HomeMy WebLinkAbout3532 172nd St Ne_BLD419_2026 CITY OF ARLINGTON
238 N. OLYMPIC AVE - ARLINGTON, WA. 98223
PHONE; (360) 403-3551
BUILDING PERMIT
Address:3532 172nd Street NE Permit#:419
Parcel#:31052800200100 Valuation:24000.00
OWNER APPLICANT CONTRACTOR
Name:SAFEWAY INC Name: Elite Commerical Contracting Name:ELITE COMMERCIAL CONTRACTING
Address:REAL ESTATE DEPT PO BOX 85001 Address:804 W Meeker Street,#201 Address:804 W MEEKER STREET,#201
City,State Zip:BELLEVUE,WA 98015 City,State Zip:Kent,WA 98032 City,State Zip:KENT,WA 98032
Phone: Phone:253-893-3100 Phone:253-893-3100
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Commercial Alteration CODE YEAR: 2012
STORIES: I CONST.TYPE:
DWELLING UNITS; 0 OCC GROUP:
BUILDINGS: I OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18,27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID,
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRCI]0.
SALES TAX NoTIC'E:Sales tax relating to construction and construction materials in the Cit of rlington must be reported on your sales tax retu t fonn
and coda -o' rlingto 3 I0 I.
71
Sign: re Print Name Date Release ) D c
CONDITIONS
Adhere to approved plans.
THIS PERMIT AUTHORIZS ONLY THE WORK NOTED,THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
7/2/2014 Building Permit Fee $502.64
7/2/2014 Building Plan Review Fee $326.72
7/2/2014 State Building Code Surcharge Fee $4.50
Total Due: $833.86
Total Payment: $0.00
Balance Due: S833.86
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
D�
Permit Information - - -
Date 6/30/2014
rMlt Number 41]00&f
Project Name Safeway Pharmacy Expansion
Applicant Name Elite Commerical Contracting
Applicant Address 804 W Meeker Street,#201
City,State,Zip Kent,WA 98032
Contact Brian Dehnert
Phone 253-893-3100
Email briand@elite-cc.com
Permit Type Commercial Alteration
Site Address 3532 172nd Street NE
Valuation 24000.00
Status Applied
Permit Issued
Permit Expires
Square Feet 0
Type of Construction/Occupancy Load
Number of Stories 1
Proposed Use Framing of new security gate in Rx
Assigned To Launa Peterson
r Property Information Owner Information
Parcel#:31052800200100 SAFEWAY INC
SAFEWAY INC REAL ESTATE DEPT PO BOX 85001
3532 172ND ST NE BELLEVUE,WA 98015
Coors
Contractor Name Primary Contact Phone Email Contractor Type License License#
ELITE COMMERCIAL CONTRACTING 253-893-3100 1 ICONTRACTOR ILABOR&INDU"RE$ JELITECCO20CD
Review
Date Type Description ! Target Date Completed Date Assigned To Status_
5/30/2014 ommercial T.I. 7/7)2014 _I Chris Young in R6vidw--T
6/30/2014 Commercial T.I. 17/7/2014 PW Admin Rev In Review
6/30/2014 ommercial T.I. 17/7/2014 PW-Wat-Rev In Review
Notes
Date Note
6/30/2014 Emailed Deryl Taylor
Uploaded Files
Upload File
Date File
6/30/2014 Dwgs 20140508.pdf Delete
6/30/2014 Cales 20140508-reduc d. f Delete
6/30/2014 Safeway 534 COS Proiect.pdf Delete
6/30/2014 'Commercial Remodel Permit Application response(4)pdf Delete
COMMERCIAL REMODEL
\� PERMIT APPLICATION
Department of Community & Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223
\_ Phone (360) 403-3551
THIS APPLICATION MUST BE ACCOMPANIED BY THREE (3) SETS OF CONSTRUCTION
PLANS, TWO (2) SETS OF STRUCTURAL CALCULATIONS, ONE (1) SET OF NREC ENERGY
CODE APPLICATIONS AND ONE (1) OCCUPANTS STATEMENT OF INTENDED USE.
Type of Permit: 0 Change of Use/Remodel 0 Commercial Addition
Tenant Improvement
Project Address: 3532 172nd St Ne, Arlington Wa 98223
Project Valuation: 24,000
Project Description: linstall new cabinets in Rx. Framing for new security gate in Rx
Owner: Isafeway
Address: 11121 124th Ave Ne
City: lBellevue State: Wq ZIP: 98005
Contact Person: 1,13rian Dehnert I Phone: (253)893-3100
Cell Phone: (206)510-8448
E-mail: Briand@elite-cc.com
Address: 804 W Meeker St Suite #201
City: Kent State: 'WA ZIP: 98032.
Contractor Information
Contractor Same as Yes 0 No
Applicant:
Contractor: Phone:
Address:
City: State: ZIP:
License Number: elitecc020cd 1 Expiration: feb. 2015
Project Name/Tenant: Isafeway
Site Address: 13532 172nd St Ne Bldg/Suite/Unit
IBC Construction N/A IBC Occupancy Type: N/A
Type:
Description of Use: 117rame for new security gate and install new cabinets in Rx
Building Square N/A Number of Stories: 1
Footage:
Square Footage Per N/A
Floor:
Will there be any installation, modification or removal of the following?
(Check all that apply)
❑ Automatic fire extinguishing systems
❑ Compressed gas systems
❑ Fire alarm and detection systems
❑ Fire pumps
❑ Flammable and combustible liquids (tanks, piping etc...)
❑ Hazardous materials
❑ High piled/rack storage
❑ Industrial ovens/furnace
❑ Private fire hydrants
U Spraying or dipping operations
❑ Standpipe systems
❑ Temporary membrane structure, tents (>200sq ft) or canopies (>400 sq ft)
Provide details on any of the above checked items:
Installation, changes, modifications or removal of any of the above may require additional
submittals,information, or permits during the plan review or construction process.
Building Division:
The Building Division shall review any revisions and addenda. Approved copies will be given to the
contractor to maintain as part of the approved plan set.
The City Inspector will monitor the special inspection functions for compliance with the agreement
and the approved plans.
The City Inspector shall be responsible for approving various stages of construction to be covered
and work to proceed.
Design Professionals:
The architect and engineer will clearly indicate on the plans and specifications for the specific types
of special inspection required, and shall include a schedule for inspection and testing.
The architect and engineer will coordinate their revisions and addenda process in such a way as to
insure all required City approvals are obtained, prior to work shown on the revisions being
performed.
Owner:
The project owner, or the architect or engineer acting as the owners agent, shall employ the special
inspector or agency.
ENFORCEMENT:
A failure of the special inspector or firm to perform in keeping the requirements of the IBC, the
approved plans and this document may void this agreement and the Building Officials approval of
the special inspector. In such case a new special inspector and/or firm would need to be proposed
for approval. A failure of the design and/or construction parties to perform in accordance with this
agreement may result in a STOP WORK notice being posted on the project, until nonconforming
items have been resolved.
ACKNOWLEDGEMENTS:
The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm
work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/
alarm permits require a separate permit application and may also require separate plan review.
Please note that any tenant improvement work in a space that involves food handling or preparation
requires Snohomish County Health District approval before the permit can be issued. You must
provide the Permit Center a copy of the approval letter or the approved plans. Contact the
Snohomish County Health District at (425) 339-5250 with any questions or for more information.
An intake appointment is required for all large Tenant Improvement Building Permit Applications. To
determine if your project requires an intake appointment, to schedule an appointment or to ensure
that you have the most current information, please contact the City of Arlington Permit Center at
(360) 403-3551 or by email to permitcenterCD-arlingtonwa.gov.
I have read and agree to comply with the terms and conditions of this agreement.
Please Attach Plans and Supporting Documents (PDF Only)
Safeway 534 COS Project.pdf; Safeway 534-
Calcs_20140508.pdf; Safeway 534-
Dwgs_20140508.pdf
STAFF USE ONLY:
Permit Number: Accepted Receipt#
By:
Date Received: l Amount Received:
By submission of this form, I hereby certify that the above information is correct and that the
construction on, and the occupancy and the use of the above-described property will be in
accordance with the laws, rules and regulation of the State of Washington.
CITY OF ARLINGTON INSPECTION CARD
INSPECTION RECORD KEEP INSPECTION CARD POSTED AT JOB SITE
COMMERCIAL MAKE SURE INSPECTIONS ARE SCHEDULED PER THE PROCEDURE
when the inspection(s) have been completed
OWNER: CONTRACTOR:
JOB ADDRESS: LOT NUMBER TYPE GROUP
NATURE of WORK:
USE of BUILDING:
PERMIT No: DATE ISSUED:
INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB
DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS
FOOTING
BUILDING FOUNDATION
(360)403-3417 UNDERFLOOR
SHEARWALL
PLUMBING(groundwork)
ROUGH PLUMBING
GAS PIPING
ROUGH HEATING&VENTILATION
FRAMING
INSULATION
WALLBOARD(SHEAR/RATED WALLS) G
CEILING GRID
STRUCTURAL SLAB
CROSS CONNECTION CONTROL IN PREMISE
FIRE DEPARTMENT UNDERGROUND HYDRO
(360-403-3607 UNDERGROUND**INCL FDC
FLOW/FLUSF/AUTOMATIC SPRINKLER
ABOVEGROUND HYDRO
ABOVEGROUND PIPING
SPRINKLER ACCEPTANCE TEST
FIRE ALARM ACCEPATNCE TEST
HOOD SUPPRESSION SYSTEM
FINAL INSPECTION FINAL BUILDING
FINAL FIRE&LIFE SAFETY
FINAL UTILITIES
FINAL SITE WORK
CERTIFICATE OF OCCUPANCY
OTHER
CORRECTIONS
Structural Calculations For:
Safeway 534
Pharmacy Expansion
3532172nd Street
Arlington, WA 98223
AS
'Z
.A 31728
5-8-14
Prepared for: Safeway, Inc.
Received
Job # : 02364-2014-21-00 JUN 3 0 Z014
W41q
�d
rSWENSON SAY FAGET
A SF9UCTURAL ENG INEEH ING COHPORAi IC
2124 Third Avenue.Suite ioo.Seattle.WA 98121
Office 2o6.443.6212 Fax 206.443.4870
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= l32-/212- • V, 5y '
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rA- VA-
Project Date
MSWENSON SAY FAGET
A STRUCTURAL ENGINEERING CORPORATION Froj.No.
Seattle: 2124 Third Avenue•Suite 100.Seattle WA 98121
Tel: 206•443-6212 Fax: 206•443.4870 Design
Tacoma: 934 Broadway,Suite 100•Tacoma-WA 98402 -- 1
Tel: 253.284.9470 Fax: 253 284.9471 Sheet
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Date
MdSWENSON SAY FAGET Proj.No.
A STRUCTURAL ENGINEERING CORPORATION
Seattle: 2124 Third Avenue.Suite 100•Seattle WA•98121 9_ 1
Tel: 206.443-6212 Fax: 206.443•4810 Design
Tacoma: 934 Broadway Suite 100 Tacoma•WA 98402 -- —__T Sheet __ _
Tel: 253•284.9470 Fax: 253 284 9471
www.clarkwestern.com
2001 North American Specification w/2004 Supplement ASD
CW DATE: 5/19I2013
Safeway Pharmacy
SECTION DESIGNATION: 362SI62-33 Single
INPUT PROPERTIES:
Web Height= 3.625 in Steel Thickness= 0.0346 in
Top Flange= 1.625 in Inside Corner Radius= 0.0765 in
Bottom Flange= 1.625 in Yield Stress, Fy= 33.0 ksi
Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 33.0 ksi
Punchout Width = 1.500 in Punchout Length = 4.000 in
Ceiling Solver Design Data-Simple Span
Joist Span 1.50 ft Deflection Limit U360
Joist Spacing 16.0 in
Dead Load = 162.0 psf DL Multiplied by 1.00 for Strength Checks
Live Load = 80.0 psf LL Multiplied by 1.00 for Strength Checks
Check Flexure
Input Flexural Bracing: None
Cb = 1.14
Me= 14588 Ft-Lb My=836 Ft-Lb Me>=2.78 My
Mc= 836 Ft-Lb Sc/Sf=0.88
Mmax=91 Ft-Lb<= Ma=441 Ft-Lb
Check Deflection
Deflection Limit: L/360
Maximum Deflection = 0.002 in Deflection Ratio= L/7963
Check Shear
Vmax=242 lb (Including Flexural Load Multiplier)
Shear capacity not reduced for punchouts near ends of member
Va = 1024 lb>=Vmax
Check Web Crippling
Rmax=242 lb (Including Flexural Load Multiplier)
Web Crippling capacity not reduced for punchouts near ends of member
End Bearing Length = 1.00 in
Ra = 165 lb< Rmax, STIFFENERS REQUIRED
3
tit It11 (`�� z/fs= 3� 1o'
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Cm�=�S11c2 •I (S,�F- Cw v.���C.yT,
'V° 7 3 ce
1 ' Project MASWENSON SAY FAGET
A STRUCTURAL ENGINEERING CORPORATION Proj.No.
Seattle: 2124 Third Avenue.Suite 100.Seattle-WA-98121 Design
Tacoma: / -- —
Tel: 206 443.6212 Fax: 206-443 4870
Tacoma: 934 Broadway.Suite 100•Tacoma•WA•98402 It
Tel: 253•284•9470 Fax: 253 284 9471
- - Sheet
www.clarkwestem.com
2001 North American Specification w/2004 Supplement ASD
DATE: 5/19/2013
Safeway Pharmacy
SECTION DESIGNATION: 400S162-43 Single GO TO 600-5162-43
INPUT PROPERTIES:
Web Height= 4.000 in Steel Thickness= 0.0451 in
Top Flange= 1.625 in Inside Corner Radius= 0.0712 in
Bottom Flange= 1.625 in Yield Stress, Fy= 33.0 ksi
Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 33.0 ksi
Punchout Width = 1.500 in Punchout Length = 4.000 in
Ceiling Solver Design Data-Simple Span
Joist Span 4.00 ft Deflection Limit U360
Joist Spacing 12.0 in
Dead Load = 104.0 psf DL Multiplied by 1.00 for Strength Checks
Live Load =80.0 psf LL Multiplied by 1.00 for Strength Checks
Check Flexure
Input Flexural Bracing: None
Cb= 1.14
Me=2996 Ft-Lb My= 1226 Ft-Lb 0.56 My < Me<2.78 My
Mc= 1208 Ft-Lb Sc/Sf=0.93
Mmax= 368 Ft-Lb<= Ma=676 Ft-Lb
Check Deflection
Deflection Limit: L/360
Maximum Deflection =0.040 in Deflection Ratio= U1192
Check Shear
Vmax= 368 lb(Including Flexural Load Multiplier)
Shear capacity not reduced for punchouts near ends of member
Va= 1739 lb>=Vmax
Check Web Crippling
Rmax= 368 lb(Including Flexural Load Multiplier)
Web Crippling capacity not reduced for punchouts near ends of member
End Bearing Length = 1.00 in
Ra =274 lb< Rmax, STIFFENERS REQUIRED
5
www.clarkwestem.com
2001 North American Specification w/2004 Supplement ASD
DATE: 5/19/2013
Safeway Pharmacy
SECTION DESIGNATION: 600S162-54 Single
INPUT PROPERTIES:
Web Height= 6.000 in Steel Thickness= 0.0566 in
Top Flange= 1.625 in Inside Corner Radius= 0.0849 in
Bottom Flange= 1.625 in Yield Stress, Fy= 33.0 ksi
Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 37.1 ksi
Punchout Width = 1.500 in Punchout Length = 4.000 in
OUTPUT PROPERTIES:
Effective Section Properties, Strong Axis
Neutral Axis from Top Fiber(Ycg) 3.0000 in
Moment of Inertia for Deflection (Ixx) 2.8604 inA4
Section Modulus (Sxx) 0.9535 in" 3
Allowable Bending Moment(Ma) 1763.79 Ft-Lb
Gross Section Properties of Full Section, Strong Axis
Neutral Axis from Top Fiber(Ycg) 3.0000 in
Moment of Inertia(Ixx) 2.8604 inA4
Cross Sectional Area (A) 0.5563 inA2
Radius of Gyration (Rx) 2.2675 in
Section Properties, Weak Axis
Gross Neutral Axis (Xcg) From Web Face 0.4136 in
Gross Moment of Inertia (lyy) 0.1804 in^4
Radius of Gyration (Ry) 0.5695 in
Effective Section Modulus (Syy) 0.1357 inA3
Effective Neutral Axis(Xcg)from Web Face 0.6168 in
Allowable Moment(May) 223.53 Ft-Lb
Other Section Property Data
Net Area at Punchouts 0.4714 inA2
Member Weight per Foot of Length 1.8931 Ib/ft
Allowable Shear Force In Web(Unpunched) 2739 lb
Allowable Shear Force In Web(Punched) 1890 lb
Pao for use in Interaction Equation C5-2 6215 lb
Torsional Properties
Dist. from Shear Center to Neutral Axis(Xo) -1.0715 in
St. Venant torsion Constant(J x 1000) 0.5941 inA4
Warping Constant(Cw) 1.3178 inA6
Radii of Gyration (Ro) 2.5718 in
Torsional Flexural Constant(Beta) 0.8264
Allowable Web Crippling Loads (lb)
1.00in END BRNG 3.50in INT BRNG
Cond 1 Cond 3 Cond 2 Cond 4
Single Member 395 318 1131 1189
Reduction, Rc 0.925+0.083x/h <= 1.0 0.888+0.053x/h <= 1.0
Note: Rc applies only, Cond. 1 and 2.
6
sPa :U L 7
4X
Project Date
MSWENSON SAY FAGET
A STRUCTURAL ENGINEERING CORPORATION Proj.No.
Seattle: 2124 Third Avenue.Suite 100•Seattle•WA•9B121 Des
Tel: 206.443•6212 Fax:206 443.4870
ign
Tacoma: 934 Broadway,Suite 100-Tacoma•WA.98402 Sheet
Tel: 253�284.9470 Fax: 253•284,9471
Parallel Chord Load Tables/Snow (115%)
Open Web Series ]Sf Allowable Uniform Load(PLF)
TJ/50TF" Series Roof(115%)
407 407 408 406 409 409 410 410 411 411 412 412 413 413 400 40077 356 35
AU!,
362 4• ;.t3�9 ,2�, 362 362 371 371 372 372 373 373 374 374 375 375 376 376 37LArrj 366 386 332 332
c•304 332 r392 14 f 4 1 34 , 342 343 343 ^" 346 t8 r838 a05 Ob-
143 1ESQ; 289:_5283 y3063�308 315 S; MbY B" �18 '317 317F ?If9 F90 " 1�.;.281g
h'11.6_ 149 b`9 284.:289s 284.:-294. 84. -2" :3I)5., 296 296. '288.`288 28;
95 tl-A24 122 152 t 1 Q77j� ZI F 12?Y�o, k 248 248 2b5 75 275 275 275 216 276 269 289 244 244
78 104 101 2 ' 126 �4 1531• 5$ afl "18782i': 2e 233 249 249 258 258 259 259 252 252 228 228
66 81 85 106 hi2A 129 7 t9' 220 220 234 234 244 244 237 237 215 215
�,m55��4a ,�2�95�^.� y�09 %J�Qi t209�208.22T�22t 4•�;,?r241,,Zp3r�g
11;x�64:.t53siA�._ �t8l3 si80: ;s96
35 47 45 01 57 78 70 i 1 94 • 8 114 3 26 26=_ 35 3, 1 `•"'A4 t f53'S1 I1. >t„ ��L4.1 "t 174 174
31 41 40 53 50 66 61 81 73 86 fOD 115 �0 S°� 184 164
27 36 35 46 44 58 53 71 k 76 r 88 101 2 i ?1;35 :, a3 150 150
ig4
y. 7 'SW i5h7N �6� r8f7 °`8 �"d8p9; s102
'�'4"z'•��'f��-i ��`�.' r%,"nw4' uh'��S9• `'u'�`•- Tq+,T R�99:.
y iti+cie�Y4 .g2) 37�t;50 ,480,
-17 36 33 44 40 53 47 63 55 ${ 64 8' 72 2, 82 92 .` ,
24 33 30 40 36 48 43 57 5068, 57 65 74 1 82
27 36 32 43 38 51 45 60 52 69 67 75 t 83
�68 -•'75 t
39 2n
v
TJ/60Tm Series Roof(115%)
462 462 1476 476 478 478 480 460 482 482 484 484 486 486 488 488 490 490 492 492 494 494 471 471 451 451 432 432
�0362; 421 421 434 434 436 436 438 438 440 440 441 441 443 443 445 445 447 447 449 449 450 450 451 451 424 424
. �395.'-.*�400'� 13¢t"r 1 403'u, wdfl'"% t: s y,�g�r s "e 1 iA1 5•`3 88
y35Z ti 2is�'.�3 ��;t9 g t r � �{�69
1350.� �+•
310 310 324 324 325 325 326 326 328 328 329 329 330 330 332 332 311 311
178 290 �29�0 305 305 $06 306 307 307 308 308 310 310 311 311 291 291
t49 Q o Ae ti8 273 273 288 288 289 289 290 290 291 291 293 293 274 274
�;127' f25$, 8 1 7 y3r f 274' 274 127 75p 226•, 27 "Oq-:"
s,93, 1+� 'A S233 ~33: q"444. 2'A9 .2A923Sk.
81 97 115 26 134 47 7 a {7, 2 222 222 232 232 222 222
71 94 85 100 .rl 117 _ 63 '4w a 212 212 212 212
82 83 75 890. 103 . 110 c' .h9:r. 4 r• - 99!1 .1 203 203
c
48 $5� 9, 491933 y�Oth
39 52 47 62 55 74 65 '• a 75 85 96 108
35 46 42 56 50 86 58 67 , 77 87 97 Q
31 42 38 51 45 60 53 70 61 69 78 - 88 RW; 98 w
,'' 'ai _ `' x 1•,y7 psi'• „t7' nt8fc
d82- 90
26 96 91 41 38 48 42 55 48 69 54 60 67 75 02 6
28 38 33 44 38 61 44 58 49 z 55 62 69
26-_34_-30.....40 ...35....47. ...40...•63.-.45``6 51 67... 63 ..76 .83..
FL=Flat roof less then'14"in 12"slope. Zo r I ��Ir-i
SL=Sloped roof greater than%"in 12"slope.
Notes:
1. Straight line Interpolations may be made between depths and spans.
2. The load tables are limited to simple span uniform load.The tables may also be used for bottom chord bearing trusses(maximum bottom chord slope
of 1"112'1 with or without cantilevers-at one or both ends.The cantilevers are limited to%of the main span provided the inboard shear for Can-
tilevered conditions is limited to 3,380 lbs.(TJ/80 Series)and 4,070lbs.(TJ/60 Series).Call your local Trus Joist representative for other conditions,
3. Values In giay:stiadediarp may be increased 4%for repetitive member usage if the criteria on page 9.2 is met.
6.18 0
• COMMERCIAL REMODEL
PERMIT APPLICATION
Department of Community & Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223
Phone (360) 403-3551
THIS APPLICATION MUST BE ACCOMPANIED BY THREE (3) SETS OF CONSTRUCTION
PLANS, TWO (2) SETS OF STRUCTURAL CALCULATIONS, ONE (1) SET OF NREC ENERGY
CODE APPLICATIONS AND ONE (1) OCCUPANTS STATEMENT OF INTENDED USE.
Type of Permit: 0 Change of Use/Remodel 0 Commercial Addition
* Tenant Improvement
Project Address: 3532 172nd St Ne, Arlington Wa 98223
Project Valuation: 24,000
Project Description: Install new cabinets in Rx. Framing for new security gate in Rx
Owner: Safeway
Address: 1121 124th Ave Ne
City: Bellevue State: WA ZIP: 98005
Contact Person: Brian Dehnert Phone: (253)893-3100
Cell Phone: (206)510-8448
E-mail: Briand@elite-cc.com
Address: 804 W Meeker St Suite #201
City: Kent State: WA ZIP: 98032
Contractor Information
Contractor Same as Yes 0 No
Applicant:
Contractor: FPhone:
Address:
City: State: ZIP:
License Number: elitecc020cd Expiration: Feb. 2015
Project Name/Tenant: Safeway
Site Address: 3532 172nd St Ne Bldg/Suite/Unit
IBC Construction N/A IBC Occupancy Type: N/A
Type:
Description of Use: Frame for new security gate and install new cabinets in Rx
Building Square N/A Number of Stories: 11
Footage:
Square Footage Per N/A
Floor:
Will there be any installation, modification or removal of the following?
(Check all that apply)
❑ Automatic fire extinguishing systems
❑ Compressed gas systems
❑ Fire alarm and detection systems
❑ Fire pumps
❑ Flammable and combustible liquids (tanks, piping etc...)
❑ Hazardous materials
❑ High piled/rack storage
❑ Industrial ovens/furnace
❑ Private fire hydrants
❑ Spraying or dipping operations
❑ Standpipe systems
❑ Temporary membrane structure, tents (>200sq ft) or canopies (>400 sq ft)
Provide details on any of the above checked items:
Installation, changes, modifications or removal of any of the above may require additional
submittals,information, or permits during the plan review or construction process.
Building Division:
The Building Division shall review any revisions and addenda. Approved copies will be given to the
contractor to maintain as part of the approved plan set.
The City Inspector will monitor the special inspection functions for compliance with the agreement
and the approved plans.
The City Inspector shall be responsible for approving various stages of construction to be covered
and work to proceed.
Design Professionals:
The architect and engineer will clearly indicate on the plans and specifications for the specific types
of special inspection required, and shall include a schedule for inspection and testing.
The architect and engineer will coordinate their revisions and addenda process in such a way as to
insure all required City approvals are obtained, prior to work shown on the revisions being
performed.
Owner:
The project owner, or the architect or engineer acting as the owners agent, shall employ the special
inspector or agency.
ENFORCEMENT:
A failure of the special inspector or firm to perform in keeping the requirements of the IBC, the
approved plans and this document may void this agreement and the Building Officials approval of
the special inspector. In such case a new special inspector and/or firm would need to be proposed
for approval. A failure of the design and/or construction parties to perform in accordance with this
agreement may result in a STOP WORK notice being posted on the project, until nonconforming
items have been resolved.
ACKNOWLEDGEMENTS:
The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm
work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/
alarm permits require a separate permit application and may also require separate plan review.
Please note that any tenant improvement work in a space that involves food handling or preparation
requires Snohomish County Health District approval before the permit can be issued. You must
provide the Permit Center a copy of the approval letter or the approved plans. Contact the
Snohomish County Health District at (425) 339-5250 with any questions or for more information.
An intake appointment is required for all large Tenant Improvement Building Permit Applications. To
determine if your project requires an intake appointment, to schedule an appointment or to ensure
that you have the most current information, please contact the City of Arlington Permit Center at
(360) 403-3551 or by email to permitcenter&arlingtonwa.gov.
I have read and agree to comply with the terms and conditions of this agreement.
0
Please Attach Plans and Supporting Documents (PDF Only)
Safeway 534 COS Project.pdf; Safeway 534-
Calcs_20140508.pdf; Safeway 534-
Dwgs_20140508.pdf
STAFF USE ONLY:
Permit Number: Accepted Receipt #
By:
Date Received: Amount Received:
By submission of this form, I hereby certify that the above information is correct and that the
construction on, and the occupancy and the use of the above-described property will be in
accordance with the laws, rules and regulation of the State of Washington.
Permit#: 419
Permit Date: 06/30/14
Permit Type: COMMERCIAL ALTERATION
Project Name: Safeway Pharmacy Expansion
Applicant Name: Elite Commerical Contracting
Applicant Address: 804 W Meeker Street, #201
Applicant, City, State, Zip: Kent,WA 98032
Contact: Brian Dehnert
Phone: 253-893-3100
Email: briand@elite-cc.com
Scope of Work: Framing of new security gate in Rx
Valuation: 24000.00
Square Feet: 0
Number of Stories: 1
Construction Type:
Occupancy Group:
ID Code:
Permit Issued: 07/08/2014
Permit Expires:
Form Permit Type:
Status: COMPLETE
Assigned To: Launa Black
Property
Parcel# Address Legal Description Owner Name Owner Phone Zoning
31052800200100 3532 172ND ST NE SAFEWAY INC 549 Other Retail
Trade-Food NEC
Contractors
Contractor Primary Contact Phone Address Contractor Type License License#
ELITE COMMERCIAL 253-893-3100 804 W MEEKER CONSTRUCTION Labor and ELITECCO20CD
CONTRACTING STREET,#201 CONTRACTOR Industries
Plan Reviews
Date Review Type Description Assigned To Review Status
06/30/2014 COMMERCIAL Ok to issue z.Christopher Young
ALTERATION
06/30/2014 COMMERCIAL No comments,LT PW-ADMIN-GIS
ALTERATION
06/30/2014 COMMERCIALALTERATION No comment for this permit.GS PW-WAT-REV
Fees
Fee Description Notes Amount
Building Permit Table 4-1 $502.64
State Surcharge- 1 st DU Residential- 1 st Unit $4.50
Building Plan Review Table 4-2 $326.72
Total $833.86
Attached Letters
Date Letter Description
07/02/2014 Building Permit
Payments
Date Paid By Description Payment Type Accepted By Amount
Elite Commercial Building Permit for
07/08/2014 Check#59278 $833.86
Contracting Safeway
Outstanding Balance $0.00
Notes
Date Note Created By:
06/30/2014 Deryl Taylor-no additional fees for this project. Launa Black
06/30/2014 Emailed Deryl Taylor. Launa Black
Uploaded Files
Date File Name
06/30/2014 Safeway 534 COS Project.pdf
06/30/2014 Commercial Remodel Permit Application response(4),pdf
06/30/2014 Safeway 534-Dwgs 20140508.pdf
06/30/2014 Safeway 534-Calcs 20140508-reduced.pdf
I
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Structural Calculations For:
Safeway 534
Pharmacy Expansion
3532172nd Street
Arlington, WA 98223
04 31728 �
5-8-14
Prepared for: Safeway, Inc.
Job # : 02364-2014-21-00
W
MSWENSON SAY FAGET
A STRUCTURAL ENGINEERING CORPORATION
2124 Third Avenue•Suite loo.Seattle.WA 98121
Office 2o6.443.6212 Fax 2o6.443.4870
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Project Date
rr, SWENSON SAY FAGET Pr oj.No.
A STRUCTURAL ENGINEERING CORPORATION
Seattle: 2124 Third Avenue"Suite 100-Seattle"WA"98121
Design
Tel: 206.443.6212 Fax: 206.443.4870
Tacoma: 934 Broadway Suite 100•Tacoma.WA•98402 Sheet
Tel: 253.284 9470 Fax: 253.284.9471
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Project Date ..._.._....
r
, SWENSON SAY FAGET Pro,.No.
A STRUCTURAL ENGINEERING CORPORATION _
Seattle: 2124 Third Avenue-Suite 100-Seattle WA-98121 rl,51h
Tel: 206-443-6212 Fax: 206-443 4870 Design
Tacoma: 934 Broadway Suite 100•Tacoma•WA-98402 z --
Tel: 253.284 9470 Fax: 253-284-9471 Sheet
www.clarkwestem.com
2001 North American Specification w/2004 Supplement ASD
DATE: 5/19/2013
Safeway Pharmacy
SECTION DESIGNATION: 3625162-33 Single
INPUT PROPERTIES:
Web Height= 3.625 in Steel Thickness = 0.0346 in
Top Flange = 1.625 in Inside Corner Radius = 0.0765 in
Bottom Flange = 1.625 in Yield Stress, Fy= 33.0 ksi
Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 33.0 ksi
Punchout Width = 1.500 in Punchout Length = 4.000 in
Ceiling Solver Design Data -Simple Span
Joist Span 1.50 ft Deflection Limit L/360
Joist Spacing 16.0 in
Dead Load = 162.0 psf DL Multiplied by 1.00 for Strength Checks
Live Load = 80.0 psf LL Multiplied by 1.00 for Strength Checks
Check Flexure
Input Flexural Bracing: None
Cb = 1.14
Me = 14588 Ft-Lb My= 836 Ft-Lb Me >= 2.78 My
Mc= 836 Ft-Lb Sc/Sf= 0.88
Mmax = 91 Ft-Lb <= Ma =441 Ft-Lb
Check Deflection
Deflection Limit: L/360
Maximum Deflection = 0.002 in Deflection Ratio = L/7963
Check Shear
Vmax = 242 lb (Including Flexural Load Multiplier)
Shear capacity not reduced for punchouts near ends of member
Va = 1024 lb >=Vmax
Check Web Crippling
Rmax= 242 lb (Including Flexural Load Multiplier)
Web Crippling capacity not reduced for punchouts near ends of member
End Bearing Length = 1.00 in
Ra = 165 lb < Rmax, STIFFENERS REQUIRED
3
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Project ... Date ------------
MSWENSON SAY FAGET Pro;.Na.
A STRUCTURAL ENGINEERING CORPORATION
Seattle: 2124 Third Avenue•Suite 100•Seattle-WA•98121 T^
Tel; 206�443 6212 Fax: 206 443 4870 Design
Tacoma: 934 Broadway•Suite 100•Tacoma-WA-98402 —4Sheet
Tel: 253.284 9470 Fax: 253.284.9471
www.clarkwestem.com
2001 North American Specification w/2004 Supplement ASD
DATE: 5/19/2013
Safeway Pharmacy
SECTION DESIGNATION: 40OS162-43 Single GO TO 600-S162-43
INPUT PROPERTIES:
Web Height= 4.000 in Steel Thickness = 0.0451 in
Top Flange = 1.625 in Inside Corner Radius = 0.0712 in
Bottom Flange = 1.625 in Yield Stress, Fy= 33.0 ksi
Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 33.0 ksi
Punchout Width = 1.500 in Punchout Length = 4.000 in
Ceiling Solver Design Data -Simple Span
Joist Span 4.00 ft Deflection Limit L/360
Joist Spacing 12.0 in
Dead Load = 104.0 psf DL Multiplied by 1.00 for Strength Checks
Live Load = 80.0 psf LL Multiplied by 1.00 for Strength Checks
Check Flexure
Input Flexural Bracing: None
Cb = 1.14
Me = 2996 Ft-Lb My= 1226 Ft-Lb 0.56 My < Me < 2.78 My
Mc= 1208 Ft-Lb Sc/Sf= 0.93
Mmax = 368 Ft-Lb <= Ma = 676 Ft-Lb
Check Deflection
Deflection Limit: L/360
Maximum Deflection = 0.040 in Deflection Ratio = L/1192
Check Shear
Vmax = 368 lb (Including Flexural Load Multiplier)
Shear capacity not reduced for punchouts near ends of member
Va = 1739 lb >=Vmax
Check Web Crippling
Rmax= 368 lb (Including Flexural Load Multiplier)
Web Crippling capacity not reduced for punchouts near ends of member
End Bearing Length = 1.00 in
Ra = 274 lb < Rmax, STIFFENERS REQUIRED
5
www.clarkwestem.com
2001 North American Specification w/2004 Supplement ASD
DATE: 5/19/2013
Safeway Pharmacy
SECTION DESIGNATION: 600S162-54 Single
INPUT PROPERTIES:
Web Height= 6.000 in Steel Thickness = 0.0566 in
Top Flange = 1.625 in Inside Corner Radius = 0.0849 in
Bottom Flange = 1.625 in Yield Stress, Fy= 33.0 ksi
Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 37.1 ksi
Punchout Width = 1.500 in Punchout Length = 4.000 in
OUTPUT PROPERTIES:
Effective Section Properties, Strong Axis
Neutral Axis from Top Fiber(Ycg) 3.0000 in
Moment of Inertia for Deflection (Ixx) 2.8604 inA4
Section Modulus (Sxx) 0.9535 in 3
Allowable Bending Moment (Ma) 1763.79 Ft-Lb
Gross Section Properties of Full Section, Strong Axis
Neutral Axis from Top Fiber(Ycg) 3.0000 in
Moment of Inertia (Ixx) 2.8604 inA4
Cross Sectional Area (A) 0.5563 inA2
Radius of Gyration (Rx) 2.2675 in
Section Properties, Weak Axis
Gross Neutral Axis (Xcg) From Web Face 0.4136 in
Gross Moment of Inertia (lyy) 0.1804 inA4
Radius of Gyration (Ry) 0.5695 in
Effective Section Modulus (Syy) 0.1357 inA3
Effective Neutral Axis (Xcg)from Web Face 0.6168 in
Allowable Moment(May) 223.53 Ft-Lb
Other Section Property Data
Net Area at Punchouts 0.4714 inA2
Member Weight per Foot of Length 1.8931 Ib/ft
Allowable Shear Force In Web (Unpunched) 2739 lb
Allowable Shear Force In Web (Punched) 1890 lb
Pao for use in Interaction Equation C5-2 6215 lb
Torsional Properties
Dist. from Shear Center to Neutral Axis (Xo) -1.0715 in
St. Venant torsion Constant (J x 1000) 0.5941 inA4
Warping Constant(Cw) 1.3178 inA6
Radii of Gyration (Ro) 2.5718 in
Torsional Flexural Constant (Beta) 0.8264
Allowable Web Crippling Loads (lb)
1.00in END BRNG 3.50in INT BRNG
Cond 1 Cond 3 Cond 2 Cond 4
Single Member 395 318 1131 1189
Reduction, Rc 0.925 + 0.083x/h <= 1.0 0.888 + 0.053x/h <= 1.0
Note: Rc applies only, Cond. 1 and 2.
6
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Project
� Date
FrA
S W E N S O N SAY FA G E T Pro,.No.
A STRUCTURAL ENGINEERING CORPORATION
Seattle: 2124 Third Avenue-Suite 100 Seattle WA•98121
Tel: 206•443•6212 Fax: 206•443 4870 Design
Z
Tacoma: 934 Broadway Suite 100-Tacoma-WA.98402 Sheet
Tel: 253 284 9470 Fax: 253•284.9471
Parallel Chard Load Tables/Snow (115%)
Open Web Series'\7 Allowable Uniform Load(PLF)
TJ/507n" Series Roof(115%)
398 398 407 407 408 408 409 409 410 410 411 411 412 412 413 413 400 400 377 356 366
362 362 371 371 372 372 373 373 374 374 375 375 376 376 377—,&77'
366 366 332 332
4"
5�
%02;1 -A
�:2 94 2 1:32
95 IL2-4 122
78 104 101 3 233 249 249 258 258 259 259 252 252 228 228
66 87 85 220 220 234 234 244 244 1237 237 215 215
'474 i130: 4
�111
35 47 45 61 57 76 70Q4 84 ;;5"8 174 174
31 41 40 53 50 66 61 81 73 0< 86 164 164
27 36 35 46 44 58 53 71 4 76 10 150 150
.4
7 36 33 44 40 53 47 63 1 55 64 72 2 82 132
24 33 30 40 36 48 43 57 50 57 65 74 82
27 36 32 43 38 51 45 60 52 59 67 76 83
W r W, ��64,�Rh1Z5ffW_' 0
7j
W
TJ/60 T11 Series Roof(115%)
'5pq
462 462 476 476 478 478 480 480 482 482 484 484 486 4861488 488 490 490 492 492 494 494 471 471 1451 451 432 432 41
Za 421 421 434 434 436 436 438 438 440 440 441 441 443 443 445 445 447 447 449 449 450 450 451 451 424 424
"A 40 i 111 8 gnu
59
310 310 4 324 325 325 326 326 328 328 329 329 330 330 332 M 311 311
178 0 290 305 305 306 306 307 307 308 308 310 310 311 311 291 291
149 273 273 1 288 288 1 289 289 290 290 1 291 291 293 293 274 274
7
N'561 kj7.41'1,r4 4'S27S 6. �11
59
3.
81 "D 97 115 134 222 222 232 232 222 222
71 N 85 100 117 6 212 212 212 212
62 63 75 88 0 103 118 203 203
X
11 11 47 62 11 74 65 75 11 11 118
35 46 42 56 50 66 58 67 77 87 97
31 42 38 51 45 60 53 70 Bi 69 78 88 98
8; g
IN 72
W
26 861 31 41 36 48 42 55 48 63 11 67�t!j I _ 71 62.
28 38 33 44 38 51 44 58 49 55 62 69 76 83
'35 6 ,. 11- __ 'L"'30. 40. ...40.-...53 4 63 69 83L
FL =Flat roof less than W'In 12"slope. I 'e
SL =Sloped roof greater than V in 12"slope.
Notes:
1. Straight line interpolations may be made between depths and spans.
2. The load tables are limited to simple span uniform load.The tables may also be used for bottom chord bearing trusses(maximum bottom chord slope
of 1" 121 with or without cantilevers-atone or both ends.The cantilevers are limited to Y3 of the main span provided the inboard shear for can-
tilevered conditions is limited to 3,380 lbs.(TJ/60 Series)and 4,070 lbs.(TJ/60 Series).Call your local Trus Joist representative for other conditions,
3. Values may be increased 4%for repetitive member usage if the criteria on page 9.2 is met.
6.18 f
Structural Calculations For:
Safeway 534
Pharmacy Expansion
3532172nd Street
Arlington, WA 98223
04 31728 �
5-8-14
Prepared for: Safeway, Inc.
Job # : 02364-2014-21-00
MAr
MSWENSON SAY FAGET
A STRUCTURAL ENGINEERING CORPORATION
2124 Third Avenue•Suite loo.Seattle.WA 98121
Office 2o6.443.6212 Fax 2o6.443.4870
Syc tTy' �✓LIrrL S%,*—2-` -
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_ Project Date
r Md SWENSON SAY FAGET Proj.No.
A STRUCTURAL ENGINEERING CORPORATION
Seattle: 2124 Third Avenue•Suite 100-Seattle•WA•98121 r�
Design
Tel: 206-443.6212 Fax: 206.443.4870
Tacoma: 934 Broadway-Suite 100•Tacoma-WA•98402 Sheet
Tel: 253.284.9470 Fax: 253.284.9471
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Project Date
r Nd
SWENSON SAY FAGET Pro�.No.
A STRUCTURAL ENGINEERING CORPORATION
Seattle: 2124 Third Avenue-Suite 100-Seattle WA•98121 P h
Tel: 206-443-6212 Fax: 206-443•4870 Design
Tacoma: 934 Broadway Suite 100-Tacoma•WA-98402 ""— --' ------ z--
Tel: 253.284 9470 Fax: 253-284.9471 Sheet
www.clarkwestem.com
2001 North American Specification w/2004 Supplement ASD
DATE: 5/19/2013
Safeway Pharmacy
SECTION DESIGNATION: 3625162-33 Single
INPUT PROPERTIES:
Web Height= 3.625 in Steel Thickness = 0.0346 in
Top Flange = 1.625 in Inside Corner Radius = 0.0765 in
Bottom Flange = 1.625 in Yield Stress, Fy= 33.0 ksi
Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 33.0 ksi
Punchout Width = 1.500 in Punchout Length = 4.000 in
Ceiling Solver Design Data -Simple Span
Joist Span 1.50 ft Deflection Limit L/360
Joist Spacing 16.0 in
Dead Load = 162.0 psf DL Multiplied by 1.00 for Strength Checks
Live Load = 80.0 psf LL Multiplied by 1.00 for Strength Checks
Check Flexure
Input Flexural Bracing: None
Cb = 1.14
Me = 14588 Ft-Lb My= 836 Ft-Lb Me >= 2.78 My
Mc= 836 Ft-Lb Sc/Sf= 0.88
Mmax = 91 Ft-Lb <= Ma =441 Ft-Lb
Check Deflection
Deflection Limit: L/360
Maximum Deflection = 0.002 in Deflection Ratio = L/7963
Check Shear
Vmax = 242 lb (Including Flexural Load Multiplier)
Shear capacity not reduced for punchouts near ends of member
Va = 1024 lb >=Vmax
Check Web Crippling
Rmax= 242 lb (Including Flexural Load Multiplier)
Web Crippling capacity not reduced for punchouts near ends of member
End Bearing Length = 1.00 in
Ra = 165 lb < Rmax, STIFFENERS REQUIRED
3
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----
Pmject Date
MS W E N S O N SAY FA G E T Pro;.No.
A STRUCTURAL ENGINEERING CORPORATION
Seattle: 2124 Third Avenue•Suite 100•Seattle-WA•98121 Aft
Tel; 206-443-6212 Fax: 206 443.4870 Design
Tacoma: 934 Broadway•Suite 100-Tacoma•WA-98402 —4Sheet
Tel: 253.284.9470 Fax: 253.284 9471
www.clarkwestem.com
2001 North American Specification w/2004 Supplement ASD
DATE: 5/19/2013
Safeway Pharmacy
SECTION DESIGNATION: 40OS162-43 Single GO TO 600-S162-43
INPUT PROPERTIES:
Web Height= 4.000 in Steel Thickness = 0.0451 in
Top Flange = 1.625 in Inside Corner Radius = 0.0712 in
Bottom Flange = 1.625 in Yield Stress, Fy= 33.0 ksi
Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 33.0 ksi
Punchout Width = 1.500 in Punchout Length = 4.000 in
Ceiling Solver Design Data -Simple Span
Joist Span 4.00 ft Deflection Limit L/360
Joist Spacing 12.0 in
Dead Load = 104.0 psf DL Multiplied by 1.00 for Strength Checks
Live Load = 80.0 psf LL Multiplied by 1.00 for Strength Checks
Check Flexure
Input Flexural Bracing: None
Cb = 1.14
Me = 2996 Ft-Lb My= 1226 Ft-Lb 0.56 My < Me < 2.78 My
Mc= 1208 Ft-Lb Sc/Sf= 0.93
Mmax = 368 Ft-Lb <= Ma = 676 Ft-Lb
Check Deflection
Deflection Limit: L/360
Maximum Deflection = 0.040 in Deflection Ratio = L/1192
Check Shear
Vmax = 368 lb (Including Flexural Load Multiplier)
Shear capacity not reduced for punchouts near ends of member
Va = 1739 lb >=Vmax
Check Web Crippling
Rmax= 368 lb (Including Flexural Load Multiplier)
Web Crippling capacity not reduced for punchouts near ends of member
End Bearing Length = 1.00 in
Ra = 274 lb < Rmax, STIFFENERS REQUIRED
5
www.clarkwestem.com
2001 North American Specification w/2004 Supplement ASD
DATE: 5/19/2013
Safeway Pharmacy
SECTION DESIGNATION: 600S162-54 Single
INPUT PROPERTIES:
Web Height= 6.000 in Steel Thickness = 0.0566 in
Top Flange = 1.625 in Inside Corner Radius = 0.0849 in
Bottom Flange = 1.625 in Yield Stress, Fy= 33.0 ksi
Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 37.1 ksi
Punchout Width = 1.500 in Punchout Length = 4.000 in
OUTPUT PROPERTIES:
Effective Section Properties, Strong Axis
Neutral Axis from Top Fiber(Ycg) 3.0000 in
Moment of Inertia for Deflection (Ixx) 2.8604 inA4
Section Modulus (Sxx) 0.9535 in 3
Allowable Bending Moment (Ma) 1763.79 Ft-Lb
Gross Section Properties of Full Section, Strong Axis
Neutral Axis from Top Fiber(Ycg) 3.0000 in
Moment of Inertia (Ixx) 2.8604 inA4
Cross Sectional Area (A) 0.5563 inA2
Radius of Gyration (Rx) 2.2675 in
Section Properties, Weak Axis
Gross Neutral Axis (Xcg) From Web Face 0.4136 in
Gross Moment of Inertia (lyy) 0.1804 inA4
Radius of Gyration (Ry) 0.5695 in
Effective Section Modulus (Syy) 0.1357 inA3
Effective Neutral Axis (Xcg)from Web Face 0.6168 in
Allowable Moment(May) 223.53 Ft-Lb
Other Section Property Data
Net Area at Punchouts 0.4714 inA2
Member Weight per Foot of Length 1.8931 Ib/ft
Allowable Shear Force In Web (Unpunched) 2739 lb
Allowable Shear Force In Web (Punched) 1890 lb
Pao for use in Interaction Equation C5-2 6215 lb
Torsional Properties
Dist. from Shear Center to Neutral Axis (Xo) -1.0715 in
St. Venant torsion Constant (J x 1000) 0.5941 inA4
Warping Constant(Cw) 1.3178 inA6
Radii of Gyration (Ro) 2.5718 in
Torsional Flexural Constant (Beta) 0.8264
Allowable Web Crippling Loads (lb)
1.00in END BRNG 3.50in INT BRNG
Cond 1 Cond 3 Cond 2 Cond 4
Single Member 395 318 1131 1189
Reduction, Rc 0.925 + 0.083x/h <= 1.0 0.888 + 0.053x/h <= 1.0
Note: Rc applies only, Cond. 1 and 2.
6
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Project Date
FrAd
S W E N S O N SAY FA G E T Proj.No.
A STRUCTURAL ENGINEERING CORPORATION
Seattle: 2124 Third Avenue-Suite 100 Seattle WA•98121 +
Tel: 206.443.6212 Fax: 206.443.4870 Design
Tacoma: 934 Broadway Suite 100 Tacoma-WA.98402 Sheet
Tel: 253-284 9470 Fax: 253•284.9471
Parallel Chord Load Tables/Snow (115%)
Open Web Series Allowable Uniform Load(PLF)
TJ/50' Series Roof(115%)
398 398 407 407 408 408 409 409 410 410 411 411 412 412 413 413 400 400 _3P"�377 356 356
362 362 371 371 372 372 373 373 374 374 375 375 376 376 377 366 366 332 332
46, 5�
J —Yo'H
!2 V W. 2- 0:726T
95 L-J2r 122ti 75 275 275 275 276 276 269 269 244 244
78 104 101 15355 8a1 233 249 249 258 258 259 259 252 252 228 228
66 87 85a4 10624 129 I1 37 . ........ 220 220 1 234 234 1244 244 237 237 215 215
i 0"P
35 47 45 61 1 57 76 94 8 114 . 174 174
31 41 40 53 50 66 61 81 73 U 86 100 115 164 164
27 36 35 46 44 68 53 7 76 88 1012 55 150 150
I f-1
P
45 'V3,
-f7 36 33 44 40 53 47 63 55 M 64 72 82 92--
24 33 30 40 36 48 43 57 50 67 65 74 82
27 36 32 43 38 51 45 60 52 59 67 75 83
M;
TJ/60 TM Series Roof(115%)
462 462 476 476 478 478 480 480 482 482 484 484 488 488 490 490 492 492 494 494 471 471 451 451 432 432
434 436 436 438 438 440 440 443 443 445 445 447 447 449 449 450 450
421 421 434 451 451 424 424
401 gy t
.37 377' 3, U,
W7, 3 359
U"
Al
310 310 324 324 325 325 326 326 328 328 329 329 330 330 332 M 311 311
178
290 290 1305 305 306 306 307 307 308 M 310 310 311 311 291 291
149 R 273 273 1 288 288 1289 289 290 290 1 291 291 1 293 293 1 274 274
0
3
97 115 154
71 94 85 100 117
62 83 75 86 103 -• Ila MAP W, 203 203
7"8. 9]01:' #05'
N
6,
klm
39 52 47 62 55 74 65 75 85 96 108
35 46 42 56 50 66 68 67 77 87 97
31 42 38 61 45 60 63 70 of 69 76 88 9
26 35 31 41 36 48 42 55 48 63 64 60 la 67 75 82
28 30 33 44 38 51 44 58 49 55 62 69 76 83
26 -.341.1-30 -40 35-.47 40 ..53. ..45 61 -.57, --63-
FL =Flat roof less than%"In 12"slope.
,91- =Sloped roof greater than'A"in 12"slope.
Notes:
1. Straight line interpolations may be made between depths and spans.
2. The load tables are limited to simple span uniform load.The tables may also be used for bottom chord bearing trusses(maximum bottom chord slope
of 1"/12'1 with or without cantilevers-at one or both ends.The cantilevers are limited to% of the main span provided the inboard shear for can-
tilevered conditions is limited to 3,380 lbs.(TJ/60 Series)and 4,070 lbs.(TJ/60 Series).Call your local Trus Joist representative for other conditions.
3. Values in gj-s�Tijt�F jCy(s�g�may be increased 4%for repetitive member usage if the criteria an page 9.2 is met,
6.18
General Structural Notes
THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS O
CRITERIA 10. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND 19. ALL A-325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT D.SCREWS: ALL SCREWS(REFERRED TO AS TEK)SHALL BE SELF-TAPPING rAd
CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A SELF-DRILLING FASTENERS THAT ARE ZINC COATED AS MANUFACTURED BY SWENSON SAY FAG ET
1. ALL MATERIALS,WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS HILTI KWIK-FLEX(ESR-3332),OR APPROVED EQUAL.THE MINIMUM SCREW A STRUCTURAL ENGINEERING CORPORATION
TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING GUIDELINES ONLY AND MUST BE VERIFIED. OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN SIZE/TYPE/POINT SHALL BE#8-18(#2 POINT)OR#10-16(#2 POINT)FOR 2124mneA"ewe-5meLoo-semtle,m 98121
CODE(2012 EDITION). ORDINARY SPUD WRENCH. P�.z 43.22 2 rex:206.443.4870
USE IN 20 GAUGE THROUGH 16 GAUGE,AND#10-16(#3 POINT)OR#12-14 exec=em
2. DESIGN LOADING CRITERIA: ANCHORAGE 20. ALL A-325 CONNECTION BOLTS SHALL BE APPROVED SELF LOAD INDICATING (#2 OR#3 POINT)FOR HEAVIER THAN 16 GAUGE UNLESS NOTED OTHERWISE. 1 6'Work
TYPES (SUCH AS BETHLEHEM LOAD INDICATOR BOLTS, LeJEUNE TENSION SCREWS FOR SHEATHING CONNECTIONS SHALL BE OF THE PROPER SIZE AND Counter
TYPE MISCELLANEOUS LOADS 11, CONCRETE SCREW ANCHORS INTO CONCRETE AND CONCRETE MASONRY UNITS CONTROL BOLTS, ETC.) AND SHALL BE INSTALLED IN STRICT ACCORDANCE CONNECTIONS 3HAL BE MSITIVE ADE FROMSHEATHING-TO-METAL
IGHTERNMATERIAL INTO THECTION. ALL E (N) OCKET WALL W/CEILING JOIST
SECURITY GRILLE LOAD(UNLESS OTHERWISE INDICATED) ....... 3 PSF SHALL N STRITTONG-TIE
N -IEAV DUTY SCREW ANCHOR AS MANU ACCORDANCE
BY THE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. HEAVIER MATERIAL UNLESS NOTED OTHERWISE.SCREWS SHALL HAVE A SUP SECURITY SIMPSON STRONG-TIE CORP., INSTALLED IN STRICT ACCORDANCE WITH MINIMUM PROJECTION OF 3 THREADS THROUGH THE LAST MATERIAL JOINED
3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ICC-ES REPORT NO.ESR-2713(CONCRETE),NO.ESR-1056(CMU),INCLUDING 21. ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED 9/51.0
ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. MINIMUM EMBEDMENT REQUIREMENTS. SCREW ANCHORS INTO CONCRETE AND SHALL HAVE MINIMUM EDGE DISTANCES AND CENTER-TO-CENTER
BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK SPACINGS OF 1-1/2 AND 3 SCREW DIAMETERS,RESPECTIVELY.ALL SCREWS
ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. ANY MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS.SPECIAL INSPECTION WELDED ON THE EMBEDDED END. / (E) ( )WA L AB VE , N
DISCREPANCIES FOUND AMONG HE DRAWINGS, THE SPECIFICATION, THESE IS REQUIRED. SHALL CONFORM TO SAE J78 AND SHALL BE COATED WITH A SUPP N U Y LLE �®
CORROSIVE-RESISTANT COATING. THE SCREW MANUFACTURER SHALL w "�'lf➢Y ��''P,
GENERAL NOTES AND THE SITE CONDITIONS SHALL BE REPORTED TO THE 22. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. PROVIDE VERIFICATION OF THE FASTENERS RESISTANCE TO HYDROGEN 5-8-14
ARCHITECT, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY 12. DRIVE PINS AND OTHER PONDER-ACTUATED FASTENERS SHALL BE LOW STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS EMBRITTELMENT,UPON REQUEST. 4c 10/S1.0
WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH VELOCITY TYPE(SERIES X-DNI, 0.145"DIAMETER UNLESS OTHERWISE NOTED) USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY _
DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. AS MANUFACTURED BY THE HILTI CORP. OR AN APPROVED EQUIVALENT IN A.W.S.) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS E.WELDING OF COLD-FORMED METAL FRAMING SHALL CONFORM TO AWS D1.3 AIR
STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICC-ES SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN AND SHALL BE PERFORMED BY W.A.B.O.CERTIFIED WELDERS QUALIFIED TO RETURN
4. PRIMARY STRUCTURAL ELEMENTS NOT DIMENSIONED ON THE STRUCTURAL REPORT NO. ER-1663. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" TOUGHNESS OF 20 FT-LBS AT -20 DEGREES F AND 40 FT - LBS AT 70 PRODUCE THE SPECIFIED CLASSES OF WELD. DRAwN: ]AS
PLANS AND DETAILS SHALL BE LOCATED BY THE ARCHITECTURAL PLANS AND UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER ropoff Data Entry Pieku P.O.S. Pickup Consult
DETAILS VERTICAL DIMENSION CONTROL IS DEFINED BY THE ARCHITECTURAL EDGE. CERTIFICATION. F.WALL FRAMING: REFER ARCHITECTURAL DRAWINGS FOR ALL STUD WALLS Rx Frontline SE 6UR TY GR DESIGN:
WALL SECTIONS, BUILDING SECTION, AND PLANS. DETAILING AND SHOP Option 313 z, RIA
NOT SHOWN. EXTERIOR WALL STUDS SHALL BE MINIMUM 20 GAUGE(33
DRAWING PRODUCTION FOR STRUCTURAL ELEMENTS WILL REQUIRE STEEL 23. COLD-FORMED STEEL FRAMING NOTES MILS)SPACED AT 16"O.C.UNLESS INDICATED OTHERWISE. TWO STUDS in CHECKED: RJA
DIMENSIONAL INFORMATION CONTAINED IN BOTH ARCHITECTURAL AND D AT EACH D OF ALL WALLS A SHALL BE PROVIDED AT THE EN N
STRUCTURAL DRAWINGS. A.THE CONTRACTOR SHALL PROVIDE A QUALITY CONTROL PROGRAM OVER ALL SIDE MINIMUMOF ALL OPENINGS.TWO 800516E EN HEADERS SHALL PROVIDED APPROVED: ABB
3. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED FABRICATION AND ERECTION ACTIVITY THROUGH THE USE OF AN OVER ALL OPENINGS NOT OTHERWISE NOTED.SOLID BLOCKING FOR
5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE ON: INDEPENDENT TESTING AGENCY AND/OR A QUALIFIED REPRESENTATIVE OF MULTI-STUD OR STEEL COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO
METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE STEEL MANUFACTURER. THE CONTRACTOR SHALL OBTAIN MILL SUPPORTS BELOW.PROVIDE CONTINUOUS FULL WIDTH BLOCKING AT
THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL A.AISC 360 AND SECTION 2205.2 OF THE INTERNATIONAL BUILDING CODE. CERTIFICATION FROM THE GAUGE STEEL MANUFACTURER OR SHALL SUBMIT MID-HEIGHT OF ALL STUD WALLS OVER 10'IN HEIGHT.
SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR TENSILE TESTS AND GALVANIZATION TESTS TO THE ENGINEER OF RECORD TO
THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY B.MARCH 18,2005 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS VERIFY THE ADEQUACY OF THE GAUGE MATERIALS. TUTS
HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE AND BRIDGES AMENDED AS FOLLOWS. ALL STUD WALLS SHALL HAVE THEIR BOTTOM TRACKS ATTACHED TO FRAMING Pla n
STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, 1. AS NOTED IN THE CONTRACT DOCUMENTS. B.COLD-FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE,SIZE, BELOW WITH #8 SCREWS AT 24" O.C. OR ATTACHED TO CONCRETE WITH
CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, 2. BY THE DELETION OF PARAGRAPH 4.4.1. AND GAUGE WHERE SPECIFIED. NOTATIONS RELATING TO MEMBER TYPES 0.145" DIAMETER DRIVE-PINS ® 24" O.C. UNLESS INDICATED OTHERWISE.
CONTRACTORS,OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 3. REVISE REFERENCE FROM "STRUCTURAL DESIGN DRAWINGS" TO "CONTRACT AND SIZES OR MISCELLANEOUS FRAMING ITEMS,REFER TO SIZES AS INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE WELDED TO EACH REVISIONS:
DOCUMENTS"IN PARAGRAPH 3.1. PUBLISHED BY THE STEEL STUD MANUFACTURERS ASSOCIATION,ICC(ES) OTHER IN ACCORDANCE WITH THE DETAILS. REFER TO THE PLANS AND
6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND ESR-3064P.PRODUCTS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND STRAP BRACING.
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN C.SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. PROVIDED THEY ARE EQUIVALENT IN SHAPE,SIZE,STIFFNESS AND WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR
COMPLETED IN ACCORDANCE WITH THE PLANS. CONFORM TO ASCE 37-02 STRENGTH. ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE SURFACES AND GYPSUM SHEATHING ON EXTERIOR SURFACES SCREWED TO
"DESIGN LOADS ON STRUCTURES DURING CONSTRUCTION". 14. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy= 50 KSI. OTHER PROFESSIOINAL ENGINEER RESPONSIBLE FOR THE DESIGN AND SUBMITTED ALL STUDS, TOP AND BOTTOM TRACKS AND BLOCKING WITH SCREWS AT 12"
ROLLED SHAPES INCLUDING PLATES, SHALL CONFORM TO ASTM A36, F 36 TO THE STRUCTURAL ENGINEER OF RECORD FOR APPROVAL PRIOR TO O.C. TRACK SECTIONS SHALL MATCH THE WALL STUD GAUGE, BE
y UN-PUNCHED AND HAVE AT LEAST 1-1 4'FLANGES. NO OCCUR
WITHIN
SHALL
7. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE KSI. STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E OR S,GRADE B, FABRICATION.ALL COLD FORMED STEEL FRAMING SHALL CONFORM TO THE / OCCUR WITHIN 12"
ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO Fy= 35 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE 2007 AISI NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FROM END OF STUD
FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY B, Fy = 42 KSI (ROUND), Fy = 46 KSI (SQUARE AND RECTANGULAR). FORMED STEEL STRUCTURAL MEMBERS AND THE ASSOCIATED 2007 AISI BRIDGING AND BRACING IS TO BE INSTALLED AT ALL COLD FORMED STEEL
WILL NOT SATISFY THIS REQUIREMENT. CONNECTION BOLTS SHALL CONFORM TO ASTM A307. NORTH AMERICAN STANDARDS FOR COLD FORMED STEEL FRAMING. BEARING WALLS. BRIDGING AND BRACING SHALL BE INSTALLED AS SHOWN STUDS MUST BE FULLY
ON THE STRUCTURAL PLANS, OR THE CONTRACTOR SHALL EMPLOY A CONN.BOT. TRACK
PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON TO SEATED AGAINST TRACK TO FLOOR W/.145"0
8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. 5. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION DESIGNATION: 600 S 200 - 54 DESIGN AN ALTERNATE BRACING SYSTEM. IF AN ALTERNATE BRACING DRIVE PINS C
WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND SYSTEM IS USED, THE CONTRACTOR SHALL SUBMIT STAMPED DRAWINGS AND 4'-0"oc U.O.N.
CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BRIDGES. DEPTH MEMBER FLANGE MATERIAL CALCULATIONS TO THE ENGINEER OF RECORD, WHICH DEMONSTRATES THAT RUNNER TRACK
BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STYLE WIDTH THICKNESS(MILS)
STRUCTURAL ENGINEER. ALL TYPICAL DETAILS AND NOTES SHOWN ON 16. ALL STEEL EXPOSED TO THE WEATHER OR IN CONTACT WITH GROUND SHALL THE BRACING SYSTEM WAS DESIGNED TO PROVIDE PERMANENT WEAK AXIS SAME GAGE AS STUD
DRAWINGS SHALL APPLY, UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY BE CORROSION PROTECTED BY GALVANIZATION OR PROVIDED WITH C.MATERIAL: BRACING OF THE STUDS UNDER CODE PRESCRIBED LOADS. DOCUMENTATION MINIMUM 1"WIDE °
NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS ADDITIONAL COATS OF PAINT IN ADDITION TO SHOP PRIMING. SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. FLANGES
SHOWN OR DESCRIBED IN THE DETAILS. WHERE TYPICAL DETAILS ARE NOTED METAL FRAMING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED,
ON THE PLANS,THE SPECIFIED TYPICAL DETAIL SHALL BE USED. WHERE NO 17. SHOP PRIME ALL STEEL EXCEPT: CONFORMING AS FOLLOWS: e
TYPICAL DETAIL IS NOTED,IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY
TO CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE A.STEEL ENCASED IN CONCRETE. ASTM A653,GRADE 50 Fy=50 ksi 12,14,AND 16 GAUGE SCREW ATTACHMENT
CONTRACTOR SHALL SUBMIT ALL PROPOSED ALTERNATE TYPICAL DETAILS TO B.SURFACES TO BE WELDED. ASTM A653,GRADE 33 Fy-33 ksi 18 AND 20 GAUGE
THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR C.CONTACT SURFACES AT HIGH-STRENGTH BOLTS. SEE NOTE BELOW
APPROVAL PRIOR TO SHOP DRAWING PRODUCTION AND FIELD USE. D.MEMBERS TO BE GALVANIZED. WHERE NOTED,PAINTED STUDS SHALL CONFORM TO: NOTES:
E.MEMBERS WHJICH WILL BE CONCEALED BY INTERIOR FINISHES. • IS ATTACHED DIRECTLY TO STUD FLANGE,A STANDARD
WHEN TRACK
RENOVATION F.SURFACES TO RECEIVE SPRAYED FIREPROOFING. ASTM A570,GRADE E Fy=50 ksi WH WH 6 x ACK PAN HEAD SHEET METAL SCREW SHALL BE USED.WHEN
G.SURFACES TO RECEIVE OTHER SPECIAL SHOP PRIMERS.
9. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE ALL 8 AND 10 GAGE MATERIAL SHALL CONFORM TO: DRYWALL COVERING,TRACK AND STUD FLANGES ARE ATTACHED AT SAME
COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT 18. ALL SHOP FABRICATIOIN AND ASSEMBLY SHALL BE PERFORMED IN AN TIME,A STANDARD(MIN.)1"LONG DRYWALL SCREW SHALL BE USED.ANY
EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE APPROVED FABRICATOR'S SHOP, AISC CERTIFIED OR EQUIVALENT. ASTM A36 Fy=36 ksi COMBINATION OF THE ABOVE MATHODS MAY BE USED IN THE ERECTION
WORK SEQUENCES. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL COSTS ASSOCIATED OF A COMPLETED WALL ASSEMBLY, PROIECTTITLE:
OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING WITH TESTING AND INSPECTIONS WHEN WORK IS NOT PERFOMRED IN AN
(INCLUDING DEMOLITION DEBRIS)ON EXISTING FLOOR SYSTEMS TO 40 PSI. APPROVED SHOP, INCLUDING WELDING PERFORMED BY OTHER THAN WABO Safeway Store 534
CERTIFIED WELDERS. IT'S Q Pharmacy Expansion
Typical Top & Bottom Track at Interior Walls (J Security Grille Support
DEFLECTION TRACK TO MATCH (E)OPEN WEB
GAGE AND DEPTH OF STUD TRUSS AND TOP TRACK TO MATCH GAGE 2%2"x 20 GAGE ANGLE W/(3) CLIENT:
W/(2)#10 SCREWS®18"oc PLYWOOD AND DEPTH OF STUD W/#10 #10 SCREWS TO BRACE AND(2) Safeway Inc.
TO ROOF SHEATHING SCREW®24"oc TO ROOF #12 SCREWS TO ROOF SHEATHING
SHEATHING 1121 124th Avenue NE
Bellevue,WA 98005
I I I I (E)OPEN WEB WOOD PH 425.201.6403
TRUSS AND PLYWOOD FX 425.637.2206
II II
II II �
O
I I I I
ISSUE:
II
362S162-33 FULL HEIGHT D SUSPENDED WALL---' STRAP 2x4 TO EA STUD Permit
362S162-54 JOIST® STUDS AT POCKET WALL i0 35DS162-33 KNEE BRACE PER DETAILS PER DETAIL
16"oc W/(3)#10 TO EA CONT 600S162-54 W/(3)#12 O MIDSPAN W/(2)-#8 SCREWS SHEErTTLE.
SCREWS TO EA STUD.SEE
STUD DETAIL 12 FOR ATTACHMENT
TO(E)FRAMING �U (E)OR(N)35OS162-33 SECURITY GRILLE TRACK
KNEE BRACE®48"oc 60OS162-54 W/ 0OT200-68 W/(3)#12(3) PER MANUFACTURER STRUCTURAL NOTES
#12 SCREWS TO AND DETAILS
E WALL OR N < SCREWS AT TOP AND BOT
() ( ) _ VERTICAL
FASTEN TRACK TO 35OS162-33®16"oc m CHORD TYP 1" CUT GWB AT TRACK TO
(2)LAYERS%"PLYWOOD W/ 1-
PLYWOOD W/#8x2' WOOD #8 WOOD SCREW® k= ACCOMMODATE DIRECT ALE;
SCREWS AT 5"oc #8 SCREWS®4"oc TO EA 5"oc TRACK TO 2x4 min CONNECTION 1/2"=1'-0"UNO
JOIST((4)SCREWS MINIMUM) (3)#10 SCREWS
KNEE BRACE TO STUD DATE:
� 5-7-14
FASTEN SECURITY GRILLE PROJECT NO:
2x4 w/CS18 STRAP PER 12/S1.0 02364-2014-21-00
®EA STUD SHEET N0:
SCALE- 3"= V-O" S 1+ •0
Support at Stack 9 Security Grille Support - Perpendicular Condition 10 Support at (e) Roof Joist Typ Track Connection L
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