HomeMy WebLinkAboutPermit D16-0310 - RWC GROUP - PARKING COVERRWC GROUP
13123 48 AVE S
D16-0310
Parcel No:
Address:
Project Name:
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.gov
DEVELOPMENT PERMIT
0003000116 Permit Number: D16-0310
13123 48TH AVE S
RWC GROUP
Issue Date: 1/6/2017
Permit Expires On: 7/5/2017
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
DEM LLC
13123 48TH AVE S ATTN: MCDEVITT M
D, SEATTLE, WA, 98168
ROWLAND CUNNINGHAM
13123 48 AVE S , TUKWILA, WA, 98168
GREG SULLIVAN CONCRETE
3413 SPORTSMAN WAY, HELENA, MT,
59602
G REGSSC903QN
CBIC
3101 WESTERN AVE #100 , SEATTLE,
WA, 98121
Phone: (206) 433-3466
Phone: (406) 459-9715
Expiration Date: 11/10/2018
DESCRIPTION OF WORK:
INSTALL NEW PARKING SHADE FOR MECHANICS
Project Valuation: $100,000.00
Type of Fire Protection: Sprinklers:
Fire Alarm:
Type of Construction: VB
Electrical Service Provided by: TUKWILA
Fees Collected: $2,577.02
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:
2014
2014
2014
2015
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering: Volumes: Cut: 0 Fill: 0
Landscape Irrigation:
Sanitary Side Sewer: Number: 0
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter: No
SitPermit Center Authorized Signature:
Date: qmp�
J
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:
s nine/02
Date:
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: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
5: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to
any requirements for special inspection.
6: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
7: 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.
8: Advisory: Tukwila Municipal Code Table 18-6 requires all automobile services including engine and body
repair to be enclosed within a building.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
0201 FOOTING
0409 FRAMING
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. Nip — 0 -i 0
Project No.
Date Application Accepted: 11-11-1-10
Date Application Expires: cj —114 - 7
(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: 13123 48th Ave S, Seattle WA 98168
King Co Assessor's Tax No.:
Suite Number:
New Tenant:
Tenant Name: RWC GROUP
PROPERTY OWNER
Name: Rowland Cunningham
Name: Mike McDevitt
Cin': Seattle State: WA Zip: 98168
Address: 27801 1877th Ave SE
Email: rowland@rwcgroup.com
City: Kent State: WA
Zip: 98042
CONTACT PERSON — person receiving all project
communication
Name: Rowland Cunningham
Address: 13123 48th Ave, S
Cin': Seattle State: WA Zip: 98168
Phone: (206) 433-3466 Fax:
Email: rowland@rwcgroup.com
GENERAL CONTRACTOR INFORMATION
Company Name: Greg Sullivan Concrete
Address: 3413 Sportsmans Way
City: Helena State: MT zip: 59602
Phone: (406) 459-9715 Fax:
Contr Reg No.: 603062776 Exp Date: 11/10/2018
Tukwila Business License No.: GREGSSC903QN
H:Uppliestiom\Fmm -Appliatiom On Line \ 201Applications\Pemvt Application Revised - 8-9-11.doa
Revised: August 2011
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Floor:
El Yes ❑ ..No
ARCHITECT OF RECORD
Name: CBIC
Company Name: Shade N net of AZ
City: Seattle State: WA Zip: 98121
Architect Name: John E Skwiot
Address: 5711 W Washington ST
City: Phoenix State: AZ
Zip: 85043
Phone:(602) 484-7911 Fax:
Email: John@shade-n-net.com
ENGINEER OF RECORD
Name: CBIC
Company Name: Shad N net of AZ
City: Seattle State: WA Zip: 98121
Engineer Name: John E Skwiot
Address: 5711 W Washington ST
City: Phoenix State: AZ
Zip: 85043
Phone: (602) 484-7911 Fax:
Email: John@shade-n-net.com
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: CBIC
Address: 3101 Western Ave # 300
City: Seattle State: WA Zip: 98121
Page 1 of 4
BUILDING PERMIT INFORMATION 206-431-3670
Valuation of Project (contractor's bid price): $ 100,000 Existing Building Valuation: $ 5,000,000
Describe the scope of work (please provide detailed information):
l New pa//c, f S4‘ 46
Will there be new rack storage? ❑ Yes 0.. 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 ❑ Automatic Fire Alarm 0 None ❑ 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:Wpplications\Forms-Applications On Line 201 I 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
1' Floor
rd 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 ❑ Automatic Fire Alarm 0 None ❑ 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:Wpplications\Forms-Applications On Line 201 I Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
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Page 2 of 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 OWNER.
A o i ORME A NT:
Signature'✓����''
Print Name: M M.
Date: k%I M. 11(.)
tc e -u;• Day Telephone:.5oq 3 70 Al Ct
Mailing Address: 1 IS N K‘AV A }v h
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Page 4 of 4
PUBLIC WORKS PERMIT INFORMATION — 206-433-0179
Scope of Work (please provide detailed information):
Shade awning out the outside of the shop to keep mechanics out of the weather.
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑ ...Water District #125
❑ ...Water Availability Provided
Sewer District
❑ ...Tukwila
❑ ...Sewer Use Certificate
0 .. Highline
❑ ... Valley View 0 .. Renton
❑ ...Sewer Availability Provided
❑ .. Renton
❑ .. Seattle
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.
Submitted with Application (mark boxes which apply):
❑ ...Civil Plans (Maximum Paper Size — 22" x 34")
❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report
❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s)
Proposed Activities (mark boxes that apply):
0 ...Right-of-way Use - Nonprofit for less than 72 hours
❑ ...Right-of-way Use - No Disturbance
❑ ...Construction/Excavation/Fill - Right-of-way ❑
Non Right-of-way
❑ ...Total Cut
❑ ...Total Fill
cubic yards
cubic yards
❑ ...Sanitary Side Sewer
❑ ...Cap or Remove Utilities
0 ...Frontage Improvements
❑ ...Traffic Control
❑ ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑.
❑.
❑.
❑.
❑ ...Traffic Impact Analysis
❑ ...Hold Harmless — (SAO)
❑ ...Hold Harmless — (ROW)
❑ .. Right-of-way Use - Profit for less than 72 hours
❑ .. Right-of-way Use — Potential Disturbance
O .. Work in Flood Zone
❑ .. Storm Drainage
. Abandon Septic Tank
. Curb Cut
. Pavement Cut
. Looped Fire Line
❑ ...Permanent Water Meter Size...
❑ ...Temporary Water Meter Size ..
❑ ...Water Only Meter Size
0 ...Sewer Main Extension Public 0
❑ ...Water Main Extension Public 0
❑ .. Grease Interceptor
❑ .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
WO #
WO #
WO # 0 ...Deduct Water Meter Size
Private ❑
Private 0
FINANCE INFORMATION
Fire Line Size at Property Line
0 ...Water ❑ ...Sewer
Monthly Service Billing to:
Name:
Number of Public Fire Hydrant(s)
0 ...Sewage Treatment
Day Telephone:
Mailing Address:
City State Zip
Water Meter Refund/Billing:
Name:
Mailing Address:
Day Telephone:
City
State
Zip
H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-1 1 .docx
Revised: August 2011
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Page 3 of 4
Cash Register Receipt
City of Tukwila
DESCRIPTIONS
PermitTRAK
I ACCOUNT I QUANTITY
I PAID
$1,593.41
D16-0310 Address: 13123 48TH AVE S
Apn: 0003000116
$1,593.41
DEVELOPMENT
$1,517.75
PERMIT FEE
R000.322.100.00.00
0.00
$1,513.25
WASHINGTON STATE SURCHARGE
13640.237.114
0.00
$4.50
TECHNOLOGY FEE
$75.66
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R10018
R000.322.900.04.00 0.00
$75.66
$1,593.41
Date Paid: Monday, December 12, 2016
Paid By: RWC GROUP
Pay Method: CREDIT CARD 019692
Printed: Monday, December 12, 2016 3:32 PM 1 of 1
0 I SYSTEMS
Cash Register Receipt
City of Tukwila
DESCRIPTIONS
ACCOUNT QUANTITY PAID
PermitTRAK
$983.61
D16-0310 Address: 13123 48TH AVE S Apn: 0003000116
$983.61
DEVELOPMENT
$983.61
PLAN CHECK FEE
TOTAL FEES PAID BY RECEIPT: R9850
R000.345.830.00.00
0.00
$983.61
$983.61
Date Paid: Monday, November 14, 2016
Paid By: ROLAND CUNNINGHAM
Pay Method: CREDIT CARD 034015
Printed: Monday, November 14, 2016 1:20 PM 1 of 1
rSYSTEMS
a
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
y; -o io
6300 Southcenter Blvd., #100, Tukwila. WA 98188
Permit Inspection Request Line (206) 438-9350
(206) 431-3670
Pro' ct:
1= i 1C 6 .. tit°
Type of Inspection,
EuhtbiAZ ,-0/4 L
Adddress:�
/3/23 7A'( S
Date Called:
Special Instructions: •
Date 1?d:
Reque er. JJ
Phone No:
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
fi -44 -
Inspector:
Date: Ai.3 a 7
REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
SPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
P -®5/eb
Project:
Rive
Type of Inspection:
roorm 6 -
Address:
/3/23 18 S AV S.
Date Called:
Special Instructions:
Date Wanted:J�
f
a m.
�n .
Requester:
Phone No:
Approved per applicable codes. Corrections required prior to approval.
OMMENTS:
Inspector:
Date -24 —1 7
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
NEW SERV CE CANOPY
GROUP
The
innacle
Consulting Group, Inc.
Industrial Engineering Consultants and Facility Planners
13123 - 4:th Ave. S.
SEATTLE, WA 98168
AUGUST 19. 2016
NGHAM
WASHINGTON
EVERETT
SEATTLE
REDMOND
NORTH
W E
UKWILA
OMA
OLYMPIA
EXISTING
LOCATION
(TUKWILA)
13123 - 48th Ave. S.
SEATTLE, WA 98168
PROJECT NO: 4768.00, Issued: 08/19/2016
PREPARED BY: PINNACLE CONSULTING GROUP, INC.
PARCEL NUMBERS:
000300-0109 &
000300-0116
OCCUPANCY
COMMERCIAL
ZONING
C/LI COMMERCIAL
LIGHT INDUSTRIAL
DRAWING INDEX
SHEET NO. PINNACLE NO. SHEET TITLE
1
IP -00
COVER SHEET
2
SITE -01
VICINITY MAP, SITE SUMMARY, E\ISTING FACILITY SITE PLAN
3
BLDG -01
NEW FREE—STANDING SERVICE
NEW FREE-STANDING SERVICE 1CAN/WFOR
CANOPY COORDINATION PLAN
RECEIVED
CITY OF TUKWILA
4
BLDG -02
COE)E COMPLIANCE
LEGAL DESCRIPTION
DEC 0 9 2016
P s „�
PERMIT CENTER
1tY cit 1 ulcwlla
FOSTER STEPHEN—[9 C # 38 POR OF DC IN NE 1/4 OF STR 15-23-04DB BIEMOINGiENNISION 99.17 FT FR MON IN C/L
OF DUWAMISH—RENTON JCT RD WCH MON IS APPRO\ 1200 FT N & 440 O STR TH S 40-36-00 W
20 FT TO NELY LN OF FORMER PSE RY R/W TH N 49-24-00 W ALG SD NELY LN 16 FT TO TPOB TH CONTG N 49-24-00 W
ALG SD NELY LN 310.21 FT TH N 40-36-00 E 450 FT TH S 49-24-00 E 310.21 FT TH S 40-36-00.W 450 FT TO TPOB
LESS SWLY 150 FT LESS CO RD.
TOGETHER WITH: FOSTER STEPHEN DC # 38 & POR LEWIS C C DC # 37 BAAP WCH BEARS N 40-01-05 W 920.15 FT FR A
MONUMENT AT P I OF A CURVE ON C/L DUWAMISH RENTON JUNCTION RD SD P I BEING APPRO\ 1000 FT E 20 FT S OF 1/4
COR BTW SECS 14 & 15-23-4 TH N 49-24-00 W 150 FT DIST FR & PLW C/L SD DUWAMISH RENTON JUNCTION RD 835 FT
TAP WCH BEARS N 81-44-15 E 199.17 FT FR MONUMENT AT THE END OF A CURVE ON C/L SD DUWAMISH RENTON JUNCTION RD
SD END OF A CURVE APPRO\ 1200 FT N & 440 FT W OF 1/4 COR BTW SECS 14 & 15 TH N 49-24-00 W 16 FT TH N
40-36-00 E 682.10 FT TH N 40-24-00 W 310.21 FT TO TPOB TH S 40-36-00 W 552.10 FT TH N 49-24-00 W 52.08 FT TH
S 40-36-00 W 150 FT TO NELY MGN OF R/W OF PUGET SOUND ELECTRIC RAILWAY TH N 49-24-00 W ALG SD MGN OF R/W
30 FT TH N 40-26-00 E 150 FT TH N 49-24-00 W 172 FT TH N 40-26-00 E 552.10 FT TH S 49-24-00 E 254.08 FT TO
TPOB
CCY yRECTON
N&o3Io
RWG GROUP — SEATTLE WA
FACILITY PLANNING — PAGE 1
FREE-STANDING
RVICE CANOPY
x183' (3,360 SF)
EXISTING FACILITY SITE PLAN
SCALE: 1" = 100'-0"
PROJECT NO: 4768.00, Issued: 08/19/2016
PREPARED BY: PINNACLE CONSULTING GROUP, INC.
NORTH
GRAPHIC SCALE
50' 0' 50' 100' 150' 200' 250'
1" = 100'
NOTES:
1. SITE INFORMATION DERIVED FROM ATWOOD GROVE CONSTRUCTION CO., INC.
DRAWINGS DATED 8/14/1974. REFER TO LATEST CIVIL DOCUMENTATION.
VICINITY MAP
SCALE: N.T.S.
LEGEND
EllOFFICE
•
WAREHOUSE
ElSHOP
NORTH
SITE SUMMARY
SITE ACREAGE
EXISTING BUILDING—A
OFFICE
PARTS
SVICE
BUILDING—A SUBTOTAL
CUSTOMER CAR PARKING
EMPLOYEE CAR PARKING
TRUCK SALES PARKING
TRAILER PARKING
TRACTOR PARKING
OTHER CAR PARKING
+5.3 ACRES
7,838 SF
10,392 SF
14,310 SF
32,4502 SF
31 STALLS
25 STALLS
14 STALLS
17 STALLS
84 STALLS
18 STALLS
REVIEVVED FOR
CODE COMPLIANCE
APPROVED
DEC 0 9 2016
BUILDING DIVISION SION
RECEIVE®
CITY OF TUKWILA
DEC 012016
PERMIT CENTER
RWG GROUP — SEATTLE WA
FACILITY PLANNING — PAGE 2
NEW FREE-STANDING
SERVICE CANOPY
20'xl 83'
u
0 0 0183'-0„0 ® D 1 0
N
PARTS WHSE.
H
M
OFFICES
17
REVIEWED FOR
'CODE COMPLIANCE
APPROVED
DEC 0 9 2016
it
6.
c�.
NEW CANOPY/AWNING COORDINATION PLAN
SCALE: 1/16"=1'-0”
PROJECT NO: 4768.00, Issued: 08/19/2016
PREPARED BY: PINNACLE CONSULTING GROUP, INC.
GRAPHIC SCALE
16' 0' 16' 32' 48'
64' 80'
ME MINNIE 111111•1111111
MIMI 111111M11111 MESE
1 /32"=1'-0"
City of Tukwila
BUILDING DIVISION
NORTH
RECEIVED
ITY OF TUKWILA
DEC 012016
PERMIT CENTER
RWG GROUP — SEATTLE WA
FACILITY PLANNING — PAGE 3
NEW WATER
REPELLENT CANVAS
N N
5'-0"
15'-0"
NEW CANOPY
SUPPORT BEAM
+20'-0" BUILDING HEIGHT
NEW CANOPY
SUPPORT COLUMN
ce
0
0
0
0
0
N
NEW PROTECTIVE BOLLARD
(OPTIONAL)
NEW FREE STANDING SERVICE CANOPY SECTION
SCALE: 3/16" = 1'-0"
0" CLEARANCE
4' 2'
GRAPHIC SCALE
0' 4' 8'
12'
16'
INIIIIMI
3/16"=1'-0"
1
w'
2
-J
a
w
0
REVIEWED FOR
)DE COMPLIANCE
APPROVED
DEC 092016
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
DEC 012016
PERMIT CENTER
PROJECT NO: 4768.00, Issued: 08/19/2016 •RWG GROUP — SEATTLE WA
PREPARED BY: PINNACLE CONSULTING GROUP, INC. FACILITY PLANNING — PAGE 4
REV ED ECR
co4
ttivt4ovLb
DEC I 44
HEAVY DUTY ARCHITECTURAL SHADE FABRIC
Lit,cxyrn
WORLDS LEADING ARCHITECHTURAL SHADE FABRIC ID
100% LEAD AND PHTHALATE FREE fl
BLOCKS UP TO 98.8% OF HARMFUL UV RAYS 0
100% RECYCLABLE 0
10 YEAR MANUFACTURER'S WARRANTY 0
CC: );FIECTION
LTH#
77(17
abncs W ILA
Advanced APe
IREEApnod.
2016
Commercial 95TM - the standard in outdoor durability is
now 100% LEAD AND PHTHALATE FREE!
• Heavy duty, professional grade architectural shade fabric for tensioned
structures and other shade applications.
• Made from UV stabilized HDPE monofilament and tape yarns.
• Specialized lock stitch knit for more air movement and better channeling
of cooling breezeways.
• Constructed to block up to 98.8% of harmful UV sun rays.
• Heat set for ease of fabrication and to limit shrinkage.
• Fade and tear resistant; will not crack, rot or fray.
• 10 year manufacturer's warranty against UV degradation.
Natural
#445003
Desert Sand
#444983
Yellow
#445072
Cayenne
#455255
Deep Ochre
#444990
Gun Metal
#455262
Steel Grey
#445041
Cherry Red
#444976
Navy Blue
#445010
Turquoise
#445065
Rivergum
#445027
Colors are representative ony. Small variations in color should be antidpated and are within commercial tolerances.
Gale Pacific USA Inc.
285 West Central Parkway, Suite 1704
Altamonte Springs, FL 32714 USA
Tel: 1-407-772-7979 • www.synthesisfabricusa.com
Aquatic Blue
#444938
Sky Blue
#445034
PHYSICAL PROPERTIES
Property
Test Method
US
Metric
Weight
ASTMD-3776
10.0oz
340gsm
Thickness
ASTM D-5199
61 mils
1.6 mm
Tensile Strength
ASTM 0-5034
(grab test)
Warp: 208 Ibs
Weft:486lbs
Warp: 925 N
Weft:2161 N
Elongation
ASTM D-5034
(grab test)
Warp: 134%
Weft 94%
Warp: 134%
Weft: 94%
Tear Strength
ASTM D-2261
(tongue test)
Warp: 51 lbs
Weft: 52lbs
Warp: 227 N
Weft 231 N
Burst Pressure
(Mullen)
ASTM D-3786
(diaphragm test)
487 psi
3358 kPa
Burst Strength
ASTM 0-3787
(ball burst test)
353 lbs
1570 N
Temperature
Range
455262
-22°F to
+167°F
-30°C to +75°C
Lead & Phthalate Tests Result
Lead -All Colors PASS
CPSIA Section 10I(a)(2) Not Detected
Phthalate PASS
CPSIA Section 108 Not Detected
Flammability Tests*
Result
ASTM E84, Class A
PASS
-Hanle spread index
25
-Smoke developed index
105
Specification
US
Metric
Width**
8ft 10in
2.7 m
Length
131 ft
40m
Roll Weight
110 lbs
50 kg
Roll Diameter
16 in
0.40 m
Core Diameter
1.4 in
35 mm
'Tea Results available upon request
"Note product is not center folded when
SHADE AND LNR
Color
PROPERTIES
Code
CoverFactor
Avg%
Transmission
Shade
Factor
Avg.UVR
Transmission
Avg. PAR
Transmission
%UVR
Blodc
Aquatic Blue
444938
96.r%
11.9%
882
5.8%
13.8%
942%
Black
444945
95.9%
5.1%
94.9
4.9%
5.1%
95.1%
Brunswick Green
444952
97.4%
4.4%
95.6
3.1%
4.8%
96.9%
Gun Metal
455262
97.1%
3.8%
962
23%
3.9%
97.7%
Chevy Red
444976
94.9%
19.0%
81.0
9.0%
21.9%
91.0%
Deep Ochre
444990
95.4%
5.6%
94.4
3.3%
62%
96.7%
Desert Sand
444983
965%
15.8%
842
52%
19.0%
948%
Natural
445003
943%
21.1%
78.9
4.9%
25.9%
95.1%
Navy Blue
445010
96.4%
4.3%
95.7
32%
4.r%
98.8%
Rivergum
445027
95.7%
142%
859
7.0%
16.3%
93.0%
Sky Blue
445034
952%
5.3%
94.7
32%
5.9%
%9%
Steel Grey
445041
97.3%
8.1%
91.9
3.3%
9.5%
96.r%
Cayenne
455255
920%
13.0%
87.0
6.0%
11.6%
94.0%
Turquoise
445065
97k%
10.4%
89.6
4.6%
122%
954%
Yellow
445072
94.6%
23.0%
77.0
6.r%
27.7%
932%
Tested according to AS 4174 synthetic shadecloth: Avg %transmission =Average %transmission within the 290-770nm spectrum.
Avg UVRtransmission =Average %transmission within the 290-400nm spectrum.
Avg PAR transmission = Average %transmission within the 408-770nm spectrum.
Suggested Specification
Shadecloth fabric shall be compliant to Australian standard AS 4174 and shall be Synthesis Commercial 95 knitted HDPE
monofilament & tape (with LDPE coating)
water proof shade fabric offering a UVR block up to 97.7%.
Brunswick Green Black Usage Instructions
#444952 #444945 Do not use against flames. Contact with organic solvents, halogens or highly acidic substances may reduce the service life of
the fabric and void the warranty.
Biaxial elastic material properties available on request.
The above results are typical averages from independent testing and quality assurance testing and are not to be taken as a
minimum specification nor as forming any contract between Gale Pacific and another party. Due to continuous product
improvement, technical specifications are subject to alteration without notice. Notice: As the use and disposal of this product
are beyond Gale Pacific's control, regardless of any assistance provided without charge, Gale Pacific assumes no obligation
or liability for the suitability of its products in any specific end use application. Itis the customer's responsibility to determine
whether Gale Pacific's products are appropriate for the specific application and complies with any legal and patent regulations.
Synthesis® and Commercial 95TM are registered trademarks of Gale Pacific Limited. All rights reserved.
MME
SGS
CLIENT:
r '
L
TEST REPORT
Gale Pacific USA, Inc.
285 W. Central Pkwy, Suite 1704
Altamonte Springs, FL 32714
Attn: Susan Yuskaitis
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC 092016
City of Tukwila
BUILDING DIVISION
Test Report No: 654:030608 Date: February 22, 2010
SUBJECT:
SAMPLE ID:
Testing to ASTM E-84
Sample identified as "Commercial 95" was received from the client on 2/19/10 in good
condition. The sample was described by the manufacturer of containing the following
items:
• Sample Description: Commercial 95
• Sample / Style Number: Commercial 95
• Material Content: Knitted HDPE
• Client PO: SY021609
RECEIVED ILA
DEC 01 2016
TEST REQUESTED: Perform standard flame spread and smoke density developed cFEr
sample supplied by the Client in accordance with ASTM Designation E84 -09a, "Staniar l
Method of Test for Surface Burning Characteristics of Building Materials", The test
procedure is equivalent to UL 723, ANSI/NFPA No. 255, and UBC No. 8-1.
PREPARATION: The sample material was submitted in one roll and trimmed to fit dimensions of tunnel,
measuring 21" by 24'. The sample was supported using rods and wire.
2/22/10
Results can be found on the following pages and apply only to the sample tested.
The sample received a `Class A' rating in accordance with the NFPA and IBC classification
chart on page two of this report.
TEST DATE:
RESULTS:
CLASSIFICATION:
CORRECTION
LTR#
SIGNED FOR AND ON BEHALF OF
SGS U.S. TESTING COMPANY INC.
reg Ertel J. Brian McDonald
Engineering Technician
Fire Technology Department Manager
Page 1 of 5
This document is issued by the Company subject to its General Conditions of Service printed overleaf, available on request or accessible at
www.sas.com/terms and conditions.htm and, for electronic format documents, subject to Terms and Conditions for Electronic Documents at www.sas.comlterms e-
document.htm. Attention is drawn to the limitation of liability, indemnification and jurisdiction issues defined therein. Any holder of this document is advised that
information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Client's instructions, if any. The Company's sole
responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction
documents. This document cannot be reproduced except in full, without prior written approval of the Company. Any unauthorized alteration, forgery or falsification of the
content or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law. Unless otherwise stated the results shown in this
test report refer. nl6to thelsaimpl%$),re tel
tEMOMEOKEnm AS 3.1(05 n4'ienue, Tulsa, OK 74116 t )918) 437-8333 f (918) 437-8487 www.sgs.com
Member of the SGS Group
Client: Gale Pacific USA, Inc.
Report No.: 654:030608
RESULTS:
SAMPLE: Commercial 95
TEST DATE: 2/22/09
DATA:
Ignition (minutes: seconds)
00:06
Flame Spread
Flame Front (feet)
4.0
Time to Maximum Spread (minutes: seconds)
7:00
A
Flame Spread
15
< 450
Smoke Developed
50
26 through 75
NFPA Class
IBC Class
Flame Spread
Smoke Developed
A
A
0 through 25
< 450
B
B
26 through 75
< 450
C
C
76 through 200
< 450
Total Test Time, (hr:min:sec): 0:10:00
Building Codes Cited:
1. National Fire Protection Association, ANSI/NFPA No. 101, "Life Safety Code", 2006 Edition.
2. International Building Code, 2006 Edition, Chapter 8, interior Finishes, Section 803
Observations:
• Floor Burning
• Flaming / Dripping
• Melting
Page2of5
This document is issued by the Company subject to its General Conditions of Service printed overleaf, available on request or accessible at
www.sos.com/terms and conditions.htnl and, for electronic format documents, subject to Terms and Conditions for Electronic Documents at www.sas.com/terms e-
document.htm. Attention is drawn to the limitation of liability, indemnification and jurisdiction issues defined therein. Any holder of this document is advised that
information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Client's instructions, if any. The Company's sole
responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction
documents. This document cannot be reproduced except in full, without prior written approval of the Company. Any unauthorized alteration, forgery or falsification of the
content or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law. Unless otherwise stated the results shown In this
test report refer only to the sample(s) tested and such sample(s) are retained for 90 days only.
GRAPHICAL RESULTS:
23
18-
m
LL_
m
13
2
a
N
co
E
LL
Flame Spread Chart
Test Sample
Red Oak
• FSI Line
Client: Gale Pacific USA, Inc.
Report No.: 654:030608
30
Bumers at 4 ft.
1 — 2 -- - 3
b- -..
Time (Minutes)
FIGURE 1. Flame Spread
-7
---9--- ---- 10
Page 3 of 5
This document is issued by the Company subject to its General Conditions of Service printed overleaf, available on request or accessible at
www.sas.com/terms and conditions.htm and, for electronic format documents, subject to Terms and Conditions for Electronic Documents at www.sos.com/terms e-
document.htm. Attention is drawn to the limitation of liability, indemnification and jurisdiction issues defined therein. Any holder of this document is advised that
information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Client's instructions, if any. The Company's sole
responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction
documents. This document cannot be reproduced except in full, without prior written approval of the Company. Any unauthorized alteration, forgery or falsification of the
content or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law. Unless otherwise stated the results shown in this
test report refer only to the sample(s) tested and such sample(s) are retained for 90 days only.
GRAPHICAL RESULTS: (Cont.)
Light Absorption (%)
100
80 --
60-
40 --
20 -
Test Sample
Red Oak
Client: Gale Pacific USA, Inc.
Report No.: 654:030608
Smoke Developed Chart
0
1
2 3 4 5
Time (minutes)
6
FIGURE 2. Smoke Developed
7 8 9 10
Page 4 of 5
This document is issued by the Company subject to its General Conditions of Service printed overleaf, available on request or accessible at
www.sas-com/terms and conditions.htm and, for electronic format documents, subject to Terms and Conditions for Electronic Documents atwww.sos.com/terms e-
document.htm. Attention is drawn to the limitation of liability, indemnification and jurisdiction issues defined therein. Any holder of this document is advised that
information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Clients instructions, if any. The Company's sole
responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction
documents. This document cannot be reproduced except in full, without prior written approval of the Company. Any unauthorized alteration, forgery or falsification of the
content or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law. Unless otherwise stated the results shown in this
test report refer only to the sample(s) tested and such sample(s) are retained for 90 days only.
SGS
GRAPHICAL RESULTS: (Cont.)
Temperature (deg. F)
1260
Client: Gale Pacific USA, Inc.
Report No.: 654:030608
Temperature - Time Curve
1050 -
850 -
6
450
250
Test Sample
Red Oak
50 0
3
$ 6 7 8 9 111
Time (minutes)
FIGURE 3. Temperature — 24 ft. Air Stream Thermocouple
********
End of Report
Page 5 of 5
This document is issued by the Company subject to its General Conditions of Service printed overleaf, available on request or accessible at
www.sgs.comlterms and conditions.htm and, for electronic format documents, subject to Terms and Conditions for Electronic Documents at www.sgs.comlterms e-
document.htm. Attention is drawn to the limitation of liability, indemnification and jurisdiction issues defined therein. Any holder of this document is advised that
information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Client's instructions, if any. The Company's sole
responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction
documents. This document cannot be reproduced except in full, without prior written approval of the Company. Any unauthorized alteration, forgery or falsification of the
content or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law. Unless otherwise stated the results shown in this
test report refer only to the sample(s) tested and such sample(s) are retained for 90 days only.
CALCULATIONS FOR SHADE CANOPIES
RWC GROUP
TUKWILA, WA
September 24, 2016
Total page count = 52 (including cover)
Pages included:
• Wind
• Cable
• Allowable Snow Load Calculations
• Seismic Weight Determination
• Cantilever Models and Results
• Base Plate Anchorage
• Base Plate Design
• Drilled Piers
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC 0 9 2016
City of Tukwila
BUILDING DIVISION
b11 0310
CITY OFF TU (WILA
NOV 14 2016
PERMIT CENTER
WIND CALCULATIONS
Gust Effect Factor (ASCE 7-10 Section 26.9.1))
23 Sep 2016 15:10:59 - 1.Wind_Calcs_ASCE 7-10-1 c.sm
RWC Canopies
Wind Load Calculations
References:
American Society of Civil Engineers (ASCE)."Minimum Design Loads for Buildings
and Other Structures", Version 7-10.
Input data:
Basic Wind Speed (ASCE 7-10 Figure 26.5-1A)
V= 110 mph
'Occupancy Category
II
'Wind Directionality Factor (ASCE 7-10 Table 26.6-1)
Kd= 0.85
Topographic Factor (ASCE 7-10 Section 26.8.2)
Kzt=1.0
(Surface Roughness Category
B
'Enclosure Type
Velocity Pressure Coefficient (ASCE 7-10 Table 27.3-1)
K z=0.57
G= 0.85
Case A:
Open
Net Pressure Coefficient (Windward Roof Half - ASCE 7-10 Figure 27.4-4)
CN_ww_roof 1.2
Net Pressure Coefficient (Leeward Roof Half - ASCE 7-10 Figure 27.4-4)
CN lw roof 0.3
Velocity pressure
qz= V215.01 2 = 15.01 psf
Roof
Windward design wind pressure
ppos=1.0qz• G• CN ww roof 15.3 psf
Leeward design wind pressure
pneg =1.0•gz•G•CN - lw -roof 3.827 psf
Exposure Category
B
Use 15 psf design positive windward pressure for roof
1/2
23 Sep 2016 15:10:59 - 1.Wind_Calcs_ASCE 7-10-1c.sm
Net -.Preisure Coefficient (Windward Roof -Half - ASCE 7,71 0 Figure -27 . 4-4)
c
=- 1 . 1
N_ww_roof
Net 'Pressure Coefficient',(Lee-ward Roof,'Half - ASCE'7710 Figure27 '4=4)
0.1
Nlwroof
Velocity pressure
gz= 0.00256-Kz•Kzt•Kd•V2= 15.01 psf
Win-dwarcrdesign wind'PressUre
P = 1 O. q • G =-
• C 14
.pos z N_ww_roof
LeewardLeewarddesignwind pressure
psf
p = 1. 0cr 1.2757 psf
neg-
sz. G. roof
-14 psf design suction pressure for roof
CABLE CALCULATIONS
Maximum loading)
Cable sag)
'Cable breaking strength
23 Sep 201615:18:03-2. Cable_Calcs_3.0.sm
} WC Canopies
Cable Calculations
References:
Hibbeler, R.C. "Structural Analysis", Seventh Edition. Pearson, 2009.
Dead Load - Roof
DLroof= 1 psf
Load #1
Live Load - Roof
LLroof= 5
psf
'Load #2
,Wind Load - Roof
WLroof 615 psf
(Snow Load - Roof
SLroof=3.5 psf
p1= 1.4• DLroof- 1.4 ps f p2= 1 .2• DLroof+ 1 . 6• SLroof+ 0.5• WLroof- 14.3 psf
Load #3%
Load #4
+ 1 . 0 SLroof- 4.7 psf P4= 1.2. DLroof+ 1.0. WLroof+ 0. 5 SLroof= 17. 9 psf
p3= 1.2• DLroof
Load #5
(Load #6
p 5= 1 .2• DLroof+ 0 .2 SLroof= 1.9 psf p 6= 0. 9• DLroof+ 1 . 0• WL roof= 15.9 psf
Load #7
p 7= 0 . 9• DLroof= 0.9 Psf
Input data:
Horizontal span
lspan 27 ft
(Tributary area
2
Atrib 156 ft
(Uniform load on cable
w A • trib p load
103.4 lb
load 1 ft
span
pload 17.9 psf
scable 3.0 ft
Strcable=5600 lbs
Cable Loading
Calculated cable tension
H cable
2
wload 1span
8.5 cable
1000
-3.14 kips
(Force at cable support ends (design strength)
2
(Hcable 2 10001 +It wloadlspan
2
1 -3.44 kips
Fsupport 1000
'Allowable cable strength
Strcable.75 kips
Fallow 1000 =4.2
1/4
(Uniform dead load on cable)
23 Sep 201615:18:03-2. Cable_Calcs_3.0.sm
Dead Load:
Atrib DL roof lb
wdead 1 - 5. 8 ft
span
Force at cable support ends
Calculated cable tension
H cable
2
wdead 1 span
8 s cable
1000
2
2 wdead 1 span
(Hcable 10001 + 2
Fsupport 11000 =0.19 kips
Live Load:
Uniform live load on cable
P' • LL
trib roof lb
wlive 1 - 28.9 ft
span
Force at cable support ends
-0.18 kips
Calculated cable tension
H cable
2
w •1
live span
8• s cable
1000
2 [fwli.1)21 span
(Hcable• 10001 + 2
Fsupport 11000 -0.96 kips
Wind Load:
(Uniform wind load on cable,
w _ A•trib WL roof 86.7
lb
wind 1 ft
span
Force at cable support ends
Calculated cable tension
Hcable
2
wwi• 1
nd span
8 s cable
1000
21
2 w • wind 1 spam
ii(H 10001 + 2 J
support- 11000 2.88 kips
Snow Load:
Uniform snow load on cable
A w = trib SL roof
-20.2 lb
snow 1ft
span
Force at cable support ends
Calculated cable tension
2
w 1
snow span
0.88 kips
-2.63 kips
8 s cable kips
H cable 1000 -0.61 P
21
2 w snow 1 span
Hcable 10001 + 2
Fsupport 11000 -0.67 kips
2/4
nr daita:
Horizontal span
1span= 23 ft
23 Sep 2016 15:18:03 - 2. Cable_Calcs3.0.sm
Tributary area
Atrin 155 ft 2
Uniform wind load on cable
•
w _ Atrib pload_ 120.6 lb
loan 1 ft
span
Cable Sag,
s cable_ 2 . S ft
;Gable o _ lip�g
(Calculated cable tension
Hcable
2
wload 1 span
8 s cable
1000
=3.19 kips
Force at cable support ends (design strength)'
2
2 wload 1 span
Hcable 10001 + 2
Fsupport 11000 -3.48 kips
Allowable cable strength
Strcable.75 kips
Fallow 1000 - 4.2
Allowable strength > design strength ---> OK
Use 7/32" dia. minimum cable
3/4
23 Sep 201615:18:03-2. Cable_Calcs_3.0.sm
Dead Load:
Uniform dead load on cable
w A•trib DL roof- 6.7
lb
dead 1 ft
span
Force at cable support ends
'Calculated cable tension
H cable
2
wdead 1 span
8 s cable
1000
2
2 wdead• 1 span
(Hble 10001 + 2
Fsupport 11000 0.19 kips
Live Load:
Uniform live load on cable
lb
w _ Atrib LLroof - 33.7 7 ft
live 1 ft
span
Force at cable support ends
Calculated cable tension
H cable
2
w live 1 span
8 s cable
1000
fH
2 wlive lspan
cable 10001 + 2
Fsupport 1000
Wind Load:
Uniform wind load on cable
w _ Atrib • WL roof - 101.1 1 lb
wind 1 ft
span
Force at cable support ends
-0.97 kips
Calculated cable tension
H cable
2
wwi• 1
nd span
8 s cable
1000
2
2 wwind • 1 span
(Hcable 10001 + 2
Fsupport 11000 -2.92 kips
Snow Load:
Uniform snow load on cable
_ Atrib SL roof _ 23. 6 lb
snow ft
w
1
span
(Force at cable support ends
Calculated cable tension
H cable
w 1 2
snow. span
8 s cable
1000
w •1
span 2
(Hcable 10001 +
2 snow.
now 2
Fsupport 1 1000 - 0.68 kips
0.18 kips
0.89 kips
= 2.67 kips
0.62 kips
ALLOWABLE SNOW LOAD CALCULATINONS
(Depth of snow)
Exposure factor)
24 Sep 2016 17:24:08 - Snow Caics.sm
RWC Canopies
Snow Load Calculations
American Society of Civil Engineers (ASCE)."Minimum Design Loads for Buildings
and Other Structures", Version 7-10.
iItrip_u t Ma :
Ground snow load
p =4
g
psf
Roof slope factor
C s=1.0
rSno iroa"ds-.
(Flat roof snow load
Importance Factor
1=1.0
p f= pg• 0 . 7• I• Ct• Ce= 3 .36 psf
Density of snow
y s= 0.13.p +14=14.52 pcf
P
d f
snow=• 12=2.78 inches
y
s
Thermal factor
C= 1.2
Ce= 1.0
SEISMIC WEIGHT DETERMINATION
RWC Model 3.0
FJS ENGINEERING, John Skwint
Sep 24, 2016; 03:35 PM
Result Case: D
IES VisualAnalysis 12.00.0019
CANTILEVER MODELS AND RESULTS
RWC_Model_3.0
FJS ENGINEERING, John Skwiot
Sep 24, 2016; 03:41 PM
IES VisualAnalysis 12.00.0019
004
RWC Madel_3.0
FJS ENGINEERING, John Skwiot
Sep 24, 2016; 03:36 PM
Load Case: D
IES VisualAnalysis 12.00.0019
-0./goo K
RWC_Model 3.0
FJS ENGINEERING, John Skwiot
Sep 24, 2016; 03:37 PM
Load Case: E -Z
IES VisualAnalysis 12.00.0019
RWC Model 3.0
FJS ENGINEERING, John Skwiot
Sep 24, 2016; 03:37 PM
Load Case: L
IES VisualAnalysis 12.00.0019
-0,9700
RWG Model 3.0
FJS ENGINEERING, John Skwiot
Sep 24, 2016; 03:38 PM
Load Case: S
IES VisualAnalysis 12.00.0019
K
RWC Model_3.0
FJt ENGINEERING, John Skwiot
Sep 24, 2016; 03:38 PM
Load Case: W+X
IES VisualAnalysis 12.00.0019
-2.920 K
RWC Model 3.0
FJS ENGINEERING, John Skwiot
Sep 24, 2016; 03:38 PM
Design View, Unity Checks
IES VisualAnalysis 12.00.0019
Ungrouped
Failed
MEI
Waming
Mel
0.000 0.275 0.550 0.825 1.100
Project: RWC_Model 3.0
John Skwiot, FJS ENGINEERING September 24, 2016
T:\Shade n Net - SNAZ\SNAZ-16-32_RWC Canopies\04_Analysis\
Design Group Results
Design Group: Steel_Beam X_G02 per AISC LRFD (2010)
Designed As: HSS10x.312, Material: \SteefWSTM A500 Grade B (Fy = 42ksi)
Combined Check
Member Result
Name Case
Offset
ft
Code
Ref.
Unity
Check
Details
M001 1.2D+W+.5L+Lpa+.5S »+X
3.095 H1 -1b
1.04 OK
KL = 23.022 ft,
Cb=1.000,
Lb = 23.022 ft
Axial Check
Member Result
Name Case
Offset
ft
Demand
Fx
K
Capacity Fx Code
K
Ref.
Unity Details
Check
M001 1.2D+W+.5L+Lpa+.5S »+X
2.999 3.974
225.808
E3-2FB
0.02 OK Lu = 23.022 ft,
KL = 23.022 ft
Strong Flexure Check
Member Result
Name Case
Offset Demand Capacity Mz Code
Mz
ft K -in K -in Ref.
Unity Details
Check
M001 1.2D+W+.5L+Lpa+.5S »+X
3.095 -127.656 1035.720
F8-1 0.12 OK Lb = 23.022 ft,
Cb = 1.000
Weak Flexure Check
Member Result
Name Case
Offset
ft
Demand Capacity My Code
My
K -in
K -in
Unity Details
Ref. Check
M001 1.2D+W+.5L+Lpa+.5S »+X 3.095
-937.857 1035.720
F8-1
0.91 OK
Strong Shear Check
Member Result
Name Case
Offset
ft
Demand Vy Capacity Vy Code
K K Ref.
Unity Details
Check
M001 1.2D+W+.5L+Lpa+.5S »+X
2.999 0.899
100.699
G6-1, 2b 0.01 OK
Weak Shear Check
Member Result
Name Case
Offset Demand Vz Capacity Vz Code
ft K K Ref.
Unity Details
Check
M001 1.2D+W+.5L+Lpa+.5S »+X
2.999 -3.923 100.699
G6-1, 2b 0.04 OK
Design Group: Steel_Column_Column02 per AISC LRFD (2010)
Designed As: HSS10x.625, Material: \SteeIWSTM A500 Grade B (Fy = 42ksi)
Members Included (2): C002, C001
Combined Check
Member Result
Name Case
Offset
ft
Code
Ref.
Unity
Check
Details
C002 1.2D+W+.5L+Lpa+.5S »+X
1.000
H1 -lb
Page 1
VisualAnalysis 12.00.0019 (www.iesweb.com)
0.10 OK
KL = 1.000 ft,
Cb=1.000,
Lb = 1.000 ft
Project: RWC_Model _3.0
John Skwiot, FJS ENGINEERING September 24, 2016
T:\Shade n Net - SNAZ\SNAZ-16-32_RWC Canopies\04_Analysis\
C001 1.2D+W+.5L+Lpa+.5S »+X 15.370 H1 -1b 0.84 OK
KL = 13.403 ft,
Cb=1.000,
Lb = 15.370 ft
Axial Check
Member
Name
Result Offset
Case ft
Demand Fx Capacity Fx Code Unity Details
K K Ref. Check
C002 1.4D+.9H 1.000 1.057 649.174
C001
1.4D+.9H
15.370 2.319
563.492
E3-2FTB
E3-2FB
0.00 OK
0.00 OK
Lu = 1.000 ft,
KL = 1.000 ft
Lu = 15.370 ft,
KL = 13.403 ft
Strong Flexure Check
Member Result
Name Case
Offset
ft
Demand Capacity Mz Code Unity
Mz
K -in K -in Ref. Check
Details
C002 1.2D+W+.5L+Lpa+.5S »+X 1.000
C001 1.2D+E+.5L+Lpa+.2S »+X+30%+Z 15.370
132.953 1950.480
217.735 1950.480
F8-1 0.07 OK Lb = 1.000 ft,
Cb = 1.000
F8-1 0.11 OK Lb = 15.370 ft,
Cb = 1.000
Weak Flexure Check
Member Result
Name Case
Offset
ft
Demand Capacity My Code
My
K -in K -in
Ref.
Unity Details
Check
C002 1.2D+W+.5L+Lpa+.5S »+X
C001 1.2D+W+.5L+Lpa+.5S »+X 15.370
1.000
-59.357
-1506.432
1950.480
1950.480
F8-1
F8-1
0.03 OK
0.77 OK
Strong Shear Check
Member Result
Name Case
Offset
ft
Demand Capacity Vy Code Unity
Vy
K K
Ref. Check
Details
C001 1.2D+E+.5L+Lpa+.2S »+Z+30%+X 15.370
1.099 195.048 G6-1, 2b 0.01 OK
Weak Shear Check
Member Result
Name Case
Offset Demand Vz Capacity Vz Code Unity
ft K K Ref. Check
Details
C002 1.2D+W+.5L+Lpa+.5S »+X 1.000 -7.846
C001 1.2D+W+.5L+Lpa+.5S »+X
7.219 -7.846
195.048 G6-1, 2b 0.04 OK
195.048
G6-1, 2b 0.04 OK
Combined Torsion Check
Member Result
Name Case
Offset Code
ft Ref.
Unity Details
Check
C002 1.2D+W+.5L+Lpa+.5S »+X 0.000 H3-6
C001 1.2D+W+.5L+Lpa+.5S »+X
15.370
H3-6
0.50 OK Tr = 800.292 K -in,
Torsion Shear Stress Unity = 0.461 ,
Axial Unity = 0.001 ,
Bending Unity = 0.086 ,
Flexural Shear Unity = 0.040
1.09 OK Tr = 800.292 K -in,
Torsion Shear Stress Unity = 0.461 ,
Axial Unity = 0.004 ,
Bending Unity = 0.841 ,
Flexural Shear Unity = 0.040
Torsion Shear Check
Member Result
Name Case
Offset Demand
Tau
ft Ksi
Capacity
Tau
Ksi
Code Unity Details
Ref. Check
Page 2
VisualAnalysis 12.00.0019 (www.iesweb.com)
•Project RWC`,Model:'
Jo7 n'Skwiot, FJS ENGINEERING"
T:\Sf ade' i Net-SNAZ\SNAZ-16-32
C002 1.2D+W+.5L+Lpa+.5S »+X
C001 1.2D+W+.5L+Lpa+.5S »+X
Septernber 24, 2016
RWC Canopies\04=Analysis\'`"
0.000 10.448 22.680
0.000 10.448 22.680
H3-10.46 OK Tr = 800.292 K -in,
Venant Shear = 10.448 Ksi
H3-1 0.46 OK Tr = 800.292 K -in,
Venant Shear = 10.448 Ksi
Page 3
VisualAnalysis 12.00.0019 (www.iesweb.com)
Project: RWC_Model_3.0
Jaen Skwiot, FJS ENGINEERING September 24, 2016
T:\Shade n Net - SNAZ\SNAZ-16-32_RWC Canopies\04 Analysis\
Equation Load Combinations
Load Case
Cases Equation
.9D+Di
1
0.90D
.9D+E »+X+30%+Z
3
0.70D
+ 1.30E+X + 0.39E+Z
.9D+E »+X+30%+Z:OS
3
0.70D
+ 1.25E+X + 0.38E+Z
.9D+E »+X+30% -Z
3
0.70D
+ 1.30E+X + 0.39E -Z
.9D+E »+X+30%-Z:OS
3
0.70D
+ 1.25E+X + 0.38E -Z
.9D+E »+Z+30%+X
3
0.70D
+ 0.39E+X + 1.30E+Z
.9D+E »+Z+30%+X:OS
3
0.70D
+ 0.38E+X + 1.25E+Z
.9D+E »+Z+30% -X
3
0.70D
+ 0.39E -X + 1.30E+Z
.9D+E »+Z+30%-X:OS
3
0.70D
+ 0.38E -X + 1.25E+Z
.9D+E »-X+30%+Z
3
0.700
+ 1.30E -X + 0.39E+Z
.9D+E »-X+30%+Z:OS
3
0.70D
+ 1.25E -X + 0.38E+Z
.9D+E »-X+30%-Z
3
0.70D
+ 1.30E -X + 0.39E -Z
.9D+E »-X+30%-Z:OS
3
0.70D
+ 1.25E -X + 0.38E -Z
.9D+E »-Z+30%+X
3
0.700
+ 0.39E+X + 1.30E-2
.9D+E »-Z+30%+X:OS
3
0.70D
+ 0.38E+X + 1.25E -Z
.9D+E »-Z+30%-X
3
0.70D
+ 0.39E -X + 1.30E -Z
.9D+E »-Z+30%-X:OS
3
0.70D
+ 0.38E -X + 1.25E -Z
.9D+W »+X
2
0.90D
+ W+X
1.2D+.5L+Lpa+.5S+Di
3
1.20D
+ 0.50L + 0.50S
1.2D+1.6L+.2Di+.5S
3
1.20D
+ 1.60L + 0.50S
1.2D+1.6L+.5Lr
2
1.20D
+ 1.60L
1.2D+1.6Lr+.5W »+X
2
1.20D
+ 0.50W+X
1.2D+1.6Lr+L
2
1.20D
+ 0.50L
1.2D+1.6S+.5L+Lpa
3
1.20D
+ 0.50L + 1.60S
1.2D+1.6S+.5W »+X
3
1.200
+ 1.60S + 0.50W+X
1.20+E+.5L+Lpa+.2S »+X+30%+Z
5
1.40D
+ 0.50L + 0.20S + 1.30E+X + 0.39E+Z
1.20+E+.5L+Lpa+.2S »+X+30%+Z:OS
5
1.40D
+ 0.50L + 0.20S + 1.25E+X + 0.38E+Z
1.2D+E+.5L+Lpa+.2S »+X+30% -Z
5
1.40D
+ 0.50L + 0.20S + 1.30E+X + 0.39E -Z
1.20+E+.5L+Lpa+.2S »+X+30%-Z:OS
5
1.40D
+ 0.50L + 0.20S + 1.25E+X + 0.38E -Z
1.20+E+.5L+Lpa+.2S »+Z+30%+X
5
1.40D
+ 0.50L + 0.20S + 0.39E+X + 1.30E+Z
1.2D+E+.5L+Lpa+.2S »+Z+30%+X:OS
5
1.40D
+ 0.50L + 0.20S + 0.38E+X + 1.25E+Z
1.20+E+.5L+Lpa+.2S »+Z+30% -X
5
1.40D
+ 0.50L + 0.20S + 0.39E -X + 1.30E+Z
1.20+E+.5L+Lpa+.2S »+Z+30%-X:OS
5
1.40D
+ 0.50L + 0.20S + 0.38E -X + 1.25E+Z
1.2D+E+.5L+Lpa+.2S »-X+30%+Z
5
1.40D
+ 0.50L + 0.20S + 1.30E -X + 0.39E+Z
1.2D+E+.5L+Lpa+.2S »-X+30%+Z:OS
5
1.40D
+ 0.50L + 0.20S + 1.25E -X + 0.38E+Z
1.2D+E+.5L+Lpa+.2S »-X+30%-Z
5
1.40D
+ 0.50L + 0.20S + 1.30E -X + 0.39E -Z
1.2D+E+.5L+Lpa+.2S »-X+30%-Z:OS
5
1.40D
+ 0.50L + 0.20S + 1.25E -X + 0.38E -Z
1.2D+E+.5L+Lpa+.2S »-Z+30%+X
5
1.40D
+ 0.50L + 0.20S + 0.39E+X + 1.30E -Z
1.20+E+.5L+Lpa+.2S »-Z+30%+X:OS
5
1.40D
+ 0.50L + 0.20S + 0.38E+X + 1.25E -Z
1.2D+E+.5L+Lpa+.2S »-Z+30%-X
5
1.40D
+ 0.50L + 0.20S + 0.39E -X + 1.30E -Z
1.2D+E+.5L+Lpa+.2S »-Z+30%-X:OS
5
1.40D
+ 0.50L + 0.20S + 0.38E -X + 1.25E -Z
1.2D+W+.5L+Lpa+.5Lr »+X
3
1.20D
+ 0.50L + W+X
1.20+W+.5L+Lpa+.5S »+X
4
1.20D
+ 0.50L + 0.50S + W+X
1.40+.9H
1
1.40D
Page 1
VisualAnalysis 12.00.0019 (www.iesweb.com)
BASE PLATE ANCHORAGE
Project: untitled Billing Reference: none John Skwiot, FJS ENGINEERING File: Baseplate.vcbp Saturday, September 24, 2016
Design Summary
base plate
Base Plate Design:
Thickness = 1 in
Fy = 36 Ksi
Anchorage Design:
Diameter = 1.125 in
Type = Threaded Rod
Embed = 12 in
Fy = 36 Ksi
Fu = 58 Ksi
Concrete Design:
F'c = 2.5 Ksi
Cracking = True
Steel Specification:
AISC 360-10
Concrete Specification:
ACI 318-08
OK; this program does not take
stiffeners into account. See
additional base plate calculations
included separately from this report.
Limit State
Load Key
Demand
Capacity
Unity Value
Concrete Bearing
0
1.3813 Ksi
1.3813
1.000
Plate Bending
8
18.286 K -in
8.1 K -in
2.258
AnchorageTension
8
Steel Strength
97.558 K
99.572 K
0.980
Concrete Breakout
97.558 K
10000000000000000000
0.000
Concrete Pullout
97.558 K
00000000000 K
0.946
Concrete Blowout
N.A
103.1 K
N.A.
N.A
Anchorage Shear
8
Steel Strength
6.71 K
0.061
Concrete Breakout
6.71 K
110.46 K
0.000
Concrete Pryout
6.71 K
10000000000000000000
0.186
00000000000 K
Anchorage Interaction
8-
36.027 K
0.980
Anchorage Detailing
-
-
-
OK
Plate Detailing
-
-
-
OK
Page 1 of 13
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Base Plate Analysis
Analysis Classification (AISC Design Guide #1)
Load Set: Load Set 1
Load Combination: 1.2D + 0.5Lr + W+X
Support Strength, f'c = 2.5 Ksi
Loaded Area, Al = 324 inA2
Support Area, A2 =The largest area contained on the
support that is geometrically similar to and concentric
with the loaded area.
A2 = 324 inA2
(ACI 10.17.1)
¢fp„ = 490.85f c. A-1 < 00,85f' * 2.0 = 1.3813 Ksi
Pu = 2.04 K (Compression is positive)
Mun=0K-in—>eB=0in
Mub = 1379.8 K -in —> eN = -676.37 in
Edge Lengths:
B = 18 in
N = 18 inA2
(Equations 3.3.7)
N direction:
N Pu
ecritical = 2.0 20{ B - 8.959 in vs. eN = -676.37 in
Jpn
B direction:
B Pu
ec,irtcaz-20 2.0! N =8.959invs.eB=0in
pn
Design Guide #1 sign convention
Loads and eccentricities shown in positive direction
Classification:
Axial Compression with a Large Moment in the strong direction.
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Base Plate w/ Large Strong -Axis Moment (AISC Design Guide #1. Section 3.41
Load Set: Load Set 1
Load Combination: 1.2D + 0.5Lr + W+X
Base Plate Parameters:
B=18 in, N=18 in, f=7in, Pu=2.04K, eN=676.37 in
For large moments, fpu = 4fpn (See Support Bearing Capacity)
fpu = 1.3813 Ksi
Check Base Plate Dimensions:
(f+)
N2 2*P*(eN+f)
> (gpn*B
256 in^2 > 112.14 in^2 Base Plate area is adequate
Calculate Bearing Length, Y:
Y= (f +2)±
(N2 2 * Pu * (eN + f) _ 4.006 in
f +2) Ofpn*B
Base plate with large moment
(Fig. 3.4.1 AISC Design Guide #1)
Base Plate Bending Demand: Tension Interface
Tu= fpn*B*Y — Pu = 1.3813 Ksi * 18 in*4.006 in - 2.04 K = 97.558 K
Moment arm for tension anchor group, x = 2.9961 in
w = Effective width for tension anchor group, where the load distributes at 45 degree angles
w = 15.984 in
Tux
Mu(Tension) = w = 18.286 in -Klin
Base Plate Bending Demand: Bearing Interface
Column Depth, d = 9.9606 in
Column Width, b = 9.9803 in
Depth Reduction Factor, a = 0.8 (sect 3.1.3)
Width Reduction Factor, y = 0.8 (sect 3.1.3)
N — ad =5.0158 in
2.0
B2.Ob
n =5.0079 in
Mu(n) calculation is a crude attempt at including some 2 -way
bending in the analysis. The approach is based on the note at
the end of section 3.4.2.
a
M1(n) = fpu * 2 00 = 1.3813 Ksi * 5.0079 in^2.0 / 2.0 = 17.32 in-K/in
Since Y < m
Mu(m) = fpuY(m — ) = 1.3813 Ksi * 4.006 in * (5.0158 in - 4.006 in / 2.0) = 16.67 in-K/in
m=
Figure shows bending lines of column and illustrates
base plate under strong axis bending. Effective width
shown by dashed lines.
Mu(Bearing) = 17.32 in-K/in
Controlling Mu = max( 18.286 in-K/in , 17.32 in -Win) = 18.286 in -Klin
Page 3 of 13
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Base Plate Design
Support Bearing Capacity (ACI 318-08 10.14.1)
Load Set: Load Set 1
Load Combination: 1.2D + 0.5Lr + W+X
fpu = 1.3813 Ksi
04n = 0.85f
Al < 00.85 f * 2.0 = 1.3813 Ksi
= 0.65
Support Strength, fc = 2.5 Ksi
Loaded Area, Al = 324 in"2
Support Area, A2 = 324.01 inA2
(The largest area contained on the support that is geometrically similar to and concentric with
the loaded area)
Unity = fpu / (4)fpn) = 1.000
Plate Bending (AISC 360-10 F11)
Load Set: Load Set 1
Load Combination: 1.2D + 0.5Lr + W+X
Mu = 18.286 K -in
Mn = Mp <_ 1.6My (Eqn F11-1)
For rectangular sections, 1.6 * My will not control
t2
(pm,=bFyZ= PFY 47aw
= 0.90 , Fy = 36 Ksi, t = 1 in, w = width = 1 in
4Mn = 8.1 K -in
Unity = Mu / (4)* Mn) = 2.258
Base Plate Detailing (AISC 360-10 J3)
Messages:
Bolt spacing is adequate.
Bolt edge distances are adequate.
Anchorage Design
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sri
Y
25'10
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Interaction (ACI 318-08 D.7)
LoadSet: Load Set 1
Load Combination: 1.2D + 0.5Lr + W+X
Demand: Vux = 6.71 K Vuy = 0 K Tu = 97.558 K
Capacity: (I)Vnx = 36.027 K 4Vny = >1.0E20 (I)Tn = 99.572 K
X Interaction
Vux/IVnx = 0.18625 Tu/4Tn = 0.97978
Equation D.7.1 governs, Interaction Value = 0.97978
Y Interaction
Vuy/lVny = 0 Tu/4Tn = 0.97978
Equation D.7.1 governs, Interaction Value = 0.97978
Unity = 0.980
Note: Software does not consider interaction between shears in x and y directions. This check is left to the discretion of
the user.
Bolt Tension (ACI 318-08 D.5.1)
Load Set: Load Set 1
Load Combination: 1.2D + 0.5Lr + W+X
Tension Bolts: A0, Al, A2
cNsa = 'bsefuta
fu = 58 Ksi , fy = 36 Ksi
futa = min(fu, 1.9 *fy, 125 Ksi) = 58 Ksi
= 0.75 (Ductile Anchor)
n=3
Anchor Type: Threaded Rod, dia = 1.125 in
Ase = 0.763 inA2 (ACI 355.3R-11 Appendix A)
cNsa = 99.572 K, Tu = 97.558 K
Unity = 97.558 K / 99.572 K = 0.980
Concrete Tension Breakout - Anchor Group (ACI 318-08 D.5.2)
See if Anchor Group Breakout applies
1) Multiple anchors in tension?
Tension bolt count = 3
---AND---
2) Is anchor spacing < 3 * bolt depth?
Spacing = 7 in
3*hef=3*12 in= 36 in
Anchor group breakout applies
Rebar to be designed for breakout demand per D.5.2.9
Load Set: Load Set 1
Load Combination: 1.2D + 0.5Lr + W+X
Tension Demand, Tu = 97.558 K
Page 6 of 13
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Concrete Pullout (ACI 318-08 D.5.3)
Load Set: Load Set 1
Load Combination: 1.2D + 0.5Lr + W+X
Tension Bolts: AO, Al, A2
ONpn = nlketPc,pNp
= 0.75 Condition A
Bolt Count, n = 3
Seismic reduction factor l/je= 1.00
Cracked concrete factors = 1.000
Np = BAbrgfc
Anchor Type: Threaded Rod, dia = 1.125 in
Abrg = 2.291 inA2 (ACI 355.3R-11 Appendix A)
fc=2.5Ksi
Np = 45.82 K
4Npn = 103.1 K, Tu = 97.558 K
Unity=97.558 K/103.1 K = 0.946
Bolt Shear in X Direction (ACI 318-08 D.6.1)
Bolts in shear: A0, Al, A2, A3, A4, A5, A6, A7
Load Set: Load Set 1
Load Combination: 1.2D + 0.5Lr + W+X
4)Vsa i 0lbottigroutnAseluta
Effect of bolt
type D.6.1.2 /colt = 0.6
Grout pads = 0 8
effect D.6.1.3grout
fu = 58 Ksi , fy = 36 Ksi
futa=min(fu, 1.9*fy, 125 Ksi ) = 58 Ksi
Anchor Type: Threaded Rod, dia = 1.125 in
Ase = 0.763 inA2 (ACI 355.3R-11 Appendix A)
= 0.65 Ductile Anchor, n = 8
4)Vsa = 110.46 K, Vu = 6.71 K
Unity = 6.71 K/110.46 K = 0.061
Concrete Shear Breakout in X Direction (ACI 318-08 D.6.2)
Rebar to be designed for breakout demand per D.6.2.9
Load Set: Load Set 1
Load Combination: 1.2D + 0.5Lr + W+X
Shear Demand, Vu = 6.71 K
Page 7 of 13
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Concrete Prvout in X Direction - Anchor Group (ACI 318-08 D.6.3.1)
See if Group Pryout applies
1) Multiple anchors in shear?
Bolt count = 8
AND
2) Is anchor spacing < 3 * bolt depth?
Spacing = 14. in
3 * hef = 3 * 12 in = 36 in
Group prvout applies
Anchors: A0, Al, A2, A3, A4, A5, A6, A7
Load Set: Load Set 1
Load Combination: 1.2D + 0.5Lr + W+X
4511cp = 451PekcpNcb
Ncbg Calculations
Ncbg = Axc Oec,N ed,N c,N1cp,NNb (Equation D-5)
la Aka
Effective Edge Distance (D.5.2.3)
hef =12 in
Anchors are close to at least three edges
Ca,max = 12.5 in, MaxSpacing = 14. in
hef' = max (Ca,max / 1.5, MaxSpacing / 3 ) = 8.3333 in
Anc = 625 inA2
ANco = 9h'ef2 = 625 in'2
Eccentricity factor wth
ec,N = < 1.o = 1.000
1+ 2e,"
3h�I
Ca,min = 5.5 in @ bolt A2
Edge effects iped N = 0.7 + 0.3 ca'm;n = 0.832
1.Shef
Cracking concrete 1pc N= 1.0
Post -installed factor Zcp,N= 1.0
fc=2.5Ksi
Nb = kcd fc * hi 1.5
= 28.868 K where kc = 24.0 (Equation D-7)
Ncbg = 24.018 K
Vcpg Calculations
Seismic reduction factor ije= 1.00
kcp = 2.0 (hef >_ 2.5 in) (D.6.3.1)
= 0.75 Condition A
4)Vcpg = 36.027 K, Vu = 6.71 K
Unity = 6.71 K / 36.027 K = 0.186
Page 8 of 13
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Anchorage Detailing (ACI 318-08 D.81
Messages:
Spacing is adequate (D8.1).
Side cover is adequate (D8.2).
Load Legend
Load Key Load Set Load Combination
0
Load Set 1
1.4D
1
Load Set 1
1.2D + 0.5Lr
2
Load Set 1
1.2D + 0.5S
3
Load Set 1
1.2D + 1.6Lr
4
Load Set 1
1.2D + 1.6Lr + 0.5W+X
5
Load Set 1
1.2D + 1.6S
6
Load Set 1
1.2D + 1.6S + 0.5W+X
7
Load Set 1
1.2D + 0.5W+X
8
Load Set 1
1.2D + 0.5Lr + W+X
9
Load Set 1
1.2D + 0.5S + W+X
10
Load Set 1
1.2D + W+X
11
Load Set 1
1.396D + 0.2S + 1.3E+X
12
Load Set 1
1.396D + 0.2S + 1.25E+X
13
Load Set 1
1.396D + 0.2S + 1.3E+X + 0.39E+Y
14
Load Set 1
1.396D + 0.2S + 1.25E+X + 0.375E+Y
15
Load Set 1
1.396D + 0.2S + 1.3E+Y
16
Load Set 1
1.396D + 0.2S + 1.25E+Y
17
Load Set 1
1.396D + 0.2S + 0.39E+X + 1.3E+Y
18
Load Set 1
1.396D + 0.2S + 0.375E+X + 1.25E+Y
19
Load Set 1
0.9D + W+X
20
Load Set 1
0.704D + 1.3E+X
21
Load Set 1
0.704D + 1.25E+X
22
Load Set 1
0.704D + 1.3E+X + 0.39E+Y
23
Load Set 1
0.704D + 1.25E+X + 0.375E+Y
24
Load Set 1
0.704D + 1.3E+Y
25
Load Set 1
0.704D + 1.25E+Y
26
Load Set 1
0.704D + 0.39E+X + 1.3E+Y
27
Load Set 1
0.7040 + 0.375E+X + 1.25E+Y
Connection Model Report
Page 9 of 13
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Project: untitled Billing Reference: none John Skwiot, FJS ENGINEERING File: Baseplate.vcbp Saturday, September 24, 2016
Design Criteria
SDS: 0.98
SDC: D
Type 5 Irregularity?: False
Rho X: 1.3
Rho Y: 1.3
Rho Z: 1.3
Omega X: 1.25
Omega Y: 1.25
Omega Z: 1.25
Project Information
Title:
Billing Information:
Engineer Name: John Skwiot
Company Name: FJS ENGINEERING
Base Plate
Name: base plate
Length, X: 18 in
Length, Y: 18 in
Thickness: 1 in
Fy: 36 Ksi
Centroid X: 12.5 in
Centroid Y: 12.5 in
Column
Column Type: Round
Column Shape
Column Diameter: 10 in
Anchorage
Column Count: 3
Row Count: 3
Edge Distance, X: 2 in
Edge Distance, Y: 2 in
Welded to Base Plate: False
Typical Anchor Bolt
Anchor Type: Threaded Rod
Diameter: 1.125 in
Fu: 58 Ksi
Fy: 36 Ksi
Is Ductile: True
Embed Length: 12 in
Nut Type: Heavy Square
Anchorage Reinforcing
Tension: Bars Sized to Prevent Breakout
Shear: Bars Sized to Prevent Breakout
Concrete Pedestal
Length, X: 25 in
Length, Y: 25 in
Thickness: 60 in
Fc Concrete: 2.5 Ksi
Cracked Concrete: True
Has Grout: True
Fc Grout: 2.5 Ksi
Applied Loads
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Project: untitled Billing Reference: none John Skwiot, FJS ENGINEERING File: Baseplate.vcbp Saturday, September 24, 2016
Load Set Load Case Fx Fy Fz Mx My
(K) (K) (K) (K -in) (K -in)
Load Set 1
D
0
0
-1.7
74
0
Load Set 1
Lr
1.9
0
0
370
0
Load Set 1
S
1.34
0
0
257
0
Load Set 1
W+X
5.76
0
0
1106
0
Load Set 1
E+X
0.65
0
0
64
0
Load Set 1
E+Y
0
0.65
0
0
0
Load Combinations
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Project: untitled Billing Reference: none John Skwiot, FJS ENGINEERING File: Baseplate.vcbp Saturday, September 24, 2016
f Code Name Effective Equation
ASCE 7-10 LRFD
1.4D+1.6H
1.4D
ASCE 7-10 LRFD
1.20+1.6L+.5Lr
1.2D + 0.5Lr
ASCE 7-10 LRFD
1.2D+1.6L+.5S
1.2D + 0.5S
ASCE 7-10 LRFD
1.2D+1.6Lr+L
1.2D + 1.6Lr
ASCE 7-10 LRFD
1.2D+1.6Lr+.5W »+X
1.2D + 1.6Lr + 0.5W+X
ASCE 7-10 LRFD
1.2D+1.6S+.5L+Lpa
1.2D + 1.6S
ASCE 7-10 LRFD
1.2D+1.6S+.5W »+X
1.2D + 1.6S + 0.5W+X
ASCE 7-10 LRFD
1.2D+1.6R+.5W »+X
1.2D + 0.5W+X
ASCE 7-10 LRFD
1.2D+W+.5L+Lpa+.5Lr »+X
1.2D + 0.5Lr + W+X
ASCE 7-10 LRFD
1.2D+W+.5L+Lpa+.5S »+X
1.2D + 0.5S + W+X
ASCE 7-10 LRFD
1.2D+W+.5L+Lpa+.5R »+X
1.2D + W+X
ASCE 7-10 LRFD
1.2D+E+.5L+Lpa+.2S »+X
1.396D + 0.2S + 1.3E+X
ASCE 7-10 LRFD
1.2D+E+.5L+Lpa+.2S »+X:O
1.396D + 0.2S + 1.25E+X
ASCE 7-10 LRFD
1.2D+E+.5L+Lpa+.2S »(+X+30%+Y)
1.396D + 0.2S + 1.3E+X + 0.39E+Y
ASCE 7-10 LRFD
1.20+E+.5L+Lpa+.2S »(+X+30%+Y):0
1.396D + 0.2S + 1.25E+X + 0.375E+Y
ASCE 7-10 LRFD
1.2D+E+.5L+Lpa+.2S »+Y
1.396D + 0.2S + 1.3E+Y
ASCE 7-10 LRFD
1.2D+E+.5L+Lpa+.2S »+Y:f)
1.396D + 0.2S + 1.25E+Y
ASCE 7-10 LRFD
1.2D+E+.5L+Lpa+.2S »(+Y+30%+X)
1.396D + 0.2S + 0.39E+X + 1.3E+Y
ASCE 7-10 LRFD
1.20+E+.5L+Lpa+.2S »(+Y+30%+X):Q
1.396D + 0.2S + 0.375E+X + 1.25E+Y
ASCE 7-10 LRFD
.9D+W »+X
0.9D + W+X
ASCE 7-10 LRFD
.9D+E »+X
0.704D + 1.3E+X
ASCE 7-10 LRFD
.9D+E »+X:Q
0.7040 + 1.25E+X
ASCE 7-10 LRFD
.9D+E »(+X+30%+Y)
0.704D + 1.3E+X + 0.39E+Y
ASCE 7-10 LRFD
.9D+E »(+X+30%+Y):0
0.704D + 1.25E+X + 0.375E+Y
ASCE 7-10 LRFD
.9D+E »+Y
0.704D + 1.3E+Y
ASCE 7-10 LRFD
.9D+E »+Y:f2
0.704D + 1.25E+Y
ASCE 7-10 LRFD
.9D+E »(+Y+30%+X)
0.7040 + 0.39E+X + 1.3E+Y
ASCE 7-10 LRFD
.9D+E »(+Y+30%+X):f2
0.704D + 0.375E+X + 1.25E+Y
Design Loads
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Projtct: untitled Billing Reference: none John Skwiot, FJS ENGINEERING File: Baseplate.vcbp Saturday, September 24, 2016
Load Fxu Fyu Fzu Mxu Myu
Key (K) (K) (K) (K -in) (K -in)
0
0
0
-2.38
103.6
0
1
0.95
0
-2.04
273.8
0
2
0.67
0
-2.04
217.3
0
3
3.04
0
-2.04
680.8
0
4
5.92
0
-2.04
1233.8
0
5
2.144
0
-2.04
500
0
6
5.024
0
-2.04
1053
0
7
2.88
0
-2.04
641.8
0
8
6.71
0
-2.04
1379.8
0
9
6.43
0
-2.04
1323.3
0
10
5.76
0
-2.04
1194.8
0
11
1.113
0
-2.3732
237.9
0
12
1.0805
0
-2.3732
234.7
0
13
1.113
0.2535
-2.3732
237.9
0
14
1.0805
0.24375
-2.3732
234.7
0
15
0.268
0.845
-2.3732
154.7
0
16
0.268
0.8125
-2.3732
154.7
0
17
0.5215
0.845
-2.3732
179.66
0
18
0.51175
0.8125
-2.3732
178.7
0
19
5.76
0
-1.53
1172.6
0
20
0.845
0
-1.1968
135.3
0
21
0.8125
0
-1.1968
132.1
0
22
0.845
0.2535
-1.1968
135.3
0
23
0.8125
0.24375
-1.1968
132.1
0
24
0
0.845
-1.1968
52.096
0
25
0
0.8125
-1.1968
52.096
0
26
0.2535
0.845
-1.1968
77.056
0
27
0.24375
0.8125
-1.1968
76.096
0
Page 13 of 13
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BASE PLATE DESIGN
(Plate width)
'Number of stiffeners on one side of plate)
'Distance from stiffener to plate edge)
23 Sep 2016 15:43:59 - 3. Base_Plate_Calcs_EDIT.sm
#RWC Canopies
Base Plate Calculations
.Refe_r._ences
Blodgett, Omer. "Design of Welded Structures". James F. Lincoln Arc Welding Foundation.
1966
American Institute of Steel Construction."Base Plate and Anchor Rod Design", Second
Edition. 2006.
EInput data:
- Base plate
bplate 18 in
- Stiffeners
'Stiffener length
Lst= 3. 5 in
'Steel plate yield strength
F =36ksi
y
(Stiffener height
dst= 3.5 in
Plate Area
2 2
Aplate- bplate = 324 in
(Stiffener thickness
tg= 0.375 in
Offset of stiffener end from side of column
dstf= 3.5 in
- Bolts
Bolt diameter
DIAbolt 1.12 in
'Number of bolts
Nbolts_all 8
Bolt edge distance
Dbolt 2.O in
str = 1
no
Dstf 3.3 in
Bolt tensile strength
F = 60 ksi
u
Number of anchor bolts on one side of plate
Nbolt 3
'Distance from center of plate to bolt
bplate
f- 2 Dbolt 7 in
- Column
Column width
Column wall thickness
dcolumr 10 in t f= 0. 625 in
- Pier
Allowable stress on concrete
F p= 3.06 ksi
Pier diagonal'
d =3.Oft
pier
Area of concrete support
2
d
Aconr n• pier 2
r - 1017 . 88 in
Column yield strength
F =46ksi
yc
(Concrete compressive strength
f'=2.5ksi
c
Considering concrete as uncracked
*3= 1.25
Supplementary reinforcement is not present
cD= 0.70
shear 0.75
1/5
Distance from column to bolts
•
23 Sep 2016 15:43:59 - 3. Base_Plate_Calcs_EDIT.sm
-"-Loads
(Ultimate Axial Load
Pu=1.7kip
Design moment (based on resultant of cable forces at top of column)
Mdesign 126 kip ft
Design shear
V = 7 . 9 kip
Calculations:
Plate width to corner from column
d _(bplate dcolumn}
pmb 2 J 1.4=5.6in
l
Distance from bolt to opposite plate edge
N' = 1 •bplate- Dbolt 16 in
Load eccentricity
e Mdesign_ 889 in
load P
u
Maximum bearing stress
A
f= 0.65-0.85.f'
conc
pmax c Aplate
Maximum bearing pressure
kip
gmax f pmax bplate- 44.07 in
Critical eccentricity
bplate
ecrit 2 2•q
max
Pu
=8.98in
dctb dpi 2.12 in = 3.48 in
2.45ksi
Distance from center of plate to bolt
bplate
f_ 2 Dbolt 7 in
Area provided
2
b
Acheckl f+
bptate = 256 in 2
Ratio
A check2 0 27
A checkl
Area required
Acheckl
2Pu le load fl 69. 16 in 2
gmax 1
Area required < Provided ---> OK
23 Sep 2016 15:43:59 - 3. Base_Plate_Calcs_EDIT.sm
'Bearing area - Calculation#1
2
Y1= f+ bplate + f+ bplate 2 Pu leload+ f) -29.67 in
gmax
(Bearing area - Calculation#2
•
Yf+ by tate (f+ bplate
2Pule
2 load+ f) - 2.33 in2
q
Bearing area
Y=min[Yi Y2])= 2.33 in
Anchor rods tension
T u =q max .Y-Pu=101.03kip
Cantilever dimension #1
m- bplate-0.95dcolumn+ dstf) - 2.59 in
2
Bracket shear
max
V = 1.0 0 Mdesign = 178.3019kip
gus 0.51d+d
Colum ctb
Required plate thickness (Check #1)
t =1.49•
p_req
fYY2l
pmax2(m 2 1
F = 0.71 in
y
Cantilever dimension #2
x- bplate dcolumn+ 1 dstf+ t D= 0.56 in
2 2 2 bolt
'Required plate thickness (Check #2)
tp regl 2.11 11 b Tu IxIF - 0.62 in
plate y
Cantilever dimension #3
n- 0 . 8 (d
bplate column+ 2 dst
2 . = 2 . 2
(Required plate thickness (Check #3)
Y2
f • pmaxY2(n 2 )
tp reg2 1 . 49 F - 0. 6 in
y
(Minimum required plate thickness
tp min max Q tp_req tp_regl tp_reg2])= 0.71 in
Use 0.75 inch or greater plate thickness
3/5
Distance from bottom fiber to centroid)
Distance from top fiber to centroid)
Selected plate thickness
tplate 1.0 in
23 Sep 2016 15:43:59 - 3. Base_Plate_Calcs_EDIT.sm
cb= 0.62 in
c =3.38 in
y
Moment of inertia
I =486 in 4
y
Bending stress in bottom of section
ob_ Mdesigi 1000.c
b
ab= =
000 cb= 1.9289 10 6 psi
y
Maximum shear force at neutral axis
d 1
Vgus• 1000•(2. tg• cyl•cy 2stJ
f 1= t I 11 - 1 .52.10
y
Shear force in brackets
T b= 2 t - 2. 0 213.10 6 ps i
g
Shear force at face of base plate
Bending stress in top of section
Mdesi n 1000• c 7
at= gI y- 1.05.10 psi
6 lbf
in
y
_ tplate
- Vgus• 1000•(2(dcolumn+2 dstf)• tplate, lCb 2 _ 1.5 10 6 lbf
f
2 l `` in
y
Input data:
Weld strength reduction factor
weld 0.75
Yield strength of welding rod metal
FEXX= 70 ksi
Weld thickness
thickweld 0.25 in
Yield strength of plate
f y_plate 36 ksi
Weld Design Calculations: Horizontal
Area of weld
Aweld 2 Lst•thickweld• 0. 707= 1 .24 in 2
'Weld Strength
Strength of base metal
Fw= 0. 6• FEXX= 42 ksi
Strength _ 9weld Fw Aweld- 5.57 kip
weld 2 L in Weld Strength > Equivalent force on weld
st
4/5
Vertical shear force on weld)
23 Sep 2016 15:43:59 - 3. Base_Plate_Calcs_EDIT.sm
We1diDe 1S rgnZCa 7.1Wtions : VeFF 1
Bending force on welds (per bracket)
f b= strt6 lbf
no 3.9433.10
no
Resultant force on weld
V gus•1000
6 lbf
in f s 4 (strno dst+ t late - 9.91 10 in
ll P
fr= Jfb2+fs21=1.107 lbf
in
'Weld thickness required
f
r
W _ 1000 _ 0 .338 in
regd F • cp
w weld
Use 3/8" vertical welds on stiffeners
DRILLED PIER CALCULATIONS
Organization:
Project Name:
Job #:
Design by:
Date:
Drilled Pier Analysis (Bored Pile)
RWC Canopies
SNAZ-16-32
J. Skwiot
September 17, 2016
Loading and Geometry
Units
Top of Pier Condition
Passive Wedge
Pier Diameter
Torsional Moment
Conc. Strength (fc)
F.S. Skin Friction
Shaft Type
English
Free Head
2.5
2.50 ft
49.00 kip -ft
2500 psi
2.0
Geotechnical Properties
Lyr Material Type
1 Granular Soil
2 Granular Soil
Results
Conc. Elast. Modulus
Cross Section Area
Allowable Geot. Torsion
uscs
SM
SM
Vertical •
Belled
INPUT DATA
Pier Length
Lateral Load (Shear)
Moment Load
Vertical Load
Uplift Load
Groundwater Depth
F.S. Torsional Moment
Cracked
Allow. Lateral Defl.
Layer Consistency Lat. S.G,
Thick, ft kcf
1.0 Loose 275.0-
0 - 1 275.0
5.0 Loose 275.0-
1 - 6 275.0
2850 ksi
706.9 in2
43.7 k -ft
Allowable Structural Capacities
Axial Compression 887.0 kips
Axial Tension -190.1 kips
Torsional Moment 70.7 k -ft
Bending Moment (#1) 186 k -ft
Allowable Geotechnical Capacities
Total Vert. Settlement
due to El. Shortening
due to Side Friction
due to End Bearing
0.01 in
0.00 in
0.01 in
0.00 in
6.00 ft
1.00 kips
92.00 kip -ft
1.70 kips
0.00 kips
0.00 ft
3.3
Uncracked
50% cracked •
0.10 in
Ult. Sk. Kp F.S. Cohesion,
Fr, psf on Kp ksf
700 2.50 1.25
Gamma, Phi,
pcf Deg
0.50 115.0 25.00
700 2.50 1.25 0.50 115.0 25.00
Conc. Strength (fc)
Section Modulus
Moment of Inertia
2500 psi
2650.7 in3
19880 in4
Maximum Deflection is 0.07 in at 0.00 ft (< 0.10 in)
Maximum Moment is 92.12 k -ft at 0.30 ft
Maximum Shear is -8.59 kips at 5.70 ft
Pier Tip Movement is 0.00 in at the bottom (6.00 ft)
Axial Compression
Axial Tension
Torsional Moment
9.0 kips
-4.5 kips
43.7 k -ft
SoilStructure.com Drilled Pier v1.06 1
t 0 005
Codes used: ACI 318-11 & IBC 2012
NOTES:
1. Downdrag is a function of skin friction. If the user inputs a side friction of zero (designed for end bearing only), Downdrag will not be
calculated by the program. Therefore, the user should independently calculate the Negative Skin Friction or Downdrag magnitude by
other means.
2. The user shall ensure Positive side friction capacity + end bearing capacity (Geotechnical Axial Compression) exceeds axial Toad plus
downdrag force (all service level). This may require additional pier embedment.
3. In reinforcement design, Pu shall equal to 1.2(Dead Load) plus 1.6 (Live Load + Downdrag Load). These load factors may vary with
time and governing code.
4. Vertical downward load (service level) shall include the self weight of the pier. Additional 15% settlement may occur due to creep.
SoilStructure.com Drilled Pier v1.06 2
Lateral Table
Node # Depth, Soil Modulus, Shear, Moment, Deflection, Lat. Soil Pr, Allow. Soil Pr,
ft ksf kips kip -ft in k/ftA2 k/ft"2
1 0.00 688 1.00 92.00 0.07 1.65 3.54
2 0.15 688 0.39 92.10 0.07 1.62 3.62
3 0.30 688 -0.19 92.12 0.07 1.58 3.71
4 0.45 688 -0.75 92.05 0.06 1.55 3.79
5 0.60 688 -1.28 91.90 0.06 1.51 3.88
6 0.75 688 -1.79 91.67 0.06 1.48 3.97
7 0.90 688 -2.27 91.36 0.06 1.44 4.05
8 1.05 688 -2.74 90.99 0.05 1.40 4.14
9 1.20 688 -3.18 90.54 0.05 1.37 4.23
10 1.35 688 -3.60 90.03 0.05 1.33 4.31
11 1.50 688 -3.99 89.46 0.05 1.30 4.40
12 1.65 688 -4.37 88.84 0.04 1.27 4.48
13 1.80 688 -4.73 88.15 0.04 1.23 4.57
14 1.95 688 -5.07 87.42 0.04 1.20 4.66
15 2.10 688 -5.39 86.63 0.04 1.17 4.74
16 2.25 688 -5.69 85.80 0.03 1.13 4.83
17 2.40 688 -5.97 84.93 0.03 1.10 4.92
18 2.55 688 -6.23 84.01 0.03 1.07 5.00
19 2.70 688 -6.48 83.06 0.03 1.04 5.09
20 2.85 688 -6.71 82.07 0.03 1.00 5.17
21 3.00 688 -6.93 81.05 0.02 0.97 5.26
22 3.15 688 -7.13 79.99 0.02 0.94 5.35
23 3.30 688 -7.31 78.91 0.02 0.91 5.43
24 3.45 688 -7.48 77.80 0.02 0.88 5.52
25 3.60 688 -7.64 76.66 0.02 0.85 5.61
26 3.75 688 -7.78 75.51 0.02 0.82 5.69
27 3.90 688 -7.91 74.33 0.01 0.80 5.78
28 4.05 688 -8.03 73.13 0.01 0.77 5.86
29 4.20 688 -8.13 71.92 0.01 0.74 5.95
30 4.35 688 -8.23 70.69 0.01 0.71 6.04
31 4.50 688 -8.31 69.45 0.01 0.69 6.12
32 4.65 688 -8.38 68.20 0.01 0.66 6.21
33 4.80 688 -8.44 66.94 0.01 0.64 6.30
34 4.95 688 -8.48 65.67 0.01 0.61 6.38
35 5.10 688 -8.52 64.40 0.00 0.59 6.47
36 5.25 688 -8.55 63.12 0.00 0.56 6.55
37 5.40 688 -8.57 61.83 0.00 0.54 6.64
38 5.55 688 -8.58 60.54 0.00 0.52 6.73
39 5.70 688 -8.59 59.26 0.00 0.49 6.81
40 5.85 688 -8.58 57.97 0.00 0.47 6.90
41 6.00 688 -8.57 56.68 0.00 0.45 6.99
Axial Table
Layer # Depth, Unit wt, Tot. Stress, Porewater, Eff. Stress, Skin Fric,
ft pcf psf psf psf psf
1 0.00 - 1.00 115.00 115.00 62.42 52.58 700
2 1.00 - 6.00 115.00 690.00 374.52 315.48 700
Layer # TSA Sk.Fr, Fr. Ang, ESA Sk.Fr, Neg.Sk.Fr. Downdrag, Beta Geo. Tors. Cap,
kips Deg kips kip kip -ft
1 -2.7 25.00 -0.4 No 0.00 0.70 7.29
2 19.2 25.00 3.7 No 0.00 0.70 36.44
SoilStructure.com Drilled Pier v1.06
Reinforcement
Column Interaction Diagram
#5 ties @ 12 in
Design Axial Load, kip
Design Moment, k -ft
100 200 300
NOTES:
1. If Torsional Moments are included, an additional check shall be made for concrete breakout due to shear directed parallel to the edge
of anchors. Concrete Anchorage Breakout may govern.
2. If Torsional Moments are included in addition to Lateral Loads, Lateral capacity shall be reduced by 40% if Torsional Moment
Load/Lateral Load ratio (TMULL) is 15 and unaffected if TMULL ratio is 7.5 or Tess. You may interpolate linearly for TMULL ratio
between 7.5 to 15. See Report # 4910-4504-723-12 by The University of Florida, April, 2003, available online.
SoilStructure.com Drilled Pier v1.06 4
�
Depth below ground surface, ft
Shear (service level), kips
-8 -6 -4 -2 0
Lateral Deflection, inch
8.015 0.03 0.045 0.06
Moment (service level), kip -It
60 70 80 90
Lat. Soil Pressure, k/11^2
2 4 6
SoilStructure.com
Drilled Pier v1.06 5
References:
1. "Analytical and Computer Methods in Foundation Engineering", J.E. Bowles, 1974
2. "Pile Foundation Analysis and Design", Poulos & Davis, 1980.
3. "Foundation Analysis", R.F. Scott, 1981
4. "Soil Mechanics in Engineering Practice", 2nd Ed, Terzaghi & Peck, 1967.
5. "Foundation Analysis and Design", 5th Ed., J.E. Bowles, 1996
6. "Foundation Design: Principles & Practices", 3rd Ed., Coduto, Kitch and Yeung, 2015
7. "Roark's Formulas for Stress and Strain", 7th Ed., W.C. Young & R.G. Budynas, 2002
8. "Engineering Design in Geotechnics" , 2nd Ed., F. Azizi, 2013
9. "Pile Design & Construction", Tomlinson & Woodward, 5th ed, 2007.
10. "Advanced Foundation Engineering" V.N.S. Murthy, 2007
11. "Analysis of Laterally Loaded Piles in Multilayered Soil Deposits",
Basu, Salgado & Prezzi, 2008.
12. "Foundations and Earth Retaining Structures" M. Budhu, 2008
13. "Contemporary Topics in Deep Foundations", GSP 185, ASCE, 2009
14. "Single Piles and Pile Groups Under Lateral Loading", 2nd Ed.,
L.C. Reese & W.F. Van Impe, 2011
15. "Behaviour of Piles", Institute of Civil Engineers, 1971
16. "Load Testing of Deep Foundations", C. Crowther, 1988
17. "GeoSupport 2004", GSP 124, ASCE, 2004
18. "Design and Construction of Drilled Piers", American Concrete Institute 336.3R, 2006
19. "Drilled Shafts: Construction Procedures and LRFD Design Methods", FHWA-NHI, 2010
20. "Drilled Shafts -Student Workbook", L.C. Reese & M.W. O'Neil, NHI Course 13214, 1988
21. "Handbook of Soil Mechanics", A. Kezdi & L. Rethati, Vol. 3 & 4, 1990
22. "Building Code Requirements for Structural Concrete", ACI 318-11
23. "Reinforced Concrete Structures- Analysis & Design", D.A. Fanella, 2011
24. "Determine Optimum Depths of Drilled Shafts Subject to Combined Torsion and Lateral Loads
Using Centrifuge Testing", University of Florida Report # 4910-4504-723-12, April 2003.
25. "Geotechnical Engineering: Unsaturated & Saturated Soils", Jean-Louis Briaud, 2013
26. "Pile Downdrag During Construction of Two Bridge Abutments", Brian K. Sears, 2008
27. Drilled Pier v1.06 Software by SoilStructure.com, 2016
SoilStructure.com Drilled Pier v1.06 6
6/5/2017
City of Tukwila
Department of Community Development
ROWLAND CUNNINGHAM
1312348AVE S
TUKWILA, WA 98168
RE: Permit No. D16-0310
RWC GROUP
1312348AVE S
Dear Permit Holder:
Allan Ekberg, Mayor
Jack Pace, Director
In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building
Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric
Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null
and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if
the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180
days. Your permit will expire on 7/24/2017.
Based on the above, you are hereby advised to:
1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each
inspection creates a new 180 day period, provided the inspection shows progress.
-or-
2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire.
Address your extension request to the Building Official and state your reason(s) for the need to extend your permit.
The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your
extension request is granted, you will be notified by mail.
In the event you do not call for an inspection and/or receive an extension prior to 7/24/2017, your permit will become null and void
and any further work on the project will require a new permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
Rache le Ripley
Permit Technician
File No: D16-0310
6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
City of Tukwila
Department of Community Development
November 22, 2016
ROWLAND CUNNINGHAM
13123 48 AVE S
TUKWILA, WA 98168
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D16-0310
RWC GROUP - 13123 48 AVE S
Dear ROWLAND CUNNINGHAM,
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 NOTE)
PLAN SUBMITTALS: (Min. size 1 1x17 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. Provide a site plan showing where this shall be located. Include dimensions for setbacks.
2. Please provide the special inspections for the steel work and bolting to include all other related special
inspections as required.
Note: This permit plan review may not be complete as revised plans may require further corrections.
FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments.
• Was unable to locate any details on the flame propagation properties of the shade fabric. Provide documentation
that the fabric meets the requirements of NFPA 701 or extend fire sprinkler protection to the canopy.
PLANNING DEPARTMENT: Lindsay Brown at 206-433-7166 if you have questions regarding these comments.
• Submit a site plan to scale showing the location of the proposed canopy on the property, and indicate dimensions
between the canopy edges and any existing building and property lines. Clearly show the dimensions of the canopy.
If the canopy will cover existing parking spaces, show the parking spaces as crossed out on the site plan.
6300 Southcenter Boulevard Suite #100 • Tukwila Washinnton 98188 • Phnne 206-4.31-3670 • Fax 206-431-3665
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that three (3) sets of revised plan pages, 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) 433-7165.
Sincerely,
yip
Rachelle Ripley
Permit Technician
File No. D16-0310
6300 Southcenter Boulevard Suite #100 o Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0310 DATE: 12/01/16
PROJECT NAME: RWC GROUP
SITE ADDRESS: 13123 48 AVE S
Original Plan Submittal
X Response to Correction Letter # 1
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
6 ..1 I.
Building Division III
isN
Public Works
E
pan kvoi-
Fire Prevention
Structural
s
L G ,SII
Planning Division mg
Permit Coordinator
n
PRELIMINARY REVIEW:
Not Applicable ri
(no approval/review required)
DATE: 12/06/16
Structural Review Required
REVIEWER'S INITIALS: DATE:
n
APPROVALS OR CORRECTIONS: DUE DATE: 01/03/17
Approved
Corrections Required
❑ Approved with Conditions
nDenied
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials:
12/18/2013
PERMIT COORD COPY,.
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0310 DATE: 11/14/16
PROJECT NAME: RWC GROUP
SITE ADDRESS: 13123 48 AVE S
X Original Plan Submittal Revision # before Permit Issued
Response to Correction Letter # Revision # after Permit Issued
DEPARTMENTS:
AA cot60-- IH7-tk
Building Division ing
ItuM N.1 ' -t5 -( D
blic Wo
WY4'
Fire Prevention
Structural
&Or(1Z II 4 -if,
Planning Division 111
nPermit Coordinator 1111
PRELIMINARY REVIEW:
Not Applicable n
(no approval/review required)
DATE: 11/15/16
Structural Review Required
REVIEWER'S INITIALS: DATE:
n
APPROVALS OR CORRECTIONS:
DUE DATE: 12/13/16
Approved
❑ Approved with Conditions n
Corrections Required M„— Denied
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED: �j�
Departments issued corrections: Bldg Fire P1ngk"”' PW ❑ Staff lnitials:l
12/18/2013
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: http://www.TukwilaWA.gov
REVISION
SUBMITTAL
Revision submittals must be submitted in person at the Permit Center.
Revisions will not be accepted through the mail, fax, etc.
Date: I a- /1 I /( Plan Check/Permit Number: D16-0310
❑ Response to Incomplete Letter #
• Response to Correction Letter # 1
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
❑ Deferred Submittal #
Project Name: RWC GROUP
Contact Person: /5 ,,t/ /Q4/
�U h f1� dJ14 � a 01
Phone Number: 6' - p %2 )5 9 j?
Summary of Revision:
144/ P Plt145 Cul d t 7r 1//cc+
RECEIVED
CITY OF TUKWILA
DEC 01 2016
PERMIT CENTER
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by:
�— Entered in TRAKiT on
W:\Permit Center\ Applications-Handouts\Templates \Forms\Word Documents \Revision Submittal Form.doc
Revised: August 2015
Greg Sullivan Concrete
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Greg Sullivan Concrete
Owner or tradesperson
Sullivan, Gregory Glen
Principals
Sullivan, Gregory Glen, OWNER
WA UBI No.
603 062 776
3413 Sportsmans Way
HELENA, MT 59602
406-459-9715
Business type
Individual
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
GENERAL
License no.
GREGSSC903QN
Effective — expiration
11/15/2010-11/10/2018
Bond
CBIC
Bond account no.
SLI015
Received by L&I
10/13/2016
$12,000.00
Effective date
10/12/2016
Expiration date
Until Canceled
Bond history
Insurance
Nautilus Ins Co $1,000,000.00
Policy no.
NN735602
Received by L&I Effective date
11/10/2016 11/02/2016
Expiration date
11/02/2017
Insurance history
Savings
No savings accounts during the previous 6 year period.
Lawsuits against the bond or savings
No lawsuits against the bond or savings accounts during the previous 6 year period.
L&I Tax debts
No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts
may be recorded by other agencies.
License Violations
No license violations during the previous 6 year period.
1 i
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I6'-6"
8"
20'-0"
SHADE FABRIC IS TO BE REMOVED PRIOR
TO ANY PREDICTED SNOW EVENT WHERE
GROUND SNOW HEIGHT IS FORECASTED TO
EXCEED 2.5 INCHES
1/4
SHOP
I. HSS 10x0.625 ROUND COLUMN
2. HSS 10X0.312 ROUND BEAM
H
,-1[7f_ —�
-
431
v\
v\
3. BASE PLATE; SEE DETAIL 3, DWG S2
4. COLUMN -BEAM CONNECTOR PER
DETAIL 4, DWG S2
\\-°'
i
I5'-6" ENTRY HEIGHT
CONCRETE PIER;
SEE DETAIL I, DWG S2
STRUCTURE ELEVATION
NOT TO SCALE
JOHN SKWIOT, PE
4235 E WOODLAND DR
PHOENIX, AZ 85048
T: 602.888.7053
CONTACT@FJSENGINEERING.COM
ENGINEERING
DESIGN 1 CONSULTING
23'±
SEE DETAIL I,
THIS SHEET
26'-0' OR 27'-0" (VARIES)
r
0
0
0
REVISIONS
DATE
REV.
DESCRIPTION
s2
-------------
LOW 7/32" 0 — 7X19 GALV. CABLE
HORIZONTAL SAG=3'-0"
7/32" 0 — 7X19 GALV. CABLE
HORIZONTAL SAG=2'-6"
7/32" 0 — 7X19 GALV. CABLE
HORIZONTAL SAG=3'-0"
CONCRETE PIER;
SEE DETAIL 1, DWG S2
7/32" 0 - 7X19 GALV. CABLE
HORIZONTAL SAG=2'-6"
STRUCTURE PLAN VIEW
NOT TO SCALE
SHADE STRUCTURE
SHADE 'NI NET
5711 W. WASHINGTON
PHOENIX, AZ 85043
1-800-290-3387
WWW. SHADE—N-NET. COM
PLATE;
SEE DETAIL 2, DWG S2
1
1
1
1
Fri
REVISIONS
No changes shall hr rnade to the scope
of work witlio'; prior approval of
ti't Vila Building Division.
NOTE: S •;;:ions will require a new plan submittal
and may include additional plan review fees.
RECEIVED
CITY OF TUKWILA
NOV 14 2016
PERMIT CENTER
c.
c.
i
/
subject to el
1,;:p o al of construction document
the violation of nny ;t.tc~ c or
of approvz F.:.;:d Copy and cond;tio
By:
Date:.__/44Z2,14(,,_
City of Tukwii
BUILDING DIVI
yin
rare and on/T2sions.
s is aackncwledcjorJ:
RWC GROUP CANOPIES
13123 48TH AVENUE SOUTH
TUKWILA, WA 98168
DESIGNER: JS
SCALE: AS SHOWN
DRAWN BY: JH
APPROVED: 09/24/2016
DATE: 09/16/2016
PROJ. NO. SNAZ-16-32.
1
ON
_ •,_4 .� .
. t.
_*Eizsir ical
Fiumbing
p'Gas Piping
City of Tuke.'•a
REVI
CODE C MPLIANCE
AP ROVED
DEC,`0 9NED 2416FOR
City of Tukwila
BUILDING DIVISION
\/
I. 3-#5 TIES IN TOP 5"
2. HSS COLUMN
3. PIER FOOTING
4. (8) #6's VERTICAL @ EQUAL SPACING
5. #5 TIES @ 12" O.C.
6. BASE PLATE PER DETAIL 3
7. GROUND SURFACE
14"
I. BASE PLATE: 18" x 18" x I"
D
O
2. BASE PLATE BI: (8) I -1/8"O x 12" LENGTH
ANCHOR BOLTS PER ASTM F1554 (36 KSI);
3. HSS COLUMN
4. 3/8" THICK x 4" TALL X 3" WIDE CHAMFERED
l/4" /\ STIFFENER PLATES TYP.
STRUCTURAL STEEL:
ALL STEEL SHALL CONFORM TO ASTM STANDARD
A - 36, EXCEPT AS FOLLOWS:
I. BOLTS AND PLAIN ANCHORS: ASTM - 307
AND ASTM - FI554 - 36.
2. TUBE STEEL: ASTM A - 500 GRADE B.
3. PIPE STEEL: ASTM A35 GR B
4. STRANDED CABLE WITH ZINC COATING: CLASS A,
MINIMUM TENSILE STRENGTH EQUALS 200 KSI
CODES AND STANDARDS:
2015 INTERNATIONAL BUILDING CODE
ASCE 7 - 10: MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
STRUCTURES
CONCRETE:
ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE FOLLOWING,
UNLESS OTHERWISE SPECIFIED:
0
3/I6"7(
0
11"
4
13"
54 54
11ii
4
12"
BASE PLATE
NOT TO SCALE
(
II
14" 162"
ACI 301-10; SPECIFICATIONS FOR STRUCTURAL CONCRETE
ACI 318-08; BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
CONCRETE PROPERTIES:
MINIMUM 28 DAY
APPLICATION: COMPRESSIVE STRENGTH
DRILLED PIERS 2,500 PSI
I. BEAM
0
WHEN THE SIDES OF GRADE BEAMS OR PIER CAPS ARE EARTH -FORMED, EACH SIDE
SHALL BE WIDENED AT LEAST 3 INCHES MORE THAN THE REQUIRED DIMENSION. THE
MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE INCREASED ACCORDINGLY BY
THE SAME AMOUNT.
EXPOSED EDGES OF CONCRETE (BEAMS, COLUMNS, WALLS, ETC.) SHALL BE
CHAMFERED 3/4 INCH, UNLESS SPECIFICALLY NOTED OTHERWISE.
2. COLUMN
6' -0"
3. (2) 5/8" PLATE w/ (6) 3/4" x 2"
M.B.; ONE PLATE WELDED TO
COLUMN & OTHER TO BEAM
DESIGN CRITERIA:
4
4. 8" HOLES
3"
I- _J
2'-6"
FOOTING DETAIL
NOT TO SCALE
NOTE:
COLUMN -TO -BASE PLATE WELDS SHALL UTILIZE
FILLER MATERIAL MEETING THE FOLLOWING
REQUIREMENTS:
I. YIELD STRENGTH: 58 KSI
2. TENSILE STRENGTH: 70 KSI
3. ELONGATION: 22% MIN.
4. CVN TOUGHNESS: 20 MIN. @ 0° F
D
5. CAP PLATE
OCCUPANCY CATEGORY: II
BASIC WIND SPEED: 110 MPH
EXPOSURE CATEGORY: B
ENCLOSURE CLASSIFICATION: OPEN
ROOF LIVE LOAD: 5 PSF
SHOP
I/
D
REINFORCING STEEL:
ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED, AND PLACED IN
ACCORDANCE WITH THE FOLLOWING, UNLESS OTHERWISE SPECIFIED:
ACI SP -66; ACI DETAILING MANUAL - 2004
CRSI MSP -I; MANUAL OF STANDARD PRACTICE, 28TH EDITION, 2009
TYPICAL REINFORCING STEEL:
4 ,COLUMN -BEAM CONNECTOR
NOT TO SCALE
O
41"
8
216 I"
11
4167
SEISMIC LOAD:
IMPORTANCE FACTOR, I
SITE CLASS
SPECTRAL RESPONSE ACCELERATIONS:
Ss
SI
S DS
S DI
SEISMIC DESIGN CATEGORY
ANALYSIS PROCEDURE
PLAN VIEW
I. HSS BEAM
2. PLATE ASSEMBLY; SEE DETAIL 5, THIS SHEET
3. Z" SHACKLE
4. 7X19 CABLE
5. 8" DIAMETER EYEBOLT
6. BRACKET
1/8
1. 16" STEEL PLATE
2. 16" SANDWICH PLATE
3. 8" COUPLER NUT
4. 8" DIAMETER EYEBOLT
SEISMIC FORCE
RESISTING SYSTEM
1.0
D
1.47
0.55
0.98
0.55
D
EQUIVALENT LATERAL
FORCE PROCEDURE
CANTILEVERED COLUMNS ALL WELDED REINFORCING SHALL BE IN ACCORDANCE WITH AWS DI.4. TACK WELDING
DETAILED TO STEEL SPECIAL IS NOT PERMITTED.
DEFORMED BARS (NON -WELDABLE) ASTM A6I5, GRADE 60
DEFORMED BARS (WELDABLE) ASTM A706, GRADE 60
ALL REINFORCING BAR HOOKS INDICATED ON THE DRAWINGS SHALL BE ACI STANDARD
HOOKS CONFORMING TO THE BEND DIMENSION REQUIREMENTS OF ACI 318, UNLESS
SPECIFICALLY NOTED OTHERWISE.
REINFORCING BARS SHALL BE COLD BENT. BARS EMBEDDED IN CONCRETE SHALL NOT
BE FIELD BENT, EXCEPT WHEN SPECIFICALLY INDICATED ON THE DRAWINGS.
THE CONTRACTOR SHALL NOT CUT REINFORCEMENT UNLESS INDICATED BY SECTION
OR DETAIL. AT LOCATIONS OF CONFLICT, SPREAD THE REINFORCEMENT TO
ACCOMODATE PLACEMENT. ADD ADDITIONAL BARS IF NECESSARY TO MAINTAIN
SPACING REQUIREMENTS.
RESPONSE MODIFICATION FACTOR, R 2.5
SEISMIC RESPONSE COEFFICIENT, Cs 0.39
DESIGN BASE SHEAR, V (EACH COLUMN) 0.65 KIPS
#II AND SMALLER BARS MAY BE SPLICED USING MECHANICAL CONNECTIONS OR
CONTACT LAP SPLICES. BAR LAPS SHALL BE SECURELY WIRED TOGETHER.
WELDING:
SOIL DESIGN PARAMETERS:
ALLOWABLE SOIL BEARING PRESSURES:
ISOLATED FOOTINGS -1500 PSF
LATERAL BEARING 100 PSF/FT
DI
2 CABLE TO BEAM CONNECTION
NOT TO SCALE
JOHN SKWIOT, PE
4235 E WOODLAND DR
PHOENIX, AZ 85048
T: 602.888.7053
CONTACT@FJSENGINEERING.COM
ENGINEERING
DESIGN 1 CONSULTING
REVISIONS
DATE
REV.
PLATE DETAIL
5 NOT TO SCALE
DESCRIPTION
ALL WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED
IN ACCORDANCE WITH A WELDING PROCEDURE
SPECIFICATION (WPS) PREQUALIFIED BY AWS DI.I. WPS NOT
PREQUALIFIED BY AWS SHALL BE QUALIFIED IN ACCORDANCE
WITH AWS DI.1 PRIOR TO USE ON THE PROJECT. WELDERS
SHALL BE QUALIFIED FOR EACH WPS USED ON THE PROJECT
BY AN AWS CERTIFIED TESTING AGENCY AND IN RECEIVE
ACCORDANCE WITH AWS DI.I. CITY ®F TUE
l
SHADE STRUCTURE
SHADE 'I\1 NET
5711 W. WASHINGTON
PHOENIX, AZ 85043
-800-290-3387
WWW.SHADE-N-NET.COM
NOV 14 201
RWC GROUP CANOPIES
13123 48Th AVENUE SOUTH
TUKWILA, WA 98168
DESIGNER: JS
DRAWN BY: JH
DATE: 09/16/2016
ILA
6
SCALE: AS SHOWN
APPROVED: 09/24/2016
PROJ. NO.: SNAZ-I6-32
REVI
CODE
AF
DE(
Cit
BUILC
:WED FOR
OMPLIANCE
PROVED
0 9 2016
of Tukwila
NG DIVI$IC'' .