.00 Ib (V uaix = 0.00 Ib , V ualy = 0.00 Ib )
Anchor #2 V ua2 = 0.00 Ib (V ua2x = 0.00 Ib , V ua2y = 0.00 Ib )
about:blank
PROJECT:
Vuax : 0 Ib
Mux : 0 Ib *ft
IGHT
engineers
5/7/2012
No:
„3
SHEET:
i �SHEET: Zt
Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 Ib
e'vx = 0.00 in
e'vy = 0.00 in
4) Steel Strength of Anchor in Tension [Sec. D.5.1]
Nsa = nA se futa [Eq. D -3]
Number of anchors acting in tension, n = 2
Nsa = 20130 Ib (for each individual anchor) [ESR -2713]
(= 0.65[0.4.4]
4)Nsa = 13084.50 Ib (for each individual anchor)
5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2]
Ncbg
ANc /ANco''ec,NTed,N''c,N''cp,NNb [Eq. D -5]
Number of influencing edges = 0
hef = 2.35 in
ANo = 49.70 in2 [Eq. D -6]
ANc = 77.90 in2
Tec, Nx
1.0000 [Eq. D -9]
`f'ec,Ny = 1.0000 [Eq. D -9]
`f'ec,N = 1.0000 (Combination of x -axis & y -axis eccentricity factors.)
Smallest edge distance, ca,min = 48.00 in
�
'ed,N = 1.0000 [Eq. D -10 or D -11]
Note: Cracking shall be controlled per D.5.2.6
= 1.0000 [Sec. 0.5.2.6]
`t'cp,N = 1.0000 [Eq. D -12 or D -13]
Nb = kck f' c hef1.5 = 3062.11 Ib [Eq. D -7]
kc = 17 [Sec. D.5.2.6]
Ncbg
= 4799.48 Ib [Eq. D -5]
4)= 0.75 [D.4.4]
4)seis = 0.75
= 2699.71 Ib (for the anchor group)
ONcbg
e3OI9
RIGHT
engineers
6) Pullout Strength of Anchor in Tension [Sec. D.5.3]
Pullout does not occur, and is therefore not applicable.
7) Side Face Blowout of Anchor in Tension [Sec. D.5.4]
Concrete side face blowout strength is only calculated for headed anchors in tension close to an
about:blank
PROJECT:
5/7/2012
No:
edge, cal < 0.4hef. Not applicable in this case.
8) Steel Strength of Anchor in Shear [Sec D.6.1]
Veq = 4790.00 Ib (for each individual anchor) [ESR -2713]
4)=0.60 [D.4.4]
4) Vag = 2874.00 Ib (for each individual anchor)
9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2]
Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge
In x- direction...
Vcbx = ' Vcx/' vcox ed,Vc,Vh,V Vbx [Eq. D-21]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcx = 480.00 in2
Avcox = 4608.00 in2 [Eq. D -23]
ed,V
1.0000 [Eq. D -27 or D -28]
`Yc,V = 1.0000 [Sec. D.6.2.7]
Th,v = (1.5ca1 / ha) = 3.0984 [Sec. 0.6.2.8]
Vbx = 70e/ da )0.2 dad Pc(ca1)1.5.[Eq. D -24]
le = 2.35 in
Vbx = 61051.68 Ib
Vcbx = 19704.34 Ib [Eq. D -22]
4)=0.70
4)seis = 0.75
4>Vcbx = 10344.78 Ib (for a single anchor)
In y- direction...
Vcbgy = Avcy/Avcoykliec,Vtljed,V4jc,Vgjh,V
Vby [Eq. D -22]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcy = 500.00 in2
Avcoy = 4608.00 in2 [Eq. D -23]
Tec,v = 1.0000 [Eq. D -26]
'f'ed,V = 1.0000 [Eq. D -27 or D -28]
= 1.0000 [Sec. D.6.2.7]
= (1.5ca1 / ha) = 3.0984 [Sec. D.6.2.8]
Vby = 7(le/ da )0.2 da?4 fc(cai)1.5 [Eq. D -24]
about:blank
PROJECT:
engineers
5/7/2012
No:
RS I
\SHEET:
le = 2.35 in
Vby = 61051.68 Ib
Vcbgy = 20525.36 Ib [Eq. D -22]
(j):..- 0.70
(1)seis = 0.75
dVcbgy = 10775.81 Ib (for the anchor group)
4Vcby
= 5387.91 Ib (for a single anchor - divided 4)Vcbgy by 2)
Case 2: Anchor(s) furthest from edge checked against total shear Toad
In x- direction...
Vcbx = Avcx/AvcoxTed,Vgic,V' h,V Vbx [Eq. D-21]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcx = 480.00 in2
Avcox = 4608.00 in2 [Eq. D -23]
`t'ed,V = 1.0000 [Eq. D -27 or D -28]
= 1.0000 [Sec. D.6.2.7]
`f`h V = 1 (1.5ca1 / ha) = 3.0984 [Sec. D.6.2.8]
Vbx = 7(1e/ da )0.2.4 dad fc(ca1)1.5 [Eq. D -24]
le = 2.35 in
Vbx = 61051.68 Ib
Vcbx = 19704.34 Ib [Eq. D -22]
=0.70
4seis = 0.75
4Vcbx = 10344.78 Ib (for a single anchor)
In y- direction...
Vcbgy = Avcy/Avcoy ec,VTed,Vlic,\Pih,V
Vby [Eq. D -22]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcy = 500.00 in2
Avcoy = 4608.00 in2 [Eq. D -23]
ec,V = 1.0000 [Eq. D -26]
Ted,V
1.0000 [Eq. D -27 or D -28]
c,v = 1.0000 [Sec. D.6.2.7]
�
'h,v = (1.5cal / ha) = 3.0984 [Sec. D.6.2.8]
Vby = 70e/ da )0.2.4 dax,4 fc(ca1)1.5 [Eq. D -24]
about:blank
PROJECT:
RIGHT
engineers
5/7/2012
No:
n
`SHEET
le = 2.35 in
Vby = 61051.68 Ib
Vcbgy = 20525.36 Ib [Eq. D -22]
= 0.70
4seis = 0.75
Vcbgy = 10775.81 Ib (for the entire anchor group)
Case 3: Anchor(s) closest to edge checked for parallel to edge condition
Check anchors at cx1 edge
Vcbx = Avcx/AvcoxPed,V`;'c,V`t'h,V Vbx [Eq• D-21]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcx = 480.00 in2
Avcox = 4608.00 in2 [Eq. D -23]
`t'ed,V = 1.0000 [Sec. D.6.2.1(c)]
= 1.0000 [Sec. D.6.2.7]
'1'h,V
4 (1.5cal / ha) = 3.0984 [Sec. D.6.2.8]
Vbx = Ale/ da PI .24 f da?. %t pc(ca1)1.5 [Eq. D -24]
1e =2.35 in
Vbx = 61051.68 Ib
Vcbx = 19704.34 Ib [Eq. D -22]
Vcby
= 2 *Vcbx [Sec. D.6.2.1(c)]
Vcby = 39408.69 Ib
= 0.70
4seis = 0.75
OVcby = 20689.56 Ib (for a single anchor)
Check anchors at cy1 edge
Vcbgy cy/Avcoy' c,V'1'ed,Vg'c,Vg'h,V Vby [Eq. D -22]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcy = 500.00 in2
Avcoy = 4608.00 in2 [Eq. D -23]
`f'ec,V = 1.0000 [Eq. D -26]
`'ed,V = 1.0000 [Sec. D.6.2.1(c)]
= 1.0000 [Sec. D.6.2.7]
about:blank
PROJECT:
engineers
5/7/2012
No:
SHEET:
v
= (1.5ca1 / ha) = 3.0984 [Sec. D.6.2.8]
Vby = 70e/ da )0.2.J da?,-4 f c(ca1)1.5 [Eq. D -24]
1e =2.35 in
Vby = 61051.68 Ib
Vcbgy = 20525.36 Ib [Eq. D -22]
Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)]
Vcbgx = 41050.72 Ib
4)=0.70
Oseis = 0.75
OVcbgx
21551.63 Ib (for the anchor group)
Check anchors at cx2 edge
Vcbx = Avcx/Avcoxt`ed,V`f`c,A,V Vbx [Eq. D -21]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcx = 480.00 in2
Avcox = 4608.00 in2 [Eq. D -23]
't`ed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)]
= 1.0000 [Sec. D.6.2.7]
`Yh V = (1.5ca1 / ha) = 3.0984 [Sec. D.6.2.8]
Vbx = 70e/ da )0.2 V da ?4 fc(ca1)1.5 [Eq. D -24]
le =.2.35 in
Vbx = 61051.68 Ib
Vcbx = 19704.34 Ib [Eq. D -22]
Vcby = 2 * Vcbx [Sec. D.6.2.1(c)]
Vcby = 39408.69 Ib
= 0.70
4,seis = 0.75
Vcby = 20689.56 Ib (for a single anchor)
Check anchors at cy2 edge
Vcbgy = Avcy/AvcoytFec,V'ed,V'c,Vtlih,V Vby
[Eq. D -22]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcy = 500.00 in2
Avcoy = 4608.00 in2 [Eq. D -23]
about:blank
PROJECT:
RIGHT
engineers
5/7/2012
No:
12g I
SHEET:
Teo/ = 1.0000 [Eq. D -26]
�
'ed,V = 1.0000 [Sec. D.6.2.1(c)]
Y`c,v = 1.0000 [Sec. D.6.2.7]
Thy = / (1.5ca1 / ha) = 3.0984 [Sec. D.6.2.8]
Vby = 70e/ da )O.2 da74 fc(ca1)1.5 [Eq. D -24]
1e =2.35 in
Vby = 61051.68 Ib
Vcbgy = 20525.36 Ib [Eq. D -22]
Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)]
Vcbgx = 41050.72 Ib
4) = 0.70
(1)seis = 0.75
4Vcbgx
21551.63 Ib (for the anchor group)
10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3]
Vcpg = kcpNcbg [Eq. D -30]
keP = 1 [Sec. D.6.3.1]
e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.)
e'vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.)
`ec,Nx = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity)
`Yec,Ny = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity)
`I`ec,N' = 1.0000 (Combination of x -axis & y -axis eccentricity factors)
Ncbg = (ANca /ANc)( 'Yec,N'"ec,N)Ncbg
Ncbg = 4799.48 Ib (from Section (5) of calculations)
ANc = 77.90 in2 (from Section (5) of calculations)
(considering all anchors)
ANca = 77.90 in2
`11ec,N = 1.0000 (from Section(5) of calculations)
Ncbg = 4799.48 Ib (considering all anchors)
Vcpg = 4799.48 Ib
= 0.70 [D.4.4]
4seis = 0.75
Mpg = 2519.73 Ib (for the anchor group)
11) Check Demand /Capacity Ratios [Sec. D.7]
Note: Ratios have been divided by 0.4 factor for brittle failure.
about:blank
PROJECT:
RIGHT
engineers
5/7/2012
No:
,SHEET:
fta
Tension
- Steel : 0.0808
- Breakout : 0.7834
- Pullout : 0.0000
- Sideface Blowout : N/A
Shear
- Steel : 0.0000
- Breakout (case 1) : 0.0000
- Breakout (case 2) : 0.0000
- Breakout (case 3) : 0.0000
- Pryout : 0.0000
V.Max(0) <= 0.2 and T.Max(0.78) <= 1.0 [Sec D.7.1]
Interaction check: PASS
Use 1/2" diameter Titen HD anchor(s) with 3.25 in. embedment
about:blank
PROJECT:
RIGHT
engineers
5/7/2012
No:
SHEET:
1IU
Job Name : SC112036
1) Input
Calculation Method : ACI 318 Appendix D For Cracked Concrete
Code : ACI 318 -08
Anchor Calculations
Anchor Selector (Version 4.7.0.0)
QETATL O
•eior
RIGHT
engineers
Date/Time : 5/7/2012 10:09:47 AM
Calculation Type : Analysis
a) Layout
Anchor : 1/2" Titen HD
Embedment Depth : 3.25 in
Built -up Grout Pads : No
_ 0x1 : sxi Qx2
Number of Anchors : 4
b2
4ANCHORS.
*Nut IS POSITIVE FOR.1 ENSIGN AND. NEGATIVE FOR
+ INDICATES CENTEF QF FOUR CORNER ANGMbRS
Anchor Layout Dimensions :
cx1 : 48 in
cx2 : 48 in
cy1 : 48 in
cy2 : 48 in
bx1 :1.5in
bx2 : 1.5 in
bye : 1.5 in
bye : 1.5 in
sx1:3in
sy1 : 3 in
about:blank
PROJECT:
5/7/2012
No:
SHEET: 728-
b) Base Material
Concrete : Normal weight
Cracked Concrete : Yes
Condition : A tension, B shear
Thickness, ha : 5 in
Supplementary edge reinforcement : No
c) Factored Loads
Load factor source : ACI 318 Section 9.2
Nua : 1208 Ib
Vuay : 0 Ib
May • 0 Ib *ft
ex:0in
ey : 0 in
Moderate /high seismic risk or intermediate /high design category : Yes
Apply entire shear load at front row for breakout : No
d) Anchor Parameters
From [ESR -2713] :
Anchor Model = THD50 da = 0.5 in
Category = 1 hef = 2.35 in
hmin = 5 in cac = 3.5625 in
cmin = 1.75 in smin = 3 in
Ductile = No
2) Tension Force on Each Individual Anchor
Anchor #1 N ual = 302.00 Ib
Anchor #2 N ua2 = 302.00 Ib
Anchor #3 N ua3 = 302.00 Ib
Anchor #4 N ua4 = 302.00 Ib
Sum of Anchor Tension ENua = 1208.00 Ib
ex = 0.00 in
ay = 0.00 in
e'Nx = 0.00 in
e'Ny = 0.00 in
3) Shear Force on Each Individual Anchor
about:blank
PROJECT:
RIGHT
fc : 2500.0 psi
c,v • 1.00
4 F : 1 3 8 1 . 3 psi
Vuax : 0 Ib
Mux : 0 Ib *ft
engineers
5/7/2012
No:
SHEET:
Resultant shear forces in each anchor:
Anchor #1 V uai = 0.00 Ib (V ualx = 0.00 Ib , V ualy = 0.00 Ib )
Anchor #2 V ua2 = 0.00 Ib (V ua2x = 0.00 Ib , V ua2y = 0.00 Ib )
Anchor #3 V ua3 = 0.00 Ib (V ua3x = 0.00 Ib , V ua3y = 0.00 Ib )
Anchor #4 V ua4 = 0.00 Ib (V ua4x = 0.00 Ib , V ua4y = 0.00 Ib )
Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 Ib
e'vx= 0.00in
e'vy= 0.00in
4) Steel Strength of Anchor in Tension [Sec. D.5.1]
Nsa = nA se futa [Eq. D -3]
Number of anchors acting in tension, n = 4
Nsa = 20130 Ib.(for each individual anchor) [ESR -2713]
4 = 0.65 [0.4.4]
¢Nsa = 13084.50 Ib (for each individual anchor)
5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2]
Ncbg = ANc /ANco 'ec,N''ed,N''c,N 'cp,
Number of influencing edges = 0
hef = 2.35 in
ANco = 49.70 in2 [Eq. D -6]
ANc = 101.00 in2
Tec,Nx = 1.0000 [Eq. D -9]
Tec,Ny
1.0000 [Eq. D -9]
NNb [Eq. D -5]
`t'ec,N = 1.0000 (Combination of x -axis & y -axis eccentricity factors.)
Smallest edge distance, ca,min = 48.00 in
`t'ed,N = 1.0000 [Eq. D -10 or 0 -111
Note: Cracking shall be controlled per D.5.2.6
= 1.0000 [Sec. D.5.2.6]
`I'cp,N = 1.0000 [Eq. D -12 or D -13]
Nb = kc 4 f' c hef1.5 = 3062.11 Ib [Eq. D -7]
kc = 17 [Sec. D.5.2.6]
Ncbg = 6222.64 Ib [Eq. D -5]
= 0.75 [D.4.4]
4)seis = 0.75
4)Nthg = 3500.24 Ib (for the anchor group)
about:blank
PROJECT:
ge 3 of 9
RIGHT
engineers
5/7/2012
∎No:
SHEET
f213
6) Pullout Strength of Anchor in Tension [Sec. D.5.3]
Pullout does not occur, and is therefore not applicable.
e 4 of 9
RIGHT
engineers
7) Side Face Blowout of Anchor in Tension [Sec. 0.5.4]
Concrete side face blowout strength is only calculated for headed anchors in tension close to an
edge, cal < 0.4hef. Not applicable in this case.
8) Steel Strength of Anchor in Shear [Sec D.6.1]
Veq = 4790.00 Ib (for each individual anchor) [ESR -2713]
4, = 0.60 [D.4.4]
Veq = 2874.00 Ib (for each individual anchor)
9) Concrete Breakout Strength of Anchor Group in Shear [Sec 0.6.2]
Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge
In x- direction...
Vcbgx = Vcx/AvcoxPec,VTed,Vgic,Vgih,V
Vbx [Eq. D -22]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcx = 495.00 in2
Avcox = 4608.00 in2 [Eq. D -23]
`f`ec,V = 1.0000 [Eq. D -26]
'ed,V
1.0000 [Eq. D -27 or D -28]
Tc,V = 1.0000 [Sec. D.6.2.7]
`h v = 4 (1.5ca1 / ha) = 3.0984 [Sec. D.6.2.8]
Vbx = -70e/ da )0.2./ da?4 fc(ca1)1.5 [Eq. D -24]
1e = 2.35 in
Vbx = 61051.68 Ib
Vcbgx = 20320.10 Ib [Eq. D -22]
0=0.70
4,seis = 0.75
(I)Vcbgx =
10668.05 Ib (for the anchor group)
In y- direction...
Vcbgy = Avcy /Avcoy'Yec,V`I`ed,V`I`c,VTh,V Vby [Eq. D -22]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcy = 495.00 in2
Avcoy = 4608.00 in2 [Eq. D -23]
about:blank
PROJECT:
5/7/2012
No:
,SHEET:
ec,V = 1.0000 [Eq. D -26]
`'ed,V = 1.0000 [Eq. D -27 or D -28]
= 1.0000 [Sec. D.6.2.7]
`f'h,V = (1.5ca1 / ha) = 3.0984 [Sec. D.6.2.8]
Vby = 70e/ da )0.2 Y daX.I f c(ca1)1.5 [Eq.
1e =2.35 in
Vby = 61051.68 Ib
Vcbgy = 20320.10 Ib [Eq. D -22]
= 0.70
(l)seis = 0.75
4Vcbgy
D -24]
10668.05 Ib (for the anchor group)
Case 2: Anchor(s) furthest from edge checked against total shear Toad
In x- direction...
Vcbgx = Avcx/Avcox "ec,V'ed,V'c,V'h,V Vbx [Eq.
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcx = 495.00 in2
Avcox = 4608.00 in2 [Eq. D -23]
'ec,V =
1.0000 [Eq. D -26]
`t`ed,V = 1.0000 [Eq. 0-27 or D -28]
= 1.0000 [Sec. D.6.2.7]
Thy = (1.5ca1 / ha) = 3.0984 [Sec. 1.6.2.8]
Vbx = 7(Ie/ da )0.2.q dak4 f c(ca1)1.5 [Eq. D -24]
1e= 2.35 in
Vbx = 61051.68 Ib
Vcbgx = 20320.10 Ib [Eq. D -22]
= 0.70
(I)seis = 0.75
4Vcbgx
D -22]
10668.05 Ib (for the entire anchor group)
In y- direction...
Vcbgy = Avcy/Avcoygiec,V4jed,Vtic,Vtjh,V Vby [Eq. D -22]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcy = 495.00 in2
Amoy = 4608.00 in2 [Eq. D -23]
about:blank
PROJECT:
I9
RGHT
engineers
5/7/2012
No:
SHEET:
RIS
ec,V = 1.0000 [Eq. D -26]
ed,V = 1.0000 [Eq. D -27 or D -28]
= 1.0000 [Sec. 0.6.2.7]
`F'h v = (1.5cal / ha) = 3.0984 [Sec. 0.6.2.8]
Vby = 70e/ da )0.24 dad pc(cal)1.5 [Eq. D-24]
1e =2.35 in
Vby = 61051.68 Ib
Vcbgy = 20320.10 Ib [Eq. D -22]
=0.70
4seis = 0.75
4 Vcbgy
10668.05 Ib (for the entire anchor group)
Case 3: Anchor(s) closest to edge checked for parallel to edge condition
Check anchors at cx1 edge
Vcbgx = Avcx/Avcox`Jec,V`Yed,V;,VPh,V Vbx [Eq. D -22]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcx = 495.00 in2
Avcox = 4608.00 in2 [Eq. D -23]
Tec,V = 1.0000 [Eq. D -26]
''ed,V
1.0000 [Sec. D.6.2.1(c)]
`Yc,V = 1.0000 [Sec. D.6.2.7]
Tn,V = (1.5ca1 / ha) = 3.0984 [Sec. D.6.2.8]
Vbx = 70e/ da )0.2 J da ? pc(ca1)1.5 [Eq. D -24]
le = 2.35 in
Vbx = 61051.68 Ib
Vcbgx
20320.10 Ib [Eq. D -22]
Vcbgy = 2 *Vcbgx [Sec. D.6.2.1(c)]
Vcbgy = 40640.21 Ib
4)=0.70
4seis = 0.75
4 Vcbgy = 21336.11 Ib (for the anchor group)
Check anchors at cy1 edge
Vcbgy = Avcy/AvcoyTec,Vtljed,VPc,Vtijh,V
about:blank
Vby [Eq. D -22]
PROJECT:
e6019
RIGHT
engineers
5/7/2012
No:
SHEET:
Ri(o
A
(2(1
•
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcy = 495.00 in2
Avcoy = 4608.00 in2 [Eq. D -23]
'f'ec,V = 1.0000 [Eq. D -26]
= 1.0000 [Sec. D.6.2.1(c)]
= 1.0000 [Sec. D.6.2.7]
Th,v
(1.5cal / ha) = 3.0984 [Sec. D.6.2.8]
Vby = 70e/ da )0.2.4 dax4 fc(ca1)1.5 [Eq. D -24]
1e =2.35 in
Vby = 61051.68 Ib
Vcbgy = 20320.10 Ib [Eq. D -22]
Vcbgx = 2 *Vcbgy [Sec. D.6.2.1(c)]
Vcbgx = 40640.21 Ib
= 0.70
4seis = 0.75
(1)Vcbgx = 21336.11 Ib (for the anchor group)
Check anchors at cx2 edge
Vcbgx = Avcx/ Avcox`I'ec,V`f`ed,V`t`c,V`I'h,V Vbx [Eq. D -22]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcx = 495.00 in2
Avcox = 4608.00 in2 [Eq. D -23]
'1'ec,V = 1.0000 [Eq. D -26]
'I'ed,V
1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)]
= 1.0000 [Sec. D.6.2.7]
`'h v = �f (1.5cal / ha) = 3.0984 [Sec. D.6.2.8]
Vbx = 70e/ da )0.2 dad.-4 fc(ca1)1.5 [Eq. D -24]
1e =2.35 in
Vbx = 61051.68 Ib
Vcbgx = 20320.10 Ib [Eq. D -22]
Vcbgy = 2 *Vcbgx [Sec. D.6.2.1(c)]
Vcbgy = 40640.21 Ib
= 0.70
about:blank
PROJECT:
a e
1
WRIGHT
engineers
5/7/2012
No:
SHEET:
4>seis = 0.75
4Vcbgy = 21336.11 Ib (for the anchor group)
Check anchors at cy2 edge
Vcbgy = Avcy /AvcoyPec,Vgjed,V'c,Vtih,V Vby [Eq. D -22]
cal = 32.00 in (adjusted for edges per D.6.2.4)
Avcy = 495.00 in2
Away = 4608.00 in2 [Eq. D -23]
''ec,V = 1.0000 [Eq. D -26]
''ed,V
1.0000 [Sec. D.6.2.1(c)]
= 1.0000 [Sec. D.6.2.7]
`f'h,V = (1.5ca1 / ha) = 3.0984 [Sec. D.6.2.8]
Vby = 70e/ da )0.2 dad, 4 f c(ca1)1.5 [Eq. D -24]
le = 2.35 in
Vby = 61051.68 Ib
Vcbgy = 20320.10 Ib [Eq. D -22]
Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)]
Vcbgx = 40640.21 Ib
= 0.70
+seis = 0.75
(1)Vcbgx
= 21336.11 Ib (for the anchor group)
10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3]
Vcpg = kcpNcbg [Eq. D -30]
kcp = 1 [Sec. D.6.3.1]
e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.)
e'Vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.)
`t'ec,Nx = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity)
Tec,Ny = 1.0000 [Eq. D -9] (Calulated using applied shear load eccentricity)
Tec,N' = 1.0000 (Combination of x -axis & y -axis eccentricity factors)
Ncbg — (ANca /ANc)(Pec.N'/Pec.N)Ncba
Ncbg
= 6222.64 Ib (from Section (5) of calculations)
ANc = 101.00 in2 (from Section (5) of calculations)
ANca = 101.00 in2 (considering all anchors)
about:blank
PROJECT:
eaory
RIGHT
engineers
5/7/2012
No:
,SHEET:
`t`ec,N = 1.0000 (from Section(5) of calculations)
Nag = 6222.64 Ib (considering all anchors)
Vcpg = 6222.64 Ib
= 0.70 [D.4.4]
�seis = 0.75
Mpg = 3266.89 Ib (for the anchor group)
11) Check Demand /Capacity Ratios [Sec. D.7]
Note: Ratios have been divided by 0.4 factor for brittle failure.
Tension
- Steel : 0.0577
- Breakout : 0.8628
- Pullout : 0.0000
- Sideface Blowout : N/A
Shear
- Steel : 0.0000
- Breakout (case 1) : 0.0000
- Breakout (case 2) : 0.0000
- Breakout (case 3) : 0.0000
- Pryout : 0.0000
V.Max(0) <= 0.2 and T.Max(0.86) <= 1.0 [Sec D.7.1]
Interaction check: PASS
Use 1/2" diameter Titen HD anchor(s) with 3.25 in. embedment
about:blank
PROJECT:
RIGHT
5/7/2012
No:
engineers
SHEET:
Itlet
June 6, 2012
City of Tukwila
Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
Steve Nelson
PO Box 88028
Tukwila, WA 98138
RE: Correction Letter #1
Development Permit Application Number D12 -169
Total Wine — 300 Andover Pk W, Ste 500
Dear Mr. Nelson,
This letter is to inform you of corrections that must be addressed before your development permit can be
approved. All correction requests from each department must be addressed at the same time and
reflected on your drawings. I have enclosed comments from the Building Department. At this time the
Fire, Planning, and Public Works Departments have no comments.
Building Department: Dave Larson at 206 431 -3678 if you have questions
regarding the attached comments.
Please address the attached comments in an itemized format with applicable revised plans, specifications,
and /or other documentation. The City requires that two (2) sets of revised plans, specifications and /or
other documentation be resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every
resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person
and will not be accepted through the mail or by a messenger service.
If you have any questions, I can be reached at (206) 431 -3670.
Sincerely,
fer Marshall
t Technician
encl
File No. D12 -169
W:\Pennit Center \Correction Leners\2012\D12 -169 Correction Letter #1.doc
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
Building Division Review Memo
Tukwila Building Division
Dave Larson, Senior Plan Examiner
Date: June 4, 2012
Project Name: Total Wine
Permit # D12 -169
Plan Review: Dave Larson, Senior Plans Examiner
The Building Division conducted a plan review on the subject permit application. Please address the
following comments in an itemized format with revised plans, specifications and /or other applicable
documentation.
(GENERAL NOTE)
PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size).
(If applicable) Structural Drawings and structural calculation sheets shall be stamped and signed.
1. Page SR2 appears to have a misprint. Anchor bolt embedment is shown as 3/4 of an inch for the
baseplate anchors. The structural calculations show 3 '/4 inch embedment. Please change notes on
plans.
2. Please provide the allowable loads per shelf for the storage (pallet) type racks. These loads will
need to be posted on the racks.
3. Update the coversheet Sheet Index to match submittal set — remove sheets not provided and
include SRI and SR2.
Should there be questions concerning the above information, please contact the Building Division
at 206 - 431 -3670.
'PERMIT CORD COP
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D12 -169
PROJECT NAME: TOTAL WINE
SITE ADDRESS: 300 ANDOVER PK W, STE 500
DATE: 06/13/12
Original Plan Submittal Response to Incomplete Letter #
X Response to Correction Letter # 1
Revision # after Permit Issued
DEPARTMENTS:
"r/1 Alf.f(/ ii.161. It
Building Division Fire Prevention
Public Works ❑
Structural
n
Planning Division
Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
[xi
DUE DATE: 06/14/12
Incomplete ❑ Not Applicable n
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES /THURS ROUTING:
Please Route Structural Review Required n No further Review Required n
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
DUE DATE: 07/12/12
Approved ❑ Approved with Conditions Not Approved (attach comments)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents /routing slip.doc
02/29/12
HERMIT COORD COP
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D12 -169
PROJECT NAME: TOTAL WINE
SITE ADDRESS: 300 ANDOVER PK W, STE 500
DATE: 05/22/12
X Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter #
Revision # after Permit Issued
DEPARTMENTS:
dale& D 4-1.1i-
Building Division
Public Works
L
Fire Prevention
Structural
Planning Division
Permit Coordinator
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Complete
DUE DATE: 05 /24/12
Incomplete ❑ Not Applicable ❑
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES /THURS ROUTING:
Please Route
Structural Review Required ❑
No further Review Required n
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
DUE DATE: 06/14/12
Approved ❑ Approved with Conditions n Not Approved (attach comments)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only (�
CORRECTION LETTER MAILED: 044 L
Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents /routing slip.doc
02/29/12
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http.• / /www.ci.tukwila.wa.us
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: G / /ZIZDI Z Plan Check/Permit Number: D12-169
❑ Response to Incomplete Letter #
® Response to Correction Letter # 1
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name: Total Wine
Project Address: 300 Andover Pk W, Ste 500
,rrye ALA
JUN 13 2012/
rtBMl I CENTER
Contact Person: Phone Number:
Summary of Revision:
o Qeu«a ova< 3 is r s�Z av,kwt n .)
aoidpof ./ /0%1S cno s 14 4' PC./10) �s ' -eel s e t
Cleo/444d- • eau.e-i- si)44,1 ) crr►
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by: / "I`
Entered in Permits Plus on ?J Z
\applications \forms- applications on Iine\revision submittal
Created: 8 -13 -2004
Revised:
Contractors or Tradespeople *ter 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 SEGALE PROPERITIES LLC UBI No. 602023533
Phone 2065752000 Status Active
Address Po Box 88028 License No. SEGALPL902CQ
Suite /Apt. License Type Construction Contractor
City Tukwila Effective Date 2/18/2010
State WA Expiration Date 4/1/2014
Zip 981382028 Suspend Date
County King Specialty 1 General
Business Type Limited Liability Company Specialty 2 Unused
Parent Company
Other Associated Licenses
License
Name
Type
Specialty
1
Specialty
2
Effective
Date
Expiration
Date
Status
LAPIALP055MZ
LA PIANTA LIMITED
PARTNERSHIP
Construction
Contractor
General
Unused
7/9/1995
4/1/2001
Archived
SEGALBP151M5
SEGALE BUSINESS
PARK
Construction
Contractor
General
Unused
7/25/1985
7/9/1995
Archived
LAPIAL *008J8
LA PIANTA LLC
Construction
Contractor
General
Unused
4/28/2000
4/1/2010
Inactive
Business Owner Information
Name
Role
Effective Date
Expiration Date
SEGALE, MARIO A
Agent
02/18/2010
Amount
SEGALE, MARIO A
Partner /Member
02/18/2010
12DLS31006
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
1
SAFECO INS CO OF AM
6115146
02/18/2010
Until Cancelled
$12,000.00
03/28/2002
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
4
Alaska National
Insurance Co
12DLS31006
04/01/2012
04/01/2013
$1,000,000.00
03/30/2012
3
Alaska National
Ins Co
11DLS31006
04/01/2011
04/01/2012
$1,000,000.00
03/29/2011
2
ALASKA
NATIONAL
INSURANCE
COMP
10DLS31006
04/01/2010
04/01/2011
$1,000,000.00
03/31/2010
1
ALASKA
NATIONAL
INSURANCE
COMP
09DLS31006
02/18/2010
04/01/2010
$1,000,000.00
03/31/2009
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
06/26/2012
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ADDITIONAL INFORMATION ON THE ASSUMED EXISTING CONDITIONS
AT THE PROJECT SITE. THE ARCHITECT OF RECORD HAS MADE
NO MODIFICATIONS TO THIS SHEET OR THE INFORMATION
CONTAINED WITH THEM AND CANNOT BE HELD RESPONSIBLE FOR
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ANDOVER INDUSTRIAL
PARK NO. 5 VOL. 83 PG. 22
LOT 4
PANKRATZ FOREST INDUSTRIES
KELLY — GOOD WI N COMPANY
- - 10' WIDE PUGET POWER EASEMENT AF./ 7601270451
23.5' WIDE RAILROAD EASEMENT AF# 7504210345
I SITE PLAN
SCALE: NTS
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REVIEWED FOR
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2 SCALE: NTS
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EXTENT OF WOOD BLOCKING,
REF 2 /FX1
FILL OPENINGS AND FINISH TO MATC
ADJACENT SURFACES REF STRUCTURAL
PLACE CHECKSTAND ACCESSIBILITY SIGN
AT CHECKSTAND IN ACCCORDANCE W/
ACCESSIBILITY REQUIREMENTS
GENERAL NOTES:
1. ALL SHELVING UNITS AND FURNISHINGS BY TENANT
2. GC TO PROVIDE AND INSTALL SHEET METAL TOP AT 84" AFF
CONTINUOUS BENEATH GYP BOARD TYPICAL AT PERIMETER
WALLS IN SALES AREA. SEE DETAIL 2 /FX1.
3. CONTRACTOR TO CHALK OUT LOCATIONS OF SHELVING
FIXTURES TO ENSURE PROPER ALIGNMENT WITH
LIGHTING FIXTURES. REF. ELECTRICAL.
4. SEE SHEET EP1 FOR OCCUPANT LOAD AND EGRESS
INFORMATION.
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PROVIDE AND INSTALL FLAT STEEL PLATE OVER
HOLE IN DOOR CAUSED BY REMOVAL OF
HARDWARE. PAINT EXTERIOR SIDE OF DOOR TO
MATCH EXISTING ADJACENT.
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TO COVER INSULATION
14' -34" 2' -6" 2' -6"
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1. FIRE EXTINGUISHERS SHALL BE INSTALLED PER
INTERNATIONAL BUILDING CODE AND AHJ, FIRE MARSHAL AS
PART OF TENANT IMPROVEMENT.
2. FLOOR AND LANDING AT DOORWAYS SHALL NOT BE MADE
MORE THAN 1/4" LOWER THAN THE THRESHOLD
3. ALL GLASS AND GLAZING SHALL COMPLY WITH AHJ BUILDING
CODES AND APPLICABLE SAFETY REGULATIONS.
4. THE CONTRACTOR SHALL VERIFY ALL INTERIOR DIMENSIONS
AND NOTIFY THE ARCHITECT OF ANY DISCREPANCIES PRIOR
TO INSTALLATION OF ANY NEW CONSTRUCTION OR
EQUIPMENT.
5. THE CONTRACTOR SHALL REPAIR ALL FINISHES AND
MATERIALS DAMAGED OR EXPOSED DUE TO CONSTRUCTION
ACTIVITIES
THE CONTRACTOR SHALL REPLACE ANY AND ALL EXISTING
EQUIPMENT INTENDED FOR REUSE IF DAMAGED OR
DESTROYED DURING CONSTRUCTION.
7. SEE MEP DRAWINGS FOR AREAS OF EQUIPMENT
INSTALLATION. THE CONTRACTOR SHALL REPAIR AND FINISH
ALL SUCH AREAS TO MATCH EXISTING Al- I ER COMPLETION
OF REQUIRED CITY INSPECTION OF SUCH INSTALLATIONS
NOT USED
REF DETAIL 6 —A3 FOR DIAGONAL PARTITION BRACING
INFORMATION.
10. NOT USED.
11. NOT USED.
12. REF DETAIL 4/5 —A3 FOR CONTROL JOINT AT WALL AND
DOOR JAMB
13. VERIFY ALL SEALANT AT ALL EXISTING DOORS, WINDOWS,
AND FIXTURES IS PROPERLY INSTALLED PER THE AHJ
REQUIREMENTS. ALL DAMAGES AREAS TO BE IDENTIFIED AND
SUBMITTED TO THE OWNER OF THE SHELL BUILDING.
14. PROVIDE LOW VOC SEALANT AS REQUIRED BY LOCAL
JURISDICTION FOR THE NEW FIXTURES, EQUIPMENT,
WINDOWS DOORS AND WALL PANELS
15. THE CONTRACTOR SHALL INSPECT THE ROOF AND
RECOMMEND ANY NECESSARY REPAIRS TO TOTAL WINE TO
PROTECT THE INTERIOR FROM WATER DAMAGE AND TO
MAINTAIN THE INTEGRITY OF THE ROOF WARRANTY.
16. INSTALL WALL BLOCKING. SEE DETAIL 2 /FX1. GC TO
PROVIDE BLOCKING: 6" SHEET METAL 12 GAUGE TOP AT 84"
AFF CONTINUOUS BENEATH GYP BOARD TYPICAL AT
PERIMETER WALLS IN SALES AREA.
17. THE AHJ REQUIRES SUCCESSFUL COMPLETION OF ALL LIFE
SAFTEY INSPECTIONS PRIOR TO THE INSTALLATION OF RACKS,
SHELVING AND STOCKING OF THE STORE. THE CONTRACTOR
SHALL COORDINATE WITH THE AJH AND TOTAL WINE TO
COMPLETE ALL LIFE SAFETY INSPECTIONS IN A TIMELY
MANNER PRIOR TO RACKING AND SHELVING INSTALLATION.
18. THE CONTRACTOR SHALL VERIFY THAT ALL EXTERIOR HAND
AND GUARD RAILS ARE BETWEEN 34 " -38" IN HEIGHT AND
EXTEND BEYOND THE ENDS OF STAIRS OR RAMPS AT LEAST
12." VERIFY RAIL GRIPS ARE NOT LESS THAN 1 1/4" AND
NOT MORE THAN
1 1/2" THICK.
19. THE CONTRACTOR SHALL SECURE BUILDING AT ALL TIMES
DURING CONSTRUCTION.
I I C1:09 E
REPAIR INSULATION
ABOVE EXISTING WALL j
RECEIVING
109
1
1
1
1
WALK —IN
BEER COOLER
102
102A
GROWLER
STATION
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MIN. R -19
HUMIDOR
103
104
10.5
COUNT RM
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1b
S
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11/
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GENERAL CONTRACTOR TO WELD DOOR
CLOSED. PAINT EXTERIOR SIDE OF DOOR
TO MATCH EXISTING ADJACENT. BLACK
OUT FILM APPLIED TO WINDOW ON INSIDE.
EXISTING RETAIL SPACE
OCCUPANCY GROUP: M
FULLY SPRINKLERED
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUN 2 2 2012
City of Tukwila
BUILDING DIVISION
I FLOOR PLAN
SCALE: 1/8"=1-0"
8.
9.
NOTICE TO CONTRACTOR:
ALL CONTRACTORS PRIOR TO BID SUBMISSION SHALL VISIT
PROPOSED WORK SITE AND FIELD VERIFY ALL EXISTING
CONDITIONS. ANY CONDITION THAT DIFFERS FROM THAT
SHOWN ON THESE PLANS SHALL BE REPORTED TO THE
TENANT AND ARCHITECT OF RECORD SO THAT NEW AND
REVISED BID DOCUMENTS MAY BE ISSUED. MODIFICATIONS
TO THE SCOPE OF WORK, WHICH RESULTS FROM THE
CONTRACTORS NEGLECT TO VISIT THE SITE PRIOR TO
SUBMIIIINC BID SHALL BE THE CONTRACTOR'S SOLE
RESPONSIBILITY.
LEGEND:
EXISTING TO REMAIN
NEW CONSTRUCTION
V ////1 FILL OPENINGS AND FINISH TO MATCH
ADJACENT SURFACES AND WIDTHS REF STRUCTURAL
SEE REFERENCE FOR CUT SHEETS FCS1, FCS2, FCS3
J PARTITION TYPES:
NORTH
�i
S
S
2
S
3
S
5
S
6
5/8" GYP. BD. -1 LAYER ON EA. SIDE
MTL. STUDS @ 16 "O.0
5/8" GYP. BD.
5/8" TYPE "X" MOISTURE RESISTANT GYP. BD.
MTL. STUDS @ 16 "O.0
5/8" TYPE "X" MOISTURE
EA. SIDE
MTL. STUDS @ 16 "O.0
5/8" PLYWOOD
5/8" TYPE "X" MOISTURE
MTL. STUDS @ 16 "O.0
5/8" GYP. BD.
3/4" PLYWOOD
MTL. STUDS @ 16 "O.0
RESISTANT GYP.
RESISTANT GYP.
BD.
BD.
5/8" TYPE "X" MOISTURE RESISTANT GYP. BD.
MTL. STUDS @ 16 "O.0
NOTE:
SEE STRUCTURAL FOR TYPICAL METAL STUD FRAMING.
X
PARTITION SYMBOL:
NUMBER INDICATES STUD
HEIGHT. NO NUMBER
INDICATES STUD HEIGHT TO
BOTTOM OF ROOF DECK TYP
PARTITION TYPE LETTER
PARTITION MARK NUMBER
STUD,FURRING SIZE
1 HRS — FIRE RATING, IF REQUIRED
a = 6" MTL STUD
b = 3 5/8" MTL STUD
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ARCHITECT
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RACK FiXTURES SHOWN ON THIS PLAN
REQUIRE ANCHORAGE TO SLAB.
CONTRACTOR TO VERIFY w/ FIXTURE PLAN
BY OTHERS PRIOR TO CONSTRUCTION
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RACKING ANCHORAGE PLAN
1
A. GENERAL
1. THESE DRAWINGS HAVE BEEN PREPARED USING STANDARDS OF
PROFESSIONAL CARE AND COMPLETENESS NORMALLY EXERCISED UNDER
SIMILAR CIRCUMSTANCES BY REPUTABLE STRUCTURAL ENGINEERS IN THIS
OR SIMILAR LOCALITIES. THEY ASSUME THAT THE WORK DEPICTED WILL
BE PERFORMED BY AN EXPERIENCED CONTRACTOR AND /OR WORKMEN WHO
HAVE A WORKING KNOWLEDGE OF THE APPLICABLE CODE STANDARDS AND
REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD PRACTICE.
AS NOT EVERY CONDITION OR ELEMENT IS (OR CAN BE) EXPUCITLY SHOWN
ON THESE DRAWINGS, THE CONTRACTOR SHALL USE INDUSTRY ACCEPTED
STANDARD GOOD PRACTICE FOR MISCELLANEOUS WORK NOT EXPUCITLY
SHOWN.
2. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT
INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE
SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES, PROCEDURES, LAGGING, SHORING, BRACING, FORM -WORK, ETC.
AS REQUIRED FOR THE PROTECTION OF UFE AND PROPERTY DURING
CONSTRUCTION. CONSTRUCTION MATERIALS SHALL BE UNIFORMLY SPREAD
OUT SUCH THAT DESIGN UVE LOAD PER SQUARE FOOT AS NOTED HERON
IS NOT EXCEEDED.
I DESIGN OF ITEMS THE RACKS THEMSELVES ARE NOT PART OF THE SCOPE
AND SHALL BE PROVIDED BY OTHERS UNLESS SPECIFICALLY NOTED ON
THESE DRAWINGS. REFER TO SUBMITTALS SECTION FOR ITEMS THAT MUST
BE SUBMITTED FOR REVIEW AND FOR SUBMITTAL REQUIREMENTS.
4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS AND
ELEVATIONS WITH ARCH'L DRAWINGS AND RESOLVE ANY DISCREPANCIES
WITH THE ARCHITECT PRIOR TO START OF CONSTRUCTION. CONTRACTOR
SHALL ESTABUSH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCH-,
MECH., PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS
AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.
5. TYPICAL DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILY
INDICATED AT A SPECIFIC LOCATION ON PLANS. WHERE NO DETAILS ARE
SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE
PROJECT. DETAILS MAY SHOW ONLY ONE SIDE OF CONNECTION OR MAY
OMIT INFORMATION FOR CLARITY.
6. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER
GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS.
7. STANDARDS AND CODE REFERENCES NOTED IN THESE CONSTRUCTION
DOCUMENTS REFER TO THE EDITIONS ADOPTED BY THE BUILDING CODE
SPECIFIED IN THE BASIS FOR DESIGN. REFERENCES NOT SPECIFICALLY
ADOPTED BY SAID BUILDING CODE REFER TO THE LATEST EDITION.
8. ALL INSPECTIONS REQUIRED BY THE BUILDING CODES, JURISDICTION, OR
THESE PLANS SHALL BE PROVIDED BY AN INDEPENDENT INSPECTION
COMPANY OR THE BUILDING DEPARTMENT. SITE VISITS BY THE ENGINEER
DO NOT CONSTITUTE AN INSPECTION.
B. BASIS FOR DESIGN
1. BUILDING CODE: 2009 EDITION OF THE INTERNATIONAL BUILDING CODE
2. SEISMIC LOADS: SITE CLASS D
SEISMIC DESIGN CATEGORY D
Rp =2.5
Ap = 1.0
SS = 1.420
S1 = 0.486
SDS = 0.947
SD1 = 0.491
IMPORTANCE FACTOR = 1.0
OCCUPANCY CATEGORY II
SYSTEM: NON - BUILDING
STRUCTURE (STEEL STORAGE
RACKS)
ANALYSIS: EQUIVALENT
LATERAL FORCE
BASE SHEAR, V =
PROCEDURE
CsW = 0.189 Wp
C. SPECIAL INSPECTION,
1. IN ADDITION TO STANDARD INSPECTIONS BY THE BUILDING OFFICIAL
REQUIRED PER CBC SECTION 109, THE OWNER SHALL EMPLOY ONE OR
MORE SPECIAL INSPECTORS WHO SHALL PROVIDE INSPECTIONS DURING
CONSTRUCTION FOR THE TYPES OF WORK USTED IN THIS SECTION.
2. THE SPECIAL INSPECTOR SHALL BE A QUAUFIED PERSON WHO SHALL
DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING
OFFICIAL, FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION
OR OPERATION REQUIRING SPECIAL INSPECTION.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE SPECIAL
INSPECTOR AT LEAST 24 HOURS NOTICE PRIOR TO PERFORMING ANY WORK
REQUIRING SPECIAL INSPECTION.
4. THE SPECIAL INSPECTOR SHALL INSPECT THE WORK ASSIGNED FOR
CONFORMANCE WITH THE APPROVED CONTRACT DRAWINGS AND SPEC'S.
THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE
BUILDING OFFICIAL, THE ENGINEER OF RECORD, AND OTHER DESIGNATED
PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE
ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF
UNCORRECTED, TO THE ENGINEER AND THE BUILDING OFFICIAL THE
SPECIAL INSPECTOR SHALL SUBMIT A FiNAL SIGNED REPORT STATING
WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST
OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED
PLANS AND SPEC'S AND THE APPUCABLE CODE PROVISIONS.
5. INSPECTORS SHALL INSPECT FROM AN APPROVED SET OF CONTRACT
DRAWINGS. SHOP DRAWINGS SHALL NOT BE USED IN UEU OF THE
APPROVED CONTRACT DRAWINGS FOR INSPECTION PURPOSES.
6. TYPES OF WORK TO BE INSPECTED BY THE SPECIAL INSPECTOR ARE AS
FOLLOWS:
6.1. DURING INSTALLATION OF POST - INSTALLED ANCHORS PER MFR.
SPACIFICA11ONS
7. CERTIFICATE OF APPROVAL REGARDING MATERIALS AND INSPECTION OF
PREFABRICATED ITEMS SHALL BE PROVIDED IN ACCORDANCE WITH
IBC SECTION 1704.
D. RACKING PLAN NOTES
1. ALL RACK FIXTURES SHOWN ON PLANS. SHALL BE DESIGNED AND -
PROVIDED BY OTHERS. CONTRACTOR TO VERIFY LOCATION OF ALL RACK
FIXTURES w/ ARCHITECT PRIOR TO INSTALLATION. RESOLVE DISCREPANCIES
w/ ARCHITECT.
2. SCOPE OF WORK UNITED TO THE ATTACHMENT OF RACK FOOTPLACE TO
STRUCTURAL SLAB. ALL RACK -TO -RACK AND RACK -Tit- FOOTPLATE
CONNECTIONS SHALL BE BY OTHERS.
3. (E) SLAB ON GRADE ASSUMED TO BE MIN. 5" THICK w/ MIN.
TEMPERATURE AND SHRINKAGE REINFORCING CENTERED IN SLAB
THICKNESS.
4. ALL RACKS TO BE . INSTALLED PLUMB. BY RACK INSTALLER.
OUT -OF -PLUMB INSTALLATION TOLERANCES SHALL BE PROVIDED BY RACK
MFR PRIOR TO INSTALLATION.
5. RACK ANCHORS SHALL BE LOCATED 8" MIN. FROM SLAB CONTROL JOINT.
6. RACK ANCHORAGE DESIGNED FOR 5000 lb TOTAL WEIGHT
7. RACK MFR TO POST MAXIMUM RACK SHELF LOAD ON THE RACK PER CITY
REQUIREMENTS
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUN 2 2 2012
City of Tukwila
BUILDING DIVISION
ply -Ibq
CRY
JUN -1 3 2012
PERMIT
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DRAWN BY: RRR /MM
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SHEET NAME:
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I " I AT STORAGE RACK (TYPE H,F)
lAITYPE A
01 TYPICAL RACK ANCHOR AT (E) SLAB
103-100618
m PRE -FAB ISLAND RISK BY OTHERS.
(7-0* MAX. HEIGHT)
CD 10 GA. x2* x0' -65/8'
FOOTPLATE BY RACK MR. w/ (2)
111EN SCREWS EACH PLATE
0
0
® • —FAB STORAGE RACK BY
OTHERS. (12' -0" MAX. HEIGHT)
® 3/8'x5 "x0' -8' FOOTPLATE OR
3/'x8"x0' -8' FOOTPLATE BY RAC(
MFR w/ (4) MEN SCREWS
O 0
O 0
0
O 0
A. ATTAcHUENT OF RACK TO
FOOTPLATE SHALL BE BY OTHERS.
B. PROVIDE FOOTPLATE AT EACH
CORNER OF RACK, UP. *ERE RACK
IS ADJACENT TO MASONRY WALL
REFER TO TYPICAL DETAIL 02 —SR1
NO SCALE
0 PRE —FAB WALL SHELV9IG BY OTHERS
(9'-0" MAX. HEIGHT)
CD WALL ANCHOR PLATE PER RACK
MFR. w/ (2) THEN SCREWS
CD %MON r DIA. MEN HD w/ 6"
MIN. EMBEDMENT
A. RAC( TO WALL ANCHOR PLATE
ATTACHMENT BY OTHERS.
B. NOTWY E.O.R. F (E) MASONRY WALL
IS NOT SOLD GROUTED.
02 TYPICAL RACK ANCHOR AT (E) MASONRY WALL
06- 100614 NO SCALE
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JUN -1 3 2012
PERMIT CENTER
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lAITYPE A
01 TYPICAL RACK ANCHOR AT (E) SLAB
103-100618
m PRE -FAB ISLAND RISK BY OTHERS.
(7-0* MAX. HEIGHT)
CD 10 GA. x2* x0' -65/8'
FOOTPLATE BY RACK MR. w/ (2)
111EN SCREWS EACH PLATE
0
0
® • —FAB STORAGE RACK BY
OTHERS. (12' -0" MAX. HEIGHT)
® 3/8'x5 "x0' -8' FOOTPLATE OR
3/'x8"x0' -8' FOOTPLATE BY RAC(
MFR w/ (4) MEN SCREWS
O 0
O 0
0
O 0
A. ATTAcHUENT OF RACK TO
FOOTPLATE SHALL BE BY OTHERS.
B. PROVIDE FOOTPLATE AT EACH
CORNER OF RACK, UP. *ERE RACK
IS ADJACENT TO MASONRY WALL
REFER TO TYPICAL DETAIL 02 —SR1
NO SCALE
0 PRE —FAB WALL SHELV9IG BY OTHERS
(9'-0" MAX. HEIGHT)
CD WALL ANCHOR PLATE PER RACK
MFR. w/ (2) THEN SCREWS
CD %MON r DIA. MEN HD w/ 6"
MIN. EMBEDMENT
A. RAC( TO WALL ANCHOR PLATE
ATTACHMENT BY OTHERS.
B. NOTWY E.O.R. F (E) MASONRY WALL
IS NOT SOLD GROUTED.
02 TYPICAL RACK ANCHOR AT (E) MASONRY WALL
06- 100614 NO SCALE
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JUN -1 3 2012
PERMIT CENTER
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PROJECT NUMBER
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06/12/12
RE SUBMITTAL
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FILE: SR2- 120321 - SD.DWG
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SHEET NAME:
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SHEET NUMBER:
SR2
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