HomeMy WebLinkAboutPermit D15-0281 - RED ROBIN - FACADERED ROBIN - FACADE
17300 SOUTHCENTER PKWY
EXPIRED 07130116
D15-0281
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
Parcel No: 2623049110 Permit Number: D15-0281
Address: 17300 SOUTHCENTER PKWY Issue Date: 2/1/2016
Permit Expires On: 7/30/2016
Project Name: RED ROBIN - FACADE
Owner:
Name: KIR TUKWILA 050 LLC
Address: 3333 NEW HYDE PARK RD #100 C/O
KIMCO REALTY CORP, PO BOX 5020
NEW HYDE PK, WA, 11042
Contact Person:
Name:
ROCKWELL WARD
Address:
3701 S NORFOLK ST #300 , SEATTLE,
WA, 98118
Contractor:
Name:
ALEGIS CONSTRUCTION INC
Address:
6900 SW ATLANTA ST #300,
PORTLAND, OR, 97223
License No:
ALEGIC1894CN
Lender:
Name:
RED ROBIN INT'L
Address:
6312 S FIDDLERS GREEN CIRCLE,
GREENWOOD VILLAGE, CO, 80111
Phone: (206) 549-1373
Phone: (503) 970-8312
Expiration Date: 2/19/2017
DESCRIPTION OF WORK:
GLAZING SYSTEM
Project Valuation: $20,000.00 Fees Collected: $824.42
Type of Fire Protection: Sprinklers:
Fire Alarm:
Type of Construction: Occupancy per IBC:
Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: HIGHLINE,TUKWILA
Sewer District: TUKWILA SEWER SERVICE
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
2012
National Electrical Code:
2014
International Residential Code Edition:
2012
WA Cities Electrical Code:
2014
International Mechanical Code Edition:
2012
WAC 296-466:
2014
Uniform Plumbing Code Edition:
2012
WA State Energy Code:
2012
International Fuel Gas Code:
2012
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
Permit Center Authorized Signature: Date:
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 gree to the conditions attached to this permit.
Signature.1E _ date: Z^
Print
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: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
6: 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.
7: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the
City of Tukwila Building Department (206-431-3670).
8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
9: 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.
10: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center (206/431-3670).
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700
BUILDING FINAL"
0409
FRAMING
0606
GLAZING
4046
SI-EPDXY/EXP CONC
-V CITY OF TUK6...,A
Community Development Department ,• Building Permit No. I
Public Works Department Project No.
• Permit Center
6300 Southcenter Blvd., Suite 100 Date Application Accepted: _
Tukwila, WA 98188 Date Application Expires:
bttp://www.TukwilaWA.Izov
For office 1
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
King Co Assessor's Tax No.:
Site Address: 1�}3t�v Sov 3�k.�.��t ,ZyyvJL� w , 1;� Suite Number: Floor:
Tenant Name: 'LG-k� Vsrbzaa New Tenant: ❑..... Yes El.. No
PROPERTY OWNER
Name:
Address: rr
State: Zip: q0i
CONTACT PERSON — person receiving all project
communication
Name:
Address.
City: State: Zip:
b on: : Fax:
Email:
GENERAL CONTRACTOR INFORMATION
Company Name:
Address:
City: 5613NI
State: W� Zip:
Phone: �.
Fax:
Contr Reg No.:
Exp Date:
Tukwila Business License No.:
ARCHITECT OF RECORD
Company Name:���� V
Architect Name:
Address: L
�.�� L • �4i0 ciA� S T
City: UQ-fCS _ State: Zip:..�bc�4
Phone: 17,L. 1�100 Fax:
Email:
ENGINEER OF RECORD
Company Name:
Engineer Name:
Address:
City: State: Zip:
Phone: Fax:
Email:
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 14 19.27.095)
Name:
, /1
� l
Address:
rf
!/
G
City:
Zip:iDO
J
H:Wpplications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx
Revised: February 2012 Page I of 4
BUILDING PERMIT INFORMATI - 206-431-3670
If
Valuation of Project (contractor's bid price): $ A [!Q Y-_ 'W r- Existing Building Valuation: $
Describe the scope of work (please provide detailed information):
Will there be new rack storage? ❑ .... Yes ❑ ..No If yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
I` Floor
2 nd Floor
3 rd 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:
Will there be a change in use? ❑ ....... Yes ❑ ....... No
FIRE PROTECTION/HAZARDOUS MATERIALS:
Compact: Handicap:
If "yes", explain:
❑ .......Sprinklers ' ❑ .......AvtonlatiE Fire Alai rn El ....... None El ....... Other (specify)
• : }. i
Will there be storage or use of Mfiitnable corrabusl{{ ible or hazardous materials in the building? ❑ ....... Yes ❑ ...... No
If yes', attach list of rnatarials'and storage locations on a separate 8-112" x 11 " paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM '•
❑ .......On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx
Revised: February 2012 Page 2 of 4
PUBLIC WORKS PERMIT INFO__:iATION — 206-433-0179
Scope of Work (please provide detailed information
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ .. Tukwila ❑ ... Water District # 125 El ... Highline ❑. Renton
❑ .. Water Availability Provided
Sewer District
❑ .. Tukwila ❑...Valley View ❑... Renton ❑... Seattle
❑ .. Sewer Use Certificate ❑ ...Sewer Availability Provided
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 ap
❑ .. Civil Plans (Maximum Paper Size — 22" x 34"
❑ .. Technical Information Report (Storm Drainage) El ... Geotechnical Report El.. Traffic Impact Analysis
❑ .. Bond ❑... Insurance El ... Easement(s) ❑... Maintenance Agreement(s) El.. Hold Harmless — (SAO)
El.. Hold Harmless — (ROW)
Proposed Activities (mark boxes that apply):
❑ .. Right-of-way Use - Nonprofit for less than 72 hours El ... Right-of-way Use - Profit for less than 72 hours
❑ .. Right-of-way Use - No Disturbance El ... Right-of-way Use — Potential Disturbance
❑ .. Construction/Excavation/Fill - Right-of-way ❑
Non Right-of-way ❑
❑ .. Total Cut cubic yards
❑ .. Total Fill cubic yards
❑ .. Sanitary Side Sewer
❑ .. Cap or Remove Utilities
❑ .. Frontage Improvements
❑ .. Traffic Control
❑ .. Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑... Work in Flood Zone
El ... Storm Drainage
El ... Abandon Septic Tank
El ... Curb Cut
El ... Pavement Cut
❑... Looped Fire Line
❑ .. Permanent Water Meter Size (1) "
❑ .. Temporary Water Meter Size (1) "
❑ .. Water Only Meter Size ........... "
❑ .. Sewer Main Extension............ Public ❑
❑ .. Water Main Extension............ Public ❑
FINANCE INFORMATION
Fire Line Size at Property Line _
❑ .. Water ❑ .. Sewer
Monthly Service Billing to:
Name:
Mailing
Water Meter Refund/Billine:
Name:
Mailing Address:
1087:1
WO#
WO#
Private ❑
Private ❑
(2)
(2)
❑... Grease Interceptor
❑ ... Channelization
❑ ... Trench Excavation
❑... Utility Undergrounding
WO # (3) WO #
WO # (3) WO #
El.. Deduct Water Meter Size "
Number of Public Fire Hydrant(s)
❑ .. Sewage Treatment
Day Telephone:
City
Day Telephone:
State Zip
City
State Zip
H:Wpplications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx
Revised: Febmary 2012 Page 3 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.
OR AUTHORIZED AGENT:
Date:
Print Name: -Z�® Day Telephone: 7M0 • \A -1(1-J5
Mailing Address: WIDN 5. )4.zT-®vV-5T. *-SOO W4j �i�11�
City State Zip
H:4lpplications\Forms-Applications On Line\2012 ApplicationsTermit Application Revised - 2-7-12.docx
Revised: February 2012 Page 4 of 4
DESCRIPTIONS
PermitTRAK
QUANTITY
PAID
$510.92
D15-0281 Address: 17300 SOUTHCENTER PKWY
Apn: 2623049110
$510.92
DEVELOPMENT
$486.80
PERMIT FEE
R000.322.100.00.00
0.00
$482.30
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
TECHNOLOGY FEE
$24.12
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: .:
R000.322.900.04.00 0.00
$24.12
$510.92
Date Paid: Monday, February 01, 2016
Paid By: ROCKWELL WARD
Pay Method: CREDIT CARD A57194
Printed: Monday, February 01, 2016 1:53 PM 1 of 1 CI?W SYSTEMS
Date Paid: Wednesday, October 28, 2015
Paid By: JON UMBAUGH
Pay Method: CREDIT CARD A66774
Printed: Wednesday, October 28, 2015 4:33 PM 1 of 1 (CN? SYSTEMS
Structural Analysis
January 12, 2016
Red Robin Glazing
17300 Southcenter Parkway
Tukwila, Washington 98133
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JAN 2 8 2016
City of Tukwila
BUILDING DIVISION
JAN 15 2016
PERMIT CENTER
eoRREcTM
LTR#- Ie,
019 do oTfpl
Ryan Ross, P.E.
Andree Yen, E.I.T.
Job No. Y-15-071
Table of Contents
1.1
Project Criteria
2.1- 2.5
Wind Analysis
3.1- 3.2
Seismic Analysis
4.1- 4.7
Mullion Design
5.1- 5.2
Section Properties
6.1- 6.7
Connection Design
7.1
Glass Analysis
Project:
Date:
Page:
Project Criteria
Y-15-071 Red Robin
1/11/2016
1.1
Code References:
2012 Internation Building Code
2012 IBC
American Society of Civil Engineers Standards 7-05
ASCE 7-10
2010 Aluminum Design Manual
2010 ADM
American Institute of Steel Construction Manual, 13th Edition
AISC 13
ACI Building Code Requirements for Structural Concrete 318-08
ACI 318-08
National Design Specification for Wood Construction
2005 NDS
USGS 2003 NEHRP Seismic Design Provisions
USGS
Project Information:
Project Name
Red Robin
Street Address
17300 Southcenter Parkway
City
Tukwila
State
Washington
Zip Code
98133
Building Criteria:
Risk Category = II Type 2012 IBC Table 1604.5
Latitude = 47.448461
Longitude =-122.26182
Project:
Date:
Page:
_ xei:—,J c..,• ^A Annivicic 1:1 CPrnnrl Gusts)
Ultimate Design Wind Speed Vult= 110.0 mph
Y-15-071 Red Robin
1/11/2016
2.1
2012 Internation Building Code
(64)
1(�{SY�)
t!
O(63)
2012 IBC Figure 1609A
%Al: .A Gartnr
V V II I%A L., v.......-7
Wind Directionality Factor
Structure Type From Table Below
Project: Y-15-071 Red Robin
Date:
Page:
1/11/2016
2.2
ASCE7-10, Table 26.6-1, p250
Kd = 0.85 Factor ASCE 07-05, Table 6-4, p80
Building Components & Cladding
Structurte Type
Kd
Building Main Wind Force Resisting System
0.85
Building Components & Cladding
0.85
Arched Roofs
0.85
Chimneys, Tanks & Similar Structures (Square)
0.9
Chimneys, Tanks & Similar Structures (Hexagonal)
0.95
Chimneys, Tanks & Similar Structures (Round)
0.95
Solid Signs & freestanding Walls
0.85
Open Signs & Lattice Frameworks
0.85
Trussed Towers (Triangle, Square, Rectangle)
0.85
Trussed Towers (All Other Cross Sections)
0.95
*Directionality Factor Kd has been calibrated with combinations of loads
specified in Chapter 2. This factor shall only be applied when used in
conjunction with load combinations specified in Sections 2.3 and 2.4.
vai.,ritii DrocciirP Fxnnsure Coefficient
Project: Y-15-071 Red Robin
Date: 1/11/2016
Page: 2.3
ASCE7-10, Section 2E
..r....._z . ---- -
Velocity Pres. Expos. Coef. Kz = 0.70 Factor Kz = 2.01 (30/1200)A(2/7)
Mean Roof Height Z= 14 ft
Building Specific
Surface Roughness Category = B type
Urban and suburban areas, wooded areas, or other terrain with numerous closely spaced
B obstructions having the size of single-family dwellings or larger.
C Open terrain with scattered obstructions having heights generally less than 30 ft (9.1 m). This
category includes fi at open country and grasslands.
Flat, unobstructed areas and water surfaces. This category includes smooth mud fl ats, salt fl
D
ats, and unbroken ice.
C t a type -iv, J- N.
Exposure a ego.y
For buildings with a mean roof height of less than or equal to 30 ft (9.1 m), Exposure B shall apply where
the ground surface roughness, as defi ned by Surface Roughness B, prevails in the upwind direction for a
Exposure B
distance greater than 1,500 ft (457 m). For buildings with a mean roof height greater than 30 ft (9.1 m),
Exposure B shall apply where Surface Roughness B prevails in the upwind direction for a distance greater
than 2,600 ft (792 m) or 20 times the height of the building, whichever is greater.
Exposure C
Exposure C shall apply for all cases where Exposures B or D do not apply.
Exposure D: Exposure D shall apply where the ground surface roughness, as deft ned by Surface Roughness
D, prevails in the upwind direction for a distance greater than 5,000 ft (1,524 m) or 20 times the building
height, whichever is greater. Exposure D shall also apply where the ground surface roughness immediately
Exposure D
upwind of the site is B or C, and the site is within a distance of 600 ft (183 m) or 20 times the building
height, whichever is greater, from an Exposure D condition as defi ned in the previous sentence. For a site
located in the transition zone between exposure categories, the category resulting in the largest wind
forces shall be used.
EXCEPTION: An intermediate exposure between the preceding categories is permitted in a transition zone provided that it is
determined by a rational analysis method defi ned in the recognized literature.
Exposure Case Type
Case
Table 26.9-1,p256 Terrain Exposure Constants
All Componets and Cladding
1
Exposure
a
zg (ft)
Zmin (ft)
B
7
1200
30
MWFRS in Low -Rise Buildings
1
MWFRS in All Other Buildings
2
C
9.5
900
15
MWFRS in Other Structures
2
D
11.5
700
7
Exposure Case Type
ease =
1
Type
ICUM ^uv°
REV2 Height AGL
Z =
30
ft
z 2 30ft for Case 1 in Exposure B
Exposure Const.
a =
7
Factor
Table Above
Exposure Const.
Zg =
1200
ft
Table Above
Minimum Height
Zmin =
30
ft
max of Zmin front TdbleAbove or 0.6 Height
REV3 Height AGL Z = 30 ft maximum of Zmin and REV2 Z
If: 15ft <_ z <_ zg Then: Kz = 2.01 (Z/Zg)A(2/a) Type 1
Else: z < 15ft Then: Kz = 2.01 (15/zg)A(2/a) Type 2
And: z=30 >_ 15ft So: Kz = 2.01 (30/zg)A(2/a) Type 1
Project:
Date:
Page:
.trn rllltl'� 1-nd-trnr AnnivCIC
Y-15-071 Red Robin
1/12/2016
2.4
From Google Earth & ASCE 7-10 Fig. 26.8-1
Topographical Factor Kzt = 1.00 factor
Must meet all the following conditions: Meets Conditions
1 THE HIIL, RIDGE OR ESCARPMENT IS ISOLATED AND UNOBSTRUCTED UPWIND BY OTHER SIMILAR NO
TOPOGRAPHICAL FEATURES OF COMPERABLE HEIGHT FOR 100 TIMES THE HEIGHT OF THE
TOPOGRAPHIC FEATURE (100H) OR 2 MI, WHICHEVER IS LESS. THIS DISTANCE SHALL BE
MEASURED HOIZONTALLY FROM THE POINT AT WHICH THE HEIGHT H OF THE HILL, RIDGE, OR
ESCARPMENT IS DETERMINED.
2 THE HILL, RIDGE, OR ESCARPMENT PROTRUDES ABOVE THE HEIGHT OF UPWIND TERRAIN NO
FEATURES WITHIN A 2 MILE RADIUS IN ANY QUADRANT BY A FACTOR OF TWO OR MORE.
3 THE STRUCTURE IS LOCATED AS SHOWN IN FIG 6-4 IN THE UPPER ONE-HALF OF THE HILL OR NO
RIDGE OR NEAR THE CREST OF AN ESCARPMENT
4 H/Lh >=0.2 NO
5 H>15' AT EXPOSURE C&D and H>60' AT EXPOSURE B NO
R►!—r I --'J1 f^„rv,r%nnontc and C'liriding
Velocity Pressure
Project: Y-15-071 Red Robin
Date: 1/12/2016
Page: 2.5
ASCE 7-10 Chapter 30
qz = 18.4 psf = 0.00256*(Kz=0.7)*(Kzt=1)*(Kd=0.85)((V=110)^2)
V =
110.00
mph
From Previous Analysis
Basic Wind Speed
From Previous Analysis
Wind Directionality Factor
Kd =
0.85
Factor
Velocity Pres. Expos. Coef.
Kz =
0.70
Factor
From Prevoius Analysis
Topographic Factor
Kzt =
1.00
Factor
From Previous Analysis
Wind Analysis C&C
Internal Pressure Coef. (+/-) Gcpi = 0.18 factor ASCE 07-10 Table 26.11-1 p257
Enclosure Classification GCpi
Open Building +/- 0
Partially Enclosed Building +/- 0.55
Enclosed Building +/- 0.18
Table 26.11-1
Notes:
1. Plus and minus signs signify pressures acting toward and away from the internal surfaces, respectively.
2. Values of (GC ) pi shall be used with qz or qh as specified.
3. Two cases shall be considered to determine the critical load requirements for the appropriate condition:
(i) a positive value of (GC ) pi applied to all internal surfaces
(ii) a negative value of (GC )pi applied to all internal surfaces
Design Pressure Pw = max of qz(+Gcp + Gcpi) & qz(-Gcp + -Gcpi)
Min Design Pressure
Zone
Area
(+) Gcp
(-) Gcp
Ultimate
Allowable
10
1
-1.1
23.6
14.2
Field
500
0.7
-0.8
18.1
10.8
10
1
-1.4
29.1
17.5
Corner
500
1 0.7
-0.8
18.1
10.8
ASCE 07-05 - Fig. 6-11 tnru b-i i
Pmin = 16 PSf (Ultimate)
9.6 PSf (Allowable)
Seismic Analysis (Glass Per SF)
Seismic Design Force
Seismic Ground Motion:
Project: Y-15-071 Red Robin
Date: 1/12/2016
Page:
Fpa = 4.0 lbs = 0.695 Wp / 1.4
3.1
Maximum Considered Earthquake Ground Motion Specteral Response (5%of Critical Damping), Site Class B
0.2 Second Short Period Ss =
1.448
g
USGS
1 Second Period S1=
0.539
g
USGS
Site Class =
D
Type
ASCE Table 20.3-1
Risk Category =
II
Type
From Project Criteria
Calculated Values
Site Coefficient per Ss Fa =
1.000
Factor
ASCE Table 11.4-1
Site Coefficient per S1 Fv -
1.500
Factor
ASCE Table 11.4-2
Maximum Considered Earthquake (MCE) Specteral Response Acceleration Parameters
0.2 Second Short Per Sms =
1.448
g =
Fa Ss
ASCE Eqn 11.4-1
1 Second Period Sml =
0.809
g =
Fv Sl
ASCE Eqn 11.4-2
Design Specteral Acceleration Parameters
Short Period Sds =
0.965
g =
(2/3) Sms
ASCE Eqn 11.4-3
1 Second Period Sdi =
0.539
g =
(2/3) Sml
ASCE Eqn 11.4-3
Seismic Design Category per SDS =
D
Type
ASCE Table 11.6-1
Seismic Design Requirements for Nonstructural Components:
Component Attachment Height
z =
14.00
Component Operating Weight
Wp =
8
Comp. Amplification Factor
ap =
1.00
Comp. Response Mod. Factor
Rp =
2.50
Component Importance Factor
Ip =
1.50
Mean Roof Height
h =
14.00
Seismic Design Force
Fp =
0.695
Max Seismic Design Force
Fpmax =
2.317
Min Seismic Design Force
Fpmin =
0.434
Ultimate Seismic Design Force
Fpu =
5.56
ft From Project Criteria
lb Project Specific
Factor ASCE Table 13.5-1 or 13.6-1
Factor ASCE Table 13.5-1 or 13.6-1
Factor ASCE Sec 13.1.3
ft From Project Criteria
*Wp = [(0.4 a SDS Wp)/(Rp Ip)][(1 + 2z)/h] Eqn 13.3-1
• Wp = 1.6 SDS Ip Wp ASCE Eqn 13.3-2
* Wp = 0.3 SDS Ip Wp ASCE Eqn 13.3-3
Ibs = 0.695 Wp
onni"cic. 1C h4czc PPr SF1 (Continued)
Ss = 1.448 g
Interpolated Values
0.80
1.00
1.00
1.00
0.90
Project:
Date:
Page:
14 A cITC rncccll9cNT f n
Y-15-071 Red Robin
1/12/2016
3.2
Site
Class
S,
0.25
0.50
0.75
1.00
1.25
A
0.8
0.8
0.8
0.8
0.8
B
1.0
1.0
1.0
1.0
1.0
C
1.2
1.2
1.1
1.0
1.0
D
1.6
1.4
1.2
1.1
1.0
E
2.5
1.7
1.2
0.9
0.9
F
b
b
I b
I b
I b
NOTE: Use Straight -Line Interpolation for Intermeame values or �s
b = site specific values per geotechnicai investigation
for T>0.5 sec. (See Section 11.4.7)
S1= 0.539 g
Interpolated Values
0.80
1.00
1.30
1.50
2.40
. 9 etrc PnrCC1r1c1UT cv
Site
Class
Sl
0.10
0.20
0.30
0.40
0.50
A
0.8
0.8
0.8
0.8
0.8
B
1.0
1.0
1.0
1.0
1.0
C
1.7
1.6
1.5
1.4
1.3
D
2.4
2.0
1.8
1.6
1.5
E
3.5
3.2
2.8
2.4
2.4
F
b
b
I b
I b
I b
NOTE: Use Straight -Line Interpolation for intermemate values ui -N1
b = site specific values per geotechnicai investigation
for T>0.5 sec. (See Section 11.4.7)
Project:
Date: / {�
Page:
..........:.....:...........................
...
:.....:.....:.......:..........
' ........:.. ..�... .:.. ...
�� .4..... :..
O
w
A
:.. ..
...
................_ ...........,......:............
Sroke FR
:.
................ ...
...... _ _.. .....
..
...................
_ ..:.......
.....
.. it Via
ve,
r3i
Simole Suaaorted Mullion Design
Loading
Load Type
Zone Type
Tributary Width
Effective Area
Pressure
Distributed Load
Aluuminum Alloy Mechanical Properties
Thickness Range
Alloy and Temper
Product Types
= Wind
= Corner
= 1.58
feet
= 12
sf
= 10.9
psf
w = 17.22
pif
= All
= 6063-T6
- C -,-inne A Dinae
Project:
Date:
Page:
Y-15-071 Red Robin
1/12/2016
4.2
in
Frame
Bay Width
Bay Width
Span
Left
Right
Feet
6.0
0.0
0.0
Inches
0.0
38.0
0.0
Eighths
0.0
0.0
0.0
Total
6.0
3.2
0.0
Selected
Eff. Area
Field
Corner
17.5
10
14.2
17.5
10.8
1 500.00
10.8
10.8
Basic Mechanical Properties
Safety Factors
Allowable Bending Stress
Table 3.3-1
Table 3.4-1
Table 3.4-3
Ftu =
30000
psi
nu =
1.95 factor
Fty/ny =
15152
psi
Fty =
25000
psi
na =
1.2 factor
Ftu/(Kt nu)
15385
psi
Fcy =
25000
psi
ny =
1.65 factor
Fcy/ny =
15152
psi
Fsu =
19000
psi
Coefficients
Fb =
15152
psi
E =
10100000
psi
Table 3.4-2
EA =
10000000
psi
Kt =
1
Mullion Properties
Alum Modulus of Elasticity
Yield Strength of Aluminum
E = 10000000 PSI
C., - )rnnn DU
Part No.
Part Description
Ix
Sx
Ax
1
OLD CASTLE BE -SERIES CW250 (CW-1)
8.26
2.43
1.75
2
Not Used
0.00
0.00
0.00
3
Not Used
0.00
0.00
0.00
4
Not Used
0.00
0.00
0.00
5
Not Used
1 0.00
0.00
0.00
Design Resi*c
1=
S=
A=
A_
M=
V=
WProvided From Section Required CapacityY
Moment of Inertia 8.26 inA4 Moment of Inertia 0.12 inA4 1.5
Section Modulus 2.43 inA3 Section Modulus 0.10 inA3 4.2
Area 1.75 inA2 Area 0.01 inA2 0.3
Allowable
Provided
Capacity/o
L/175 Deflection 0.41 in
Deflection 0.01 in
1.5
Flexure Capacity 1862 Ibs-ft
Flexure 77 Ibs-ft
4.2
Shear Capacity 15927 Ibs
Shear 52 Ibs
0.3
Upper Jamb Elevation C Satisfactory
Additional Moment of Inertia in Aluminum 0.00
Additional Moment of Inertia in Steel 0.00
c,imnlP Sunnorted Mullion Desi.Rn
Loading
Load Type
Zone Type
Tributary Width
Effective Area
Pressure
Distributed Load
Alluminum Alloy Mechanical Properties
Thickness Range
Alloy and Temper
Product Types
= Wind
= Corner
= 2.50
feet
= 15
sf
= 10.9
psf
w = 27.29
plf
= All
= 6063-T6
r.,a. t- O. Din
Project:
Date:
Page:
Y-15-071 Red Robin
1/12/2016
4.3
In
Frame
Bay Width
Bay Width
Span
Left
Right
Feet
6.0
0.0
0.0
Inches
0.0
30.0
30.0
Eighths
0.0
0.0
0.0
Total
6.0
2.5
2.5
Selected
Eff. Area
Field
Corner
17.5
10
14.2
17.5
10.8
1 500.00
10.8
10.8
Basic Mechanical Properties
Safety Factors
Allowable Bending Stress
Table 3.3-1
Table 3.4-1
Table 3.4-3
Ftu =
30000
psi
nu =
1.95 factor
Fty/ny =
15152
psi
Fty =
25000
psi
na =
1.2 factor
Ftu/(Kt nu)
15385
psi
Fcy =
25000
psi
ny =
1.65 factor
Fcy/ny =
15152
psi
Fsu =
19000
psi
Coefficients
Fb =
15152
psi
E =
10100000
psi
Table 3.4-2
EA =
10000000
psi
Kt =
1
Mullion Properties
Alum Modulus of Elasticity
Yield Strength of Aluminum
E = 10000000 PSI
r.. - 'ICnnn DCI
Part No.
Part Description
Ix
Sx
Ax
1
OLD CASTLE BE -SERIES CW250 (CW-1)
8.26
2.43
1.75
2
Not Used
0.00
0.00
0.00
3
Not Used
0.00
0.00
0.00
4
Not Used
0.00
0.00
0.00
5
Not Used.
0.00
0.00
0.00
Design Rest
1=
S=
A=
A=
M=
V=
�L3
Provided From Section Required Capacity%
Moment of Inertia 8.26 in^4 Moment of Inertia 0.19 in^4 2.3
Section Modulus 2.43 in^3 Section Modulus 0.16 in^3 6.6
Area 1.75 in^2 Area 0.01 in^2 0.5
Allowable
Provided
Capacity%
L/175 Deflection 0.41 in
Deflection 0.01 in
2.3
Flexure Capacity 1862 Ibs-ft
Flexure 123 Ibs-ft
6.6
Shear Capacity 15927 Ibs
Shear 82 Ibs
0.5
Upper Jamb Elevation C Satisfactory
Additional Moment of Inertia in Aluminum 0.00
Additional Moment of Inertia in Steel 0.00
-I- c... v%,+pfl nniduirin nPCI¢n
. IJIJ ✓Jc .J%AVI,.v......... ... ......-
Loading
Zone Type
Tributary Width
Effective Area
Pressure
Distributed Load
Alluminum Alloy Mechanical Properties
Thickness Range
Alloy and Temper
Product Types
v
■
Corner
= 2.50
feet
= 18
sf
= 33.0
psf
w = 82.50
plf
= All
= 6063-T6
Project: Y-15-071 Red Robin
Date: 1/12/2016
Page: 4.5
in
Frame
Bay Width
Bay Width
Span
Left
Right
Feet
7.0
0.0
0.0
Inches
0.0
30.0
30.0
Eighths
0.0
0.0
0.0
Total
7.0
2.5
2.5
Selected
Eff. Area
Field
Corner
17.5
10
14.2
17.5
10.8
500.00
10.8
10.8
Basic Mechanical Properties
Safety Factors
Allowable Bending Stress
Table 3.3-1
Table 3.4-1
Table 3.4-3
Ftu =
30000
psi
nu = 1.95 factor
Fty/ny =
15152
psi
Fty -
25000
psi
na = 1.2 factor
Ftu/(Kt nu)
15385
psi
Fcy =
25000
psi
ny = 1.65 factor
Fcy/ny =
15152
psi
Fsu =
19000
psi
Coefficients
Fb =
15152
psi
E =
10100000
psi
Table 3.4-2
EA =
10000000
psi
I Kt = 1
Mullion Properties
Alum Modulus of Elasticity
Yield Str th of Aluminun
E = 10000000 PSI
eng r -
Part No. Part Description Ix Sx Ax
1 OLD CASTLE BE -SERIES CW250 (CW-1) 8.26 2.43 1.7S
2 Not Used 0.00 0.00 0.00
3 Not Used 0.00 0.00 0.00
4 Not Used 0.00 0.00 0.00
5 Not Used 0.00 0.00 0.00
Design Res,
1=
S=
A=
A=
M=
V=
Its
Provided From Section Required Capacity
Moment of Inertia 8.26 in^4 Moment of Inertia 0.93 in^4 11.2
Section Modulus 2.43 in^3 Section Modulus 0.66 in^3 27.1
Area 1.75 in^2 Area 0.03 in^2 1.8
Allowable Provided Capacity90
L/175 Deflection 0.48 in Deflection 0.05 in 11.2
Flexure Capacity 1862 Ibs-ft Flexure 505 Ibs-ft 27.1
Shear Capacity 15927 lbs Shear 289 Ibs 1.8
Upper Jamb Elevation C Satisfactory
Additional Moment of Inertia in Aluminum 0.00
Additional Moment of Inertia in Steel 0.00
Design Res,
1=
S=
A=
A=
M=
V=
Its
Provided From Section Required Capacity
Moment of Inertia 8.26 in^4 Moment of Inertia 0.93 in^4 11.2
Section Modulus 2.43 in^3 Section Modulus 0.66 in^3 27.1
Area 1.75 in^2 Area 0.03 in^2 1.8
Allowable Provided Capacity90
L/175 Deflection 0.48 in Deflection 0.05 in 11.2
Flexure Capacity 1862 Ibs-ft Flexure 505 Ibs-ft 27.1
Shear Capacity 15927 lbs Shear 289 Ibs 1.8
Upper Jamb Elevation C Satisfactory
Additional Moment of Inertia in Aluminum 0.00
Additional Moment of Inertia in Steel 0.00
Upper Jamb Elevation C Satisfactory
Additional Moment of Inertia in Aluminum 0.00
Additional Moment of Inertia in Steel 0.00
.,.Ir. cs tr%r%^rtarl hAi Blinn npCign
Loading
Zone Type
Tributary Width
Effective Area
Pressure
Distributed Load
Alluminum Alloy Mechanical Properties
Thickness Range
Alloy and Temper
Product T
Corner
= 1.50
feet
= 56
sf
= 11.5
psf
w = 17.21
plf
= All
= 6063-T6
Project: Y-15-071 Red Robin
Date: 1/12/2016
Page: 4.6
"Ell
Frame
Bay Width
Bay Width
Span
Left
Right
Feet
13.0
0.0
0.0
inches
0.0
36.0
0.0
Eighths
0.0
0.0
0.0
Total
13.0
3.0
0.0
Selected
Eff. Area
Field
Corner
17.5
10
14.2
17.5
10.8
500.00
10.8
10.8
Types - LAU UJI VI 10 .a, 1+
Basic Mechanical Properties Safety Factors Allowable Bending Stress
Table 3.3-1 Table 3.4-1 Table 3.4-3
Ftu = 30000 psi nu = 1.95 factor Fty/ny = 15152 psi
Fty = 25000 psi na = 1.2 factor Ftu/(Kt nu) 15385 psi
Fcy = 25000 psi ny = 1.65 factor Fcy/ny = 15152 psi
Fsu = 19000 psi Coefficients Fb = 15152 psi
E = 10100000 psi Table 3.4-2
EA = 10000000 psi I Kt = 1
Mullion Properties
Alum Modulus of Elasticity
Yield Str th of Aluminun
E = 10000000 PSI
n- net
eng y
Part No. Part Description Ix Sx Ax
1 OLD CASTLE BE -SERIES 3000 THERMAL 2.83 1.26 1.07
2 Not Used 0.00 0.00 0.00
3 Not Used 0.00 0.00 0.00
4 Not Used 0.00 0.00 0.00
5 Not Used 0.00 0.00 0.00
Design Resi
1=
S=
A=
J Its
Provided From Section Required Capacity%
Moment of Inertia 2.83 in^4 Moment of Inertia 1.24 in^4 43.9
Section Modulus 1.26 in^3 Section Modulus 0.48 in^3 37.8
Area 1.07 in^2 Area 0.01 inA2 1.1
Allowable Provided Capacity/
L/175 Deflection 0.89 in Deflection 0.39 in 43.9
Flexure Capacity 962 Ibs-ft Flexure 364 Ibs-ft 37.8
Shear Capacity 9729 Ibs Shear 112 Ibs 1.1
)per Jamb Elevation C Satisfacto
Additional Moment of Inertia in Aluminum W
Additional Moment of Inertia in Steel 0.1
Mullion Properties
Alum Modulus of Elasticity
Yield Str th of Aluminun
E = 10000000 PSI
n- net
eng y
Part No. Part Description Ix Sx Ax
1 OLD CASTLE BE -SERIES 3000 THERMAL 2.83 1.26 1.07
2 Not Used 0.00 0.00 0.00
3 Not Used 0.00 0.00 0.00
4 Not Used 0.00 0.00 0.00
5 Not Used 0.00 0.00 0.00
Design Resi
1=
S=
A=
J Its
Provided From Section Required Capacity%
Moment of Inertia 2.83 in^4 Moment of Inertia 1.24 in^4 43.9
Section Modulus 1.26 in^3 Section Modulus 0.48 in^3 37.8
Area 1.07 in^2 Area 0.01 inA2 1.1
Allowable Provided Capacity/
L/175 Deflection 0.89 in Deflection 0.39 in 43.9
Flexure Capacity 962 Ibs-ft Flexure 364 Ibs-ft 37.8
Shear Capacity 9729 Ibs Shear 112 Ibs 1.1
)per Jamb Elevation C Satisfacto
Additional Moment of Inertia in Aluminum W
Additional Moment of Inertia in Steel 0.1
Design Resi
1=
S=
A=
J Its
Provided From Section Required Capacity%
Moment of Inertia 2.83 in^4 Moment of Inertia 1.24 in^4 43.9
Section Modulus 1.26 in^3 Section Modulus 0.48 in^3 37.8
Area 1.07 in^2 Area 0.01 inA2 1.1
Allowable Provided Capacity/
L/175 Deflection 0.89 in Deflection 0.39 in 43.9
Flexure Capacity 962 Ibs-ft Flexure 364 Ibs-ft 37.8
Shear Capacity 9729 Ibs Shear 112 Ibs 1.1
)per Jamb Elevation C Satisfacto
Additional Moment of Inertia in Aluminum W
Additional Moment of Inertia in Steel 0.1
Allowable Provided Capacity/
L/175 Deflection 0.89 in Deflection 0.39 in 43.9
Flexure Capacity 962 Ibs-ft Flexure 364 Ibs-ft 37.8
Shear Capacity 9729 Ibs Shear 112 Ibs 1.1
)per Jamb Elevation C Satisfacto
Additional Moment of Inertia in Aluminum W
Additional Moment of Inertia in Steel 0.1
)per Jamb Elevation C Satisfacto
Additional Moment of Inertia in Aluminum W
Additional Moment of Inertia in Steel 0.1
;rr,r,la CIlnr%nrtPrl Milllinn np_sien
.......I -.... --[- I- -- ---
Loading
Zone Type
= Corner
Tributary Width
= 3.25
feet
Effective Area
= 48
sf
Pressure
= 11.4
psf
Distributed Load
w = 36.92
plf
Alluminum Alloy Mechanical Properties
Thickness Range
= All
Alloy and Temper
= 6063-T6
Product T es
= Extrusions & Pipes
Project. Y-15-071 Red Robin
Date: 1/12/2016
Page: 4.7
'IF"
Frame
Bay Width
Bay Width
Span
Left
Right
Feet
12.0
0.0
0.0
inches
0.0
36.0
42.0
Eighths
0.0
0.0
0.0
Total
12.0
3.0
3.5
Selected
Eff. Area
Field
Corner
17.5
10
14.2
17.5
10.8
500.00
10.8
10.8
Yp
Basic Mechanical Properties
Safety Factors
Allowable Bending Stress
Table 3.3-1
Table 3.4-1
Table 3.4-3
Ftu =
30000
psi
nu = 1.95 factor
Fty/ny =
15152
psi
Fty =
25000
psi
na = 1.2 factor
Ftu/(Kt nu)
15385
psi
Fcy =
25000
psi
ny = 1.65 factor
Fcy/ny =
15152
psi
Fsu =
19000
psi
Coefficients
Fb =
15152
psi
E =
10100000
psi
Table 3.4-2
EA =
10000000
psi
Kt = 1
Mullion Properties
Alum Modulus of Elasticity
Yield Stren th of Aluminun
E = 10000000 PSI
.rnnn nci
g
Part No.
r-
Part Description
Ix
Sx
Ax
1
OLD CASTLE BE -SERIES 3000 THERMAL
2.83
1.26
1.07
2
Not Used
0.00
0.00
0.00
3
Not Used
0.00
0.00
0.00
4
Not Used
0.00
0.00
0.00
5
Not Used
1 0.00
0.00
0.00
Design Res,
1=
S=
A=
A=
M=
V=
acts
Provided From Section Required Capacity/o
Moment of Inertia 2.83 inA4 Moment of Inertia 2.09 inA4 74.0
Section Modulus 1.26 inA3 Section Modulus 0.87 inA3 69.1
Area 1.07 inA2 Area 0.02 inA2 2.3
Allowable
Provided
Capacity/o
L/175 Deflection 0.82 in
Deflection 0.61 in
74.0
Flexure Capacity 962 Ibs-ft
Flexure 665 Ibs-ft
69.1
Shear Capacity 9729 Ibs
Shear 222 lbs
2.3
Upper Jamb Elevation C Satisfactory
Additional Moment of Inertia in Aluminum 0.00
Additional Moment of Inertia in Steel 0.00
Old Castle BE
Project:
Date:
Page:
Y-15-071 Red Robin
1/12/2016
5.1
CW-1 _
nrPa- 1.7520 in^2 I Section Modulus: 2.4332 in^3 I Moment of Inertia: 8.2563 in14
Old Castle BE
Project:
Date:
Y15-071 Red Robin
1/12/2016
Page: 5.2
CW-1
Ara:;- 1 0702 inA2 1 Section Modulus: 1.2572 inA31 Moment of Inertia: 2.8286 inA4
Project: I ��� ��� kO RIB
Date:
Page:
............. ..... .,......
..:.....:....:....:
........... ... .
:.
....
_. _ 4 .. ....
. .... ... .....
.......................... .
................
..........
..........
_........ ...:.
; .
:.
... ...... ......... .... a.....
... ..... ......
;...:..............:..
....... .....
............
.....
ti
... ...:. :. .:. .....:
/—�
... ... .. . ....
,s
1
A...:.
Project:
Rni T GRnUP ANALYSIS
Input Data
Number of Bolts
#1:
#2:
#3:
#4:
Nb 4
Bolt Coordinates
Xo (in.)
Yo (in.)
1.750
0.000
4.750 . ...:.�.-,
..._,.,,...,_
0.000
__ . 1,_
........
1.750
3.000
4.750
3.000
No. of Load Points N =L-. f J
Dn;»t l
Load Point Data
X-Coordinate (in.) _
Y-Coordinate (in.) _
Z-Coordinate (in.) _
Axial Load
Pz (k) =
Shear Load
Px (k) =
Shear Load
Py (k) =
Moment
Mx (in-k) =
Moment
My (in-k) =
Moment
Mz (in-k)
Project: Y-15-071 Red Robin
Date: 1/12/2016
Page: 6.3
Using the Elastic Method for up to 25 Total Bolt:
,esults
Bolt Reactions N
Axial Rz
Shear Rh
0.00
169.51
0.00
78.43
0.00
169.514:
0.00
.......... ..
78.43
.
0.000
0.000
0.000
0.00
0.00
288.75
0.00
0.00
0.00
30 - BOLT GROUP PLOT
2:
2(
X - AXIS (in.)
Xc =
3.250
in.
Yc =
1.500
in.
Ix =
9.00
in.A2
ly =
9.00
in.A2
1-
18.00
in.A2
Ixy =
0.00
in.A2
q =
0 .0 00
deg.
S Loaos
L.G. of tson
Grou
S Pz =
0.00
kips
S Px =
0.00
kips
S Py =
288.75
kips
S Mx =
0.00
in-k
S My =
0.00
in-k
S Mz =
-938.44
in-k
Bolt Reaction Summary:
Rz(max) =
0.06
kips
Rz(min) =
0.00
kips
Rh(max) =1 169.51 Ikips
Project:
Date:
Project: Y-15-071 Red Robin
Date: 1/12/2016
Page:
Anrhnr flacian
6.5
Design Results
Capacity is
1.99
kips
Bolt Shear Controls
Steel Grade
Selection is
A36 (M,S,C,MC,L,Plate,Bar)
Bolt Shear
(�Rn =
1.988
kips =
(t n Fn Ab = 0.75*1*24*0.11
Number of Bolts
n =
1
Bolts
Bolt Yield Strength
Fn =
24
ksi
Diameter of Bolt
Db =
0.375
in
Area of Bolt
Ab =
0.11
sq in =
n(Db^2)/4 = 3.14(0.375^2)/4
Strength Reduction
4) =
0.75
Factor
Perpendicular Movement
d =
0.5
in
Total Allowable Movment = 1 in
Bolt Bearing
i�Rn =
6.12
kips =
(� n 1.0 Fu Lc t = 0.75*1*1.0*58*0.75*0.188
Ultimate Strength
Fu =
58
ksi
Bearing Type Factor
FA1=
0.5
Factor
Bearing Type
Selection is Bolt to Edge
Bolt Hole Clearance
Dc =
1/16
in
Bolt Hole Diameter
Dh =
0.50
in =
Db+2*Dc = 0.375 + 2*0.063
Gross Bearing Length
S1=
1
in
Net Bearing Length
Lc =
0.75
in =
S1-FA1*Dh = 1-0.5*0.5
Max Bearing Length
Lc =
1.00
in =
2*Dh = 2*0.5
Thickness
t =
3/16
in
Strength Reduction
4) =
0.75
Factor
Plate Tension Yielding
c�Rn =
18.23
kips =
Fy Ag = 0.9*36*0.563
Yield Strength
Fy =
36
ksi
Plate Perp. Dim.
W =
3
in
Gross Area
Ag=
0.56
sq in =
W*t = 3*0.188
Strength Reduction
ep =
0.9
Factor
Plate Tension Rupture
On =
12.23
kips =
(P Fu Ae = 0.75*58*0.281
Number of Bolt Holes
nbt =
1
qty.
Plate Perp. Dim.
W =
3
in
Net Area
Ae =
0.28
sq in = W*t-nbt*(Dh+2A)*t
= 3*0.188-1*(0.5+2*0.5)*0.188
Strength Reduction
(� =
0.75
Factor
Block Shear Strength
(�Rn =
15.27
kips = �Rn <_ (�Rn(max) = 0.75*21.206 <_ 0.75*20.363
Block Shear Strength
Rn =
21.21
kips = 0.6 Fu Anv + Ubs Fu Ant = 0.6*58*0.141+1*58*0.281
Block Shear Str. Max
Rn(max) =
20.36
kips = 0.6 Fy Agv + Ubs Fu Ant = 0.6*36*0.188+1*58*0.281
Gross Length in Tension
Ltg =
3
in
Bolt(s) Crossing Ltg
Bct =
1
qty.
Gross Length in Shear
Lvg =
1
in
Bolt(s) Crossing Lvg
Bcv =
0.5
qty.
Nominal Area Tension
Ant =
0.28
sq in = (Ltg-Bct*(Dh+2A))t
= (3-1*(0.5+2*0.5))*0.188
Nominal Area Shear
Anv =
0.14
sq in =
(Lvg-Bcv*Dh)t = (1-0.5*0.5)*0.188
Gross Area Shear
Agv =
0.19
sq in =
Lvg*t = 1*0.188
Uniform Stress Coef.
Ubs =
1.0
Factor
Strength Reduction
(� =
0.75
Factor
Project: Y-15-071 Red Robin
Date: 1/12/16
Page: 6.6
4-.1 re%rhortinn Clip to Steel Structure
Shear Connection Capacity
AISI E4.3.1
Member 1
Steel
Steel Clip
Thickness
t1=
0.1875
in
Ultimate Tensile Strength
Ftu1=
45000
psi
Member 2
Steel
Steel Tube
Thickness
t2 =
0.25
in
Ultimate Tensile Strength
Ftu2 =
45000
psi
Fastener
#10 TEKS
Diameter
0.188
in
t2/t1
1.33
If t2/t151.0
PnsO
10230
Lbs
= 4.2 d(t2A3 d) Ftu2
Pns1
4271
Lbs
= 2.7 t1 d Ftul
Pns2
5695
Lbs
= 2.7 t2 d Ftu2
Pmin1
4271
Lbs
Min. Controls
If t2/t1 >_ 2.5
Pns1
4271
Lbs
= 2.7 t1 d Ftu1
Pns2
5695
Lbs
= 2.7 t2 d Ftu2
Pmin2
4271
Lbs
Min. Controls
If1.0<t2/t1<2.5
Linear Interpolation
Pinterp
4271
Lbs
= Pmin1+(Pmin2-Pmin1)((t2/t1- 1)/(2.5-1)}
Controling Capacity
Pns
4271
Lbs
Allowable Capacity
Pallow =
1424
Lbs
= Pns/3
Therfore:
Provide (4) #10 TEKS Screws @ EA Clip
I;tnrPfrnnt Connection
Shear Connection Capacity
AISI E4.3.1
Member 1
Aluminum
Storefront Mulion
Thickness
t1=
0.125
in
Ultimate Tensile Strength
Ftu1=
24000
psi
Member 2
Steel
Steel Tube
Thickness
t2 =
0.25
in
Ultimate Tensile Strength
Ftu2 =
45000
psi
Fastener
#10 TEKS
Diameter
0.188
in
t2/t1
2.00
If t2/t1 <_ 1.0
PnsO
10230
Lbs
Pns1
1519
Lbs
Pns2
5695
Lbs
Pmin1
1519
Lbs
If t2/t1 z 2.5
Pnsl
1519
Lbs
Pns2
5695
Lbs
Pm1n2
1519
Lbs
if 1.0 < t2/t1 < 2.5
Linear Interpolation
Pinterp
1519
Lbs
Controling Capacity
Pns
1519
Lbs
Allowable Capacity
Pallow =
506
Lbs
Therfore:
Provide #10 TEKS Screws @ 18"o/c
Project: Y-15-071 Red Robin
Date: 1/12/16
Page: 6.7
Storefront to Steel Structure
= 4.2 V(t2A3 d) Ftu2
= 2.7 t1 d Ftu1
2.7 t2 d Ftu2
Min. Controls
= 2.7 tl d Ftu1
= 2.7 t2 d Ftu2
Min. Controls
= Pmin1+(Pmin2-Pmin1)((t2/t1-1)/(2.5-1))
= Pns/3
Project: Y-15-071 Red Robin
Date: 1/13/2016
Page: 7.1
Canopy Glass Analysis
Fully Tempered 2 Layer Laminated Safety Glass
Conforming to the specifications of ANSI Z97.1, ASTM C 3048-97b & CPSC 16 CFR 1201
Glass Properties
b
Glass Young's Modulus
E =
10399000 PSI
interlayer Shear Modulus
G =
63.8 PSI
Long Length
b =
94 in
a
Short Length
a =
50.125 in
Interlayer Thickness
hv=
0.06 in
Ply 1 Thickness
h1=
0.25 in
Ply 2 Thickness
h2 =
0.375 in
ASTM E1300, X9 - Determining Effective Thickness of Laminated Glass
Height Coef. hs =
0.3725 in
= 0.5(hi +h2)+hv
Ply 1 Height Coef. hs:1=
0.149 in
=h5h1/(hl+h2)
Ply 2 Height Coef. hs:2 =
0.2235 in
=hSh2/(hl+h2)
Moment of Inertia Is =
0.0208 inA4
= hl hs:2A2 + h2 hs:1A2
Shear Transfer Coef. R =
0.151 Factor
= 1 / (1+9.6 ((E Is hv)/(G hsA2 aA2)))
Deflection
Laminate Effective Thickness hef:w =
0.47 in
= (h1A3 + h2A3+12 R Is)A(1/3)
Bending Stress
Laminate Effective Thickness hlef =
0.578 in
= (hef:wA3/(hl+2 R hs2))A(1/2)
Laminate Effective Thickness h2ef =
0.503 in
= (hef:wA3/(h2+2 R hs:l))A(1/2)
ASTM E3300, Xl.l - Alternate Procedure for Calculating the Approximate Center of Glass Deflection
Maximum Glass Deflection as a function of plate geometry and load may be calculated from the following
polynomial equations by Dalgliesh.
Distributed Load (PSF)
q =
31 psf
Distributed Load (PSI)
q =
0.22 psi
= w/144
Polynomial Coef.
r0 =
-3.36 Factor
= 0.553-3.83(b/a) + 1.11(b/a)A2 - 0.0969 (b/a)A3
Polynomial Coef.
rl=
2.37 Factor
= -2.29 + 5.83(b/a) - 2.17(b/a)A2 + 0.2067(b/a)A3
Polynomial Coef.
r2 =
0.23 Factor
= 1.485 - 1.908(b/a) + 0.815(b/a)A2 - 0.0822(b/a)A3
Polynomial Coef.
x =
0.79
= In(ln(q (ab)A2 / E hef:wA4))
Assumed Deflection
S =
0.12 in
= hef:w exp(r0+ rl x + r2 xA2)
Allowable Deflection
Sa =
0.29 in
= a/175
0.125
< 0.286
Satisfactory
Bending Stress Design
Modulas of Rupture Fr = 24000 PSI
Safety Factor SF = 2.5 non -guardrail per ASTM E1300
Section Modulas S = 0.011 inA3 = (1/12)(1")hA3
Allowable Bending Moment Mg = 102 Ibs-in =(Fr S)/SF
Actual Center of Glass Moment M = 68 Lbs-in = (q aA2)/8
68 < 102 Satisfactory
City of Tukwila
Allan Ekbere, Mavor
Department of Community Development Jack Pace, Director
6/ 1 /2016
ROCKWELL WARD
3701 S NORFOLK ST #300
SEATTLE, WA 98118
RE: Permit No. D15-0281
RED ROBIN - FACADE
17300 SOUTHCENTER PKWY
Dear Permit Holder:
In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building
Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric
Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null
and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if
the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180
days. Your permit will expire on 7/30/2016.
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 7/30/2016, 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,
Rachelle Riple
Permit Technician
File No: D15-0281
6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
City of Tukwila
Department of Community Development
November 16, 2015
ROCKWELL WARD
3701 S NORFOLK ST #300
SEATTLE, WA 968118
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D15-0281
RED ROBIN - FACADE - 17300 SOUTHCENTER PKWY
Dear ROCKWELL WARD,
Jim Haggerton, 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 l 1x17 to maximum size of 2406; 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" to be stamped and signed. [Electronic
copies shall not be approved.] (WAC 196-23-010 & 196-23-020)
(BUILDING REVIEW NOTES)
1. I could not find any clear details for attaching the solarium at the walls and top of the roof to the existing
building. Show positive connections to the existing building to prevent possible seal separation or damage to the
building's exterior from pounding affect resulting from a potential seismic event.
2. The plan was not quite clear for the roof. One elevation indicates what appears to be a metal standing/seam roof
and the details shows window panels for the roof. Also the bottom edge of the windows (roof glazing) appear to be
held by the under seal. Provide clarity for the roof system. Specify supporting members for design snow load of
this area, and how the glazed panels shall be attached to resist up lift while allowing rain runoff to prevent puddling
at the horizontal seams which could potentially freeze in colder temperatures and cause damage to the roof system.
Also show flashing at the top and how it shall be attached and sealed.
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.
In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have
enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail
or by a messenger service.
If you have any questions, I can be reached at (206)431-3655.
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
Sincerely,
1r�
Bill Rambo
Permit Technician
File No. D15-0281
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 e Phone 206-431-3670 • Fax 206-431-3665
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D15-0281 DATE: 01/20/16
PROJECT NAME: RED ROBIN
SITE ADDRESS: 17300 SOUTHCENTER PKWY
Original Plan Submittal Revision # before Permit Issued
X Response to Correction Letter # 1 Revision # after Permit Issued
DEPARTMENTS:
R3 NN G 1iw
Building Division M Fire Prevention Planning Division
Public Works Structural ❑ Permit Coordinator ❑
PRELIMINARY REVIEW: DATE: 01/21/16
Not Applicable Structural Review Required ❑
(no approvallreview required)
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 02/18/16
Approved ❑ Approved with Conditions ❑
Corrections Required ❑ Denied ❑
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Plug ❑ PW ❑ Staff Initials:
12/18/2013
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D15-0281 DATE: 11/03/15
PROJECT NAME: RED ROBIN
SITE ADDRESS: 17300 SOUTHCENTER PKWY
X Original Plan Submittal
Response to Correction Letter #,
DEPARTMENTS:
Revision # before Permit Issued
Revision # after Permit Issued
At Gp-$- U K M IAA dU Np 11�5
Building Division Fire Prevention No Planning Division
�� A'i —0 Ir
Public Works ® Structural ❑ Permit Coordinator
PRELIMINARY REVIEW: DATE: 12/01/15
Not Applicable ❑ Structural Review Required ❑
(no approval/review required)
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 12/01/15
Approved ❑ Approved with Conditions ❑
Corrections Required
(corrections entered in Reviews)
Notation:
Denied ❑
(ie: Zoning Issues)
REVIEWER'S INITIALS: DATE:
Permit Center Use Only 1
CORRECTION LETTER MAILED: t'`1"1
Departments issued corrections: Bldg. Fire ❑ Ping ❑ PW ❑ Staff Initials:
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.TukAilaWA.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: 01/15/2016
Response to Incomplete Letter # _
Response to Correction Letter #
Plan Check/Permit Number: - 01- bN
Revision # after Permit is Issued
Revision requested by a City Building Inspector or Plans Examiner
Project Name: Red Robin
Project Address: 17300 Southcenter Pkwy
Contact Person: Rockwell Ward
Summary of Revision:
- Stamp and signatures added to noted plan sheets
- Details of solarium attachment to roof and building
- Clarification of roof system and calculations
Phone Number: (206) 549-1373
RECEIVED
CITY OF TUKWILA
JAN 15 2016
PERMIT CENTER
Sheet Number(s): A0.1, 100, 101, 200, 300, 301, 302, 303, 400, 401, Glazing Structural Calm
"Cloud" or highlight all areas of revision including date of revision
�
Received at the City of Tukwila Permit Center by: / 1
I l
❑ Entered in Permits Plus on
H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 -Revision SubndttaLdoc
Revised: May2011
ALEGIS CONSTRUCTION INC
Page 1 of 2
Home FSpaiiol Ccnitact
Safety & Health
Washington State Department of
Labor & Industries
ALEGIS CONSTRUCTION INC
Owner or tradesperson
Principals
JONES, BARRIE GLYN, PRESIDENT
PRICE, MICHAEL RAY, VICE PRESIDENT
PRICE, MARK ALLAN, SECRETARY
EVERTON, ROBERT K, TREASURER
Doing business as
ALEGIS CONSTRUCTION INC
Search L&I
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6900 SW Atlanta St.
Bldg 2, suite 110
PORTLAND, OR97223
503-970-8312
WA UBI No. Business type
603 073 077 Corporation
Governing persons
BARRIE
GLYN
JONES
DANIEL ANTHONY FINNEGAN;
JASON WYNECOOP;
MICHAEL RAY PRICE;
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.
ALEGIC1894CN
Effective — expiration
02110/2011— 02/19/2017
Bond
.................
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$12,000.00
Bond account no.
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06/28/2015
Expiration date
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INSTALLATION NOTES:
t, THESE DRAWINGS ARE SOLE PROPERTY OF SUPERIOR GLAZING
SOLUTION HEREAFTER REFERRED TO INSTALLER.
2. DRAWINGS MAY NOT BE USED OR DUPLICATED WITHOUT WRITTEN
CONSENT FROM INSTALLER.
3. APPROVAL BY THE ARCHITECT SHALL CONSTITUTE DESIGN
ACCEPTANCE OF THESE DRAWINGS.
4. ALL RECOMMENDED SEALANT TOE BEADS, CAP BEADS AND HEEL
BEADS SHOWN ON THESE DRAWINGS SHOULD BE APPLIED AND
TOOLED WATER TIGHT ACCORDING TO THE DETAILS AND SEALANT
MANUFACTURER'S RECOMMENDATIONS,
5. ALL STEEL ANCHOR CLIPS REINFORCING, ETC. SHALL BE FINISHED
WITH RED OXIDE PRIMER.
6, ALL STEEL FASTENERS SHALL BE STAINLESS STEEL U.N.O.
7. INSTALLER IS NOT RESPONSIBLE FOR ALIGNMENT OF VERTICAL &
HORIZONTAL FRAMING MEMBERS FROM ONE WINDOW OPENING
TO ANOTHER, EXCEPT TWO FRAMES ABUT EACH OTHER.
OMIT FROM INSTALLATION
FABRICATION NOTES:
ROUGH OPENINGS
ALL FRAMES & GLASS WILL BE ORDERED BASED ON APPROVED ROUGH
OPENINGS (RO). G.C. MUST CONFIRM & APPROVE ALL'RO' DIMENSIONS ON
ALL SHOPDRAWINGS,
FABRICATION TOLERANCES
WINDOW NET FRAME +/- 0.0625 @ 144'
CURTAINWALL WALL PLUM +b 0.0625" rQ 144'
APPROVALSTAMPS
APPROVAL OF SHOPDRAWINGS IS BASED ON PROJECT BEING REVIEWED BY
ALL PARTIES AND RELEASED TO FABRICATION AT ONE TIME. ANY CHANGES
THEREAFTER MAY REQUIRE A CHANGE ORDER, THESE SHOPDRAWINGS ARE
BASED ON OUR GENERAL CONTRACTORS GUARANTEED DIMENSIONS AND
ARCHITECTURAL DRAWINGS,
DOOR HARDWARE
DOOR HARDWARE THAT IS BY OTHERS, WHICH IS TO BE PREPARE FOR BY
FABRICATOR, MUST BE RECEIVED AT THE FACTORY BEFORE FABRICATION
CAN BEGIN DUE TO VARIATION OF PHYSICAL HARDWARE FROM TEMPLATES.
ACCESSORIES
GLASS, SETTING BLOCKS, GLAZING, PERIMETER ANCHORS, SHIMS,
PERIMETER CAULKING AND INSTALLATION ARE NOT BY FABRICATOR, UNLESS
SPECIFICALLY IDENTIFIED ON THESE DRAWINGS.
REQUIRED APPROVALS
1, INTERIOR APPLIED CAULKING BY OTHERS. 1. GLAZING SYSTEM SELECTION
2. FINISHES
2. FLASHING BY OTHERS. 3. CAULKING TYPE & COLOR
4. GLASS TYPE
5, FINAL DIMENSIONS
CAULKING
DOW CORNING 7n BLACK
FILE WPY
..j. Nov D )� - Otis 1
r ° I of cogs*(, 3 %i-,u t documy.!,
t` ^ `:cn of vl y adopted codti ;;e. Receipt
cCm�", .,. .: _ �..L,'mowledged:
By:
Date:
City & T
BUILDIN' -- . iSION
GLAZING SYSTEMS
MANUFACTURER ##1 D8 ALUMINUM, LLC
LOCATION WOODENVILLE, WASHINGTON
WINDOW SERIES
NONE
CURTAINWALL SERIES
NONE
DOOR SERIES
NONE
EXT. STOREFRONT SERIES
THERMAL STOREFRONT -SERIES 3000
OLDCASTLE CW 250
INT. STOREFRONT SERIES
NONE
SHEET LIST
o
J
C
COVER SHEET
100
O
KEY PLAN
101
N
SCHEDULE
200
j
SECTION DETAILS
30D=
O
PLAN DETAILS
400-401
DRAWING VERSION
LAST SAVE: 10325015 11'00PM
LAST PLOT: 10i1MIS 11.30PM
CONTACT INFORMATION
2221 180 PL NE
REDMOND, WA 95052
P 425 742 5197
M (425) 830 9912
ALUMINUM FINISH
PROJECT RED ROBIN GOURMET BURGERS
17300 SOUTHCENTER PARKWAY
ALL EXPOSED ALUMINUM FRAMING AND FORMEDAWMINUM SHAPES FURNISHED BY
TUKI ILA WA98188
INSTALLER SHALL BE FINISHED AS NOTED:
FRAME FINISH BLACK ANODIZED
ARCHITECT BENJAMIN R. URUETA
ALL OTHER UNEXPOSED MATERIALS SHALL BE MANUFACTURERS STANDARD SATIN
211 EAST BROAD ST.
ALUMINUM COLOR FINISH OR AS NOTED ON DETAILS.
GREENVILLE, SC 29MI
T. B64232AM F. 864232.7567
GLASS SCHEDULE
1' OVERALL THICKNESS SILICONE SEALED UNITS
V
LU
1W CLEAR TEMPERED LAMINATED GLASS WITH LOW E ON #2
1CPAIRSPACE WITHBLACKSPACER
o_
11V CLEAR TEMPERED GLASS
ZO
1' OVERALL THICKNESS SILICONE SEALED UNITS
Q
1/4' CLEAR TEMPERED LAMINATED GLASS WITH LOW E ON #2
Z
1W AIRSPACE WITH BLACK SPACER
IN CLEAR TEMPERED GLASS
Z
DESIGN CRITERIA
DESIGNED IN ACCORDANCE WITH 2012INTERNATIONAL BUILDING CODE
EXPOSURE
NOT USED
WINDZONE
NOT USED
DESIGN WINDLOAD
NOT USED
CALCULATION
NOT USED
INCORPORATED
NO
ENERGY PERFORMANCE RATING
NOT USED
U-VALUE
NOT SPECIFIED
SHGC
NOT SPECIFIED
No changes h-" ; to tho scope
of ,York v, t; I' or ;,, co/- I of
vviil a r_ .i p:cn submittal
%^ may 1'.' L,ud`� acd tionair pan (e`r,e:+1 fees.
'S I,:- PA ril,,71 t PF_:_-i �vl IT
M'FIEFOR:
Mechanical
EI cl ical
h Rumbing
Gas Piping
Clif Cf T,,_Av ;Ia
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JAN 2 8 2016
City of Tukwila
BUILDING DIVISION
W
L1J
U)
W
LLJ
O
U
DRAWN BY_
JUNED
FULL SCALE
NTS
HALF SCALE
NTS
JOB NO.
SHEET SIZE
imir
SHEET
1 OF 9
100
08
O
J
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O
U
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a
o
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2221 180 PL NE
REDMOND, WA 95052
P 425 742 5197
M (425) 830 9912
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REVIEWED FOR
�
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CODE COMPLIANCE
F
Q
APPROVED
LAYOUT JAN 2 8 2016
1STOREFRONT/CURTAINWALL
Are 1/�2.0
City Of Tukwila
DRAWN BY: JUNED
FULL SCALE NTS
BUILDING DIVISION
HALF SCALE NTS
JOB NO.
SHEET SIZE 111X17"
SHEET 2 OF 9
101
0
_j
>
r 4* 4* Jr 4r r 4r 4* 4* PH I I I I
r 'g- REDMOND, WA 95052
P �25 519
425� 742
M 83099172
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300
4\ 4�\
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300 400
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r— -----------
EVIEWED F6—R
CODE COMPLIANCE
APPROVED z
SOUTH ELEVATION �N NORTH ELEVATION Lij
\,IJARCHT-L REF-- I/A3.0 ARCHM W_ 3/A3.0 a
JAN 2 8 2016 cr
z 0
CitY of Tukwila
LBUILDING DIVISION W
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DRAWN BY: JUNED
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HALF SCALE 1116'Y-W
JOB NO.
01E T E EV S—ECTIaN SHEET SVE 11'X17*
S H/MPON (�>Amn L
FE _REF SHEET 30F9
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PRIMARY SEAL &
BACKING ROD,
MARRY W/ VERRCAL
SEAL (BY INSTALLER;
D3HEAD DETAIL
mcxr, REF.:
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211 East Broad Street Greenville, SC 29601
T.864.232.8200 F.864.232.7587
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Date
Job No.
14225
Sheet No.