HomeMy WebLinkAboutPermit D17-0302 - HARRY'S OF ALLENTOWN - WEDGE AWNINGHARRY'S
OF ALLENTOWN
12404 42 AVE S
D17-0302
Parcel No:
Address:
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.Rov
DEVELOPMENT PERMIT
0179003238 Permit Number: D17-0302
12404 42ND AVE S
Project Name: HARRY'S OF ALLENTOWN
Issue Date: 12/19/2017
Permit Expires On: 6/17/2018
Owner:
Name:
Address:
Contact Person:
Name: LUKE WALKER
Address: 18375 OLYMPIC AVE S , TUKWILA, WA,
98188
HARRIS & SUCKIE PROPERTIES
10529 SE 213TH ST , KENT, WA, 98031
Contractor:
Name:
RAINIER INDUSTRIES LTD
Address: 18375 OLYMPIC AV S , TUKWILA, WA,
98188
License No: RAINIIL066QP
Lender:
Name: RAINIER INDUSTRIES
Address: 18375 OLYMPIC AVE S, TUKWILA, WA,
98188
Phone: (425) 981-1214
Phone: (425) 251-1800
Expiration Date: 1/11/2019
DESCRIPTION OF WORK:
1 EACH WEDGE AWNING WITH STANDING SEAM METAL ROOFING. APPROXIMATELY 54'(W) X 3' (H) X 5' (D) WITH
2" TRUSS FORMING CORNER
Project Valuation: $17,960.00
Type of Fire Protection: Sprinklers:
Fire Alarm:
Type of Construction: VB
Electrical Service Provided by: TUKWILA
Fees Collected: $795.96
Occupancy per IBC: U
Water District: TUKWILA
Sewer District: TUKWILA
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
International Fuel Gas Code:
2015
2015
2015
2015
2015
National Electrical Code:
WA Cities Electrical Code:
WAC 296-46B:
WA State Energy Code:
2017
2017
2017
2015
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter:
Volumes: Cut: 0 Fill: 0
Number: 0
No
Permit Center Authorized Signature:
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development permit and agree to the conditions attached to this permit.
Signature:
Print Name: 1-441(?_
Date: 121(0 7
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***BUILDING PERMIT CONDITIONS***
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17,
Table 1705.3.
4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be
done by a Washington Association of Building Official Certified welder.
5: 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.
6: 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.
7: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap
the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks,
wells, and other excavations. Final inspection approval will be determined by the building inspector based
on satisfactory completion of this requirement.
9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the City
of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other
ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
4046 SI-EPDXY/EXP CONC
4025 SI -STEEL CONST
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
htto://www.TukwilaWA.gov
Building Permit No. V1—.01.02
Project No.
Date Application Accepted: 1,1"-S-1 7
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: 12404 42ND Ave S
King Co Assessor's Tax No.: 0179003238
Suite Number:
Tenant Name: Harry's of Allentwon
PROPERTY OWNER
Name: Harold Harris
Address: 22408 95th CT S
City: Kent
State: WA
Zip: 98031
CONTACT PERSON — person receiving all project
communication
Name: Luke Walker
Address: 18375 Olympic Ave S
City: Tukwila State: WA Zip: 98188
Phone: (425) 981-1214 Fax:
Email: lukew@rainier.com
GENERAL CONTRACTOR INFORMATION
Company Name: Rainier Industries
Address: 18375 Olympic Ave S
City: Tukwila State: WA Zip: 98188
Phone: (425) 251-1800 Fax:
Contr Reg No.: RAINIIL066QP Exp Date: 01/11/2019
Tukwila Business License No.: BUS -0100320
H:\Applications\Fors-Applications On Line \201 1 Applications \Permit Application Revised - 8-9-1 I.docx
Revised: August 2011
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New Tenant:
Floor:
❑ Yes I..No
ARCHITECT OF RECORD
Name: Rainier Industries
Company Name: Rainier Industries
Company Name:
Engineer Name: Thomas Swanson
Architect Name:
City: Tukwila State: WA
Address:
Phone: (425) 981-1214 Fax:
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Name: Rainier Industries
Company Name: Rainier Industries
City: Tukwila State: WA Zip: 98188
Engineer Name: Thomas Swanson
Address: 18375 Olympic Ave S
City: Tukwila State: WA
Zip: 98188
Phone: (425) 981-1214 Fax:
Email: thomass@rainier.com
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: Rainier Industries
Address: 18375 Olympic Ave S
City: Tukwila State: WA Zip: 98188
Page 1 of 4
BUILDING PERMIT INFORMATION — 206-431-3670
Valuation of Project (contractor's bid price): $ 17,960
Existing Building Valuation: $ 290,100
Describe the scope of work (please provide detailed information):
1 ea wedge awning with standing seam metal roofing - Approx Dims - 54' (w) 3' (h) x 5' (d) w/ 2" truss forming corner
Will there be new rack storage? El Yes
m.. 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? 0 Yes 0 No If"yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
0 Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 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
0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Forts-Applications On Line \201 1 Applications\Pertnit Application Revised - 8-9-1 1.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
1s` Floor
2,400
162
2nd Floor
3`d 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? 0 Yes 0 No If"yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
0 Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 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
0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
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Revised: August 2011
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Page 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).
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 OWNER OR AUTHORIZED AGENT:
n"�`
Luke Walker t°*`,biLae .+
Signature: ;' m:cm,r.uonae.naro Date:
Print Name: Luke Walker Day Telephone: (425) 981-1214
Mailing Address: 18375 Olympic Ave S Tukwila WA 98188
City State Zip
H:\Applicatima\Fomes-Applications On Line\201 I Applications\Permit Application Revised - 8-9-1 I.docx
Revised: August 2011
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Page 4 of 4
Cash Register Receipt
City of Tukwila
DESCRIPTIONS ACCOUNT
PermitTRAK
QUANTITY
PAID
$795.96
D17-0302 Address: 12404 42ND AVE S Apn: 0179003238
$795.96
Credit Card Fee
$23.18
Credit Card Fee
R000.369.908.00.00
0.00
$23.18
DEVELOPMENT
$750.18
PERMIT FEE
R000.322.100.00.00
0.00
$451.93
PLAN CHECK FEE
R000.345.830.00.00
0.00
$293.75
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
TECHNOLOGY FEE
$22.60
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R12727
R000.322.900.04.00
0.00
$22.60
$795.96
Date Paid: Friday, November 03, 2017
Paid By: IAN MAYTHER
Pay Method: CREDIT CARD 053346
Printed: Friday, November 03, 2017 3:06 PM 1 of 1
CISYSTEMS
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. " PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
(206) 431-3670
D) , -0-362_,
6300
0Via-
6300 Southcenter Blvd., #100, Tukwila. WA 98188
Permit Inspection Request Line (206) 438-9350
Project: i
�RyS 6ic 41-1-0Tb
C
Type of Inspection: i
Bt11L/NC- rtil-l—
Address:
/2 ya 4 42ND Av
•
Date Called:
Special Instructions:
Date Wanted: a,
dZ"-'2--(CP--/ES p;m.
Requester:
PowALLD IA BLD Asti f,S'
Phone No:
20&– / — Des
fApproved per applicable codes. Corrections required prior to approval.
COMMENTS:
Inspector:
lS(— S7 Xi -KV t_ (tA
CCK - �i% CX,"ri✓614:✓ ulie/t
04<- 23tJ/Lj/11 - --701-4---
ii L ---
1
Inspector:
Date:
REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
OTTO ROSENAU & ASSOCIATES, INC.
Geotechnical Engineering, Construction Inspection & Materials Testing
RECEIVED
CITY OF TUKWILL
FEB 2 2 2018
Job Number: 18-0085
PERMIT CENTEP
PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT
Report Number: 346009 Permit Number: D17-0302
Project: Tukwila Awning Client: Rainier Industries, Ltd.
Address: 12404 42nd Avenue South, Tukwila Address: 18375 Olympic Avenue South, Tukwila
Inspector: Steven Moser Date: 2/07/2018
Description/Location: Arrived on site as requested to inspect proper installation of adhesive proprietary anchors for future awning
spanning, west side of the building and above the window on the north side of building as per upper attachment
detail M on page P4.
Intended Use: Awning attachment
Building Code & Year: IBC 2015
Reinforcing Steel
All Thread
Bar/Dowel Size & Quantity:
Anchor Size & Quantity: 3/8" (27)
Rebar Manufacturer:
Rebar Grade: 0 40 0 60 0 Other:
Type of Bar: 0 A-615 0 A-706 0 A-775 0 Other:
Special Ductile Quality (SDQ):
Anchor Length:
5 1/8"
Hole Diameter: 5/8"
❑ Yes ❑ No
Type of Steel (ASTM): ® A-36 0 F-1554 0 A-307
Grade: ® 36 0 50 0 75 0 Other:
Hole Depth: 4 Ya"- 6 %"
Concrete Thickness: N/A
Hole Orientation: ❑ Vertical Down 0 Vertical Up ® Horizontal
Required Embedment: 4"
Concrete Strength: N/A
Base Material: 0 Normal Weight Concrete 0 Light Weight Concrete 0 CMU ® Brick 0 Composite Deck
Hole Cleaning: El Compressed Air ❑ Hand Pump 0 Other:
Brushed: El Yes 0 No
Compressed Air PSI: 95
Hole Condition: ® Dry 0 Damp 0 Water Saturated 0 Submerged
Drill Bit (ANSI B212.15): 0 Yes 0 No
Adhesive Type: Hilti Hit HY 70
Weather: Overcast
Approved Diamond Cored Hole: 0 Yes 0 No N/A
Expiration Date: 05/2018
Ambient Temperature: 56°
Comments
All construction inspected was completed in conformance with approved project documents and manufacturers recommendations.
Reference Standard(s) Used: Conforms X Does Not Conform
ICC ESR #: 2685/3342
Substrate Temperature: 52°
Copies to:
Client X Engineer
Owner X Contractor
Architect X Building Dept.
Others
Technical Responsibility: I , -2- f 1 g
Isaac Ruoff,Project anager
Thls report applies only to the Items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report,
except in full, without written permission from our firm is strictly prohibited.
Page 1 of 1
6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221
Form No.: ADMIN -86-02 (Rev. 05/13)
1
2
3
4
5
REVISIONS
No changes shall he made to the scope
of work witho i, i. prior approval of
Tukwila!cling Division.
NOTE: Revisions will require a nsw plan submittal
and may include additional plan review fees
GENERAL NOTES
1. These drawings have been prepared primarily to safeguard against major structural damage and loss of life,
not to limit damage or maintain function -as per requirements of the current accepted building code as listed in
the Basis for Design.
2. An experienced licensed contractor with a working knowledge of applicable codes and industry accepted
standard practices shall perform the work depicted in these drawings.
3. All work shall conform to the minimum standards of the current governing building code and industry specific
specifications and standards. The contractor shall comply with requirements of all regulatory agencies with
authority over any portion of the work. Work not explicitly shown on these drawings shall conform to all
applicable codes and accepted standard practices.
4. The contractor shall verify all dimensions, elevations and conditions on these drawings with the architectural
and all other discipline drawings prior to start of construction. Notify architect or EOR in writing before the start
of construction regarding discrepancies, omissions or variations, or they shall become the sole responsibility of
the contractor. Notes and the specific details on these drawings take precedence over general structural notes
and typical details.
5. Construction methods are not indicated on these drawings. The contractor shall be solely responsible for all
methods, sequences and procedures of construction. The contractor shall provide adequate shoring, bracing,
formwork, etc. as required for the protection of life and property during construction.
6. Openings, pockets, etc. larger than 6 inches shall not be placed in structural members unless specifically
detailed on these drawings. When drawings by others show items in structural members not shown on the
structural drawings, notify the engineer in writing to determine correct disposition.
7. Site visits by the EOR are a resource for the contractor and shall not be considered as special inspections.
8. General inspection and special inspection shall be performed during construction as required by the local
governing municipality.
BASIS FOR DESIGN
1. Goveming Building Code: 2015 International Building Code
2. Risk Category: II
3. Roof Loads:
Dead Load = self weight + 2.0 psf misc. dead load
Live Load = 20 psf
Snow Load = 25 psf (minimum required snow load)
4. Wind Design:
Basic Wind Speed = 110 mph
Wind Exposure = D
Risk Catagory II
Mean Roof Height = less than 15'-0"
5. Seismic Design:
Wind loads govem lateral structural design.
FILE COPY
Perm!t No. ik1
.M
Plan review approval is subject to errors and omissions.
Approval of construction documents does not authorize
the violation of any adopted cods or ordinance. Receipt
of approved Field Copy and conditions is acknowledged:
Ey: C fki 7 . if
Date: / ?_/tit' 1-61/7
City of Tukwila
BUILDING DINMSIC3N
ISEF`:-.'.TE
R_:
7;:Ct'i:..;;ical
�,,f Electric J
lel P;umb:ng
L......_
t!9 Gcs Piping
a:::./ of TL:' VVit3
Bt.m_Dr ' a r 1vISioN
SPECIAL INSPECTIONS (STEEL CONSTRUCTION)
It shall be the contractors' responsibility to ensure
special inspections have been provided and
documented. It shall be the contractors' responsibility to
contact the registered design professional in responsible
charge and request for all required special inspection
documentation with inspections tables for this project.
The owner or the registered design professional in
responsible charge acting as the owner's agent shall
employ one or more approved agencies to perform
inspections during construction on the types of work
listed.
1705.2 Steel construction.
Special inspection for structural steel shall be in
accordance with the quality assurance inspection
requirements of AISC 360. Special inspection
construction other than structurai steel
accordance with Table 1705.2.2.
for steel
shall be
in
(('��((��REVIEW1 D FOR
CODE COMPLIANC
APPROVED
DEC 0 7 2017
7
8
REVISIONS HISTORY
REV
DESCRIPTION
BY
DATE
APPR
A
PRELIMINARY DWGS
TCS
11/28/2017
APR
p1)--
STRUCTul2l�L /�f T�kwlia
1. All alum L i�y . rrt r%uir$6(96`1'-T with minimum tensile yield stress 35 ksi, U.N.O.
2. All aluminum welds shall conform to current aluminum specifications.
3. Aluminum parts shall be welded with an inert gas shielded arc or resistance welding process. No we
processthat requires a welding flux shall be used. Only filler alloys complying with the governing code a
specifications requirements shall be used.
4. All welds of structural members shall be performed by welders qualified in accordance with the governing
code procedures.
5. Welding of aluminum shall be in accordance with nationally recognized standards.
6. Oxygen cutting of aluminum alloys shall not be permitted.
7. Where aluminum alloy parts are in contact with dissimilar metals (other than stainless, aluminized or
galvanized steel) or absorbent building materials likely to be continuously or intermittently wet, the faying
surfaces shall be painted or otherwise separated in accordance with the current aluminum specifications.
8. During erection, structural aluminum shall be adequately braced and fastened to resist dead, wind and
erection loads.
FASTENERS
1. Screws shall be self -tapping hex head sheet metal screws with current ICBO/ICC rating for material into
which installation occurs.
2. Screws which are removed shall be replaced with a larger diameter screw where replacement is made into an
existing hole. Replace all screws which strip out material.
3. Screws shall be spaced no closer than 5/8" o.c. and maintain a minimum free edge distance of 1/2", U.N.O.
4. Clip angles or flat clips used for attachment shall be a minimum of 33 mils, U.N.O. Size all clip angles and
flat clips to maintain minimum screw spacing and edge distances as noted above.
5. All screws #8 and larger shall have a minimum head size of 5/16". All screws shall have sufficient length to
ensure penetration into aluminum/steel by at least (2) full diameter threads.
6. All screws shall be a minimum of #8 self -tapping screws, U.N.O.
7. All anchors installed into concrete shall be Hilti KB TZ expansion anchors (ESR -1917) or Hilti HIT -RE 500 -SD
adhesive anchors (ESR -2322). All anchors installed into CMU shall be Hilti KB III expansion anchors (ESR -
1385) or Hilti HIT-HY 70 adhesive anchors (ESR -2682). Approved equivalent anchors with current ICBO/ICC
reports may be used at the contractor's discretion.
8. All bolts shall be installed as bearing -type connections with threads excluded from shear plane (type "x"
connection), U.N.O. High-strength bolts shall be snug tightened using any AISC approved method and do not
require special inspections unless noted otherwise. All bolts in slotted or oversize holes and all high-strength
bolts shall be installed with washers.
12.05.2017
CORRECTION
SPECIAL INSPECTION TR
1. All required special inspections shall be performed in accordance with the current accepted building code
Check with the local building department for required special inspections.
2. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the
local building department, for the inspection of the particular type of construction or operation requiring special
inspection.
3. The special inspector shall inspect the work assigned for conformance with the approved contract drawings
and specifications. The special inspector shall fumish inspection reports to the local building department, the
EOR and other designated persons required by the governing building official. All discrepancies shall be
brought to the immediate attention of the contractor for correction, and then if uncorrected in a reasonable
period of time, the EOR and the building official shall be notified. The special inspector shall submit a final
�we'��D
signed report stating whether the work requiring special inspection was, to the best of the inspectors know) (BGG
constructed in conformance with the approved plans and specifications and the applicable building
provisions
4. Inspectors shall inspect from an approved set of contract drawings, shop drawings shall not be used in lie•Lree 0 2011
the approved contract drawings for inspection purposes.
5. Certificate of approval regarding materials and inspection of prefabricated items shall be provided in
TY OF TUKWILA
accordance with the current accepted building code.
br7o3oz
PERMIT CENTER
STANDING SEAM AWNING
.X=±1/4"
.XX = ± 1/16"
ANGLES =± 1°
HARRIS PROPERTY MANAGEMENT
ENGINEERING NOTES
RAINIER 1
RAINIER INDUSTRIES LTD
N/APta
394166-1-1
PO.5
FILE NAME: P:\DTS\DEVELOPMENT\HARRIS PROPERTY MANAGEMENT\394166 - STANDING SEAM WEDGE AWNING\394166-1-1 - 1 EA STANDING SEAM WEDGE AWNING\DRAWING\394166-1.1 - PACK AND GO\
1
2 3
4 5
6
7 8
24 GAUGE NRM 1000
ROOFING PANELS
REVISIONS HISTORY
REV
DESCRIPTION
BY
DATE
APPR
A
PRELIMINARY DWGS
TCS
11/28/2017
APR
FUNCTION: TO PROVIDE COVER
NOTES:
ORIGINAL DESIGN CONCEPTS ARE PROTECTED UNDER FEDERAL COPYRIGHT
LAWS AND ARE THE PROPERTY OF RAINIER INDUSTRIES, LTD. ANY
REPRODUCTION OF THIS DESIGN CONCEPT WITHOUT WRITTEN CONSENT IS
EXPRESSLY FORBIDDEN.
FRAME #1
DELIVERABLES
DESCRIPTION
QTY
STANDING SEAM WEDGE AWNING AROUND CORNER (3 FRAMES)
1
FRAME BREAK #1
FRAME#2
FRAME BREAK #2
ISOMETRIC VIEW OF 394166-1-1 - ASSEMBLY TEMPLATE R1
QTY (1)
FRAME #3
12.05.2017
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC 0 7 2017
City of Tukwila
BUILDING DIVISION ,
RECEIVED
CITY OF TUKWILA
DEC 0 6 2011
PERMIT CENTER
SHEET INDEX
PAGE
SHEET DESCRIPTION
DEPARTMENT
P1
SCOPE OF WORK
P2
PLOT PLAN
P3
ELEVATION VIEW
P4
ELEVATION VIEW CONTINUED
P5
ISOMETRIC CUT LIST FRAME #1
P6
FRAME DETAIL FRAME #1
M
P7
ISOMETRIC CUT LIST FRAME #2&3
M
P8
FRAME DETAIL FRAME #2&3
M
P9
ROOFING PANLES
PART DESCRIPTION
STANDING SEAM AWNING
.X .± 1/4"
.XX =± 1/16"
ANGLES = ± 1°
HARRIS PROPERTY MANAGEMENT
SCOPE OF WORK
Cr'S'Aa) RAINIER INDUSTRIES LTD
o
N/A".
394166-1.1
PAGE
P1
FILE NAME: P:\DTS\DEVELOPMENT\HARRIS PROPERTY MANAGEMENT\ 394166 - STANDING SEAM WEDGE AWNING\394166-1-1 - 1 EA STANDING SEAM WEDGE AWNING\ DRAWING 1394166-1-1 - PACK AND GO\
8
PAD -
0
w
REVISION HISTORY
REV
DESCRIPTION
BY
DATE
APPR
A
PRELIMINARY DWG
TCS
11/28/2017
FUNCTION: PROVIDE COVER
NOTES:
ORIGINAL DESIGN CONCEPTS ARE PROTECTED UNDER FEDERAL COPYRIGHT LAWS AND ARE THE
PROPERTY OF RAINIER INDUSTRIES, LTD. ANY REPRODUCTION OF THIS DESIGN CONCEPT WITHOUT
WRITTEN CONSENT IS EXPRESSLY FORBIDDEN.
S 124th St S 124th St
19'-0°
4th St
entown Superen
PARCEL#
0179003238
12404 42nd
Avenue South
\—PropertyLine
S 124th St S 124th St
Plot Plan
Standing Seam Awning
Scale: 1/32" = 1'-0"
S\ DEVELOPMENT\ Harris Property Management\394166 - Standing Seam wedge awning \394166-1-1 - 1 Ea standing seam Wedge Awning \ Drawing \394166-1-1- Harris Property Management - Permit DWG - R1.dwg, 11/29/2017 8:14:51 AM, Adobe PDF
12.05.2017
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC 0 7 2017
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
DEC 062017
PERMIT CENTER
STANDING SEAM AWNING
.X=±1/4"
.XX = t 1/16°
ANGLES=±1°
HARRIS PROPERTY MANAGEMENT
PLOT PLAN
RA N GR
RAINIER INDUSTRIES LTD
Pw�xPA /
N/A
394166-1.-1
P2
1
4 5
6
7
8
A �---1
1
A -• '
0`
FRONT VIEW OF 394166-1-1 - ASSEMBLY TEMPLATE R1
REVISIONS HISTORY
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DESCRIPTION
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APPR
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PRELIMINARY DWGS
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11/28/2017
APR
/FRAME BREAK #1
SECTION A -A
1/4" X 1" TEK SCREW
METAL ROOFING
3/8" X 2.5" S.S THRU BOLT
24" O.C. MAX
FRAME BREAK#2
FRAME BREAK DETAIL VIEW
QTY (7 PER FRAME BREAK)
2 FRAME BREAKS
"X1" PURLIN FOR ROOFING
ROOFING ATTACHMENT DETAIL J
3/8" WASHER 1 EVERY BOLT
3/8" LOCK NUT 1 EVERY BOLT
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC 0 7 2017
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
DEC 062017
PERMIT CENTER
12.05.2017
STANDING SEAM AWNING
.X = ± 1/4"
.XX=±1/16"
ANGLES =± 1°
HARRIS PROPERTY MANAGEMENT
ELEVATION VIEW
RA NIGR
RAINIER INDUSTRIES LTD
Rai. MT "
N/A
394166-1-1
P3
FILE NAME: P:\DTS\DEVELOPMENT\HARRIS PROPERTY MANAGEMENT 394166 - STANDING SEAM WEDGE AWNING\394166-1-1 - 1 EA STANDING SEAM WEDGE AWNING\DRAWING\394166-1-1 - PACK AND GO\
A�
FRONT VIEW OF 394166-1-1 - ASSEMBLY TEMPLATE R1
W
SECTION A -A
PPER ATTACHMENT
UPPER CORNER DETAIL R
FRAME #1 & #2 FOR ATTACHMENT NEAR CORNER
1" SINGLE HOLE Z-BRAKCET
3/8" LOCK NUT
3/8" THREADED ROD
WITH HILTI HY70 EPDXY
MIN EMB 4"
1/4" X 1"TEK SCREW
1"X1" BOTTOM OF AWNING
1"X1" BOTTOM OF AWNING
LOWER ATTACHMENT DETAIL N
EVERY RETURN ARM
REVISIONS HISTORY
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APR
LOWER ATTACHMENT
LOWER CORNER DETAIL W
FRAME #1 & #2 FOR ATTACHMENT NEA
1"X1" TOP OF AWNING
1"X1" PURLIN FOR ROOFING
EXISTING WALL
STUCCO OVER BRICK
(BY OTHERS)
114" X 1" TEK SCREW
3/8" THREADED ROD
WITH HILTI HY70 EPDXY
MIN EMB 4"
3/8" LOCK NUT
1" SINGLE HOLE Z-BRAKCET
12.05.2017
REVIEWED FOR
CODE COMPLIANCE
APPROVED
CORNEJEC 0 7 2017
City of Tukwila
BUILDING DIVISION
EXISTING WALL
STUCCO OVER BRICK
(BY OTHERS)
IVED
TUKWILA
DEC 06 2011
PERMIT CENTER
UPPER ATTACHMENT DETAIL M
EVERY 24" O.C.
STANDING SEAM AWNING
.X=± 1/4"
.XX = ± 1/16"
ANGLES =± 1°
HARRIS PROPERTY MANAGEMENT
ELEVATION VIEW CONTINUED
RAINIER INDUSTRIES LTD
*"
N/A
394166.1-1
PAGE
P4
FILE NAME: P:\DTS\DEVELOPMENT HARRIS PROPERTY MANAGEMENT 394166 - STANDING SEAM WEDGE AWNING\394166-1-1 -1 EA STANDING SEAM WEDGE AWNING\DRAWING1394166-1-1 - PACK AND GO\
1
2
3
4
5
6
7
8
QTY.
DESCRIPTION
Part
Direction
LENGTH
ANGLE1
ANGLE2
1
1
lin x lin x 0.110in Alum. Tube
1210-0011
35"
0.00
45.00
2
1
2in x lin x 0.125in Alum. Tube
1210-0013
226"
45.00
0.00
3
1
lin x lin x 0.110in Alum. Tube
1210-0011
681 /8"
30.02
29.95
4
1
lin x lin x 0.110in Alum. Tube
1210-0011
2"
45.00
30.02
5
1
1in x lin x 0.110in Alum. Tube
1210-0011
60"
45.00
45.00
6
9
lin x lin x 0.110in Alum. Tube
1210-0011
34"
0.00
0.00
7
9
lin x lin x 0.110in Alum. Tube
1210-0011
58"
0.00
0.00
8
6
lin x lin x 0.110in Alum. Tube
1210-0011
67 1/2"
0.00
29.93
9
11
3/4in x 3/4in x 0.110in Alum. Tube
1210-0010
16 15/16"
0.00
29.95
10
1
lin x lin x 0.110in Alum. Tube
1210-0011
168"
14.98
0.00
11
1
lin x lin x 0.110in Alum. Tube
1210-0011
89 1/8"
12
1
2in x lin x 0.125in Alum. Tube
1210-0013
59"
45.00
0.00
13
1
lin x lin x 0.110in Alum. Tube
1210-0011
68 1/8°
30.02
14.98
14
1
lin x lin x 0.110in Alum. Tube
1210-0011
226"
45.00
0.00
15
1
lin x lin x 0.110in Alum. Tube
1210-0011
2"
30.02
45.00
16
1
lin x lin x 0.110in Alum. Tube
1210-0011
59 5/8"
17
1
lin x lin x 0.110in Alum. Tube
1210-0011
24 7/16"
18
1
lin x lin x 0.110in Alum. Tube
1210-0011
3 11/16"
19
1
lin x lin x 0.110in Alum. Tube
1210-0011
451 /4"
20
1
lin x lin x 0.110in Alum. Tube
1210-0011
82"
21
1
lin x lin x 0.110in Alum. Tube
1210-0011
17 3/16"
0.00
22
1
3/4in x 3/4in x 0.110in Alum. Tube
1210-0010
198 13/16"
45.00
0.00
23
3/4in x 3/4in x 0.110in Alum. Tube
1210-0010
31 13/16"
0.00
45.00
24
1
lin x lin x 0.110in Alum. Tube
1210-0011
170 11/16"
45.00
0.00
25
1
lin x lin x 0.110in Alum. Tube
1210-0011
191 7/16"
45.00
0.00
26
1
lin x lin x 0.110in Alum. Tube
1210-0011
226 5/8"
45.00
0.00
27
1
lin x lin x 0.110in Alum. Tube
1210-0011
212 1/4"
45.00
0.00
REV
A
REVISIONS HISTORY
DESCRIPTION
PRELIMINARY DWGS
BY
TCS
DATE
APPR
11/28/2017
APR
12.05.2017
REVIEWED FOR
DE COMPLIANCE
APPROVED
DEC 0 7 2017
City of Tukwila
UILDING DIVISION
4S144I
ISOMETRIC VIEW OF 394166-1-1 - NORTH WALL FRAME
QTY (1)
.X=±1/4"
.XX = ± 1/16"
ANGLES = ± 1°
ECEIVED
CIOF TUKWILA
DEC 06 2011
PERMIT CENTER
STANDING SEAM AWNING
HARRIS PROPERTY MANAGEMENT
ISOMETRIC CUT LIST
RAINIER INDUSTRIES LTD
RANIER PAW.
N/A �,-
394166-1-1
PAGE
P5
FILE NAME: P:\DTS\DEVELOPMENT\ HARRIS PROPERTY MANAGEMENT\394166 - STANDING SEAM WEDGE AWNING\394166-1-1 - 1 EA STANDING SEAM WEDGE AWNING\DRAWING\394166-1-1 - PACK AND GO\
1
2
4
5
6
7
8
168"
O
r �N
CO
00
TOP VIEW OF 394166-1-1 - NORTH WALL FRAME
168"
50
r
,0
CN
N
1/
66 is
60°
0
C0I,0 r,N
C")
00
L1)
FRONT VIEW OF 394166-1-1 - NORTH WALL FRAME
LO
CT
0
�o
REVISIONS HISTORY
REV
DESCRIPTION
BY
DATE
APPR
A
PRELIMINARY DWGS
TCS
11/28/2017
APR
12.05.2017
REVIEWED FOR
CODE COMPLIANCE
N ° \\ APPROVED
b(2) -S
DEC 0 7 2017
6ity of Tukwila
BU DING DIVISION
60"
3016"
RIGHT VIEW OF 394166.1.1 - NORTH WALL FRAME
RECEIVED
CITY OF TUKWILA
DEC 062017
PERMIT CENTER
STANDING SEAM AWNING
.X=±1/4"
.XX = ± 1/16"
ANGLES =± 1°
HARRIS PROPERTY MANAGEMENT
WEDGEpFRAME DETAIL
RAINIER INDUSTRIES LTD
RANIER PART If
N/A
394166.1-1
PAGE
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FILE NAME: P:\DTS\DEVELOPMENT\HARRIS PROPERTY MANAGEMENT\394166 - STANDING SEAM WEDGE AWNING1394166-1-1 -1 EA STANDING SEAM WEDGE AWNING\DRAWING\394166-1-1 - PACK AND GO\
1
2
3
4
5
6
7
8
QTY.
DESCRIPTION
Part
Direction
LENGTH
ANGLE1
ANGLE2
1
2
lin x lin x 0.110in Alum. Tube
1210-0011
35"
0.00
45.00
2
1
2in x lin x 0.125in Alum. Tube
1210-0013
238"
0.00
0.00
3
2
lin x lin x 0.110in Alum. Tube
1210-0011
681/8"
30.02
29.95
4
2
lin x lin x 0.110in Alum. Tube
1210-0011
2"
45.00
30.02
5
2
lin x lin x 0.110in Alum. Tube
1210-0011
60"
45.00
45.00
6
12
lin x lin x 0.110in Alum. Tube
1210-0011
34"
0.00
0.00
7
12
lin x lin x 0.110in Alum. Tube
1210-0011
58"
0.00
0.00
B
8
9
lin x lin x 0.110in Alum. Tube
1210-0011
671 /2"
0.00
29.93
9
14
3/4in x 3/4in x 0.110in Alum. Tube
1210-0010
16 15/16"
0.00
29.95
10
5
lin x lin x 0.110in Alum. Tube
1210-0011
240"
0.00
0.00
11
1
lin x lin x 0.110in Alum. Tube
1210-0011
238"
0.00
0.00
12
1
3/4in x 3/4in x 0.110in Alum. Tube
1210-0010
239 3/4"
0.00
0.00
C -
REVISIONS HISTORY
REV
DESCRIPTION
BY
DATE
APPR
A
PRELIMINARY DWGS
TCS
11/28/2017
APR
12.05.2017
ISOMETRIC VIEW OF 394166-1-1 - WEST WALL FRAME
QTY (2)
RECEIVED
CITY OF TUKWILA
DEC 062011
PERMIT CENTER
STANDING SEAM AWNING
.X=±1/4"
.XX =±1/16"
ANGLES = ± 1°
HARRIS PROPERTY MANAGEMENT
ISOMETRIC CUT LIST(2)
RA WER
RAINIER INDUSTRIES LTD
RANNEIR F
N/A es,
394166-1-1
P7
FILE NAME: P:\DTS\DEVELOPMENTIHARRIS PROPERTY MANAGEMENT1394166 - STANDING SEAM WEDGE AWNING\394166-1-1 - 1 EA STANDING SEAM WEDGE AWNING\DRAWING\394166-1-1 - PACK AND GO\
1
7
8
O
240"
TOP VIEW OF 394166-1-1 - WEST WALL FRAME
O
CO
N
^IN
MOO
FRONT VIEW OF 394166-1-1 - WEST WALL FRAME
col—
^100
LO
N
O
N
REVISIONS HISTORY
REV
DESCRIPTION
BY
DATE
APPR
A
PRELIMINARY DWGS
TCS
11/28/2017
APR
RIGHT VIEW OF 394166-1-1 - WEST WALL FRAME
12.05.2017
REVIEWED R
CODE COMPLIANCE
APPROVED
DEC 0 7 2017
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
DEC 06 2017
PERMIT CENTER
STANDING SEAM AWNING
.X=±1/4"
.XX =±1/16"
ANGLES = ± 1°
HARRIS PROPERTY MANAGEMENT
WEDGEpFRAME DETAIL(2)
RAINIER INDUSTRIES LTD
P PAC
N/A
394166.1-1
P8
FILE NAME: P:\DTS\DEVELOPMENT\HARRIS PROPERTY MANAGEMENT\394166 - STANDING SEAM WEDGE AWNING\394166-1-1 - 1 EA STANDING SEAM WEDGE AWNING\DRAWING\394166-1-1 - PACK AND GO\
8
12 16"
PROFILE VIEW OF 394166.1.1 - NRM 1000
24 GAUGE
REVISIONS HISTORY
REV
DESCRIPTION
BY
DATE
APPR
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PRELIMINARY DWGS
TCS
11/28/2017
APR
ISOMETRIC VIEW OF 394166.1.1 - NRM 1000
24 GAUGE
69"
12.05.2017
REVIEWEV F=OR
CODE COMPLIANCE
APPROVED
DEC 0 7 2017
City of Tukwila
BUILDING DIVISION
RIGHT VIEW OF 394166-1-1 NRM 1000
24 GAUGE
RECEIVED
CITY OF TUKWILA
DEC 06 2011
PERMIT CENTER
STANDING SEAM AWNING
.X = ± 1/4"
.)0(=± 1/16°
ANGLES = ± 1°
HARRIS PROPERTY MANAGEMENT
ROOFING PANELS
RAINIER INDUSTRIES LTD
N/A
394166-1-1
PAGE
P9
FILE NAME: P:\DTS\DEVELOPMENT\HARRIS PROPERTY MANAGEMENT\ 394166 - STANDING SEAM WEDGE AWNING \394166-1-1 - 1 EA STANDING SEAM WEDGE AWNING\DRAWING\394166-1-1 - PACK AND GO\
E1* NGINEERING
STRUCTURAL ENGINEERS & CONSULTANTS
F
STRUCTURAL CALCULATIONS
PROJECT NAME: Harris Property Management Awning
PROJECT ADDRESS: 12404 42nd Ave S, Seattle, WA
PROJECT NO: 17248
CLIENT: Luke Walker
COMPANY: Rainer Industries
18375 Olympic Ave. S
Tukwila, WA 98188
DATE: Dec 05, 2017
12/05/2017
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC 0 7 2011
' City of Tukwila
BUILDING DIVISION
HW Engineering License and Non Disclosure and Reproduction
IMPORTANT NOTICE TO BUILDING AND SAFETY PERSONNEL - The
enclosed calculations and hard copy prints ("Enclosed") are copyright
protected by HW Engineering. It is understood that while the Enclosed may be
required for verification of structural design and approval, it is not necessary
for the manufacture or construction of the structure or its components. It is
the express wish of HW Engineering that these proprietary calculations not be
retumed or redistributed to anyone other than the copyrighted owner as
referenced in the ownership paragraph below and that any unnecessary
submitted copies be retumed or destroyed.
Ownership: This document and the Enclosed are copyrighted by HW
Engineering, 6270 McLeod Drive, Suite 140, Las Vegas, NV 89120. All rights
reserved. This is not a sale or transference; all right, title and interest in the
Document (in both electronic file and hard copy) belong to HW Engineering.
CORRECTION
LTR#�®--
REV
DATE
BY
DESCRIPTION
A
A
REGI
A
CITY OF
A
bv7 0302
IVED
U KWILA
DEC 06 2011
PERMIT CENTER
6270 McLeod Drive, Suite 140, Las Vegas, NV 89120 Phone: 702.202.0061 hongyu@hwengineeringUSA.com
www.hwengineeringUSA.com
HW Engingering Job #17248
1/22
12/05/2017
1.1
Basis for Design
BUILDING CODE: 2015 International Building Code
1.2 GRAVITY DESIGN:
ROOF LOADING
DEAD LOAD (PSF) Frame self -weight
LIVE LOAD (PSF) 20psf
SNOW LOAD (PSF) 25psf (minimum required)
1.3 LATERAL DESIGN:
WIND LOADING
Basic Wind Speed (3s — Gust) 110
Risk Category II
Exposure Category D
SEISMIC LOADING
Risk Category II
Ss, S1 1.503, 0.564
Soil Site Class D
Sds, Sdl 1.002, 0.564
Seismic Design Category D
ap,RP 1.0, 2.5
2.1 ALUMINUM DESIGN:
Extruded 6061-T6 with minimum yield stress equal to 35 ksi.
ER4043 electrodes/rods shall be used for all aluminum to aluminum welds.
3.1 INSPECTION, SPECIAL INSPECTION, AND STRUCTURAL OBSERVATION:
AS REQUIRED BY THE GOVERNING MUNICIPALITY.
HW Engingering Job #17248 2/22
SAP2000
12/05/2017
SAP2000 - File:Harris Property Management Awning - 3-D View
HW Engingering Job #17248
3/22
12/05/2017
Design Summary
The analysis and design of the awning system included herein were performed with the
use of a 3D frame analysis and computer design program — SAP2000. It is a structural analysis
program developed by Computers and Structures, Inc. Detailed information about the software
can be found at the Computers and Structures, Inc. website.
1. FRAME GEOMETRY
The geometry for the awning model was based on a centerline interpretation of a typical
awning. The centerline computer model was developed from client drawings and compiled to
create a simplified model for analysis.
2. EXTERNALLY APPLIED LOADS
Loads for this structure have been conservatively determined by referencing the current
International Building Code 2015(IBC 2015) and ASCE 7-10 Standards and Provisions. Design
dead load was based on the awning self -weight plus an additional dead load of 2.0 psf to account
for the weight of the cover panel. Live load was taken to be 20 psf per code requirement. Wind
load was calculated based on "Components and Cladding" for enclosed buildings (see design
load calculation).
3. ANALYSIS FOR MEMBER FORCES
The awning frame will be constructed of lxlx.1, 2xlx.125 and 3/4x3/4x.11 aluminum
tubes. Refer to structural drawings for detailed member sizes and locations. From computer
structural analysis, all framing members were designed based on the above mentioned design
loads. Aluminum Design ASD design specifications were used to check the structural capacities
of these members based on an applicable minimum yield stress. The demand/capacity ratio of
each framing member was calculated and found to be less than 1.0 for all members. All
connections were checked by hand calculation based on worst case structural analysis output
reactions.
HW Engingering Job #17248 4/22
12/05/2017
Design Loads
Design Dead Loads
Framing and roof panel self weight. Framing weight will be included in to computer model automatically.
Add 2.0 psf for roof panel weight.
DL = 2.0psf
LL = 20psf
Design Live Loads
Design Wind Loads
Wind parameters: 110 mph wind speed, exposure D. Wind loads are based on IBC2015/ASCE 7-10
components and cladding for enclosed buildings -roof zone 2 effective wind area 20sgf (Figures 30.5-1).
Mean roof height is Tess than 15ft.
V = 110 mph
k 1 = 1.0
for slope over 27 degree
19.4
Pnet30 = psf
-24.3
Figure 26.5-1A basic wind speed for occupancy category II
Section 26.8.2
Figure 30.5-1
X = 1.47 Figure 30.5-1, exposure D
28.52 1
design wind pressure p = X kzt Pnet30 P = J psf
-35.72
Design wind force shall be not less than 16psf according as section 30.2.2 of ASCE 7-10
Pn,;n = 16 psf
Design Snow Load
Ground snow Toad pg = 20 psf I = 1.0 Ce = 0.9
pf = 0.7 Ce Ct I Pg
snow load (sloped roof snow load)
Design Seismic Loads
Design perASCE7-10.
Ip= 1.0 SDS= 1.002 ap= 1.0 Rp=2.5 L = 20 ft
Framing and roof panel total weight will be around 4 psf
Ip /
Seismic force Fpl = 0.4 ap SDS DL
1
Rp
Fp2 = 1.6 SDS Ip DL
Fp3 = 0.3 SDS Ip DL
Fp = Fp3)
Total max. seismic load Seismic = F B L
Minimum wind load design Windmin = 0.6 (16 psf L h)
Ct = 1.2
pf = 15.12 psf Ps = Cs Pf
Snow = max(ps,25 psf)
Cs = 1.0
Ps = 15.12 psf
Snow = 25 psf
larger than live Toad
B = 5 ft
DL = 4 psf
+ 2 h Fp' = 1.92 psf
Fp2 = 6.413 psf maximum force
Fp3 = 1.2 psf minimum force
Fp = 1.35 psf
Seismic = 135 lbf
Windmin = 576 lbf
Check = if(Windmin > Seismic, "Wind controls design" , "Seismic controls design" )
Check = "Wind controls design"
HW Engingering Job #17248
5/22
UsGs Design Maps Summary Report
User -Specified Input
Report Title Harris Property Management Awning
Thu November 30, 2017 04:33:44 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.49213°N, 122.27975°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
fNG Oft NA VAL„,1 ; ---°],J— -=.---A*--
�
ty
BASE BOE1NG( Al‘1111 .
''1 \ ,FL .Ir)JG
RENTON Issaquah
.- - 11
�t��\ WON! ,i
.IRP ORT
BUrieni 1fi `i • penton
Vashor; '
SEAiT'€f' 1
TACOMA INTL f�
AIRPORT
Maple Valley
Des Moines.
USGS-Provided Output
SS = 1.503 g
Si = 0.564 g
SMS = 1.503 g
SM 1 = 0.846 g
SDS= 1.002g
SD1 = 0.564 g
12/05/2017
For information on how the SS and 51 values above have been calculated from probabilistic (risk -targeted)
and deterministic ground motions in the direction of maximum horizontal response, please return to the
application and select the "2009 NEHRP” building code reference document.
Map Response Spectrurn
Perm T (sec)
1.10
ass
am
0.77
nm
Design Response Spectrum
0.11
am
om n20 CIAO
For PGAM, TL, CRS, and CR1 values, please view the detailed report.
HW Engingering Job #17248
001 1120 tao 1_0 1AO 111] 1.67 200
Period.T (sec)
6/22
SAP2000
12/05/2017
SAP2000 - File:Harris Property Management Awning - 3-D View
HW Engingering Job #17248
7/22
SAP2000
12/05/2017
SAP2000 - File:Harris Property Management Awning - 3-D View
HW Engingering Job #17248
8/22
SAP2000
12/05/2017
SAP2000 - File:Harris Property Management Awning - 3-D View
11W Engingering Job #17248
9/22
SAP2000
12/05/2017
SAP2000 - File:Harris Property Management Awning -Aluminum P -M Interaction Ratios (AA -ASD)
HW Engingering Job #17248
10/22
12/05/2017
Table: Material Properties 03c - Aluminum Data
Material AlumType Alloy Fcy Fty Ftu Fsu= SSHysType
Kip/in2 Kip/iin2 Kip/in2 Kip/in2.
6061T6 Wrought 6061-T6 35.000 35.000 38.000 24.000= Kinematic
Table: Frame Section Properties 01 - General
SectionName Material Shape t3 t2 tf tw 1
in in in in
1x1x.11 6061T6 Box/Tube 1.0000 1.0000 0.1100 0.1100
2x1 x.125 6061T6 Box/Tube 2.0000 1.0000 0.1250 0.1250
3/4x3/4x.11 6061T6 Box/Tube 0.7500 0.7500 0.1100 0.1100
SectionName
1x1x.11
2x1 x.125
3/4x3/4x.11
Area TorsConst 133 122 AS2 AS3 S33 1
in2 in4 in4 in4 in2 in2 in3
0.39 7.755E-02 5.249E-02 5.249E-02 0.22 0.22 0.10
0.69 0.24 0.33 0.11 0.50 0.25 0.33
0.28 2.884E-02 1.979E-02 1.979E-02 0.17 0.17 5.278E-02
SectionName
S22 Z33 Z22 R33 R22 ConcCol ConcBeam
in3
in3 in3 1n in
1x1x.11
2x1x.125
3/4x3/4x.11
0.10 0.13 0.13
0.21 0.43 0.25
5.278E-02 6.825E-02 6.825E-02
0.3661
0.6946
0.2651
0.3661
0.3911
0.2651
No
No
No
No
No
No
SectionName Color TotalWt TotalMass FromFile AMod A2Mod A3Mod
Kip Kip-s2/in
1x1x.11
2x1 x.125
3/4x3/4x.11
8421631
Blue
8453888
0.103 2.668E-04
0.019 5.012E-05
6.251 E-03 1.620E-05
No
No
No
1.000000
1.000000
1.000000
1.000000 1.000000
1.000000 1.000000
1.000000 1.000000
SectionName
1x1x.11
2x1 x.125
3/4x3/4x.11
JMod I2Mod I3Mod MMod WMod
GUID
1.000000 1.000000 1.000000 1.000000 1.000000
1.000000 1.000000 1.000000 1.000000 1.000000
1.000000 1.000000 1.000000 1.000000 1.000000
Table: Load Pattern Definitions
LoadPat DesignType SeIfWtMult AutoLoad GUID Notes
Dead DEAD 1.000000
SN SNOW 0.000000
HW Engingering Job # 17248 11/22
12/05/2017
LoadPat DesignType SelUWtMult AutoLoad GUID Notes
W16 WIND 0.000000 None
WA WIND 0.000000 None
WB WIND 0.000000 None
Table: Load Case Definitions
Case
Type InitialCond ModalCase BaseCase DesTypeOpt DesignType DesActOpt
DL LinStatic Zero Prog Det DEAD Prog Det
SN LinStatic Zero Prog Det SNOW Prog Det
W16 LinStatic Zero Prog Det WIND Prog Det
WA LinStatic Zero Prog Det WIND Prog Det
WB LinStatic Zero Prog Det WIND Prog Det
Case
DesignAct AutoType RunCase CaseStatus GUID Notes I
DL Non -Composite None Yes Finished
SN Short -Terni Composite None Yes Finished
W16 Short -Tenn Composite None Yes Finished
WA Short -Term Composite None Yes Finished
WB Short -Terni Composite None Yes Finished
Table: Combination Definitions
ComboName ComboType AutoDesign CaseType CaseName ScaleFactor SteelDesign
DL+SN Linear Add No Linear Static DL 1.000000 Strength
DL+SN Linear Static SN 1.000000
DL+0.6WA Linear Add No Linear Static DL 1.000000 Strength
DL+0.6WA Linear Static WA 0.600000
DL+0.6WB Linear Add No Linear Static , DL 1.000000 Strength
DL+0.6WB Linear Static WB 0.600000
DL+0.6W16 Linear Add No Linear Static DL 1.000000 Strength
DL+0.6W16 Linear Static W16 0.600000
0.6DL+0.6WA Linear Add No Linear Static DL 0.600000 Strength
0.6DL+0.6WA Linear Static WA 0.600000
0.6DL+0.6WB Linear Add No Linear Static DL 0.600000 Strength
0.6DL+0.6WB Linear Static WB 0.600000
DL+0.75(SN+0.6WA) Linear Add No Linear Static DL 1.000000 Strength
DL+0.75(SN+0.6WA) Linear Static SN 0.750000
DL+0.75(SN+0.6WA) Linear Static WA 0.450000
DL+0.75(SN+0.6WB) Linear Add No Linear Static DL 1.000000 Strength
DL+0.75(SN+0.6WB) Linear Static SN 0.750000
DL+0.75(SN+0.6WB) Linear Static WB 0.450000
DL+0.75(SN+0.6W16) Linear Add No Linear Static DL 1.000000 Strength
DL+0.75(SN+0.6W16) Linear Static W16 0.450000
HW Engingering Job 1117248 12/22
12/05/2017
1 ComboName ComboType AutoDesign CaseType CaseName ScaleFactor SteelDesign
DL+0.75(SN+0.6W16) Linear Static SN 0.750000
Table: Frame Loads - Distributed
I Frame LoadPat CoordSys Type, Dir DistType RelDistA RelDistB FOverLA
Lb/ft
25 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 1.75
25 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 21.88
25 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 8.33
25 WA Local Force 2 RelDist 0.0000 1.0000 -28.52
25 WB Local Force 2 RelDist 0.0000 1.0000 35.72
24 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 43.75
24 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.50
24 WB Local Force 2 RelDist 0.0000 1.0000 71.44
24 WA Local Force 2 RelDist 0.0000 1.0000 -57.04
16 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.25
16 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 40.63
16 WA Local Force 2 RelDist 0.0000 1.0000 -53.48
16 WB Local Force 2 RelDist 0.0000 1.0000 66.98
8 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 1.50
8 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 18.75
8 WB Local Force 2 RelDist 0.0000 1.0000 31.26
8 WA Local Force 2 RelDist 0.0000 1.0000 -24.95
17 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.50
17 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 43.75
17 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67
17 WA Local Force 2 RelDist 0.0000 1.0000 -57.04
17 WB Local Force 2 RelDist 0.0000 1.0000 71.44
18 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.50
18 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 43.75
18 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67
18 WA Local Force 2 RelDist 0.0000 1.0000 -57.04
18 WB Local Force 2 RelDist 0.0000 1.0000 71.44
19 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.50
19 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 43.75
19 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67
19 WA Local Force 2 RelDist 0.0000 1.0000 -57.04
19 WB Local Force 2 RelDist 0.0000 1.0000 71.44
20 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.50
20 SN • GLOBAL Force Gravity RelDist 0.0000 1.0000 43.75
20 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67
20 WA Local Force 2 RelDist 0.0000 1.0000 -57.04
20 WB Local Force 2 RelDist 0.0000 1.0000 71.44
21 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.50
21 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 43.75
21 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67
21 WA Local Force 2 RelDist 0.0000 1.0000 -57.04
21 WB Local Force 2 RelDist 0.0000 1.0000 71.44
FOverLB
Lb/ft
1.75
21.88
8.33
-28.52
35.72
43.75
3.50
71.44
-57.04
3.25
40.63
-53.48
66.98
1.50
18.75
31.26
-24.95
3.50
43.75
16.67
-57.04
71.44
3.50
43.75
16.67
-57.04
71.44
3.50
43.75
16.67
-57.04
71.44
3.50
43.75
16.67
-57.04
71.44
3.50
43.75
16.67
-57.04
71.44
HW Engingering Job #17248 13/22
12/05/2017
f Frame LoadPat CoordSys Type Dir DistType RelDistA RelDistB FOverLA FOverLB
Lb/ft. Lb/ft
22 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.50 3.50
22 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 43.75. 43.75
22 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67 16.67
22 WA Local Force 2 RelDist 0.0000 1.0000 -57.04 -57.04
22 WB Local Force 2 RelDist 0.0000 1.0000 71.44 71.44
23 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.50 3.50
23 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 43.75 ' 43.75
23 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67 16.67
23 WA Local Force 2 RelDist 0.0000 1.0000 -57.04 -57.04
23 WB Local Force 2 RelDist 0.0000 1.0000 71.44 71.44
9 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.25 3.25
9 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 40.63 40.63
9 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67 ' 16.67
9 WA Local Force 2 RelDist 0.0000 1.0000 -53.48 -53.48
9 WB Local Force 2 RelDist 0.0000 1.0000 66.98 66.98
10 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.25 3.25
10 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 40.63 40.63
10 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67 16.67
10 WA Local Force 2 RelDist 0.0000 1.0000 -53.48 -53.48
10 WB Local Force 2 RelDist 0.0000 1.0000 66.98 66.98
11 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.25 3.25
11 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 40.63 40.63
11 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67 16.67
11 WA Local Force 2 RelDist 0.0000 1.0000 -53.48 -53.48
11 WB Local Force 2 RelDist 0.0000 1.0000 66.98 66.98
12 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.25. 3.25
12 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 40.63 40.63
12 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67 16.67
12 WA Local Force 2 RelDist 0.0000 1.0000 -53.48 -53.48
12 WB Local Force 2 RelDist 0.0000 1.0000 66.98 66.98
13 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.25 3.25
13 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 40.63 40.63
13 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67 • 16.67
13 WA Local Force 2 RelDist 0.0000 1.0000 -53.48 . -53.48
13 WB Local Force 2 RelDist 0.0000 1.0000 66.98 66.98
14 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.25 3.25
14 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 40.63 40.63
14 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67 16.67
14 WA Local Force 2 RelDist 0.0000 1.0000 -53.48 -53.48
14 WB Local Force 2 RelDist 0.0000 1.0000 66.98 ; 66.98
15 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 3.25 3.25
15 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 40.63 40.63
15 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.67 16.67
15 WA Local Force 2 RelDist 0.0000 1.0000 -53.48 -53.48
15 WB Local Force 2 RelDist 0.0000 1.0000 66.98 66.98
1 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 1.50 1.50
1 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 18.75 18.75
1 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 7.33 7.33
1 WA Local Force 2 RelDist 0.0000 1.0000 -24.95 ' -24.95
HW Engingering Job #17248
14/22
12/05/2017
I Frame LoadPat CoordSys Type Dir DistType RelDistA ReIDistB FOverLA FOverLB
Lb/ft Lb/ft
1 WB Local Force 2 RelDist 0.0000 1.0000 31.26 31.26
2 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 1.50 1.50
2 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 18.75 18.75
2 W16 GLOBAL Force - Y Proj RelDist 0.0000 1.0000 7.33 7.33
2 WA Local Force 2 RelDist 0.0000 1.0000 -24.95 -24.95
2 WB Local Force 2 RelDist 0.0000 1.0000 31.26 31.26
3 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 1.50 1.50
3 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 18.75 18.75
3 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 7.33 7.33
3 WA Local Force 2 RelDist 0.0000 1.0000 -24.95 -24.95
3 WB Local Force 2 RelDist 0.0000 1.0000 31.26 31.26
4 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 1.50 1.50
4 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 18.75 18.75
4 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 7.33 7.33
4 WA Local Force 2 RelDist 0.0000 1.0000 -24.95 -24.95
4 WB Local Force 2 RelDist 0.0000 1.0000 31.26 31.26
5 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 1.50 1.50
5 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 18.75,. 18.75
5 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 7.33 7.33
5 WA Local Force 2 RelDist 0.0000 1.0000 -24.95 -24.95
5 WB Local Force 2 RelDist 0.0000 1.0000 31.26 31.26
6 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 1.50 ' 1.50
6 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 18.75 18.75
6 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 7.33 7.33
6 WA Local Force 2 RelDist 0.0000 1.0000 -24.95 -24.95
6 WB Local Force 2 RelDist 0.0000 1.0000 31.26 31.26
7 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 1.50 1.50
7 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 18.75 18.75
7 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 7.33 7.33
7 WA Local Force 2 RelDist 0.0000 1.0000 -24.95 -24.95
7 WB Local Force 2 RelDist 0.0000 1.0000 31.26 31.26
Table: Preferences - Aluminum Design - AA -ASD
THDesign FrameType SRatioLimit Maxiter LatFact UseLatFact Bridge
Envelopes Moment Frame 1.000000 1 1.230000 No No
Table: Aluminum Design 1 - Summary Data - AA -ASD
Frame
DesignSect DeslgnType Ratio RatioType Combo
26 2x1x.125 Beam 0.166172 PMM 0.6DL+0.6WB
27 1x1x.11 Beam 0.449984 PMM DL+0.75(SN+0.6WA)
62 1x1x.11 Column 0.359357 PMM DL+0.75(SN+0.6WA)
46 1x1x.11 Column 0.498409 PMM DL+0.75(SN+0.6WA)
35 2x1x.125 Beam 0.239488 PMM DL+0.75(SN+0.6WA)
33 1x1x.11 Beam 0.847277 PMM DL+0.75(SN+0.6WA)
HW Engingering Job #17248 15/22
12/05/2017
Frame DesignSect DesignType Ratio RatioType Combo I
68 1x1x.11 Column 0.807335 PMM 0.6DL+0.6WB
52 1x1x.11 Column 0.704278 PMM DL+0.75(SN+0.6WA)
25 1x1x.11 Beam 0.277542 PMM DL+0.75(SN+0.6WA)
29 1x1x.11 Beam 0.759174 PMM DL+0.75(SN+0.6WA)
64 1x1x.11 Column 0.494782 PMM DL+0.75(SN+0.6WA)
48 1x1x.11 Column 0.656485 PMM DL+0.75(SN+0.6WA)
31 1x1x.11 Beam 0.762557 PMM DL+0.75(SN+0.6WA)
66 1x1x.11 Column 0.502194 PMM DL+0.75(SN+0.6WA)
50 1x1x.11 Column 0.655425 PMM DL+0.75(SN+0.6WA)
44 1x1x.11 Beam 0.521938 PMM DL+0.75(SN+0.6WA)
45 1x1x.11 Column 0.701296 PMM DL+0.75(SN+0.6WA)
54 1x1x.11 Brace 0.408856 PMM DL+0.75(SN+0.6WA)
69 1x1x.11 Brace 0.699543 PMM DL+075(SN+0.6WA)
24 1x1x.11 Beam 0.315535 PMM DL+0.75(SN+0.6WA)
16 1x1x.11 Beam 0.544951 PMM DL+0.75(SN+0.6WA)
8 1x1x.11 Beam 0.483902 PMM DL+0.75(SN+0.6WA)
61 1x1x.11 Brace 0.641463 PMM DL+0.75(SN+0.6WA)
34 1x1x.11 Beam 0.930639 PMM DL+0.75(SN+0.6WA)
53 1x1x.11 Column 0.621463 PMM DL+0.75(SN+0.6WA)
17 1x1x.11 Beam 0.149835 PMM DL+0.75(SN+0.6WA)
18 1x1x.11 Beam 0.197932 PMM DL+0:75(SN+0.6WA)
19 1x1x.11 Beam 0.212384 PMM DL+0.75(SN+0.6WA)
20 1x1x.11 Beam 0.217509 PMM DL+0.75(SN+0.6WA)
21 1x1x.11 Beam 0.221974 PMM DL+0.75(SN+0.6WA)
22 1x1x.11 Beam 0.215389 PMM DL+0.75(SN+0.6WA)
23 1x1x.11 Beam 0.248395 PMM DL+0.75(SN+0.6WA)
9 1x1x.11 Beam 0.145058 PMM DL+0.75(SN+0.6WA)
10 1x1x.11 Beam 0.190880 PMM DL+0.75(SN+0.6WA)
11 1x1x.11 Beam 0.216078 PMM DL+0.75(SN+0.6WA)
12 1x1x.11 Beam 0.225607 PMM DL+0.75(SN+0.6WA)
13 1x1x.11 Beam 0.229468 PMM DL+0.75(SN+0.6WA)
14 1x1x.11 Beam 0.291593 PMM DL+0.75(SN+0.6WA)
15 1x1x.11 Beam 0.521896 PMM DL+0.75(SN+0.6WA)
28 1x1x.11 Beam 0.713423 PMM DL+0.75(SN+0.6WA)
47 1x1x.11 Column 0.670994 PMM DL+0.75(SN+0.6WA)
30 1x1x.11 Beam 0.763259 PMM DL+0.75(SN+0.6WA)
49 1x1x.11 Column 0.656074 PMM DL+0.75(SN+0.6WA)
32 1x1x.11 Beam 0.741095 PMM DL+0.75(SN+0.6WA)
63 1x1x.11 Column 0.452711 PMM DL+0.75(SN+0.6WA)
65 1x1x.11 Column 0.496703 PMM DL+0.75(SN+0.6WA)
67 1x1x.11 Column 0.511692 PMM DL+0.75(SN+0.6WA)
1 1x1x.11 Beam 0.078935 PMM DL+0.75(SN+0.6WA)
2 1x1x.11 Beam 0.106214 PMM DL+0.75(SN+0.6WA)
3 1x1x.11 Beam 0.108889 PMM DL+0.75(SN+0.6WA)
4 1x1x.11 Beam 0.110089 PMM DL+0.75(SN+0.6WA)
5 1x1x.11 Beam 0.112323 PMM DL+0.75(SN+0.6WA)
6 1x1x.11 Beam 0.164939 PMM DL+0.75(SN+0.6WA)
7 1x1x.11 Beam 0.534823 PMM DL+0.75(SN+0.6WA)
60 1x1x.11 Brace 0.604592 PMM DL+0.75(SN+0.6WA)
HW Engingering Job #17248
16/22
12/05/2017
Frame DesignSect DesignType Ratio RatioType Combo I
55 1xlx.11 Brace 0.630346 PMM DL+0.75(SN+0.6WA)
56 1xlx.11 Brace 0.651557 PMM DL+0.75(SN+0.6WA)
57 1xlx.11 Brace 0.651676 PMM DL+0.75(SN+0.6WA)
58 1xlx.11 Brace 0.651555 PMM DL+0.75(SN+0.6WA)
59 1xlx.11 Brace 0.647076 PMM DL+0.75(SN+0.6WA)
51 1xlx.11 Column 0.646201 PMM DL+0.75(SN+0.6WA)
36 3/4x3/4x.11 Beam 0.213759 PMM DL+0.75(SN+0.6WA)
37 3/4x3/4x.11 Beam 0.083900 PMM DL+0.75(SN+0.6WA)
38 3/4x3/4x.11 Beam 0.074735 PMM 0.6DL+0.6WB
39 3/4x3/4x.11 Beam 0.081672 PMM 0.6DL+0.6WB
40 3/4x3/4x.11 Beam 0.087879 PMM 0.6DL+0.6WB
41 3/4x3/4x.11 Beam 0.097482 PMM 0.6DL+0.6WB
42 3/4x3/4x.11 Beam 0.115556 PMM 0.6DL+0.6WB
43 3/4x3/4x.11 Beam 0.484946 PMM DL+0:75(SN+0.6WA)
Table: Joint Reactions
Joint OutputCase CaseType F1 F2 F31
Kip Kip Kip
1 DL+SN Combination 0.003 -0.140 0.000
1 DL+0.6WA Combination 0.003 -0.129 0.000
1 DL+0.6WB Combination -0.003 0.121 0.000
1 DL+0.6W16 Combination -0.001 -0.030 0.000
1 0.6DL+0.6WA Combination 0.003 -0.122 0.000
1 0.6DL+0.6WB Combination -0.003 0.128 0.000
1 DL+0.75(SN+0.6WA) Combination 0.004 -0.193 0.000
1 DL+0.75(SN+0.6WB) Combination 0.000 -0.005 0.000
1 DL+0.75(SN+0.6W16) Combination 0.002 -0.119 0.000
2 DL+SN Combination 0.000 -0.275 0.000
2 DL+0.6WA Combination 0.000 -0.257 0.000
2 DL+0.6WB Combination 0.000 0.250 0.000
2 DL+0.6W16 Combination -0.002 -0.068 0.000
2 0.6DL+0.6WA Combination 0.000 -0.244 0.000
2 0.6DL+0.6WB Combination 0.000 0.263 0.000
2 DL+0.75(SN+0.6WA) Combination 0.000 -0.383 0.000
2 DL+0.75(SN+0.6WB) Combination 0.000 -0.003 0.000
2 DL+0.75(SN+0.6W16) Combination -0.001 -0.242 0.000
3 DL+SN Combination 0.000 -0.279 0.000
3 DL+0.6WA Combination 0.000 -0.259 0.000
3 DL+0.6WB Combination 0.000 0.252 0.000
3 DL+0.6W16 Combination -0.002 -0.067 0.000
3 0.6DL+0.6WA Combination 0.000 -0.246 0.000
3 0.6DL+0.6WB Combination 0.000 0.265 0.000
3 DL+0.75(SN+0.6WA) Combination 0.000 -0.388 0.000
3 DL+0.75(SN+0.6WB) Combination 0.000 -0.005 0.000
3 DL+0.75(SN+0.6W16) Combination -0.001 -0.243 0.000
4 DL+SN Combination 0.000 -0.276 0.000
4 DL+0.6WA Combination 0.000 -0.257 0.000
HW Engingering Job #17248 17/22
Joint
OutputCase CaseType F1 F2 F3
Kip Kip Kip
4 DL+0.6WB Combination 0.000 0.250 0.000
4 DL+0.6W16 Combination -0.002 -0.066 0.000
4 0.6DL+0.6WA Combination 0.000 -0.244 0.000
4 0.6DL+0.6WB Combination 0.000 0.262 0.000
4 DL+0.75(SN+0.6WA) Combination 0.000 -0.384 0.000
4 DL+0.75(SN+0.6WB) Combination 0.000 -0.004 0.000
4 DL+0.75(SN+0.6W16) Combination -0.002 -0.241 0.000
5 DL+SN Combination 0.000 -0.275 0.000
5 DL+0.6WA Combination 0.000 -0.256 0.000
5 DL+0.6WB Combination 0.000 0.249 0.000
5 DL+0.6W16 Combination -0.002 -0.067 0.000
5 0.6DL+0.6WA Combination 0.000 -0.243 0.000
5 0.6DL+0.6WB Combination 0.000 0.262 0.000
5 DL+0.75(SN+0.6WA) Combination 0.000 -0.382 0.000
5 DL+0.75(SN+0.6WB) Combination 0.000 -0.004 0.000
5 DL+0.75(SN+0.6W16) Combination -0.001 -0.240 0.000
6 DL+SN Combination -0.003 -0.237 0.000
6 DL+0.6WA Combination -0.003 -0.221 0.000
6 DL+0.6WB Combination 0.002 0.217 0.000
6 DL+0.6W16 Combination -0.003 -0.055 0.000
6 0.6DL+0.6WA Combination -0.002 -0.211 0.000
6 0.6DL+0.6WB Combination 0.003 0.227 0.000
6 DL+0.75(SN+0.6WA) Combination -0.004 -0.330 0.000
6 DL+0.75(SN+0.6WB) Combination 0.000 -0.002 0.000
6 DL+0.75(SN+0.6W16) Combination -0.004 -0.205 0.000
7 DL+SN Combination 0.609 -0.778 0.000
7 DL+0.6WA Combination 0.524 -0.679 0.000
7 DL+0.6WB Combination -0.490 0.644 0.000
7 DL+0.6W16 Combination 0.098 -0.168 0.000
7 0.6DL+0.6WA Combination 0.494 -0.642 0.000
7 0.6DL+0.6WB Combination -0.520 0.681 0.000
7 DL+0.75(SN+0.6WA) Combination 0.813 -1.047 0.000
7 DL+0.75(SN+0.6WB) Combination 0.052 -0.055 0.000
7 DL+0.75(SN+0.6W16) Combination 0.493 -0.664 0.000
8 DL+SN Combination 0.001 0.140 0.173
8 DL+0.6WA Combination 0.004 0.073 0.126
8 DL+0.6WB Combination -0.004 -0.050 -0.106
8 DL+0.6W16 Combination 0.000 0.007 0.026
8 0.6DL+0.6WA Combination 0.004 0.065 0.116
8 0.6DL+0.6WB Combination -0.005 -0.058 -0.115
8 DL+0.75(SN+0.6WA) Combination 0.003 0.150 0.212
8 DL+0.75(SN+0.6WB) Combination -0.003 0.058 0.039
8 DL+0.75(SN+0.6W16) Combination 0.001 0.101 0.138
9 DL+SN Combination 0.008 0.274 0.329
9 DL+0.6WA Combination 0.007 0.135 0.233
9 DL+0.6WB Combination -0.007 -0.097 -0.206
9 DL+0.6W16 Combination -0.002 -0.004 0.037
9 0.6DL+0.6WA Combination 0.007 0.122 0.218
9 0.6DL+0.6WB Combination -0.007 -0.110 -0.221
HW Engingering Job #17248
12/05/2017
18/22
12/05/2017
Joint OutputCase CaseType FI F2 F3
Kip Kip Kip
9 DL+0.75(SN+0.6WA) Combination 0.011 0.291 0.402
9 DL+0.75(SN+0.6WB) Combination 0.001 0.117 0.073
9 DL+0.75(SN+0.6W16) Combination 0.005 0.187 0.255
10 DL+SN Combination 0.008 0.279 0.332
10 DL+0.6WA Combination 0.007 0.140 0.237
10 DL+0.6WB Combination -0.006 -0.104 -0.210
10 DL+0.6W16 Combination -0.001 -0.002 0.039
10 0.6DL+0.6WA Combination 0.006 0.127 0.221
10 0.6DL+0.6WB Combination -0.007 -0.116 -0.225
10 DL+0.75(SN+0.6WA) Combination 0.010 0.298 0.407
10 DL+0.75(SN+0.6WB) Combination 0.000 0.115 0.072
10 DL+0.75(SN+0.6W16) Combination 0.004 0.192 0.259
11 DL+SN Combination 0.008 0.277 0.330
11 DL+0.6WA Combination 0.007 0.138 0.236
11 DL+0.6WB Combination -0.007 -0.102 -0.209
11 DL+0.6W16 Combination -0.001 -0.002 0.038
11 0.6DL+0.6WA Combination 0.006 0.126 0.220
11 0.6DL+0.6WB Combination -0.007 -0.114 -0.224
11 DL+0.75(SN+0.6WA) Combination 0.010 0.295 0.405
11 DL+0.75(SN+0.6WB) Combination 0.000 0.115 0.072
11 DL+0.75(SN+0.6W16) Combination 0.004 0.190 0.257
12 DL+SN Combination 0.007 0.273 0.334
12 DL+0.6WA Combination 0.007 0.136 0.238
12 DL+0.6WB Combination -0.006 -0.100 -0.211
12 DL+0.6W16 Combination -0.001 -0.002 0.039
12 0.6DL+0.6WA Combination 0.006 0.124 0.223
12 0.6DL+0.6WB Combination -0.007 -0.112 -0.227
12 DL+0.75(SN+0.6WA) Combination 0.010 0.291 0.410
12 DL+0.75(SN+0.6WB) Combination 0.000 0.114 0.072
12 DL+0.75(SN+0.6W16) Combination 0.004 0.187 0.260
13 DL+SN Combination 0.011 0.249 0.284
13 DL+0.6WA Combination 0.009 0.115 0.196
13 DL+0.6WB Combination -0.009 -0.080 -0.172
13 DL+0.6W16 Combination -0.001 -0.007 0.031
13 0.6DL+0.6WA Combination 0.009 0.104 0.183
13 0.6DL+0.6WB Combination -0.010 -0.091 -0.185
13 DL+0.75(SN+0.6WA) Combination 0.014 0.259 0.344
13 DL+0.75(SN+0.6WB) Combination 0.000 0.113 0.068
13 DL+0.75(SN+0.6W16) Combination 0.006 0.168 0.220
14 DL+SN Combination -0.653 0.769 0.899
14 DL+0.6WA Combination -0.441 0.485 0.649
14 DL+0.6WB Combination 0.376 -0.404 -0.569
14 DL+0.6W16 Combination -0.079 0.047 0.107
14 0.6DL+0.6WA Combination -0.409 0.449 0.605
14 0.6DL+0.6WB Combination 0.407 -0.440 -0.612
14 DL+0.75(SN+0.6WA) Combination -0.781 0.895 1.107
14 DL+0.75(SN+0.6WB) Combination -0.169 0.228 0.194
14 DL+0.75(SN+0.6W16) Combination -0.509 0.566 0.701
1 -IW Engingering Job #17248 19/22
Connection Check
Awning top to wall attachment check (M/P4)
maximum reaction from analysis
VREc := 0.41 kip TREc := 0.3 kip using worst case reaction
attachment horizontal spacing in model d := 28 in
attachment horizontal trib. length D := 18 in
attachment vertical spacing in model s := 35 in
attachment vertical spacing S := 32 in
Vmax VREc Tmax TREc d S Vmax = 264 lbf Tmax = 211 lbf
Use 1/4" ITW Buildex TEK or equivalent screw for frame to Z bracket
Va:= min(10631bf 35,990 lbf I Ta:= 3351bf 35
45 J 45
Screw demand/capacity ratio n := 1
Vmax
Ratio :=
n Va
Ratio = 0.32
check := if(Ratio <_ 1.0, "sufficient" ,"NG")
Va ="827 lbf
12/05/2017
Ta = 261 lbf ESR -1976
check = "sufficient"
Use 3/8" dia. threaded rod with Hilti HIT-HY 70 epoxy for z clip to existing wall
n := —
5
3
Va:= 645 lbf Ta:= 390 lbf
n n
ratio := Vmax + Tmax ratio = 0.584
Va Num Ta Num
check := if (ratio < 1.0, "sufficient" ,"NG")
Awning bottom to wall attachment check (N/P4)
maximum reaction from analysis
VREc := 0.1 kip TREc := 0.27 kip using worst case reaction
attachment horizontal spacing in model d := 28 in
attachment horizontal trib. length D:= 28 in
attachment vertical spacing in model s := 35 in
attachment vertical spacing S := 33 in
Vmax VREc Tmax TREc d S Vmax = 100 lbf Tmax = 286 Ibf
ESR -2682 Num := 1
check = "sufficient"
Use 1/4" ITW Buildex TEK or equivalent screw for frame to Z bracket
Va := min 10631bf 35 ,990 lbf Ta := 3351bf 35 Va = 827 lbf
45 ) 45
Screw demand/capacity ratio n := 1
Ta = 261 lbf ESR -1976
HW Engingering Job #17248 20/22
12/05/2017
Ratio :=
Vmax
n Va
Ratio = 0.121
check := if(Ratio 1.0,"sufficient" ,"NG")
check = "sufficient"
Use 3/8" dia. threaded rod with Hilti HIT-HY 70 epoxy for z clip to existing wall
Va := 645 lbf Ta := 390 lbf n := 3
n / )11
ratio := Vmax + Tmax ratio = 0.642
Va Num Ta Num
check := if(ratio < 1.0,"sufficient" ,"NG")
Awning top to wall attachment check (R/P4)
maximum reaction from analysis
VREc := 1.35 kip TREc := 0.9 kip
attachment horizontal spacing in model
attachment horizontal trib. length
attachment vertical spacing in model
attachment vertical spacing
ESR -2682 Num := 1
check = "sufficient"
using worst case reaction
d := 28 in
D := 28 in
s := 35 in
S := 32 in
Vmax := VREc a Tmax := TREcd S Vmax = 1350 lbf Tmax = 984 lbf
Use 1/4" ITW Buildex TEK or equivalent screw for frame to Z bracket
Va := min�10631bf 35 ,990 Ibf I Ta := 3351bf 35 Va = 827 lbf Ta = 261 lbf ESR -1976
45 j 45
Screw demand/capacity ratio
Vmax
Ratio :—
n Va
Ratio = 0.82
n := 2 using one side screw for a conservative deisgn
check := if(Ratio <_ 1.0,"sufficient" ,"NG")
check = "sufficient"
Use 3/8" dia. threaded rod with Hilti HIT HY 70 epoxy for z clip to existing wall
Va := 645 lbf Ta := 390 lbf n := 5
3
ratio :—
ESR -2682 Num := 4
2 each side, total 4
Vmax J n Tmax )n
ratio = 0.804 anchors at comer
+
Va Num Ta Num
check := if(ratio < 1.0, "sufficient" ,"NG")
Awning bottom to wall attachment check (W/P4)
maximum reaction from analysis
VREc := 0.81 kip TREc := 0.7 kip using worst case reaction
attachment horizontal spacing in model d := 28 in
check = "sufficient"
HW Engingering Job #17248 21/22
attachment horizontal trib. length D := 28 in
attachment vertical spacing in model s := 35 in
attachment vertical spacing S := 33 in
12
V. VREc Tmax TREc d S Vmax = 810 lbf Tmax = 742 lbf
Use 1/4" ITW Buildex TEK or equivalent screw for frame to Z bracket
Va:= min(10631bf 35,990 lbf I Ta:= 3351bf 35
45 J 45
Screw demand/capacity ratio
Ratio :=
Vmax
n Va
Va = 827 lbf
12/05/2017
Ta = 261 lbf ESR -1976
n := 2 using one side screw for a conservative deisgn
Ratio = 0.49
check := if(Ratio <_ 1.0, "sufficient" ,"NG")
check = "sufficient"
Use 3/8" dia. threaded rod with Hilti HIT-HY 70 epoxy for z clip to existing wall
n := —
5
3
V, := 645 lbf Ta:= 390 lbf
( n
ratio :=
V. + Tmax Va Num ( Ta Num)
ratio = 0.435
check := if(ratio < 1.0, "sufficient" , "NG" )
Roof panel to frame attachment detail (J/P3, P9)
Toads to panel
frame spacing
max uplift force
DL :_ —2 psf
b := 24 in
ESR -2682 Num := 4
2 each side, total 4
anchors at comer
check = "sufficient"
W„ p := 36 psf
panel width
B := 12 in
Tmax := (0.6 DL + 0.6W„p) b B Tmax = 41 lbf
1/4" screw for panel to frame
35 ksi
Ta := 335 Ibf Ta = 261 lbf
45 ksi
check := if (Tmax < Ta, "Connection is Ok" , "NG")
check = "Connection is Ok"
Frame to frame connections
all aluminum tube —use minimum 1/8" ER4043 all around fillet weld, sufficient!
HW Engingering Job #17248 22/22
City of Tukwila
Department of Community Development
November 07, 2017
LUKE WALKER
18375 OLYMPIC AVE S
TUKWILA, WA 98188
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D 17-0302
HARR'Y OF ALLENTOWN - 12404 42 AVE S
Dear LUKE WALKER,
Allan Ekberg, Mayor
Jack Pace, Director
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 following departments:
BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments.
• (GENERAL INFORMATION NOTE)
PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised
plan sheets shall be the same size sheets as those previously submitted.)
(If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of
the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature.
Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp,
signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a
bound specification document that contains specifications other than that of an engineering or land surveying
nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is
responsible." It shall not be required to have each page of"specifications" (calculations) to be stamped and signed;
Front page only will be sufficient. (WAC 196-23-010 & 196-23-020)
(BUILDING REVIEW NOTES)
1. Due to the size of the awning and uncertainty of the brick to which the awning is proposed to be attached too, an
engineer's analysis shall be required to verify the conditions. Engineer shall provide recommendations or provide
details as necessary with engineer's calculations. The awning shall be designed to withstand seismic (D1), wind
(110 mph) and snow loads (25 lb.).
2. Engineer shall show required welding details of trusses and specify on the plan special inspections for bolting
and welding.
3. Provide specifications with attachment details of the standing seam roofing.
Note: Contingent on response to these corrections, further plan review may request for additional corrections.
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
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.
Sincerely,
Bill Rambo
Permit Technician
File No. D17-0302
R -rAk
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
PER IT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D17-0302 DATE: 12/06/17
PROJECT NAME: HARRY'S OF ALLENTOWN
SITE ADDRESS: 12404 42 AVE S
Original Plan Submittal
X Response to Correction Letter # 1
Revision #
Revision #
before Permit Issued
after Permit Issued
DEPARTMENTS:
Building Division
Public Works
Fire Prevention
Structural
❑
Planning Division
❑ Permit Coordinator
PRELIMINARY REVIEW:
DATE: 12/07/17
Not Applicable ❑ Structural Review Required
(no approval/review required)
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved
DUE DATE: 01/04/18
111 Approved with Conditions ❑
Corrections Required
(corrections entered in Reviews)
Denied
(ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS:
DATE:
:Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections:
Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials:
12/18/2013
PERMIT COORD COPY.
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D17-0302
DATE: 11/03/17
PROJECT NAME: HARRY'S OF ALLENTOWN
SITE ADDRESS: 12404 42 AVE S
X Original Plan Submittal
Response to Correction Letter #
Revision #
Revision #
before Permit Issued
after Permit Issued
DEPARTMENTS:
eowg_ ll --N7
Building Division _
Pu�ilic Works
41A PM --
Fire Prevention
Structural
ll-e� j, -J 13 A -?
1111 Planning Division iL l
❑ Permit Coordinator 11
PRELIMINARY REVIEW:
Not Applicable n
(rno approval/review required)
REVIEWER'S INITIALS:
DATE: 11/07/17
Structural Review Required
DATE:
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
n
(corrections entered in Reviews)
Approved with Conditions
Denied
(ie: Zoning Issues)
DUE DATE: 12/05/17
n
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED: 11"—e$. -t7
Departments issued corrections: Bldg ar Fire 0 Ping 0 PW 0
Staff Initials:
12/18/2013
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 SUBMITTAL
Revision submittals roust be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: 1276 /I 7
Plan Check/Permit Number: D17-0302
❑ Response to Incomplete Letter #
• Response to Correction Letter # 1
RECEIVED
❑ Revision # after Permit is Issued CITY OF TUKWILA
❑ Revision requested by a City Building Inspector or Plans Examiner DEC 0 6 2017
Project Name: Harry's of Allentown PERMIT CENTER
Project Address: 12404 42 Ave S
Contact Person: L.-ke M t,'< , Phone Number: _ 12-5 ' Cie (— (2I'1
Summary of Revision:
EAtil 19- p4 -evil; kvi
RZ - 21otekt't5 q-o-Lyzer c -'nhiry lGo/A 4 A l/av�`c&o( C�t(ht(4efhms
? `" 'W{ Ott ;q7 c L � ✓� s �^ �, bet,/ 5 (— s
'k— A 1316614.4 OteklA shcvv�_ Cit, s c/—s)
Sheet Number(s): 11 6
"Cloud" or highlight all areas of revision includin&date of revisi n
Received at the City of Tukwila Permit Center by:
"Entered in TRAKiT on I)y W � 7
\applications\forms-applications on line\revision submittal
Created: 8-13-2004
Revised:
RAINIER INDUSTRIES LTD
Washington State Department of
Labor & Industries
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RAINIER INDUSTRIES LTD
Owner or tradesperson
Principals
CAMPBELL, SCOTT CURTICE, PRESIDENT
CAMPBELL, KAREN LYNN, VICE
PRESIDENT
SCHOONMAKER, GEORGE W
(End: 01/01/1980)
SCHOONMAKER, GEORGE W, AGENT
(End: 01/01/1980)
Doing business as
RAINIER INDUSTRIES LTD
WA UBI No.
600 523 816
18375 OLYMPIC AVE S
TUKWILA, WA 98188
425-251-1800
KING County
Business type
Corporation
License
Verify the contractors active registration / license / certification (depending on trade) and any past violations.
Construction Contractor
License specialties
Awnings, Canopies, Patio Covers, Exterior
Screens
License no.
RAINIIL066QP
Effective — expiration
11/17/1994— 01/11/2019
Bond
CBIC
Bond account no.
LB6600
Active.
Meets current requirements.
$6,000.00
Received by L&I Effective date
09/16/2002 10/01/2002
Expiration date
Until Canceled
Insurance
Phoenix Insurance Company, The
Policy no.
6300532991
$1,000,000.00
Received by L&I Effective date .
01/24/2017 12/31/2016
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12/31/2017
Insurance history
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