HomeMy WebLinkAboutPermit D19-0264 - BOEING #2-10 - FOUNDATIONS AND ANCHORS FOR VERTICAL STORAGE UNITBOEING #2-1O
1135 S WEBSTER ST BLDG
2-010
FINALED
06/10/2020
D19-0264
r
Parcel No:
��^�xx ^�� Tukwila
v�U~� v�o " ��n����na
Department of Community Development
6]OUSovthcenterBoulevard, Sube#lOO
Tukwila, Washington 9O188
Phono2O6-43z'367V
Inspection Request Line: 306'43O'g3S0
Web site: http://www.TukwilaWA.gov
2185000005
Project Name: BOEING #2-10
DEVELOPMENT PERMIT
Permit Number: D19'0264
Issue Date: 8/28/2019
Permit Expires On: 2/24/2020
Owner:
Contact Person:
Contractor:
Name:
License No:
Lender:
Address:
80E|NGCOMPANY THE
POBOX 37O7M/[20-59PROPERTY
MARTIN PROBST
PO 8OX37U7; M/C:46-208,5EATTLE,
WA, 98124
lO42l8URNM4MDRNVYSUITE 54'
GIG HARBOR, WA, 98332
THE 8OE|NGCOMPANY
POBOX 37O7; M/C46-ZO8'SE47TLE,
VVA98D4
Phone: (206)852'4985
Phone: (253)853' 304
Expiration Date: 1/11/2020
DESCRIPTION OF WORK:
INSTALL FOUNDATIONS AND ANCHORS TO SUPPORT A NEW VERTICAL STORAGE UNIT.
Project Valuation: $35,000.00
Type ofFire Protection: Sprinklers: YES
Fire Alarm: YES
Type ofConstruction: |B
Electrical Service Provided by: TUKWILA
Fees Collected: $1371,41
Occupancy per IBC: 8
Water District: S[ATTLE,TUKvV|LA
Sewer District: SE47TLE
Current Codes adopted bythe City ofTukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
International Fuel Gas Code:
2015
2015
2015
2015
2015
National Electrical Code:
VVACities Electrical Code:
VVAC2964§D:
VVAState Energy Code:
2017
2017
2017
2015
Public Works Activities:
[hanne|ioadon/Sthping:
[vr6[ut/Access/Sidevva|k:
Fire Loop Hydrant:
Flood Control Zone:
Hau|inK/Oveoizeioad:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter:
Volumes: Cut: O Fill: O
Number O
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 oflaw and ordinances governing this work will becomplied with, whether specified herein nrnot.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local |aon regulating construction or the performance of work. | am authorized to sign and obtain this
development permit and agree to the conditions attached to this permit.
Signature:
Print Name:
Date:
This permit shall become null and void if the work bnot commenced within l8Odays for the date nfissuance, or|f
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
l: 'BUILDING PERMIT CONDITIONS'
Z: Work shall heinstalled inaccordance withtheappnmedcunstmcdundocunnents,andanychangesmade
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 ofwork
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17,
Tab|e17U53.
S: The special inspections for steel elements ofbuildings and structures shall berequired. All welding shall be
done byaWashington Association ofBuilding Official Certified welder.
6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete.
7: When special inspection isrequired, either the owner orthe registered design professional innsponsib|p
charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to
the first building inspection. The special inspector shall furnish inspection reports tothe Building Official in
atimely manner.
8: A final report documenting required special inspections and correction of any discrepancies noted in the
inspections shall besubmitted tothe Building Official. The final inspection report shall beprepared bythe
approved special inspection agency and shall be submitted to the Building Official prior to and as a
condition nffinal inspection approval.
9: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform
strictly with the recommendations given in the soils report. Special inspection is required.
10: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to
any requirements for special inspection.
12: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage
over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic
events. The design and calculations for the anchorage or bracing shall be prepared by a registered
professional engineer licensed in the State of Washington. Periodic special inspection is required during
anchorage of storage racks 8 feet or greater in height.
13: There shall be no occupancy of a building until final inspection has been completed and approved by
Tukwila building inspector. No exception.
14: 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.
15: 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).
16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is
placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice
shall be removed from spaces to be occupied by concrete.
18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the City
of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other
ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
0301 CONCRETE SLAB
4037 SI-CAST-IN-PLACE
4046 SI'EPDXY/EXP CONC
4034 SI-METAL PLATE CONN
4028 SI-REINF STEEL -WELD
CITY OF TUA r A
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd, Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
Building Per No. bl91 - 0
Project No.
Date Application Accepted I 5- IC(
Date Application Expires: '5" -
(For office use only)
CONSTRUCTION PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**Please Print**
SITE LOCATION 2-10 Bldg VSU
Site Address:
I ffat b16(01 3() King Co Assessor's Tax No.: 2185000005
8-123 tvlargirral try4, Tukwila) WA 8108 Suite Number: 2-10 Floor: 1
Tenant Name: The Boeing Company
PROPERTY OWNER
Name: The Boeing Company
Address: PO Box 3707; M/C 46-208
City: Seattle State: WA
Zip: 98124
CONTACT PERSON - person receiving all project
communication
Name; Martin Probst
Address: PO Box 3707; M/C 46-208
City: Seattle State: WA Zip: 98124
Phone: (206) 852-4985 Fax: (253) 657-4659
Email: martin.r.probst@boeing.com
GENERAL CONTRACTOR INFORMATION
Company Name: Washington Patriot
Address: 10421 Burnham Dr NW, Suite 5A
CitY: Gig Harbor State: WA Zip: 98332
Phone: (253) 853-2304 Fax:
Contr Reg No.: WASHIPC906BJ Exp Date: 01/11/2020
Tukwila Business License No.: 602 932 517
New Tenant: 1:1 Yes 21..No
ARCHITECT OF RECORD
Company Name:
Architect Name:
Address:
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Company Name: Sitts & Hill Engineers Inc
Engineer Name: Edmond Brown
Address: 4815 Center Street
City: Tacoma State: WA
Zip: 98408
Phone: (253) 474-9449 Fax:
Email: edb@sittshill.com
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: The Boeing Company
Address: PO Box 3707; M/C 46-208
City: Seattle State: WA Zip: 98124
H:1Applicaiions \Forrns-Applications On Line \ 2011 ApplicationsWerrnit Application Revised - 8-9-1 1.docx
Revised: August 2011
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Page 1 of 4
BUILDING PERMIT INFORMAI )41— 206-431-3670
Valuation of Project (contractor's bid price): $ 35,000 Existing Building Valuation: $ 41,819,500
Describe the scope of work (please provide detailed information):
• Install foundations and anchors to support a new vertical storage unit. Mechanical, Electrical, and Plumbing permitted separately
by others.
Will there be new rack storage? 0 Yes J.. 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
1st Floor
388,992
649
0
0
IIIB
B
2nd Floor
3'd Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provtde the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard:
Compact: Handicap:
Will there be a change in use? 0 Yes IZI No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
Sprinklers 0.. .... Automatic Fire Alarm El .....None 0 •••••..0ther (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No
If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:kApplicationsWorms-Applications On .Line \201 I: ApplicationsTemlit Application Revised - 13-9-11.doce
Revised: August 2011
bh
Page 2 of 4
PUBLIC WORKS PERMIT INFtMATION — 206-433-0179
Scope of Work (please provide detailed information):
Install foundations and anchors to support a new vertical storage unit.
others.
echanical, Electrical, and Plumbing permitted separately by
Call before you Dig: 811
Please refer to Public Works Bulletin # l for fees and estimate sheet.
Water District
0 ...Tukwila 0...Water District #1 25
0 ...Water Availability Provided
Sewer District
El ...Tukwila
0 ...Sewer Use Certificate
0...Valley View
0...Sewer Availability Provided
Highline
.. • Renton
0 .. Renton
0.. Seattle
Septic System:
0 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department.
Submitted with Application (mark boxes which apply):
o ...Civil Plans (Maximum Paper Size — 22" x 34")
...Technical Information Report (Storm Drainage)
0 ...Bond 0 .. Insurance 0 .. Easement(s)
Proposed Activities (mark boxes that apply):
0 ...Right-of-way Use - Nonprofit for less than 72 hours
El ...Right-of-way Use - No Disturbance
o ...Construction/Excavation/Fill - Right-of-way 0
Non Right-of-way
0 ...Total Cut
0 ...Total Fill
0 ...Sanitary Side Sewer
0 ...Cap or Remove Utilities
0 ...Frontage Improvements
_Traffic Control
...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
cubic yards
cubic yards
o.
0.
o.
0.
O Geotechnical Report
.. Maintenance Agreement(s)
El ...Traffic Impact Analysis
...Hold Harmless — (SAO)
0 ...Hold Harmless — (ROW)
0 .. Right-of-way Use - Profit for less than 72 hours
o .. Right-of-way Use — Potential Disturbance
.. ▪ Work in Flood Zone
EJ .. Storm Drainage
. Abandon Septic Tank
. Curb Cut
. Pavement Cut
. Looped Fire Line
0 ...Permanent Water Meter Size...
0 ...Temporary Water Meter Size ..
0 ...Water Only Meter Size
0 ...Sewer Main Extension Public 0
0 ...Water Main Extension Public 0
.. • Grease Interceptor
• Channelization
.. • Trench Excavation
0 .. Utility Undergrounding
WO #
WO #
WO # 0 ...Deduct Water Meter Size
Private 0
Private 0
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
0 ...Water 0 ...Sewer 0 ...Sewage Treatment
Monthly Service Billing to:
Name: Day Telephone:
Mailing Address:
Water Meter Refund/Billing:
Name:
Mailing Address:
City
State
Zip
Day Telephone:
City
State
Zip
H:\Applications\Forms-Apphcations On Line 2011 Applications\ Perinit Application Revised - 8-9-11 docx
Revised August 2011
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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.
BUILDING OWNER OR UT RIZE AGENT:
Signature: 114—
Print Name:
Martin Probst - The Boeing Company
Mailing Address: PO Box 3707; M/C 46-208
Date:
08/15/2019
Day Telephone: (206) 852-4985
Seattle WA 98124
City State Zip
HAApplications \Forms -Applications On Line1201 I Applications‘Permit Application Revised - 8-9-11.docx
Revised: August 2011
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Page 4 of 4
. • ,..., .
DESCRIPTIONS ,. ..
r
ACCOUNT QUANTITY •
PAID
PermitTRAK 4
$72.10
019-0264 Address: 1135 S WEBSTER ST BLDG 2-010 Apn: 2185000005
$72.10
Credit Card Fee
$2.10
Credit Card Fee
R000.369.908.00.00
0.00
$2.10
DEVELOPMENT
$70.00
ADDITIONAL PLAN REVIEW
'1 ;•
TOTA i,FEES PAID BY RECEIPT: R19243
R000.345.830.00.00
1.00
N
,
,.
$70.00
$72.10
Date Paid: Monday, December 09, 2019
Paid By: MARTIN PROBST
Pay Method: CREDIT CARD 010468
Printed: Monday, December 09, 2019 11:48 AM 1 of 1
SYSTEMS
COTUKWILA ETKAKIT
6200 S0UTH[ENTER BLVD
TUKWILA' W« 98188
206'4]]'1870
CITY OF TUKWILA
0817340000802374404500
Date: 12/09/2819 11:46:38 AM
CREDIT CARD SALE
MASTERCARD
CARD NUMBER: TRAN AMOUNT: $72,10
APPROVAL [D: 810468
KE[0KD #: 000
CLERK ID: frankie
X
{CARDHOLDER'S SIGNATURE}
z AGREE TO PAY THE ABOVE TOTAL AMOUNT
ACCORDING TO THE CARD ISSUER AGREEMENT
(MiERCHANT AGREEMENT IF CREDIT VOUCHER)
Thank you!
Merchant Copy
Cash Register Receipt
City of Tukwila
Receipt Number
DESCRIPTIONS ACCOUNT
QUANTITY
PAID
PermitTRAK
$1,371.41
D19-0264 Address: 8123 E MARGINAL WAY S Unit2-10 Apn: 3324049002
$1,371.41
Credit Card Fee
$39.94
Credit Card Fee
R000. 69.908,00.00
0.00
$39.94
DEVELOPMENT
$1,293.04
PERMIT FEE
R000.322.100.00.00
0.00
$768.51
PLAN CHECK FEE
R000.345,830.00.00
0.00
$499,53
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
.00
TECHNOLOGY FEE
$38.43
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R18342
R000.322.900.04.00
0.00
$38.43
$1,371.41
Date Paid: Thursday, August 15, 2019
Paid By: MARTIN PROBST
Pay Method: CREDIT CARD 088172
Printed: Thursday, August 15, 2019 11:40 AM 1 of 1
0 C
CO
CITY OF TUKWILA
0017340800802374404500
Date: 08/15/20I9 11:39:42 Am
CREDIT CARD SALE
MASTERCARD
CARD NUMBER: TRAN AMOUNT: $1,371.41
APPROVAL [D: 088172
RECORD #: 008
CLERK ID: kandace
X
{CARDHOLDER'S SIGNATUREJ
I AGREE TO PAY THE ABOVE TOTAL AMOUNT
ACCORDING TO THE CARD ISSUER AGREEMENT
(MERCHANT AGREEMENT IF CREDIT VOUCHER)
Thank you!
Merchant Copy
REVIEWED FOR
CODE COMPLIANCE
APPROVED
DEC 05 2019
City of Tukwila
BUILDING DIVISION
REVISION NO.L
SITTS & HILL ENGINEERS, INC.
Professional Engineers & Planners
CIVIL, STRUCTURAL AND SURVEYING
RECEIVEn
CITY OF TUKWILA
NOV 15 2019
b 0210 2/PERMIT CENTER
FOUNDATIONS FOR VERTICAL
STORAGE UNITS
BUILDING 2-10
TUKWILA, WA 98108
ZI___AFISKEZAW
CALCULATIONS
PREPARED FOR
THE BOEING COMPANY
POST OFFICE BOX 3707
SEATTLE, WA 98124
PREPARED BY
Sitts & Hill Engineers, Inc.
4815 Center Street
Tacoma, WA 98409
November 4, 2019
S & H Job Number: 18,391
SITTS & HILL ENGINEERS, INC. DESIGNED EMF DATE 11/4/2019 JOB 18,391
TACOMA, WASHINGTON (253) 474-9449 CHECKED AJB DATE 11/4/2019
IIM
PROJECT FOUNDATIONS FOR VERTICAL STORAGE UNITS PAGE 1
CALCULATION INDEX
BASIS
DESIGN CRITERIA AND ASSUMPTIONS
FOUNDATION AND ANCHORAGE ANALYSIS
Column and Anchorage Loading
11-12
Foundation Analysis 13 - 21
Punching Shear 13
"" Flexural Strength 14 - 22
Bearing Capacity 23 - 25
M
Anchorage Analysis 26 - 45
APPENDICES
rig
.r
2-4
5 -9
10-45
SAFE Model Report and Loading Diagrams Appendix A
Kardex Remstar Documents Appendix B
0:\18300\18391 \Calculations\Structural118391-JPV.xlsm
wii
awl
2
BASIS FOR DESIGN
SITTS & HILL ENGINEERS, INC.
SITTS & HILL ENGINEERS, INC. DESIGNED EMF DATE 11/4/2019 JOB 18,391
NI TACOMA, WASHINGTON (253) 474-9449 CHECKED AJB DATE 11/4/2019
PROJECT FOUNDATIONS FOR VERTICAL STORAGE UNITS PAGE 3
VIM
BASIS FOR DESIGN
MI
BUILDING CODE: 2015 Edition of the International Building Code with State of Washington and City of Tukwila
amendments shall be used and supplemented with ASCE 7-10.
MATERIALS CODES: Building Code Requirements for Structural Concrete, ACI 318-14.
Specification for Structural Steel Buildings, ANSI/AISC 360-10.
RISK CATEGORY: 11.
1111 SEISMIC IMPORTANCE: le = 1.0 per ASCE 7-10 Table 1.5-2.
GRAVITY LOADS: Weight of VSU = 7,250 Ibf, per manufacturer.
Weight of trays = 8,311 Ibf, per manufacturer.
Weight of fully loaded VSU = 85,778 Ibf, per manufacturer.
Weight of fully loaded tray = 1080 Ibf, per manufacturer. (2) Trays per shelf level.
opi LATERAL LOAD CRITERIA: Seismic Site Class: D (assumed).
Seismic Design Category: D.
Iwo
STRUCTURAL STEEL: ASTM A36
OR
CONCRETE: Minimum compressive strength of proposed VSU foundation is 4,000psi.
Minimum assumed compressive strength of the existing concrete slab on grade is 5,000psi.
11111
FOUNDATIONS: Assumed allowable soil bearing pressure = 1,500 psf.
Assumed allowable soil bearing pressure under seismic loading = 2,000 psf.*
• * using industry common 1/3 bearing pressure increase for transient loading
Assumed modulus of subgrade reaction = 150 pci.
n
0: \ 18300 \ 18391 \ Calculations \Structural\ 18391-JPV.xlsm
SO75&HILL ENGINEERS, INC.
rAcoMA,w«S*/worow (253)474-9449
PROJECT FOUNDATIONS FOR VERTICAL STORAGE UNITS
SEISMIC DESIGN CRITERIA - SITE
osoamso EW1F DATE 6/4/2019 /cm 18,391
CHECKED AJB DATE 6/4/2019
Address: 1135IVVE8STEKS[
Site Class: o
(Assumed)
ASCE 7-u0,SECTION 11.4:
F�=1I0
6m,~55F,~1.5l6x1l0
S*o~ 1.516
5e=2/3 Sms= 2/3xIj16
Sm~1.O1l
ABCE7'10 SECTION 215/
Risk Category: U
ASCE 7'10,SECTION 21.6:
Seismic Design Category: D
(Table 11.4-1)
(Equation 11.4-1)
(Equation 11.4-3)
Latitude; 47.5318 Longitude: -122.3151
S,~1.5lb
5,=[i579 (U5GS)
F,=1.5O (Table11.4-2)
Sw,~5IF,~U.579xl.5O (Equadon1l.4Z)
Swz=O.D08
SDI =2 � Smz= 2/3x0.868 (Equation 11.4-4)
SDI ~Os79
I�=1lN (Tab|e1.5-l)
(Based on Tables 11.6-1 and 11.6-2)
O^18300n8391mm1-Jpv.xlum
5
1
DESIGN CRITERIA AND ASSUMPTIONS
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SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 6
CHECKED: AJB DATE: 08/09/2019
DESIGN CRITERIA AND ASSUMPTIONS:
Seismic Classification per ASCE 7-10
The VSU drawings provided by Kardex Remstar do not clearly identify a lateral force resisting
system. Although the load distribution provisions for steel storage racks defined in section
15.5.3 appear appropriate for the purposes of determing the operating weight and vertical
force distribution of the structure, the definition of steel storage racks in section 11.2 does not
allow us to logically classify the structure as a steel storage rack for determination of seismic
response properties. The VSU's are most accurately characterized as nonbuilding structures
not similar to buildings per chapter 15. However, the only lateral force resisting system in Table
15.4-2 that appears to be applicable to the VSU's are "All other self-supporting structures...not
similar to buildings". Therefore, the seismic coefficients for this system are used in the design
of the foundations and anchorage.
Existing Concrete Slab on Grade
Grid lines are spaced at 60' on center in the east -west direction and at 20' on center in the
north -south direction. Control joints are present at each gridline, and an intermediate control
joint is present between the columns in the east -west directions, bringing the spacing
between control joints to 30' on center. Cracks were observed in the north -south direction at
the middle of this 30' span at a number of locations. Therefore, the floor slab for the VSU
foundation is modeled as a 20'x30' element with a shear transfer only joint at the middle of
the 30' span. See the sketch below for a graphical depiction of the described slab conditions
and approximate locations of the proposed VSU's.
20' 20'
PROPOSED VSU
LOCATIONS
FLEXURAL
CRACK
CONTROL JOINT,
TYPICAL
Created with PTC Mathcad Express. See www.mathcad.com for more iiformation.
—
ri•
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449 JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 7
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 08/09/2019
Analysis Procedure:
As noted in the Scope of Work, our analysis does not include checking the structural
adequacy of the superstructure of the VSUs. The weight of the structure, seismic base
shear, and seismic overturning moment are used to compute shear, tension, and
compression forces at the column and anchorage locations noted on the VSU drawings.
These forces are applied to analyze the VSU foundations and anchorage.
The software program SAFE, version 16.0.2, is used to model the proposed foundation and
compute the demand punching shears, design the foundation reinforcing, and assess the
soil bearing pressures.
The the VSU anchorage is designed according to the provisions of ACI 318-14 Chapter 17.
The overstrength factor, Ow is applied to the seismic forces used to design the anchors for
shear loads, and the anchors are designed for a ductile failure mechanism in tension per
ACI 318-14 17.2.3.4.3 (a).
4.0 Vertical Storage Unit (VSU) Dimensions
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Created with PTC Mathcad Express. See www.mathcad.com for more iiformation.
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
JOB: 18391
DESIGNED: EM.F DATE: 08/09/2019 8
CHECKED: AJB DATE: 08/09/2019
B:= 109.45 in Width
L := 120.98 in Length
H=26.41 ft Height
Ab := 8.07 in • 4.73 in = 38.2 in2 Bearing area per column
n:=8 Number of columns
X,:= 104.72 in Distance between compression centers, x-direction
Xt := 94.49 in Distance between tension centers, x-direction
d = distance between compressions and tension centers in
the x-direction as calculated in the anchorage analysis
Yi:= 28.88 in
Y2 := 55.18 in
Y3 := 28.88 in
VSU Gravity Loads:
We := 7250 lbf +8311 lbf =15561 lbf Weight of VSU and empty racks
Wo:= 85778 lbf Maximum operating weight of VSU
Wp := WO —We =70217 lbf Maximum storage load in VSU
Wi:= 2 .1080 lbf =2160 lbf Maximum load per storage level in VSU
VSU Seismic Loads per ASCE 7-10:
Seismic Coefficients and Properties:
./,:= 1
R:=1.25
120:= 2
S Ds := 1.011
S DS
C = 0.8088
Seismic Importance Factor per Table 1.5-2
Response Modification Factor per Table 15.4-2
Overstrength Factor per Table 15.4-2
Short-term design spectral response acceleration
Seismic response coefficient per Eivation 12.8-2
Created with PTC Mathcad Express. See www.mathcad.com for more information.
1
1
1
a
•
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
Seismic Base Shear and Distribution:
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 9
CHECKED: AJB DATE: 08/09/2019
The operating weight of the structure and the vertical distribution of seismic forces can
reasonably be determined in a manner similar to the provisions provided by section 15.5.3 for
steel storage racks. Two loading conditions must be considered when computing the operating
weight for calculation of the seismic base shear per section 15.5.3.6:
(a) Weight of racks plus every storage level loaded to 67% of its rated load capacity
(b) Weight of racks plus highest storage level only loaded to 100°/0 of its rated load capacity
The base shears corresponding to these requirements are:
Va:=Cs• (We+ 0.67 Wp) =50636 lbf Condition A seismic base shear per Equation 12.8-1
Vb:=Cs• (We+Wi)= 14333 lbf Condition B seismic base shear per Equation 12.8-1
The distribution of the seismic base shear is performed in accordance with ASCE 7-10
Sections 15.5.3.7 and 12.8.3. The weight of the structure and racks is assumed to be evenly
distributed across the height of the structure, and the storage weight is distributed according to
section 15.5.3.6. The resulting overturning moments due to seismic loading for loading
conditions A and B are as follows:
Condition A: Loads evenly distributed across the height of the structure result in a center of
action of seismic force at 2/3 of the height of the structure.
Ma=Vaa • —2 H=891532 lbf • ft Condition A seismic overturning moment
3
Condition B:
k := 1 Per Section 15.5.3.7 (c)
W.Hk
Cm :=
C„ :=
Wi•Hk +We
2
=0.217 Vertical distribution factor of top rack load per
(H" Equation 12.8-12
2
)k
wi•Hk +we•Hk
mb:=vb•
H
Cm•H+,---ve • —
2
— 0.783 Vertical distribution factor of structure and racks per
Equation 12.8-12
= 230390 lbf • ft Condition B seismic overturning moment
Condition A loading controls. /1/0:=Ma= 891532 lbf • ft V:=Va=50636 lbf
Created with PTC Mathcad Express. See www.mathcad.com for more information.
FOUNDATION AND ANCHORAGE ANALYSIS
SITTS & HILL ENGINEERS, INC.
imr
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
FOUNDATION AND ANCHORAGE ANALYSIS:
Column and Anchorage Loading:
Dead and Seismic Shear Loads:
PD:=-8—
w° =10722 lbf
CDPD = 40450 psf
— Ab
V v E:==6330 lbf
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 11
CHECKED: AJB DATE: 08/09/2019
Dead load per VSU column
Dead load over bearing area per VSU column
Seismic shear load per VSU column
Seismic Axial Loading Analysis About Length Axis:
d:=X, = 99.6 in
2
X —X,
Mt,
PE1:=-4 d=26852 lbf
C --E1=101299 psf
Ab
Distance between compression and tension
centers of VSU columns across length axis
Seismic axial load per VSU column
Seismic axial load over bearing area per
VSU column
Seismic Axial Loading Analysis About Length Axis (2 VSU's Tied TogetherAlong Length Axis):
d := B
fX,—Xt) (B—X,)
2 2 209 in
B (B —X,)
2
2 M
PE2:= ° 4 d =25587 lbf
PE2
CE2:=—= 96528 psf
Ab
Distance between compression and tension
centers of VSU columns across length axis
Seismic axial load per VSU column
Seismic axial load over bearing area per
VSU column
Seismic Axial Loading Analysis About Width Axis:
/Y2)2 I2
I := 4 + 4 +Yi =15800 in2 Moment of inertia of VSU column group
2 2 about width axis
\
2
Mo.
PE3:= 2 =18681 lbf
Seismic axial load per interior VSU column
Created with PTC Mathcad Express. See www.mathcad.com for more information.
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertic@l Storage Units
CE3:=PE3 = 70475 psf
Ab
M o•
PE4.=
Y2
—+
=38236 lbf
PE4
C E4=—= 144244 psf
Ab
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 12
CHECKED: AJB DATE: 08/09/2019
Seismic axial load over bearing area per
interior VSU column
Seismic axial load per exterior VSU column
Seismic axial load over bearing area per
exterior VSU column
Created with PTC Mathcad Express. See www.mathcad.com for more nformation.
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
JOB: 18391
DESIGNED: EIVF DATE: 08/09/2019 13
CHECKED: AJB DATE: 08/09/2019
Foundation Analysis:
The proposed foundation was modeled according' to the design criteria and assumptions
using the software program SAFE 2016, and dead and seismic loads were applied to the
model as calculated above. The foundation was assessed for punching shear and flexural
capacity using LRFD load combinations, and for bearing capacity using ASD load
combinations. A SAFE model report and loading diagrams can be found in Appendix A, and
graphical results for the flexural and bearing capacity checks can be found in their respective
calculation sections.
Punching Shear (ACI 318-14 Table 14.5.5.1):
4)=0.75 Strength reduction factor for shear per ACI
318-14 Table 21.2.1
c:= 4000 psi Compressive strength of concrete
h:= 27 in Foundation thickness
d := h — 3 —0.625.1.5=23.06 in Depth to reinforcement
A:=1.0 Factor for normal -weight concrete
13 := 2.4.73 in =1.17
8.07 in
Ratio of long to short side of load area of
tied columns
1)0=2 • 0.07 + d) + (4.73 • 2+0= 127.31 in Punching shear perimeter
as:= 40
Vn:=
4).
ACI 318-14 Section 22.6.5.3
, (2+ a3 d ) • A • c) • b 0 • d
b 0
•Vn= 557.08 kip
1000
=742.778 kip
Nominal punching shear strength
per ACI 318-14 Table 22.6.5.2
Design punching shear strength
Maximum LRFD
Vu:= 2 - ((1.2 + 0.2 Sa9) •PD-F max (PEi ,PE2IPE31PE4))= 106.54 kip demand punching
shear
(/).Vu>Vu
. OK
Created with PTC Mathcad Express. See www.mathcad.com for more information.
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
JOB: 18391
DESIGNED: EMF DATE: 11/04/2019 14
CHECKED: AJB DATE: 11/04/2019
Flexural Strength:
Minimum shrinkage and temperature reinforcement is provided at the top and bottom of the
slab per ACI 318-14 Table 7.6.1.1:
A8mjnin2
:= 0.0018 • h • 12=0.583
ft
A := 0.44 in2
s := 8 in
12 in = 0.660 in2
As:=A#6•
s ft
As> Asmin .'. OK
Minimum reinforcement per ACI 318-14
Table 7.6.1.1
Cross -sectional area of #6 reinforcing bar
Spacing of reinforcement
Area of steel provided per foot
Reinforcing of #6 bars @ 8" is specified in the SAFE model, and the attached program
output details the amount of reinforcing required above the specified reinforcement as well
as the maximum and minimum moment intensity diagrams. Per the SAFE analysis,
additional reinforcement is not required, and the foundation can adequately support the
flexural loads imposed by the VSU's.
so
1
Poi
1
1
1
1
nod
Nei
1
Proposed Foundation
11/1/2019 1:24 PM
: t
1tI
'
--.!,---
-----Ii-
4
i,
--"--1
..
i
.i----
.
--
'-i-:.
;1
r
4
i
I
I
i '
I I '
+ 4
1--
,
_ "; 1 „,' , .
1. ; 1
1 -
ii_ .:i
,
,.
,.
;;
;1 i ;
,,, I
-Li- _L-L- -1- --1 1 ' LLI i t ' i
.,_j__ _ ._...._• .._.:. ... __ ....._.„.._,..,....__.HJ .__i
. __ 1 4t 4r , .
I ' „TH 41 —,_
0.00
2 i __I ' ' ' _LI L ..4 __Li i s i , , •
....,.. .
. .
! :
i . ii. 1•!:,...,f
i . .
: ; ' lit ' 111. k i 1 i ' I. • ,1
1 : ,
; • t ; ! i ,
I1 i_i; 1 1
--1—--/ Ejiii,tiL! ;H i
• , i '• 1 1 .1 i 1 it di : iq 11-7 ,. '_i , ',
- ' i i - ... • ',•- ,..-1.--1+— • , - i--'-'-"- " '-' t 1 t- '
' 1 . ri--L...i_. 111_14_ i• J i 1,_ , .....! • ; 1
_..1____ ....L......1. _ _____L4.....1._1! ; . 1
F---r-
1 .1i..'
1 i 1 •
J.....L ,{! .-i _ p. - Ir•-• I.. i . _I., -1-..i- :i - 11_1-', , ; 0.00
... I i I 11 i ' I 1 I I : I : 1 . I
_ 1
I
4_
, 1-0.00
0.0
0.00
0.00
;
0 00
•1
. .
I
;.;
0.00
0.00
I i
0.00
Top Rebar Intensity (Enveloping) [in2/ft] - Direction 1 - Additional to #6 @ 8 in
1
101
mod
tr
11/1/2019 1:26 PM
Proposed Foundation
1 i
i 7 I
11
-tip _:::±
-3.,_
—i
--i._
I
-
It-
-
i t
ll11 E r 1 !i r tL I
l _:11�,L
I
I._
—I_ i4
_1
-- I k I u L i_ -, l� i _.
i
i I i, I i:i -1
l,LUt
t
t
1z t,
t,
I
f. Lt t
l i
i L
r-
4 1 x:k x i .t .t
Est t. f i !
I-1
4
r _
.+
t
� ._ . 1
1
4. .a IL f 1f 1 t t 1 i ,eJi.. _t:_
•
fI
?
I I. f;` ;; I I
I f
Bottom Rebar Intensity (Enveloping) [in2/ft] - Direction 1 - Additional to #6 @ 8 in
16
17
Proposed Foundation
I
! • ; -ir- ; ; - •
I
T--Ti 7-- I
, L Li :
---÷ - . - 1 , 4T- ,
'L ill_ ..;i. ?J i 1 I ; 1
-1,- ., -- -ji ---L.... J 1 i
ii i i 44 I I i. ; JF iIL _L li i i 1:-,-1. • .ii_l_ 1_ •
-J-i-il
+ i'il-- I 14,-- -1-.1i--- 1-- .4 i— II- --I -zi....-,1 --
1-i , .
. .
. - :--- -1- -I-- -',- '---
7._...
'- -7 - L,--!--!-----J-1 : 1
. • , , .
1...il______
CT-
E11: li: 1-11i I ! 1:T. II
... — _ — ....Li ,......--E. :• , , . : .
i_ ,_ .i+4
- -f -1- 4- - • : I +
' ' --_ .
. „__.
1 .
i', I I1I
1i_jI !;
1--ik -1--1E- I-11____--1_-_-1H÷ :---1 -:=1, . , . ,
IL._ ILL ..1 __ _ _ :71. , .., ...... '-...T..1:17:._,.-t, - ---.
1.1..:__
II 11 i . ; 1 .
3 i, .! '' - ! 1- 11 '''-• "t
;
11/1/2019 1:27 PM
I
-4-Ar- TI------- '+'--1+ -I- -
t tmt
- - - -4 - ---,--,- , 4.....-4- ; - . 1__-_-_. J. _ .. .4_ __ _i_ ,..4.__i_ i_.... _ _ ...4 _ , _ ___... _14_ ....__ - - 4- 0.00
_ i ' I : •
Xi' i : , • ...
iI- --- --1-- - ----* - 1- -T - r - - ---- -,--. -
_ _ _
- ' .-- 1-- 1-0.00
- .10.00
0.60441"'
0.00
0.00
0.00
- - !.0.00
TgA)0
I ! !
1.
Top Rebar Intensity (Enveloping) [in2/ft] - Direction 2 - Additional to #6 @ 8 in
•
1
1
1
kid
■
■
r
•
■
Proposed Foundation
11/1/2019 1:28 PM
!
I I,
1
1
k III
..--r'
-1
T
=.ice tom,.
I
-�
-
I
it
(
(, ., _{ ._
, w_.. ��4
I� �T
i
L�-',
y
! tip L .4 i
I j a;
_.
fi .__ ;t �T
;
_ _,',
_
—1-' lwi_ .
-,.
. -;
; ,J
I ; I,
1
I{
i
}
—i awml. u+ �u+«m�
1 E
i
1 I I
Bottom Rebar Intensity (Enveloping) [in2/ft] - Direction 2 - Additional to #6 @ 8 in
0 QO•
0.00
0.00
0_00
_ a0. 40
--0.0
•
Proposed Foundation
SAFE 2016 16.0.2 Slab Resultant Mmax Diagram - ((1.2+0.2Sds)D+EX+) [kip-ft/ft]
11/1/20191:31 PM
kip - ft
19
110,
is
it]
Proposed Foundation
I� #E
..-- i-- —t—
-- — 1— —; —
11/1/2019 1:42 PM
44.0
40.0
36.0
32.0
28.0
24.0
20.0
16.0
12.0
8.0
4.0
0.0
-4.0
-8.0
SAFE 2016 16.0.2 Slab Resultant Mmax Diagram - ((1.2+0.2Sds)D+EY-) [kip-ft/ft]
kip - ft
20
fa
•
is
u
Proposed Foundation
SAFE 2016 16.0.2 Slab Resultant Mmin Diagram - ((0.9-0.2Sds)D+EX-) [kip-ft/ft]
11/1/2019 1:37 PM
kip - ft
PEA
Proposed Foundation
SAFE 2016 16.0.2 Slab Resultant Mmin Diagram - ((1.2+0.2Sds)D+EY-) [kip-ft/ft]
11/1/2019 1:45 PM
kip - ft
22
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
Bearing Capacity:
Dead Load:
craumaze:= 1500 psf
crD:= 827 psf
C7 allowable -?- D •
Dead + Seismic Load:
( allowable= 2000 psf
0-E:= 1702 psf
CralLawable 0E
OK
•*. OK
JOB: 18391
DESIGNED: EMF DATE: 11/04/2019 23
CHECKED: AJB DATE: 11/04/2019
Assumed allowable bearing pressure
Maximum bearing pressure under dead
loads per attached SAFE model output
Assumed allowable bearing pressure
Maximum bearing pressure under dead
and seismic loads per attached SAFE
model output
Proposed Foundation
SAFE 2016 16.0.2
Soil Pressure Diagram - (D) [Ib/ft2]
11/1/2019 1:14 PM
kip - ft
24
i
i
I
I
i
i
i
Proposed Foundation
SAFE 2016 16.0.2
11/1/2019 1:18 PM
MAXIMUM BEARING
PRESSURE = 1702 psf
-0.60
l i i -0.75
-0.90
Soil Pressure Diagram - (0.6D+0.7EY+) [Ib/ft2]
kip - ft
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
JOB: 18391
DESIGNED: EMIF DATE: 11/04/2019 26
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 11/04/2019
Anchorage Analysis:
The VSU columns will be attached to steel embed plates anchored to the foundation with
ASTM A706 rebar, welded to the embed plates and developed/hooked into the foundation
per the sketches below:
/5 AS711 A706
MAR. 7TP.
I" THICK
EMBED PLATE
VSU COEOYN AND
BASE ADNIER PER
IRNUPLIURER
DP. 3 58E5
AS ROICAIED
PULE I"d"x0'-9" VSU - --
COLUMN RISE PULE RATE I"x5"x0'-9' VSU
PFR MANUFACTURER
COLUMN BASE PLATE
CENTERED ON EMBED .+ PERUV�lFACIUflEA
PLATECENTERED ON 003ED
MTE
I" 7NCX
OECD PLATE
VSU COEIRH AND
RISE ADAPTER PER
IAIRIEACTURER
TIP. 3 SOES
AS RBCAIEO
S611
EXTERIOR VSU COLUMN AT EMBED PLATE(
5610 5611
/5 AST/ A706
MAR, TM
S611
INTERIOR VSU COLUMN AT EMBED PLATE
SCALE: 3' = 1 -0'
S610L5611
P —max (P P 1 We + 0.67 W l kip
u'— E1 E27PE37PE4 '+ 1.2+0.2 SDs) • 8 P I=49.21
We+0.67 W l
Tue'=PE4 — (0.9 — 0.2 SDs) • 8 P = 32.78 kip
Factored
compression
per column
LRFD tension at exterior column
- controls
We+0.67 W
Tui :=PE1— (0.9 — 0.2 SDS) • P l = 21.39 kip LRFD tension at interior column
8
We+0.67 W
Te := 0.7 PE4 — (0.6 — 0.14 SDs) • 8 P = 23.18 kip ASD tension at exterior column
We+0.67 W
Ti := 0.7 PE1 — (0.6 — 0.14 SDS) • P / =15.21 kip ASD tension at interior column
8 J
Vu:=VE=6.33 kip Factored shear per column
fy:=60 ksi Yield strength of ASTM A706 Grade 60 rebar
0 := 0.75 Rebar strength reduction factor per ACI
318-14 Section 17.5.2.9
Rebar Tension Strength:
max (T,,,e 7 Tui) =
As_regd'— �•f 0.728 in2
y
Rebar area required per column
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
As:= 0.31 in2
nreo
reqd = 2.35
As
n:=4
4)T:=4)•n•As • f y= 55.80 kip
Tue
OTn
Rebar Shear Strength:
(Wiz := 4, • n•As-f y= 55.80 kip
=0.587 < 1.0 OK
V?,
- =0.113 < 1.0 .'. OK
Combined Rebar Tension and Shear Check:
T„ +(V u
kcj)Tu (/)1/u
= 0.701
JOB: 18391,
DESIGNED: ENIF DATE: 11/04/2019 27
CHECKED: AJB DATE: 11/04/2019
Area of #5 bar
Number of rebar required
Number of rebar provided
Design tensile strength of reinforcement
Tension utilization
Design tensile strength of reinforcement
Shear Utilization
1.0 .*. OK Interaction check
Interior VSU Column Welded Connection to Embed Plate
(Conservatively Consider Only Two Sides Welded):
b:=9 in
d:= 5 in
kip
D:= 5
in
e d d2
2 2 (b+d)
=1.61 in
4 d•b+b2
oft=
6
b2 • (4 d+b)
oth:=
6 (2 d+b)
c, 4 b•d+d2
owt:=
6
43.50 in2
= 20.61 in2
=34.17 in2
Length of plate parallel to column
length axis
Length of plate parallel to column
width axis
Size of weld in sixteenths of an inch
Eccentricity from center of VSU column base
plate weld to center of embed plate in both axes
Section modulus of weld about
column length axis - top
Section modulus of weld about
column length axis - bottom
Section modulus of weld about
column width axis - top
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
awb:= d2 • (4 b
= 7.43 in2
6 (2 b+d)
4
b + d) —6 b2 • d2
=156.35 in3
12 (b+d)
Mu := Tui • e =34.38 kipin
Tou:=1/. • e = 10.17 kip • in
Mu Mu Mu +
\Sit Sib
Tui kip
at= = 1.528
(b+d) in
o-:=o-n,+0rt=6.947 k.ip
in
Otn:= 1.5.1.392 • D = 10.44 kip
in
JOB: 18391
DESIGNED: EMF DATE: 11/04/2019 28
CHECKED: AJB DATE: 11/04/2019
Section modulus of weld about
column width axis - bottom
Torsional modulus of weld
Moment due to eccentricity in both axes
Torsion due to eccentricity
kip
=5.419 Maximum weld axial stress due to moment
in
o-
=0.665 < 1.0 .*. OK
r :=v u =0.703 kip
b in
'd e
Tt := Tou•
2
=0.27 ALP
kip
7:=Ts+rt 0.97
in
in
=1.3924)=6.96 kip
ru :=
in
Weld axial stress due to tension
Weld axial stress
Weld axial strength per AISC
360-10 Equation 8-2a
Weld axial strength utilization
Weld direct shear stress
Weld torsional shear stress
Weld shear stress
Weld shear strength per AISC
360-10 Equation 8-2a
=0.139 < 1.0 .*. OK Weld shear strength utilization
=7.014 kip
0 := atan (1 =1.432
in
Weld combined stress
Weld load angle in radians
SITTS & HILL ENGINEERS, INC.
1
•
TACOMA, WASHINGTON (253) 474-9449
JOB: 18391
DESIGNED: EMF DATE: 11/04/2019 29
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 11/04/2019
1+ 0.5 sin (0) )• 1.392 •D=10.39 —kip Weld combined strength per AISC
1.5
in 360-10 Equation 8-2a
—=0.675
1.0 .` . OK
Weld combined strength utilization
Exterior VSU Column Welded Connection to Embed Plate:
b:=9 in Length of plate parallel to column
length axis
Length of plate parallel to column
width axis
d:=5 in
D:= 5 —kiP
in
d d2
e:= =1.18 in
2 (1)+2 d)
d2 • (2 b+d)
3 (b+d)
(b + 2 d)3
12
m.:=
=13.69 in2
d2 .(b+d)2
(b+ 2 d)
=38.81 kip.in
Tou:=17„. e= 7.50 kip -in
Mu kip
17,,:= =2.835
in
b+2 d)
cr:= cr +
kip
=1.725
in
—4. 60 kip
in
= 313.69 in3
cbt,:=1.5. 1.392 • D= 10.44 kip
in
= 0.437
Vv. kip
r
b in
1.0 . OK
Size of weld in sixteenths of an inch
Eccentricity from center of VSU column base
plate weld to center of embed plate
Section modulus of weld about bottom
Torsional modulus of weld
Moment due to eccentricity about length axis
Torsion due to eccentricity
Maximum weld axial stress due to
moment
Weld axial stress due to tension
Weld axial stress
Weld axial strength per AISC
360-10 Equation 8-2a
Weld axial strength utilization
Weld direct shear stress
No
SITTS & HILL ENGINEERS, INC.
• TACOMA, WASHINGTON (253) 474-9449
N o
O
wer
lad
JOB: 18391
DESIGNED: EMF DATE: 11/04/2019 30
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 11/04/2019
(_d e)
2 kip
Tt :=To. =0.09 Weld torsional shear stress
in
T:=7.8+-rt=0.79 kip
Ovn,:= 1.392 -D=6.96 kiP
in
=0.114 < 1.0 OK
(inn
kip
T-=2 := 4,628
in
0 :=atan(7)=1.399
4Yrn
Weld shear stress
Weld shear strength per AISC
360-10 Equation 8-2a
Weld shear strength utilization
Weld combined stress
Weld load angle in radians
1.5 ki
+0.5 • sin (0) )• 1.392 -D=10.363 -?Weld combined strength per AISC
in 360-10 Equation 8-2a
=0.447 < 1.0 .'. OK Weld combined strength utilization
VSU Column Base Plate Design:
The VSU column base plates are checked in flexure using plate elements in RISA-3D. Both
interior and exterior column base plates are analyzed, and the welds to the embed plates are
modeled as pinned supports. The ASD net tension loads, Te and Ti, are applied to the
respective plate models as area loads over the VSU adapter plate profile. Per the attached
RISA-3D analysis, the maximum plate flexural stress is 19.624 ksi which does not exceed the
allowable stress of ASTM A36 steel of 36 ksi / 1.67 = 21.56 ksi. Therefore, 1" thick VSU
column plate plates are adequate to support the VSU columns.
1
1
31
L BLC 1, ASO Tension
Sitts & Hill Engineers
E F
v 1, 2019 at 3:33 PM
1
RISA-3D VSU Column Base Plates
VSU Column Base and Embed Pia..
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No
Slid
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Company : Sitts & Hill Engineers
: EMF
ANEMETSCHEK COMPANY Model Name
RISA Job Num
Job Number
Nov 1,2019
3:36 PM
Checked By.
32
Hot Rolled Steel Properties
ks
Nu
Theme (/1
Densitv(k/ft^3
Yiedlfks
Finks
Rt
1
A992
29000
11154
.3
.65
.49
50
1.1
65
1.1
2
A36 Gr.36
29000
11154
.3
.65
.49
36
1.5
58
1.2
3
A572 Gr.50
29000
11154
.3
.65
.49
50
1.1
65
1.1
4
A500 Gr.B RND
29000
11154
.3
.65
.527
42
1.4
58
1.3
5
A500 Gr.B Rect
29000
11154
.3
.65
.527
46
1.4
58
1.3
6
A53 Gr. B
29000
11154
.3
.65
.49
35
1.6
60
1.2
7
A1085
29000
11154
.3
.65
.49
50
1.4
65
1.3
Plate Primary Data
A Joint
B Joint
C Joint
D Joint
Material
Thickness in
P2
N1
N5
N15
N14
qen Steel
1
®
3
P3
N5
N6
N16
N15
•en Steel
1
P4
N6
N7
N17
N16
gen Steel
4
P5
N7
N8
N18
N17
•en Steel
5
P6
N8
N9
N19
N18
gen Steel
1
6
P7
N9
N10
N20
N19
«en Steel
1
7
P8
N10
N11
N21
N20
•en Steel
1
8
P9
N12
N22
N21
«-,« - -
1
'®
9
P10
N12
N13
N23
N22
gen Steel
10
P11
N13
N2
N24
N23
•en Steel
11
P12
N14
N15
N26
N25
gen Steel
1
12
P13
N15
N16
N27
N26
qen Steel
1
13
P14
N16
N17
N28
N27
gen Steel
1
14
P15
N17
N18
N29
N28
•en Steel
1
P16
N18
N19
N30
N29
16
P17
N19
N20
N31
N30
gen Steel
17
P18
N20
N21
N32
N31
•en Steel
19
P19
N33
gen Steel
1
19
P20
NM
�®
N34
«en Steel
1
20
P21
N24
N35
N34
• -
1
®
22
P22
N26
N37
N36
• -
1
P23
N26
N27
N38
N37
gen Steel
23
P24
N27
N28
N39
N38
gen Steel
24
P25
N28
N29
N40
N39
gen Steel
25
P26
N29
N30
N41
N40
•en Steel
26
P27
N30
N42
N41
•
0
P28
N43
N42
• en Steel
28
P29
N33
N44
N43
•en Steel
29
P30
N33
N34
N45
N44
••
�"•����
qen Steel
30
P31
N34
N35
N46
N45
31
P32
N36
N37
N48
N47
32
P33
N37
N38
N49
N48
gen Steel
33
P34
N38
N39
N50
N49
•en Steel
34
P35
N39
N40
N51
N50
35
P36
N40
N41
N52
gen Steel
36
P37
N41
N42
N53
•en Steel
37
P38
N42
N43
N54
N53
gen Steel
1
38
P39
N43
N44
N55
N54
gen Steel
1
39
P40
N44
N45
N56
N55
qen Steel
1
RISA-3D Version 17.0.4[O:\...\...1Calculations\StructuraRVSU Column Base and Embed Plates.r3d] Page
1
1
1
1
1
Company
I : Sitts & Hill Engineers
e JDesignuermber : EMF
:
A NEMETSCHEK COMPANY Model Name :
Nov 1, 2019
3:36 PM 33
Checked By
Plate Primary Data (Continued)
Label A Joint
B Joint
C Joint
D Joint
Material
Thickness in
40
P41
N45
N46
N57
N56
qen Steel
1
41
P42
N47
N48
N59
N58
gen Steel
42
P43
N48
N49
N60
N59
gen Steel
1
43
P44
N49
N50
N61
N60
gen Ste&
1
44
P45
N50
N51
N62
N61
gen Steel
1
45
P46
N51
N52
N63
N62
qen Steel
1
46
P47
N52
N53
N64
N63
gen Steel
1
47
P48
N53
N54
N65
N64
qen Steet
1
48
P49
N54
N55
N66
N65
gen Steel
1
49
P50
N55
N56
N67
N66
gen Steel
1
50
P51
N56
N57
N68
N67
gen Steel
1
51
P52
N58
N59
N69
N3
gen Steel
1
52
P53
N59
N60
N70
N69
gen Steel1
53
P54
N60
N61
N71
N70
qen Steel
1
54
P55
N61
N62
N72
N71
gen Steel
1
55
P56
N62
N63
N73
N72
gen Steel
1
56
P57
N63
N64
N74
N73
gen Steel
1
57
P58
N64
N65
N75
N74
qen Steet
1
58
P59
N65
N66
N76
N75
gen Steel
1
59
P60
N66
N67
N77
N76
gen Steel
1
60
P61
N67
N68
N4
N77
gen Steel
1
61
P61A
N37
N38
N49
N48
qen Steel
1
62
P62
N78
N82
N92
N91
gen Steel
1
63
P63
N82
N83
N93
N92
gen Steel
1
64
P64
N83
N84
N94
N93
qen Steel
1
65
P65
N84
N85
N95
N94
gen Steel
1
66
P66
N85
N86
N96
N95
gen Steel1
67
P67
N86
N87
N97
N96
gen Steel
1
68
P68
N87
N88
N98
N97
gen Steel
1
69
P69
N88
N89
N99
N98
qen Steel
1
70
P70
N89
N90
N100
N99
gen Steel
1
71
P71
N90
N79
N101
N100
gen Steel
1
72
P72
N91
N92
N103
N102
gen Steel
1
73
P73
N92
N93
N104
N103
qen Steel1
74
P74
N93
N94
N105
N104
gen Ste
1
75
P75
N94
N95
N106
N105
qen Steel
1
76
P76
N95
N96
N107
N106
qen Steel
1
77
P77
N96
N97
N108
N107
gen Steel
1
78
P78
N97
N98
N109
N108
qen Steel
1
79
P79
N98
N99
N110
N109
qen Steel
1
80
P80
N99
N100
N111
N110
gen Steel
1
81
P81
N100
N101
N112
N111
gen Steel
1
82
P82
N102
N103
N114
N113
gen Stee
1
83
P83
N103
N104
N115
N114
gen Steel
1
84
P84
N104
N105
N116
N115
gen Steel
1
85
P85
N105
N106
N117
N116
gen Steel
1
86
P86
N106
N107
N118
N117
gen Steel
1
87
P87
N107
N108
N119
N118
gen Steel
1
88
P88
N108
N109
N120
N119
qen Steel
1
89
P89
N109
N110
N121
N120
gen Steel
1
90
P90
N110
N111
N122
N121
qen Steel
1
91
P91
N111
N112
N123
N122
qen Steel
1
RISA-3D Version 17.0.4 [0: \... \Calculations\Struc a VSU Column Base and Embed Pia
Page 2
•
N EI
•
w it
111
•
MI
mei
II
Company : Sitts & Hill Engineers I RISA
jDesruernrber : EMF
A NEMETSCHEK COMPANY Model Name
Nov 1,2019
3:36 PM 34
Checked By
Plate Primary Data (Continued)
Label A Joint
B Joint
C Joint
D Joint
Malerial
ckn
92
P92
N113
N114
N125
N124
gen Steel
93
P93
N115
N116
N127
N126
gen Steel
94
P94
N116
N117
N128
N127
gen Steel
95
P95
N117
N118
N129
N128
gen Steel
1
96
P96
N118
N119
N130
N129
gen Steel
1
97
P97
N119
N120
N131
N130
gen Steel
1
96
P98
N120
N121
N132
N131
gen Steel
9
P99
N121
N122
N133
N132
qen Steel
1
100
P100
N122
N123
N134
N133
gen Steel
1
101
P101
N124
N125
N136
N135
gen Steel
1
102
P102
N125
N126
N137
N136
gen Steel
103
P103
N126
N127
N138
N137
gen Steel
104
P104
N127
N128
N139
N138
gen Steel
1
105
P105
N128
N129
N140
N139
qen Steel
1
106
P106
N129
N130
N141
N140
gen Steel
1
107
P107
N130
N131
N142
N141
gen Steel
108
P108
N131
N132
N143
N142
gen Steel
1
109
P109
N132
N133
N144
N143
gen Steel
1
110
P110
N133
N134
N145
N144
gen Steel
111
P111
N135
N136
N146
N80
gen Steel
112
P112
N136
N137
N147
N146
gen Steel
1
1 3
P1 3
N137
N138
N148
N147
gen Steel
1
1 4
P114
N138
N139
N149
N148
gen Steel
1
115
P115
N139
N140
N150
N149
gen Steel
1
116
P116
N140
N141
N151
N150
gen Steel
1
117
P117
N141
N142
N152
N151
gen Steel
118
P118
N142
N143
N153
N152
gen Steel
1
1 9
P119
N143
N144
N154
N153
gen Steel
120
P120
N144
N145
N81
N154
qen Steel
121
P121
N114
N115
N126
N125
gen Steel1
Plate Surface Loads (BLC 1 : ASD Tension)
Plate Label
Direction
MaanitudeFksi
1
P20
Y
.966
2
P30
Y
.966
3
P40
Y
.966
4
P50
Y
.966
5
P19
Y
.966
6
P39
Y
.966
7
P29
Y
.966
8
P49
Y
.966
9
P18
Y
.966
10
P38
Y
.966
11
P28
Y
.966
12
P48
Y
.966
13
P17
Y
.966
14
P27
Y
.966
15
P37
Y
.966
16
P47
Y
.966
17
P16
Y
.966
RISA-3D Version 17.0.4 [0:1...1...\Calculations\StructuraIWSU Column Base and Embed Plates.r3d] Page 3
MEI
NM
0
•
red
0
0
0
awl
0
Goa
0
Company : Sitts & Hill Engineers
: EMF IIIRISA jDesignumerber
A NEMET$CHEK COMPANY Model Name
Nov 1, 2019
3:36 PM 35
Checked By
Plate Surface Loads (BLC 1 : ASD Tension) (Continued)
Plate Label Direction
Ma nitude ksi
18
P26
Y
.966
19
P36
Y
.966
20
P46
Y
.966
21
P15
Y
.966
22
P25
Y
.966
23
P35
Y
.966
24
P45
Y
.966
25
P14
Y
.966
26
P24
Y
.966
27
P34
Y
.966
28
P44
Y
.966
29
P13
Y
.966
30
P23
Y
.966
31
P43
Y
.966
32
P61A
Y
.966
33
P80
Y
.634
34
P90
Y
.634
35
P99
Y
.634
36
P109
Y
.634
37
P79
Y
.634
38
P89
Y
.634
39
P98
Y
.634
40
P108
Y
.634
41
P78
Y
.634
42
P88
Y
.634
43
P97
Y
.634
44
P107
Y
.634
45
P77
Y
.634
46
P87
Y
.634
47
P96
Y
.634
48
P106
Y
.634
49
P76
Y
.634
50
P86
Y
.634
51
P95
Y
.634
52
P105
Y
.634
53
P75
Y
.634
54
P85
Y
.634
55
P94
Y
.634
56
P104
Y
.634
57
P74
Y
.634
58
P84
Y
.634
59
P93
Y
.634
60
P103
Y
.634
61
P73
Y
.634
62
P83
Y
.634
63
P121
Y
.634
64
P102
Y
.634
RISA-3D Version 17.0.4 [0: \...\Calculations\Structuraf\VSU Column Base and Embed Plates.r3d] Page 4
In
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36
Bask Load Cases
8uCDeonhptkm ASD Tension
Cateqor
64
oad Combinations
Description
ASD Tension
S- P- S- 8- Fac- BLC Fac' Bu: Feu.. BLCFan.8- pmc.B- Fan.B- pac..B- Fec.8- poc..B.' Fac..
Yes
Y
1
Plate Principal Stresses (By Combinadon)
LC Plate Label
Von Misesfks
1
1
P60
T
15.664
'6.348
11.006
706
19i624
2
B
6.348
-15.864
11.006
2337
19.024
3
1
P43
T
15.269
'8783
11.026
2.354
1Ei563
4
B
6.783
'15.269
11.026
.783
19.563
P7
T
20.46
1.988
9231
.049
19.638
0
8
'1.988
-20.46
9231
1.62
18.538
7
PG
T
28.341
1.975
9.183
`049
19.429
B
1
B
-1.975
_20.341
0.183
1.521
19.429
8
P8
T
10.441
1.513
8.964
.15
1&731
10
=
12
1
8
'1.513
49.441
8.864
1.72
18.731
P5
19.108
1.47
8.810
`151
18.417
B
4.47
49.108
8.818
1/42
18.417
13
1
P40
T
16.250
-3.139
9.699
723
18.035
14
B
3.139
'16.259
9.699
2'284
18.035
15
1
P100
T
6.344
43.971
10.157
.402
18.002
16
B
13.971
-6.344
10-157
1.073
18.002
17
1
P44
T
17.335
-1.179
9.257
-.762
17.953
18
B
1.179
-17.336 `
9.257
.BOg
17-953
18
1
P18
T
19.387
4.841
7.273
.278
17477
-4.841
'19.387
7.273
1.849
17.477
10.68
6.255
6.713
.098
17.417
B
-8.255
'19.68
6.713
1.689
17.417
23
1
P16
T
10.602
6.197
8.703
-.089
17`354
24
B
'6.197
'19.602
6J03
1472
17.354
25
1
P19
T
18.343
2.237
8,053
.424
17.333
26
B
-2.237
-18.343
8.053
1.885
17.333
M=
P15
19.027
4.655
7.186
`279
17.170
-4.655
-19.037
7.188
1.293
17'179
17.180
487
8.351
.256
16.95
`487
-17.188
8.351
1,827
16.95
P14
7'
17.821
2.038
7.892
`429
16.895
Mi
35
1
P80
8
-2.038
'17.821
7.892
1,142
18.BS5
N
T
16.122
'1.389
8.756
.852
16.859
P108
1.389
11.057
'16.122
8.756
2.223
16859
'8.313
9.685
.647
16,831
36
B
8.313
'11.057
9.685
2.217
16831
37
1
P20
T
15.882
4.058
877
.558
16773
38
B
1.658
-15.882
877
2.129
16.773
39
1
P13
T
15.651
'1.803
8J27
`560
18,626
40
B
1.803
'15.651
8727
1.006
16,626
MR
R|SA-3DVersion 1T]].4 [Oi'\'VCalou|aUons\SbudunaKVSUColu
n Base and Embed Plates.r3d] Page 5
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��PM Checked By.
Plate Principal Stresses (By C
Loc
T�M�� mm��
Von Mises[ks
41
�
1
P4
T
`�
16774
449
8162
`282
16.554
42
B
-.449
,16.774
8.162
1'309
16554
43
1
p29
T
17.892
3'482
7.205
.558
1648
44
B
'3,482
~17.892
7.205
2.128
1643
8.004
-.087
16.348
4-R
B
1.882
-15.328
8.604
.884
16.349
47
1
p34
T
17.054
1.803
7.625
`646
18.228
48
8
-1.803
-17.054
7.635
.925
16.228
49
1
P39
T
17.11
2.116
7.497
.08
18.157
50
B
'2.110
-17.11
7.497
2.251
18-157
51
1
P49
T
15.286
-1.405
8.345
757
16.035
52
B
1.405
-15.286
8.345
2.328
16,035
63
1
P24
T
17.021
2.508
7.258
-.561
16.915
54
B
-2.508
'17.021
7256
1.01
15.916
55
1
P42
T
10.012
'8.286
8.154
'.775
15.078
58
B
8.286
-10.012
9.164
J95
15.878
57
1
P28
T
18.056
7.199
5.429
.429
15.744
58
B
-7.199
-18.066
5.429
1.907
15.744
59
1
P25
T
17.849
7.026
6.412
-.423
15.574
GD
B
'7.825
-17.849
5.412
1.148
15.574
61
1
p110
T
8.28
-0.572
8.926
.659
15.474
62
B
9.572
'8.28
9.926
2.23
15.474
63
1
P51
T
10.401
-7.381
8.881
771
15,457
64
B
7.381
-18.401
8.081
2.342
15.457
65
1
P102
T
11.72
'5.046
8.882
`764
15.342
GG
B
5.645
-11.73
8.682
.807
15.342
67
1
P99
T
10.584
'6.GG5
8724
.427
15.225
68
B
6.865
'10.684
8.724
1.998
15.225
69
1
P28
T
17.498
9.4
4.849
-.184
115.168
70
8
'9.4
-17.498
4.049
1.387
15.168
71
1
P27
T
17.486
9.509
3.988
.174
16.183
72
B
'8.508
-17.486
3.988
1.745
15.163
73
1
P10
T
14.353
-1.206
778
.396
14.982
74
B
1.208
-14.353
7.78
1.967
14.892
75
1
P3
T
14.094
'1.294
7.694
-.404
14.784
76
B
1.294
-14.094
7.694
1.186
14.784
77
1
PGO
T
%081
-6.5
8.29
J75
14.47
78
B
6.5
-10.081
8.29
2348
14.47
79
1
P121
T
12.184
-3.597
7.895
`726
14,335
80
B
3.597
-12.104
7.895
.844
14.335
81
1
p53
T
8.959
'0.418
8.188
'.78
14.292
82
8
6418
-9.058
8.188
791
14.292
83
1
P35
T
16.358
6.373
84
B
-6.373
-16,358
4,993
.082
14.281
85
1
P38
T
18.254
6.478
4.888
.611
14.173
88
B
-6.478
-16.264
4.888
2.182
14.173
87
1
P73
T
12.148
'2.636
7.392
`597
13.658
88
B
2.836
-12.148
7.392
'974
13.858
89
1
968
T
14.078
.891
6.594
`15
13.655
DO
B
-.891
-14.078
6.594
1.421
13,655
91
1
P83
T
12.222
-2.401
7.356
`67
13.639
82
B
2.491
'12.222
7.356
801
13.639
w
R|SA'31DVansion 17]3.4 [Oi'\'VCalcu|oUons\GbucturmKVSU Column Base and Embed Platee.r3d] Page
OR
ow
IN
M
IN
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aw
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93
P74
T
13.6
.079
678
`492
13.561
94
B
-.079
'13.6
6.76
1]379
13.561
85
P33
11.631
-3.139
7.385
'.723
13.478
0G
3.139
-11.831
7.385
.848
13.478
87
P61A
N
11.031
-3.138
7385
`723
13.478
98
3.130
'11.831
7.385
.848
13.478
SS
P91
T
3.817
'11.177
7.397
`054
13.358
100
B,
11.177
'3.817
7.397
1.517
13.358
101
P67
T
13.81
.987
0.412
-.077
13.344
102
B
`987
-13.81
6.412
1484
18.344
103
P65
T
13.555
458
6.648
`234
13'332
104
B,
`458
'13.655
6.548
1337
13,332
105
P32
T
10.064
'5.027
7.545_
-.75
13.369
106
B
5.027
-10.064
7.545
.82
13.309
107
P41
10.152
-4.914
7.533
77
13.308
108
B
4.814
'10.152
7.533
2.341
13.308
109
P75
T
14.103
1.892
6.106
-.384
13.258
110
B
'1.882
-14.103
8.106
1.188
13.258
111
P23
T
10.946
-3744
7.345
-.735
13.222
112
B
3744
'10.946
7.345
.836
13.222
113
P84
T
13.31
773
6.268
`592
12.941
114
B
'.773
-13.31
6.268
.978
12.941
115
P38
14.531
9.763
2.384
`381
12.829
116
'9.763
-14.531
2.384
1.179
12.828
117
1
P37
T
14.429
0.899
2.265
367
12.781
118
B
-9.899
-14.429
2.265
1.838
12.781
119
1
P78
T
14.006
2.977
5,515
`259
12.78
120
B
'2.977
'14.006
6.515
1.312
12.78
121
1
P93
T
12.695
',074
8.385
-.684
12.733
'12.695
6.385
.887
'3.283
0.838
`75
12.68
124
E
B,
2.283
-11.394
8.838
.82
12.68
3.035
5.312
`741
12.422
-18.058
5.312
.83
12.422
M
1
P64
T
12210
`345
6.282
-.329
12.305
-12.219
6.282
1.242
12.395
-6.328
7.079
736
12.283
130
6.328
-7829
7.079
2.306
12.283
.757
5.836
-.025
12.269
8
-12.63
5.936
1.546
12.289
133
P48
T
13.468
3.085
5.191
747
12.221
134
B
-3.085
-13.468
5.181
3.318
12'221
135
P77
T
13.464
3.103
5.151
-.124
12.194
136
B
'3.163
-13.464
5.151
1.447
12.194
137
P85
T
13.343
3.213
5,065
`496
12.062
138
B
-3213
'13.343
5D65
1,075
12.002
138
P101
T
7.832
'5.967
6.9
-.788
11.987
140
B
5.907
-7.832
6.9
803
11.987
141
P108
T
10.155
-2.745
6.45
.612
11.T7
142
8
2.745
-10.155
6.45
2.182
11.77
143
P31
T
9.421
'3767
6.594
.734
11.785
144
B
3.787
'9421
6.594
2.385
11.765
no
RISA-3D Version 17.0.4 [0:\...\...\Calculations\StructurahVSU Column Base and Embed Plates.r3d] Page 7
w
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Nov 1.20U9
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Checked By
Plate Principal Stresses (By Combinadon) (Confinueco
Plate Label boc SiqmalUmi'l Siqma2fks
Tau Maxfksi
Anqlefrad
Von Misesfks
145
P21
T
9.301
-3J29
6.615
.688
11.623
146
B
3729
-8301
6.515
2.259
11.623
147
P63
10.686
-1.637
6.162
`45
11.592
148
N
1'637
40.686
6.162
1.12
11-592
149
P12
T
9.208
'3.784
6.496
`703
11.574
150
B
3.784
-9.208
6.498
.868
11.574
151
P90
8.81
-4.235
6.522
.123
11.528
152
N
4.235
-8.81
6'523
1.693
11.528
153
P78
T
13.420
2.383
5.031
-.014
11.429
154
B
`3363
-12.436
5.031
1.557
11.429
155
P61
8.744
-0.380
8.555
.779
11.355
156
6.366
~6.744
8.555
2.349
11.355
157
P1 12
T
7.574
'5.289
6432
-.776
11.190
158
B
5.289
'7.574
6432
.795
11.199
158
P86
T
12.74
4.773
3.983
-.338
11.148
100
B
-4773
42.74
3.983
1.231
11.148
161
P52
T
6.519
-8.346
6.432
`775
11.142
182
B
6.346
-8.519
6.432
.785
11.143
163
P54
T
9'404
'2.885
8.135
-.753
11.117
164
B
2.865
'9.404
6.135
.818
11.117
165
P59
T
8.317
-2.916
6.117
737
11.067
166
B
2.916
'9.317
6.117
2.308
11.067
167
P94
12-068
2.795
4.637
`62
10.942
108
-2.705
42.088
4.637
.951
10.842
169
P98
10.417
-.437
5'437
.403
10.642
170
B
.437
'10.417
5.427
1.98
10.642
171
P92
T
7.733
-4.343
6.038
-.768
18.594
172
B
4.343
-7.733
6.038
.803
10.594
173
P87
T
12.074
5.01
3'532
`103
10.507
174
B
-5D1
'12.074
3.532
1.482
10.507
176
P89
T
10.579
.827
4.976
.192
10.28
176
B
-.627
'10.578
4.976
1.783
10.28
177
P79
T
10.551
.647
4.952
.023
10.243
178
8
`647
-10.551
4.952
1.593
10.243
179
P88
T
11.531
3.509
3.971
.097
10.221
180
B
'3.589
-11.531
3.971
1.668
10.231
181
P69
T
10.186
.236
4.975
`014
10.07
182
B
-.236
40.186
4.976
1.557
10.07
183
1
P72
T
7.428
'3.643
5.535
-.705
9.772
1841
3.643
-7.428
5.535
.866
Q772
185
10.073
.787
4.643
`727
9.703
186
-.787
-10.073
4'643
.843
9703
187
P82
'3.639
5.486
-.739
9.68
188
B
3.639
-7.333
5.486
.832
9.88
109
P120
5.149
'5.958
5.553
746
9827
190
N
5.058
-5.149
5.553
2.316
9'627
191
1
P48
T
10.755
7.012
1.871
`705
9.456
192
B
-7.012
'10.755
1.871
.865
8.456
193
P47
10.602
7.115
1.743
.691
9.359
194
-7.115
-10.602
1.743
2.261
9.359
105
P86
10.745
4.996
2.876
`459
9313
196
B
-4.996
'10.745
2.875
1.111
9.313
IN
��
RISA-3D Version 17.0.4 [0:\...\...\Calculabons\StructuraRVSU Column Base and Embed Plates.r3d] Page 8
IN Company Sitts &MNEngineers
Designer EMF
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197
1
P11
T
7.815
-2479
5`147
.582
9.385
198
B
2479
-7.815
5.147
2.133
9305
199
1
P2
T
7.758
-2.504
5.132
`566
9.368
200
B
2J504
-7.759
5.132
1.005
9.260
201
1
P97
T
10.181
3.386
3.392
.319
8.978
202
8
-3.386
-10.181
3'392
1.89
8.978
203
1
P118
T
8.947
-2.964
4.956
.066
8.811
204
B
2.984
-6.947
4.956
2.237
8.811
205
1
P113
T
7.041
-2.775
4.808
-.730
8.766
206
B
2.775
-7.041
4.908
.833
8.765
207
1
P111
T
5.001
-4.064
5.012
-.778
8.682
208
B
4.964
'5.061
5.012
783
8.682
209
1
PgG
T
9.801
5.555
2.123
-.024
8.513
210
B
-5,655
-9.801
2.123
1.546
8.513
211
1
P80
T
7]348
-1.787
4'418
-.083
8.081
212
B
1.707
'7.048
4.418
1488
8.081
213
1
P107
T
8.556
1.508
3.524
.574
781
214
O
-1.508
-8.556
3.524
2.146
7.81
215
1
P55
T
7.883
-.012
3.948
-.71
7.888
218
B
.012
-7.883
3.848
.881
7.889
217
1
p62
T
6.177
-2.358
4.367
-.595
7.634
218
B
2.358
-6.177
4.267
.975
7.634
219
1
P58
T
7.816
-.027
3.821
703
7.629
220
B
.027
-7.618
3.821
2.274
7.629
221
1
P1O5
T
8.003
3.529
2.237
-.634
6.947
223
B
-3.529
-8.003
2.237
.937
6.047
223
1
P70
T
6.234
-.236
3.235
-.092
6.355
224
B
.236
-6.234
3.235
1.479
6.355
225
1
P114
T
5.838
-.749
3.294
-.701
6.247
226
B
.749
~5.838
3.284
.869
8.247
227
1
P106
T
8.722
4.584
1.069
.244
5.949
228
B
-4.584
-6.732
1.069
1.814
E949
229
1
P81
T
3.203
-3.356
3.270
-.207
5.68
230
B
3.366
-3.203
3.279
1.274
5.68
231
1
P117
T
5.365
-.28
2.823
.608
5.511
232
B
.28
15.385
3.823
2.178
5.511
233
1
P56
T
5.511
2.808
1451
-.564
4.775
234
B
'2.608
-5.511
1,451
1.007
4.775
235
1
P57
T
545
2'657
1.396
.558
472
236
B
-2.657
'5.45
1.396
2.129
4.72
237
1
P115
T
4.274
1.181
1.546
-.576
3.823
238
B
-1.181
-4.274
1.546
.895
3.823
239
1
P116
T
3.881
1.786
.948
.315
3.188
240
B
-1.788
'3.681
.948
1.886
3.188
241
1
P71
T
2.018
-.608
1.358
-.227
2.443
242
B
.698
'2.018
1.358
1.344
2443
0
RISA-3OVersion 17�.4 [0,\'\'\Calcu|ations\Qboctum��UColumn Base and Embed Flates.r3d] Page
1
•
P.= 49.21 kip
:=P • e = 4• 86 ft •kip
tt_p u
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449 JOB: 18391
DESIGNED: EMF DATE: 11/04/2019 41
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 11/04/2019
Rebar Connection to Embed Plate:
The ASTM A706 #5 rebar are welded with 5/16" flare bevel welds on each side of the rebar
over their entire length. The strength of this weld is adequate by inspection, noting that the
welded connection of the VSU adapter plate to the embed plate is more than strong enough to
withstand the design loads.
Embed Plate Design:
An approxmate embed plate analysis is performed through a RISAConnection base plate
analyses. The rebar are welded continuously to the plate, so the base plate analysis with
discrete anchors at the vertical rebar locations produces a conservative design. The design
loads applied in the RISAConnection model are specified below, and RISAConnection design
results are attached. A 1" thick embed plate is found to be adequate to support the VSU
columns.
Vu= 6.33 kip
Tue= 32.78 kip
Design shear
Design tension
J:=T 3.23 ft•kip Design moment due to tension
Design compression
Design moment due to compression
The VSU column base plates were also analyzed in RISAConnection for the above loads and
the design results are attached.
Nor
0
MI
1
NI
0
r"1
tJ
n
1J
r- 1
r1
t.J
r-i
tJ
tJ
r-i
IIIRISA
ANEMETSCHEK COMPANY
Embed Plate - Compression: 2D Views Report
Top view
.5t 9 00
i 12.00 1
24.00
RISA Connection version 10t1
11.01.2019
Single Column Base Plate Connection
continued on next page...
Page 1 of 8
Li
L_1
_J
fl
L
-1
Li
Embed Plate - Compression: LRFD Results Report
LRFD
43
Single Column Base Plate Connection
Material Properties:
Column H559X5X3 4500 Gr.8 F y = 46.00 ksi F= 58.00 ksi
Rect
Base Plate P1.00x12.00x12 A36 Ey = 36.00 ksi = 58.00 ksi
.00
Input Data:
Axial
Strong Axis Shear
Note: Unless specified, all code references are from AISC 360-10
Limit State
49.21 kips Axial load on the column
6.33 kips Shear load on the column that causes
strong axis bending
Weak Axis Shear 0.00 kips Shear load on the column that causes
weak axis bending
Strong Axis Moment 0.00 kips-ft Column moment about the strong
axis
Weak Axis Moment 4.86 kips-ft Column moment about the weak axis
Required
Available
Unity Check
Result
'Geometry Restrictions
PASS
Load Distribution (Strong Axis)
n/a
il.oad Distribution (Weak Axis)
n/a
Concrete Bearing
0.10
PASS
'Lateral Slip
0.31
PASS
plate Flexural Yielding(Compression)(Strong 0.19 kips-ft/in
Wxis)
0.67 kips-ft/in
0.28
PASS
Plate Flexural Yielding(Compression)(Weak 0.23 kips-ft/in
Axis)
0.67 kips-ft/in
0.35
PASS
Column Weld Limitations
PASS
Column Flange Weld Strength 0.00 kips/in
4.54 kips/in
0.00
PASS
)rC-olumn Web Weld Strength 1.46 kips/in
4.54 kips/in
0.32
PASS
n
i1
Page 4 of 8
Embed Plate - Tension: 2D Views Report
Too view
D.50: 9.00
2.00
24.00
via.•Nor
44
Single Column Bose Plate Connection
40,1••••01111.111•••••
Cr
+ex;
/
continued on next page...
Page 5 of 8
f
li
fl
L
Embed Plate - Tension: LRFD Results Report
LRFD
45
Single Column Base Plate Connection
Material Properties:
Column HSS9X5X3 A500 Gr.B
Base Plate
Rect
P1.00x12.00x12 A36
.00
F y = 46.00 ksi
Fy = 36.00 ksi
Fu = 58.00 ksi
Fu = 58.00 ksi
Input Data:
Axial -32.78 kips Axial load on the column
Strong Axis Shear 6.33 kips Shear load on the column that causes
strong axis bending
Weak Axis Shear 0.00 kips Shear load on the column that causes
weak axis bending
Strong Axis Moment 0.00 kips-ft Column moment about the strong
axis
Weak Axis Moment 3.23 kips-ft Column moment about the weak axis
Note: Unless specified, all code references are from AISC 360-10
Limit State
Required
Available
Unity Check
Result
Geometry Restrictions
PASS
Load Distribution (Strong Axis)
n/a
Load Distribution (Weak Axis)
n/a
Plate Flexural Yielding(Tension)(Strong Axis) 1.45 kips-ft
2.45 kips-ft
0.59
PASS
Plate Flexural Yielding(Tension)(Weak Axis) 1.83 kips-ft
2.45 kips-ft
0.75
PASS
(Anchor Bolt Tension (Strong Axis) 8.20 kips
21.57 kips
0.38
PASS
lAnchor Bolt Tension (Weak Axis) 10.35 kips
21.57 kips
0.48
PASS
'Anchor Bolt Shear 6.33 kips
25.89 kips
0.24
PASS
Anchor Bolt Bearing on Base Plate 6.33 kips
25.89 kips
0.24
PASS
Column Weld Limitations
PASS
Column Flange Weld Strength 1.36 kips/in
4.54 kips/in
0.30
PASS
Column Web Weld Strength 2.24 kips/in
4.54 kips/in
0.49
PASS
Page 8 of 8
psi
APPENDIX A
SAFE MODEL REPORT AND
LOADING DIAGRAMS
SITTS & HILL ENGINEERS, INC.
IAFE
License #"13EXNKCVEENHQRA
SAFE Analysis & Design Report
Prepared by
Sitts Hill
Model Name: Proposed Foundation.fdb
1 November 2019
1
_J
1
j
7
Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #*13EXNKCVEENHQRA
1. Model properties 01 November 2019
1. Model properties
This section provides model properties, including items such as material properties, section, properties, and support
properties.
1.1. Material properties
Table 1: Material Properties 03 - Concrete
Table 1: Material Properties03 farm t
aterlal E U A Unit
kip/in2 1/F lbfft3 klp/in2
onc UserModRu
p
4000Psi 3644.147 0,200000 5.5000E-06 1.5000E+02 4.000 No No
5000Psi 4074.281 0,200000 5.5000E-06 1.5000E+02 5.000 No No
Table 2: Material Properties 04 - Rebar
Table 2: Material Properties 04 - Rebar
Material E UnitWt Fy Fu
kip/in2 lb/ft3 kip/in2 kip/in2
A615Gr60 29000.000 4.9000E+02 60.000 90.000
Table 3: Material Properties 02 - Steel
Table 3: Material Properties 02 - Steel
- Material , E U A UnttWt Fy Fu
kip/in2 1/F Ibfft3 kipAn2 kip/in2
Base Plate 29000.000 0,300000 6.5000E-06 4.9000E+02 36.000 58.000
1.2. Section properties
Table 4: Slab Properties 02 - Solid Slabs
Table 4: Slab Properties 02 - Solid Slabs
Slab Type MatProp Thickness Ortho
'
in
Base Plate Stiff Base Plate 0.2500 No
Existing Slab Slab 5000Psi 7.0000 No
-1 Proposed Foundation Mat 4000Psi 27.0000 No
fl
6-4
fl
n
Sitts Hill Page 2 of 14
PropnoedFoundadqn.fdb SAFE 201Gv10.O.2'License #~13BKNKCVEENHORA
1. Model properties 01 Nnvember2U18
1.3. Support properties
Soil Properties
Table 5:
Soil Properties
Subgrade
-
GnU Z5920E+05 Compression Only
n
fl
1fl
b
fl
L
Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #*13EXNKCVEENHQRA
2, Model assignments 01 November 2019
2. Model assignments
This section provides model assignments, including assignments to slabs, beams, and joints.
2.1. Slab assignments
Table 6: Slab Property Assignments
Table 6: Slab Property Assignments
Area SlabProp — 1
1 Base Plate
2 Proposed Foundation
3 Base Plate
4 Base Plate
5 Existing Slab
6 Base Plate
7 Base Plate
8 Base Plate
9 Base Plate
10 Base Plate
11 Base Plate
12 Base Plate
13 Base Plate
14 Base Plate
23 Existing Slab
24 Base Plate
25 Base Plate
26 Base Plate
27 Base Plate
38 Existing Slab
39 Existing Slab
40 Existing Slab
41 Existing Slab
42 Existing Slab
43 Base Plate
44 Base Plate
45 Base Plate
46 Base Plate
47 Base Plate
48 Base Plate
49 Base Plate
50 Base Plate
Table 7: Slab Vertical Offsets
Table 7: Slab Vertical Offsets
Area
Offset
in
1
3
4
6
Sitts Hill
0.2500
0.2500
0.2500
0.2500
Page 4 of 14
-1
-1 Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #13EXNKCVEENHQRA
2. Model assignments 01 November 2019
7
1
7
fl
n
n
fl
4-1
n
71
fl
4-1
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Table 7: Slab Vertical Offsets
Area Offset
in
7 0.2500
8 0.2500
9 0.2500
10 0.2500
11 0.2500
12 0.2500
13 0.2500
14 0.2500
24 0.2500
25 0.2500
26 0,2500
27 0.2500
43 0.2500
44 0,2500
45 0.2500
46 0.2500
47 0.2500
48 0.2500
49 0.2500
Table 8: Slab Edge Releases
Table 8: Slab Edge Releases
Area
Edge Shear Moment
2 1 Yes Yes
2 2 Yes Yes
2 3 Yes Yes
2 4 Yes Yes
2 5 Yes Yes
2 6 Yes Yes
5 3 Yes Yes
5 4 Yes Yes
23 3 No Yes
38 1 Yes Yes
38 2 Yes Yes
38 3 Yes Yes
38 4 No Yes
39 1 No Yes
39 2 Yes Yes
39 3 Yes Yes
40 1 No Yes
40 3 Yes Yes
40 4 Yes Yes
41 1 Yes Yes
41 2 Yes Yes
41 3 Yes Yes
41 4 Yes Yes
42 1 Yes Yes
42 2 Yes Yes
42 5 Yes Yes
42 6 Yes Yes
n
Sitts Hill Page 5 of 14
--1
Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #13EXNKCVEENHQRA
2. Model assignments 01 November 2019
-J
,-J
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2.2. Support assignments
Table 9: Soil Property Assignments
Table 9: Soil Property Assignments
Area SoilProp
2 Soil
5 Soil
23 Soil
38 Soil
39 Soil
40 Soil
41 Soil
42 Soil
Table 10: Point Restraint Assignments
Table 10: Point Restraint Assignments
Point Ux Uy Uz Rx Ry Rz
1 Yes Yes No No No No
2 Yes Yes No No No No
3 Yes Yes No No No No
4 Yes Yes No No No No
7 Yes Yes No No No No
48 Yes Yes No No No No
92 Yes Yes No No No No
94 Yes Yes No No No No
95 Yes Yes No No No No
96 Yes Yes No No No No
101 Yes Yes No No No No
104 Yes Yes No No No No
105 Yes Yes No No No No
116 Yes Yes No No No No
167 Yes Yes No No No No
168 Yes Yes No No No No
169 Yes Yes No No No No
n
Sitts Hill Page 6 of 14
94
PnppooedFoundahon.hjb SAFE 2O1Ov1S.O.2'License #^13EXNKCVEENHQRy\
3. Model loading 01 Novembar2O19
Model � loading
U��N������U �������Nng
This section provides model loading information, including load patterns, load cases, and load combinations.
� � � mK
~". x. u~K���wv pattems
Table 11: Load Patterns
Tamw1t
Load Patterns
1.000000
0.000000
ooVuuoo
0.000000
oMOO8O
Table 12: Load Assignments ~Surface Loads
Table 12: Load Assignments - Surface Loads
XE-
w
m�
�
r D Gravity 40*50zw o.n000E+no VoonnE+nu uoU
7 sx+ Gravity 144244.00 o.ounns~oo nMoos+uo 0.00
r sv+ Gravity 96528o0 o.nooVE+nn nMnoE+00 OM
n o Gravity 40450.00 OMons+oo V.ononE+Vo 0.00
o EX+ Gravity 70475.00 ooOo0E+00 0.0000E+00 0.00
u sY+ Gravity 965eo00 o,uonos+oo v.uonos+oo 0.00
V D Gravity 40450.00 oonOVE+oo o.uVuoE+uo 0.08
n sx' Gravity 70475.00 n,U000E+OO o.VvooE+nO 0.00
o EY+ Gravity 96528u0 ouoouE+nn u.00nos+on 8.00
10 o Gravity 40450u0 u.000ns+oo 00000s+Vo 0.00
10 Ex' Gravity 144244.00 U.0oOoE+00 ooUnos+no 8.00
10 sY+ Gravity 9652&00 o.onous+oo o.000ns+nn 0.00
11 o Gravity ^Oono.no 000Uns+un O.0000s+oo 0.00
11 Ex+ Gravity 144244.00 00000s+ou oDoous+on 0.00
^z o Gravity *0450.00 uonnnE+on oVonoe+Un OM
12 sx+ Gravity 70475uo VonnnE+on o,nonns+nn 0.00
13 D Gravity 40*50.00 n.0uoVE+00 oMoUs+oO 0.00
,a sx' Gravity 70475u0 o,onoos+oV o.0000s+oo 0.00
14 o Gravity 40450M o.onnnE+oo nuoous+uo 0.00
14 sx' Gravity 1*12*4.00 n.000us+nn 000nns+nV 0.08
uo o Gravity 40*50.00 o.uoous+oo n.0000s+ou 0.00
43 EX' Gravity 1442*4.00 u.0000E+no n.00nos+Vo 0.00
43 EY+ Gravity 10129eM nMooE+oo nMons+00 0.00
44 o Gonnr *0450.00 oonous+on nV000s+nV 0,00
*4 sx' Gravity 7047e.00 oonOOE+no 000nns+on 0.00
*4 sY+ Gravity 101299u0 000noE+nn VnnonE+no 0.00
** D Gravity *0450o0 n.uouos+ou o,oUooE+oo 0.00
45 sx+ Gravity 70475o0 oM0ns+00 0000ns+uo 0.00
*o EY+ Gravity 10129e.00 noonoe+oo o,Voons+00 0o0
^n o Gravity 40*50o0 o.00nos+oo u.onoos+uo 0.00
46 sx+ Gravity 144244o0 00000s~ou o,00uos+on 0.00
*
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Tum,12: Load Assignments -Surface Luauw
Area LoadPat ' oir ~' A B ^ c
'
Ib/ft2 . IbIft3 Ib/fta ^ lb/ft2
46 B* Gravity 10299.00 u000s+00 o.00OOs 00 0.00
47 D Gravity 40450,00 0.0000e+00 Ooonns+nn 0,00
47 EX- Gravity 144244M n.00moE+00 0.O0oos+00 0.00
*7 EY- Gravity 101299D0 V.0Oo0s+00 o.onoos+Vn VOU
48 D Gravity 40450.00 0o000E+00 V.uoOoE+Oo OM
48 EX- Gravity 78475.00 U000E+00 V.0000E+00 0.00
48 EY- Gravity 101289o0 0.0000s+00 O.000OE+00 0.00
49 D Gravity 40450.00 U000E+00 O.UVO0E+00 0.00
49 EX+ Gravity 70475x0 DM0VE+00 V.VOOos+oo 0.00
43 EY' Gravity 101299.00 o,0000E+00 n.0o0VE+00 0.00
50 D Gravity 40450D0 o.00uoE+00 OuoonE+Un 0.00
50 EX+ Gravity 1442*4ou ooVnVs+VO U.Oo00E+0/ 0.00
oo EY- Gravity 10/299o0 VonnoE+oo oMuus+no 0.00
1 D Gravity 40450.00 o.8VVVE+00 o.nnOus+00 0.00
1 EX+ Gravity 144e4*.00 oMnnE+uu u.uom8E+00 0.00
n D Gravity 40450DO n.nUnUE+00 O.0O00E+00 0.00
3 EX+ Gravity 70475.08 oonuns+on O.unouE+00 0.00
4 D Gravity 40450.00 o.0V00E+00 V.0000E+00 0.00
4 EX- Gravity 70475.00 0.00nOE+00 0.0OoOE+00 0.00
8 D Gravity *0450.00 n,0nOVE+00 V,VOOuE+mo OM
a EX- Gravity 144244M n,VVOOE+oo o,o000E+00 OM
24 n Gravity 48460,00 oMOuE+nV OMODE+OU OM
24 EX+ Gravity 144244M n.onnnE+no 0000us+ou 0.00
24 EY- Gravity 90528.00 O.OU00E+00 O.O0O0E+00 0.00
us D Gravity 40*50u0 nMnus+VV n.ononE+uo 0.00
zo EX+ Gravity 70475.00 OoVnos+00 U.0UOVE+00 0.00
25 EY- Gravity 9652&00 n.VO0UE+00 u.00une+nD 0.00
26 n Gravity 40450M ooO0Us+00 V.00OVE+DV 0.00
26 Ex' Gravity 70475o0 nMooE~on u,00noE+00 Voo
26 EY- Gravity 9852&00 nonoos+oo 000uos+00 0.00
27 D Gravity *0450.00 0,0000s+00 0,0000E+00 0.00
cr Ex. Gravity 144244.00 o.Onnns~no U.onnos+uo 0.00
or EY' Gravity 96528u0 V.Vonos+oV o.00nns+00 uVu
rl
Table13: Load Assignments -Point Loads, Part I of 2
rampm: Load Assignments ' Point Lvau�� PaIo,e
r7 PointLpau�m '' Fp �� Fv' Fgra"
u
71
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kip kip kip
52 EX+ 6.330 0.000 U00
52 E» -6.330 umm '38M6
oc Ev+ 0.000 6,330 0,000
sz EY' 0,000 'e.aon '25,587
oo Ex+ 6.330 0.000 noVo
nn Ex, 'o.00u 0,000 '18.681
nn Ev+ 0.000 aMn 0.000
sm EY' 0.000 'o.nno '25.*87
54 sX+ 6.330 0.000 '18.681
54 EX- 'sMn 0.000 nooV
n* EY+ 0.000 *.330 oono
m* EY' 0.000 '6330 '25587
oo Ex+ aMo n000 '3&236
-^
ShtsH0 Page 8of14
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Table 13: Load Assignments 'Point Loads, Part Iv,z
Point LoadPat rx py perav
kip kip kip
55 EX- -6.330 MOO MOO
*s EY+ O.m0 6.330 umm
55 Er' 0-000 -6.330 -25.587
58 EX+ noao 0.000 0.000
sn sx' 'n.oam 0.000 -38.236
50 EY+ 0.000 6.330 UnV
nO EY' ouoo '6.330 0.000
57 EX+ U30 0.000 0.000
nr sx' 'o.xuo ooOV '18.081
nr EY+ Moo 6.330 0.000
57 EY' 0.000 's.ono uDoo
58 EX+ 6.330 0.000 '18a81
nn sx' 'Uno 0.000 0.000
og EY+ 0MV 0.330 0,000
oo sY' 08OO '&330 0D00
59 EX+ 0.330 0.000 '38.236
58 Ex' '8.330 oonu 0.000
59 EY+ n000 6.330 0.000
5e EY' O.O00 '6.330 ODuV
202 EX+ 'UaV 0.000 '38�236
202 Ex' 6.330 0.000 0u00
zOe EY+ 0.000 6.330 0.000
znz sv' 0.000 's,uao 'us.xse
zno EX+ '8330 0.008 '18.681
203 Ex. 6.330 0000 0.000
203 EY+ 0.0o0 6.330 0.000
uoo s,' 0000 '8330 '26o52
204 EX+ '8.330 0.000 nuoO
zmu Ex 6.330 0.000 18.681
204 EY+ 0o00 6.330 VM0
204 sY' Unn '6.330 '2U52
205 EX+ '0,330 nuon 0,000
205 Ex' 6330 noVn '3823e
205 EY+ VMu 6330 0.000
205 eY' uMo 's.onn 'uo.noz
208 EX+ '*330 000n 'nnzon
000 EX' 6.330 0.000 0.000
206 EY+ 0.000 6.330 '26.852
zno s,' 0.000 's.onu oonn
207 EX+ '6330 0.000 '18.681
our sx' 6.330 oMo oMo
onr EY+ 0,000 6.330 'usosz
znr sv' nono 's.00u Uoo
oou EX+ 's.oun ouoo 0.000
208 EX. 6.330 VMV '1oM1
znu EY+ 0000 6.330 'us,uno
208 EY' 0.000 '6.330 000u
209 sx~ 's.aao 0.000 noou
209 Ex. 6.330 0.000 '3e236
209 s,+ oMo 6.330 'zs.asz
zoo e/' 0.000 's.00u 0.000
*7 EX+ 6,330 0.000 0.000
*r En- 'u.aau 0.000 '38z36
47 s,+ 0,000 6.330 0,000
PnopomadFnundohonjdb GAFE2O16v1U.O.2'License #°13EXNKCVEBNHORA
Table 13: Load Assignments ' Point Loads, part Ic*u
Point`'~'.LpauPatr4�' px py Fgmv
kip kip kip
47 EY- 0.000 -6.330 0.000
49 EX+ 6.30 0,000 umm
49 EX- ~6.330 nunn '18.681
49 sv~ 0.000 6.330 0D00
^e sY' Moo '6.330 0.000
nO EX+ 6,330 0.000 '18.681
oV E>- '6330 0.000 0.000
50 EY+ 0.000 0.330 0.000
50 sY' oMo '6.330 0.000
51 EX+ 6.330 0,000 -38z36
51 EX- '6.330 0.000 0.000
51 EY+ UVn 6.330 0.800
51 Ev' 0.000 'n.aoo 0.000
93 EX+ 8.330 U00 UMu
33 sx' '6.330 0.000 'oo.uos
oS EY+ 0.000 8,330 '25.587
93 sY' oo0o -V000 0.000
100 EX+ 6330 nono 0.000
100 EX- -6,330 uoon '18.681
`On EY+ 0.000 V.:oo 'zo.sor
100 EY' 000n '6,330 nooV
102 EX+ 8a30 0.000 '18.881
102 sx' 'o.00n 0000 o.00u
102 EY+ 0.000 8.330 '25.587
102 Ev- 0.000 'n.00n 0.000
103 EX+ 6.330 0.000 '38.236
103 Ex- '6.330 0.000 0.000
103 EY+ 0,000 6330 'uaour
103 sv' oMo '6330 0.000
Table 13: Load Assignments -Point Loads, Part 2 of 2
Table 13: Load Loads, Part 2pv2
Point Mx Foy Niz, Min YDim
kip-ft kip-ft kip-ft in in
_
52
0,0000 0,0000 oMn oMOO 0,000
nz 0.0000 0.0000 0.0000 KVouo 0,0000
52 0.0008 0,0000 0.0000 0.0000 0,0000
oz OMVn 0.0000 0.0000 0o000 OMO0
53 oonuO 8MOV 0,0000 oonOn oMoo
53 ooQoO 0,0000 0.0000 uoOoo n000m
oo n000U oMOu 0.0000 oMoV V»oOo
53 0.0000 0.0000 0.0080 nonVo 8.0000
54 oMnO 0,0000 0.0000 0,0000 0.0000
54 000u0 0,0000 0.0080 0.0000 Vouuu
54 oMuo 0.8000 0.0000 0.0000 0.0000
54 0.0000 0.0000 nooOn uoonu 0,0000
55 0,0000 oMnO oMVU oonno 0.0000
55 0.0000 0.0000 0.0000 uoouo 0.8000
on 0.0000 0.0000 0.0000 0.0000 0.0000
55 ounoo 0.0000 0.0000 ooVVo 0.0000
56 0.0000 0,0000 0,0000 oaono 0.0000
56 00000 0.0000 0.0000 0.0000 0.0000
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Tamw1a: Load Assignments 'Point Loads, Part um,a
Mx My mz xDim Yoim
56 0,0000 0.0000 0.0000 0,0000 0.0000
56 0,0000 0.000oo000 U000 0,000
:r 0.0000 0.0000 0.0008 uuOOO nMno
nr 0.0000 OMOU U.0000 0.0008 0.0000
57 U000 UMOO 0.0000 0M0D 0.0000
57 0,0000 0.0000 O0000 0.0000 0.0000
58 0,0000 0D000 0.0000 0.0000 0.0000
so UoVu 0.0000 0,0000 0,0000 0o000
*a 0.0000 0.0000 0.0000 0o000 0.0000
*8 UOOO 0.0000 0.0000 0.0000 0.0000
59 OMVo 0,0000 n.OoOo 0.0000 Uumo
59 oMOV 0.0000 n.n000 U000 U000
no VMoo Unon oonno 0.0000 0.0000
Sn U000 0.0000 VMUO 0.0000 8.0000
oDz 0.0000 0.0000 0o000 0.0000 ooUUO
202 0.0000 0.0000 0,0000 0.0000 0.0000
202 0.0000 0.0000 0.0000 0.0000 0.0000
202 0,0000 0.0000 0.0000 0.0000 0.0000
203 0.0000 0.0000 0.0000 0,0000 0.0000
203 0,0000 0.0000 UnoO 0,0000 0.0000
aun UOOo nMuo nunoo 0.0000 0.0000
203 U000 0.0000 0,0000 0.0080 0.0000
204 0.0000 0.0000 u000u oMou 0.0000
204 0.8000 0,0000 0.0008 0.0000 0.0000
204 0,0000 n0000 o»nno oouVU oonoo
204 0.0000 0.0000 OMo8 0.0000 0o000
205 0.0000 0.0000 0,0000 oMo0 ox000
205 UMOo oonOV 000no 0,0000 0.0000
205 0,0000 0.0000 0,0000 oMOO 0,0000
205 OM8U ouuuu oMoo 0.0000 uMoo
zon 0,0000 oMuo oonoo 0,0008 0.8000
200 OMOo 0.0000 oMoO 0.0000 0.0000
206 V.0000 nM0V noono oMu8 oM0n
206 0.0008 OoOVV 0,0000 O�OOUU 0.0000
zor 0.0000 0.0000 Ou000 0.0800 0.0000
207 0.0000 0.0000 00000 000UV 0.0000
zor 0.0000 oMno o.onoo 0.0000 n000n
207 0MOO 0.0000 0,0000 0,0000 0.0000
cVa 0MVn oMVw oMoo 0.0000 0,0000
208 0.0000 0.0000 0.0000 OM8O 0.0000
oun 0o800 ou000 0,0000 oMuo 0.0000
zuo 0.0000 0.0000 0.0000 0.0000 0.0000
209 0.0000 0.0000 0,0000 0,0000 ouOUU
203 UoOU noOoV ooVon 0.0000 oMoV
209 0.0000 uu000 0.0000 0.0000 0.0000
ouo 0.0000 0.0000 nuuoo 0.0000 0.0000
47 8,0000 uMuu n.u000 0.0000 0,0000
47 nMVo 0.0000 0.0000 0.0000 uMuu
*7 0,0000 UOOm 0.0000 0.0000 0.0000
47 0.0000 u000u oMou 0,0000 0.0000
49 0.0000 000OU oU000 0,0000 0.0000
49 0,0000 0.0000 nMnn 0.0000 0.0000
4e 0,0000 0.0000 0,0000 0.0000 0,0000
49 VuOoo 0.0000 000no 0.0000 0.0000
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3. Model loading
50
50
50
50
51
51
51
51
93
93
93
93
100
100
100
100
102
102
102
102
103
103
`oa
103
SAFE 2O18v10]32'License #~13EXNKCVEENHC2RA
01 November2O18
Table 13: Load Assignments 'Point Loads, Part oofo
^
Table 14: Load Cases 02 - Static
Zero
Zero
Zero
Zero
Zero
Zero
Zero
Zero
Zero
Zero
znm
ze,p
ze,v
Linear
Allow Uplift
Allow Uplift
Allow Uplift
Allow Uplift
Allow Uplift
Allow Uplift
Allow Uplift
Allow Uplift
Linear
Linear
Linear
Linear
Sbts Hill
Page 12 of 14
�
� PnnposedFoundaUon.fdb SAFE 2O1Sv1G]J.2'License #~13EXNKCVEENHORA
^
� Table 15: Load Cases 06-Loads Applied
Tau�1e �oauCases ma'�pausxwpxou
° — _S F7
j
^
D D 1o00000
UD+0,7sY+ o 0.600000
0.60+07Ev+ Ev+ 0,700000
0.6O+VJEY' D 0.600000
Uo+o.rEY' EY' n�rOOmnO
D+oJEx+ 0 1o00000
D+07EX+ EX+ 0.700000
V+VJEX- D 1.000000
D+07EX, EX' 0J00000
V+MEY+ D 1.000000
D+OJEY+ EY~ 0.700000
D+oJEY' D 1.000000
o+0.7EY' E,' 0.700000
o.uO+oJEX+ D 0o00800
o.sD+UJEX+ EX+ 0.700000
Mo+03Ex' Q 0.600000
0�61D+03EX' EX- 0J00000
EX+ EX+ 1.000000
Ex' Ex' 1oo0000
EY+ sY+ 1.000000
sY' Ev' I»no0no
3.3. u~��� y mK
combinations
Table 16: Load Combinations
Tameon: Load Combinations
Combo Load SF Type DSStrength OSServInit ommenwom omServLpng
(0.9-0.2Sds)D+EK+ D M97800 Linear Add mm No No No
(zM,23ds)D+EX+ EX+ 1M0000
(0.9-0,2Suo)D+sX' D 0.697800 Linear Add Yea No No No
(0.9'0.2odo)D+E» EX' 1.000000
().9-02auo)D+Ev+ D 0a97800 Linear Add ,vo No No No
(o.m'n.zoum)n+EY+ Ev+ 1o00000
(0u'V.aSua)o+EY' D 0,697800 Linear Add Yes No No No
(0.e'0,2Guo)o+Ev' sv' 1.on0000
(1.2~0.2ous)o+sx+ D 1.*02200 Linear Add Yes No No No
(,.z+V.zSgy)D+EX+ EX+ 1,000000
(1.2+0.2Sdo)o+EX' D 1A02200 Linear Add Yes No No No
(1.2+02sus)o+s>- Ex' 1,000000
(12+0.2Sdo)D+EY+ V 1A02200 Linear Add Yes No No No
(1,2+0.2Sds)o+EY+ sY+ 1Vo0000
(1.2+0,2auu)D+sY' D 1 A02200 Linear Add Yes No No No
(1 Ev' 1on0000
SittoHiU Page 13of14
n
fll Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #13EXNKCVEENHQRA
4. Design summary 01 November 2019
4. Design summary
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This section provides design information for beams, strips, and punching checks.
4.1. Preferences
Table 17: Design Preferences 01 - Resistance Factors
Table 17: Design Preferences 01 - Resistance Factors
PhiTen PhiComp PhiShear
Jr
0.900000
0.650000
0.750000
Table 18: Design Preferences 02 - Rebar Cover - Slabs
Table 18: Design Preferences 02 - Rebar Cover - Slabs
CoverTop CoverBot BarSize InnerLayer PTCGSTop PTCGSBotE PTCGSBotI SlabType
xt nt
in in 46 ,44 in in in
2.9375 3.9375 #6 8 1.0000 1.7500 1.0000 Two Way
Sitts Hill Page 14 of 14
Proposed Foundation
Slab Surface Loading inGravity Direction (]) Ob/ft2l
11/1/20191]31 PM
Proposed Foundation
SAFE 2016 16.0.2
Point Loads (EX-) [kip, kip-ft]
11/1/2019 1:10 PM
kip - ft
Proposed Foundation
SAFE 2016 16,0.2
Slab Surface Loading in Gravity Direction (EX-) [Ib/ft2]
11/1/2019 1:05 PM
kip - ft
Proposed Foundation
SAFE 2016 18.0.2
Point Loads (EX+) [kip. kip-ft]
11/1/2019110PM
Proposed Foundation
Slab Surface Loading inGravity Direction (EX+) Db8t2]
Proposed Foundation
SAFE 201S1G1].2
11/1C2019111 PM
Proposed Foundation
i
Slab Surface Loading inGravity Direction (EY-) [lb/ft2]
Proposed Foundation
SAFE 2016 16.0.2
11/1/2019 1:11 PM
Point Loads (EY+) [kip, kip-ft] kip - ft
Proposed Foundation
Slab Surface Loading inGravity Direction (EY+) Ob/ft2
APPENDIX A
KARDEX REMSTAR DOCUMENTS
SITTS & HILL ENGINEERS, INC.
1
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Supporting contact
surface 8 x 140 cm2
Personal protection light
curtain holder or cable duct
for multiple access
openings
Boeing Seattle
LAYOUT PLAN
HD-500 2450 mm x 863.6 mm x 8050 mm (96.46 in. x 34 in. x 26 feet, 4.93 inches)
E
E.
cp
power u ly
2400 mm (94.49 in.)
Hole for floor anchoring
0 14 mm (0.55")
table
(front)
Unit Width: 2780 mm (109.45 in.)
E
E
CNt
205 mm (fon
X = 528.7 mm
(20.81 in.)
Y =1606.5 rim
(63.25 in.)
Personal protection
light curtain holder
205 mm (8.07")
40 mm CI St
Unit Depth: 3073 mm (120.98 in.)
This layout does not account for extraction table dimensions, if chosen on POF; only the basic access opening.
- The weight load is transferred to the supporting contact surfaces at the base frame via eight load profiles. The supporting surfaces are the
contact surface for the complete machine.
- (Total) Supporting Contact Surface: 173.6 in.2 (1120 cm2)
- X: Spacing of outer load profiles
Y: Spacing of inner load profiles
- The evenness of the floor surface, on which quality assured products are installed, must be within the admissible tolerances: Up to 10
meter unit height, distance = 12mm (0.47 in.)
- Unit must be anchored to the foundation
- The front edge of the access table and the personal protection light curtain protrude the access opening by 40 mm (1.57")
Specifications for Shuttle XP HO-500 2450 mm x 863.6 mm x 8050 mm
(96.46 in. x 34 in. x 26 feet, 4.93 inches)
Quantity of Units .
Overall Unit Height .
The required room freight ( unit height # 2Omm /0,79") is
3
26 feet, 4.93 inches Required Room Height 26 feet, 5.76 inches
the absolute minimum measure. Possible floor/ceiling unevenness and slope must be considered therein,
Overall Unit Width
Overall Unit Depth
Shuttle Weight
Weight of Trays
Approx. Weight Empty w/Trays
Approximate Weight Fully Loaded as Configured
Tray Type
109.45 In.
120.98 in.
7,250 Pounds Empty without Trays, Product, etc.
8,311 Pounds (Average per Unit)
15,561 Pounds (Average per Unit)
85,778 Pounds (Average per Unit)
Quantity
Clear Width x Clear Dep Avg./Unit Total/Order
Load Per Tray (lb:
Maximum
Light Trays .
Medium Trays
Heavy Trays :
"Medium X Type 2 Trays
"Medium Universal 5 Type 2 Trays ,
Medium XL Type 1 Deep Trays
Medium XXL Universal Trays :
'Medium Universal RS Type 2 Trays .
•Med6um XL Type 2 Deep Trays :
Heavy XL Type 1 Deep Trays :
"Heavy XL Type 2 Deep Trays :
Frame R XXL Trays
Heavy S XXL Trays
Medium $ XXL Trays :
Medium Universal R Type 2 Trays ,
Medium Universal R Type 3 Trays :
96.46 In. x 34 in. - 0
96.46 in. x 34 in. 0
96.46 in. x 34 in.
47.74 in. x 2 x 32.27 In.
x 2 x 33.72 In.
96.46 in. x 33.6 in.
96.46 In. x 33.6 In.
x 2 x 33.72 in.
47.74 In. x 2 x 33.6 in.
96.46 in. x 33.6 in.
47.74 in. x 2 x 33.6 In.
95.08 In. x 33.6 in.
96.06 in. x 34 In.
95.08 in. x 33.6 in.
x 2 x 33.72 in.
51.85 in. x 2, 52.16 in. x 1 x 33.72 in.
65
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
95
0
0
0
0
0
0
0
0
0
0
0
0
507
794
1080
"divided by a reinforcement bar which is adjustable on 50mm (1.97") centers up to 200mm (7.87") from center of troy, left or right
Minimum Tray Spacing . S
Maximum Tray Spacing : 29.53
Clearance Required Above Product : 0.79
Inches Maximum Product Height : 28.74 inches (730mm)
Inches
Shelf Rails (tray supports) : 264
Storage Locations Possible : 528
Maximum Unit Capacity : 147,708 Pounds Unit Capacity after tray weight deducted: 144938 Pounds
Lifting Speed : 157.50
Lifting Speed if Extractor is w/o a Tray : 246.05
Extractor Speed
Pick Performance (Average Qty.)
ft./min.
ft./min.
in./sec.
101 Trays/hour (does not consider operator picking time)
Complete Cycle (Storage + Retrieval) Single Cycle (Tray Retrieval only)
Average Access Time : 35.46
Maximum Access Time : 44.82
Seconds
Seconds
16.73 Seconds
20.41 Seconds
Calculation of access times is based on: 1) Speed adjustment lift (vertical) at 100%; extractor (horizontal) at 100%. Note: 100%
extractor speed is not recommended for some storage goads. All delivered units have a pre -defined setting of 70%. 2) Shutter door
is set to dosed during lift movement, i.e. tray positioned in access opening is in 'fingerhold.' Note: This setting is only possible with
units equipped with 1 access opening. With the setting "always closed," the access times will increase by "6 seconds. 3) Options
chosen on POF, such as automatic extraction will affect times outlined above.
4) Weight management : Activate weight ma
update access times above
0 ACTIVATE (Adds S seconds to access dme)
With time -critical units (e.g. high performance order picking units or robot handling with cycle times) a prior consultation with the factory is recommended.
Power .
Maximum Power Consumption :
Full Load Amp (FLA) .
Max. Circuit Breaker Rating for Supply (Delayed) .
480 Volts/3`/PE
8.6 kVA
14.2 Amp Per Machine
15 Amp Per Machine
Color Load Profiles and Panels
Shelf Rail Panel Exteriors
Side Service Panels
Tooth Belt Drive
Safety Shutter Door System
Control Type
Operator Panel OP Logicontrol Location
Access Ready Lights
Confirmation Bar
Transport Cart
Crane and Support Frame
Extraction Table
External P5/2 Interface
Vertical Photocells to Monitor Extractor Column
ESD Equipped Trays
Transaction Information Center
Light Pointer
Position Indicator Light Bar
RAL 5015 Sky Blue /RAL 7035 Light Gray
RAL 7035 Light Gray
One side Swing / one side Fixed
Yes
Yes
Controls 3000
Inside Overhead Center/access
No
Yes
No
No
No
No
Yes
No
Yes
Yes LED SPOT, 40 mm dia.
No
Storage/Surface Area Offered : 1,481
Gross Cube 989
Useable Cube when Trays installed : 891
Avg. 5q. Ft. of Surface Area Provided per Shuttle
Cubic Ft. per Shuttle
Cubic Ft. per Shuttle, 713 Cubic Feet @ 80% Utilization
Printed: 12/21/2018 XP POF Version 8, 1-2018
Boeing Seattle FLOOR LOADING
Shuttle XP HD-500 2450 mm x 863.6 mm x 8050 mm (96.46 In. x 34 in. x 26 feet, 4.93 inches)
Information provided below Is per unit (wham mare than I unit, trays are divided by I t of units Jar en average/unit)
The floor loading calculations comply with the General Duality Assurance and Test Regulations for Storage and Factory Equipment, RAL-RG 614
Surface pressure:
The customer must ensure and should guarantee the floor has sufficient capacity to absorb the surface pressure.
Floor load -bearing capacity:
The customer must ensure that the floor has sufficient capacity to absorb all loads imposed by the equipment The customer must provide the Kardexiiemstar representative with all
information regarding present and future room conditions. If no other information Is provided, you can proceed on the assumption that a minimum surface pressure ol of 5 N/rrn2
(725.19 psi) is acceptable.
Maximum surface pressure:
Unit deadweight - MLar :
Max. load (gross) - Memo" :
mow. :
FF. ,
amax. :
(Bearing surface = 14000)
MLar + maw. =
m0. x 9.81 mfs' .
FFGes.
3289 kg.
67000 kg.
70289 kg.
689532 N
6.16 N/mm'
-
8 x 14000 mrn'
Maximum surface pressure/ PSI: amax. x 145.04 = 893.45 psi
Actual occuring surface pressure:
FFGesfiat = Acteal load per unit [N]
slat, =Actual surface pressure [N/mml
A =8eaflflgsurfnce(4,1mrna)
1
°min.' = Assuming minimum surface pressure of floor IN/rnmq
FFGesitat
crmin. 2 crtat
tat: i
8 x A
:
Unit adweylst - 3239 kg.
Total Tray dead wtight- 10 Trayslx e eat, wt.,c_ti 3770 k .
ax tray load z„, la3 Trays, x lsssd cscls 3t450
mGes.Mx
FFoes. :nsGes.tat.x
Mal :
+ +
9.81 mIs =
FFGes.
381694 N
3.41 N/mm'
8 x 14000 me-
- . , c , ot1. 14304..... ‘194.29 psi
Max. required floor load capacity:
Max. Issua;:ual - 1+14f.,S,„ .
.. _
MGes„,.. = Max. Total Weight (kg.)
'limy' = Unit dead weight (kg.)
fne.flool = Max. gross load (kg.)
r0L.7., • rnb.,,ro --. sozsSg.
Calculation of maximum floor load bearing
capacity:
Fri = Load per unit (N)
knot = Unit base [m'l
' uw. = Unit width (m(
. UD = Unit depth Inv]
P„..c = Max. floor load bearing capacity (N/m2)
_ .
i P,... = Assuming min. floor load capacity [N/m'l
Maximum Load per unit - FF :
Unit base [erri - - :
mGesx 9.81 mIs'
UW x UD =
FFGes.
689532
8.54 a?
80741 Him'
AG.* -
81 kN/m2
Makinstins "...Id 11.-a1ng 17 A auhr t ; : a .0 l' 'a LL,71 psi
Actual required floor load bearing capacity:
MGes5 = Actual Total Weght (kg.(
MiGT = Unit dead weight (kg.)
ITIen.osi = Max. gross load (kg.)
r, K ,M, a,
',. kl_.
Calculation of actual floor load bearing capacity:
Actual Load per unit (N)
_ _ . ....... -
Aura', = Unit base (rn'l
, .
UW = Unit width (m(
r-
UD, = Unit depth Irnl
Actual floor load bearing capacity [1.1/mi1
1
Assuming min. floor load capacity [N/m'
Actual Load per unit - FF , mGes,,x 9.81 rnis' = 381694 N
Kardex Remstar, LLC
Date Printed 12/21/2018
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Unit base [mai -
UW x UD
FFGesitat,
8.54 ma
44695 N/ma
45 101/m2
Actua Roor Load Bea,1ngCapadtyJPSI
Pme X 00014504
6.48 psi
r-1
Kardex Remstar, LLC Date Printed 12/21/2018
b
REVIEWED FOR
CODE COMPLIANCE
APPROVED
AUG 27 2019
City of Tukwila
BUILDING DIVISION
AUG 1 5 2019
SITTS & HILL ENGINEERS, INC.
Professional Engineers & Planners
CIVIL STRUCTURAL AND SURVEYING
ck- 01(0'4
I■1
ER
Nu
MI
•
NMI
FOUNDATIONS FOR VERTICAL
STORAGE UNITS
BUILDING 2-10
TUKWILA, WA 98108
CALCULATIONS
PREPARED FOR
THE BOEING COMPANY
POST OFFICE BOX 3707
SEATTLE, WA 98124
PREPARED BY
Sitts & Hill Engineers, Inc.
4815 Center Street
Tacoma, WA 98409
August 9, 2019
S & H Job Number: 18,391
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT FOUNDATIONS FOR VERTICAL STORAGE UNITS
CALCULATION INDEX
DESIGNED EMF DATE 8/9/2019 JOB 18,391
CHECKED AJB DATE 8/9/2019
PAGE 1
BASIS 2 - 4
DESIGN CRITERIA AND ASSUMPTIONS
FOUNDATION AND ANCHORAGE ANALYSIS
• Column and Anchorage Loading 11 - 12
two
Foundation Analysis 13 - 21
• Punching Shear 13
Flexural Strength 14 - 22
Bearing Capacity 23 - 25
Anchorage Analysis 26 - 32
APPENDICES
•
•
5-9
10 - 32
SAFE Model Report and Loading Diagrams
Appendix A
Kardex Remstar Documents Appendix B
1
1
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1
BASIS FOR DESIGN
SITTS & HILL ENGINEERS, INC.
o
8)|5&HILL ENGINEERS, INC.
rAcoMA, W«sx/msrow (253)474-9449
PROJECT FOUNDATIONS FOR VERTICAL STORAGE UNITS
ososwcn EMF DATE 8/9/2019 um 18,391
CHECKED AJB DATE 8/9/2019
I
BASIS FOR DESIGN
BUILDING CODE:
2015 Edition ofthe International Building Code with State ofWashington and City ofTukwila
amendments shall beused and supplemented with AS[E7'lO.
MATERIALS CODES: Building Code Requirements for Structural Concrete, AI|318-14.
Specification for Structural Steel Buildings, ANSI/AISC 360-10,
� RISK CATEGORY:
�
SEISMIC IMPORTANCE:
GRAVITY LOADS:
LATERAL LOAD CRITERIA:
STRUCTURAL STEEL:
N
�
w CONCRETE:
�
�
�
�
�
�
/
�
1�
U.
Weight ofVSU=7,Z5O|bf,per manufacturer.
Weight of trays =8,3l1 |bf, per manufacturer,
Weight of fully loaded V5U=85,778IV, per manufacturer.
Weight of fully loaded tray = 1080 IV, per manufacturer. (2) Trays per shelf level.
Seismic Site Class: D (assumed).
Seismic Design Category: D.
Minimum compressive stnangthcfpnzposedV5Ufoundadnnis4'U0Opsi
Minimum assumed compressive strength of the existing concrete slab on grade is 5,000psi.
Assumed allowable soil bearing pressure =1,5OOpsf.
Assumed allowable soil bearing pressure under seismic loading =Z'0O0p$[*
* using industry common 1/3 bearing pressure increase for transient loading
Assumed modulus of subgrade reaction = 150 pci.
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT FOUNDATIONS FOR VERTICAL STORAGE UNITS
SEISMIC DESIGN CRITERIA - SITE
DESIGNED EMF DATE 6/4/2019 JOB 18,391
CHECKED AJB DATE 6/4/2019
PAGE 4
Address: 1135 S. WEBSTER ST.
TUKWILA, WA 98108
• ' - " . 14'
— — d •
444 it/ 14 4,444 raga 424
-4 -
i•
Aor
* 4•47;:y
Site Class: D
(Assumed)
ASCE 7-10, SECTION 11.4:
Fa = 1.00 (Table 11.4-1)
Sms = SsFa = 1.516 x 1.00 (Equation 11.4-1)
Sms = 1.516
SD5 = 2/3 Sms = 2/3 x 1.516 (Equation 11.4-3)
Sps = 1.011
ASCE 7-10, SECTION 11.5:
Risk Category: II
ASCE 7-10, SECTION 11.6:
Seismic Design Category: D
Latitude: 47.5318 Longitude: -122.3151
S5 = 1.516
= 0.579 (USGS)
F„ = 1.50 (Table 11.4-2)
Smi = SiFy = 0.579 x 1.50 (Equation 11.4-2)
Smi = 0.868
SDi = 2/3 SM1 = 2/3 x 0.868 (Equation 11.4-4)
SDI = 0.579
le= 1.00 (Table 1.5-2)
(Based on Tables 11.6-1 and 11.6-2)
DESIGN CRITERIA AND ASSUMPTIONS
SITTS & HILL ENGINEERS, INC.
Imml
IMI
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449 JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 6
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 08/09/2019
DESIGN CRITERIA AND ASSUMPTIONS:
Seismic Classification per ASCE 7-10
The VSU drawings provided by Kardex Remstar do not clearly identify a lateral force resisting
system. Although the load distribution provisions for steel storage racks defined in section
15.5.3 appear appropriate for the purposes of determing the operating weight and vertical
force distribution of the structure, the definition of steel storage racks in section 11.2 does not
allow us to logically classify the structure as a steel storage rack for determination of seismic
response properties. The VSU's are most accurately characterized as nonbuilding structures
not similar to buildings per chapter 15. However, the only lateral force resisting system in Table
15.4-2 that appears to be applicable to the VSU's are "All other self-supporting structures...not
similar to buildings". Therefore, the seismic coefficients for this system are used in the design
of the foundations and anchorage.
Existing Concrete Slab on Grade
Grid lines are spaced at 60' on center in the east -west direction and at 20' on center in the
north -south direction. Control joints are present at each gridline, and an intermediate control
joint is present between the columns in the east -west directions, bringing the spacing
between control joints to 30' on center. Cracks were observed in the north -south direction at
the middle of this 30' span at a number of locations. Therefore, the floor slab for the VSU
foundation is modeled as a 20'x30' element with a shear transfer only joint at the middle of
the 30' span. See the sketch below for a graphical depiction of the described slab conditions
and approximate locations of the proposed VSU's.
20'
FLEXURAL
CRACK
-20'
PROPOSED VSU
LOCATIONS
CONTROL JOINT,
TYPICAL
•
rrpAt-prl %mith PT( MAthrAri Fynrracc cPP INNA/W rrAthrArl rnm frw mnrp infnrmatinn
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 7
CHECKED: AJB DATE: 08/09/2019
Analysis Procedure:
As noted in the Scope of Work, our analysis does not include checking the structural
adequacy of the superstructure of the VSUs. The weight of the structure, seismic base
shear, and seismic overturning moment are used to compute shear, tension, and
compression forces at the column and anchorage locations noted on the VSU drawings.
These forces are applied to analyze the VSU foundations and anchorage.
The software program SAFE, version 16.0.2, is used to model the proposed foundation and
compute the demand punching shears, design the foundation reinforcing, and assess the
soil bearing pressures.
The the VSU anchorage is designed according to the provisions of ACI 318-14 Chapter 17.
The overstrength factor, flo, is applied to the seismic forces used to design the anchors for
shear loads, and the anchors are designed for a ductile failure mechanisrn in tension per
ACI 318-14 17.2.3.4.3 (a).
Vertical Storage Unit (VSU) Dimensions
Surnesigamitt
surfage 14i)cegz
Xt
Hear far flay anchoring
id Ira Ass,
d
likidift V130 tam (159 d5 )
52ill ion
imai 114
r5rem
rrca DTr Mat -Fir •••1 vrwocc iCat=1 1A/1A/1A/ rriat-hcri rnm ft-1r Crinria infnrmAtinn
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 8
CHECKED: AJI3 DATE: 08/09/2019
B =109.45 in Width
L := 120.98 in Length
H:=26.41 ft Height
Ab= 8.07 in • 4.73 in= 38.2 in2 Bearing area per column
n:=8 Number of columns
X, := 104.72 in Distance between compression centers, x-direction
Xt:= 94.49 in Distance between tension centers, x-direction
d = distance between compressions and tension centers in
the x-direction as calculated in the anchorage analysis
:= 28.88 in
Y2 := 55.18 in
Y3 := 28.88 in
VSU Gravity Loads:
We =7250 lbf + 8311 lbf = 15561 lbf Weight of VSU and empty racks
We,:= 85778 lbf Maximum operating weight of VSU
Wr := — = 70217 lbf Maximum storage load in VSU
Wi := 2 1080 lbf = 2160 lbf Maximum load per storage level in VSU
VSU Seismic Loads per ASCE 7-10:
Seismic Coefficients and Properties:
/,:= 1
R := 1.25
120:= 2
.9 a s := 1.011
SDS
= 0.8088
Seismic Importance Factor per Table 1.5-2
Response Modification Factor per Table 15.4-2
Overstrength Factor per Table 15.4-2
Short-term design spectral response acceleration
Seismic response coefficient per Equation 12.8-2
Created with PTC Mathcad Exnress. See www.mathcad rnm for mnre, infnr-nnAtinn
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449 JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 9
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 08/09/2019
Seismic Base Shear and Distribution:
The operating weight of the structure and the vertical distribution of seismic forces can
reasonably be determined in a manner similar to the provisions provided by section 15.5.3 for
steel storage racks. Two loading conditions must be considered when computing the operating
• weight for calculation of the seismic base shear per section 15.5.3.6:
(a) Weight of racks plus every storage level loaded to 67% of its rated load capacity
(b) Weight of racks plus highest storage level only loaded to 100% of its rated load capacity
The base shears corresponding to these requirements are:
:=Cs • (W, + 0.67 Wp) = 50636 lbf Condition A seismic base shear per Equation 12.8-1
- Vb:=Cs• (We-FW, 14333 lbf Condition B seismic base shear per Equation 12.8-1
1
The distribution of the seismic base shear is performed in accordance with ASCE 7-10
Sections 15.5.3.7 and 12.8.3. The weight of the structure and racks is assumed to be evenly
distributed across the height of the structure, and the storage weight is distributed according to
section 15.5.3.6. The resulting overturning moments due to seismic loading for loading
conditions A and B are as follows:
Condition A: Loads evenly distributed across the height of the structure result in a center of
action of seismic force at 2/3 of the height of the structure.
Ma:=Va •-2 H =891532 lbf • ft
3
Condition B:
Condition A seismic overturning moment
k 1 Per Section 15.5.3.7 (c)
W•Hk
=0.217 Vertical distribution factor of top rack load per
Equation 12.8-12
• Hk + We •
jve
H
2,
Mb:="Vb' :vi. H Cve •
2
Condition A loading controls.
=0.783 Vertical distribution factor of structure and racks per
Equation 12.8-12
=230390 lbf • ft Condition B seismic overturning moment
mo:=
=891532 lbf • ft V :=Vti= 50636 lbf
rro 1Alifh QT( M1hrdPvnracc cPin 1A/1A/tA/ mathrAri crim fnr mnrP infnrmAtinn
FOUNDATION AND ANCHORAGE ANALYSIS
SITTS & HILL ENGINEERS, INC.
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449 JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 11
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 08/09/2019
FOUNDATION AND ANCHORAGE ANALYSIS:
Column and Anchorage Loading:
Dead and Seismic Shear Loads:
Wo
PD := = 10722 lbf
8
Ab
V
V E := ---8 = 6330 lbf
PD
4 450 psf
Dead load per VSU column
Dead load over bearing area per VSU column
Seismic shear load per VSU column
Seismic Axial Loading Analysis About Length Axis:
d:=X, =99.6 in Distance between compression and tension
2
centers of VSU columns across length axis
M
PE1:= = 26852 lbf Seismic axial load per VSU column
4 d
PE1
CE1:== 101299 psf
Ab
Seismic axial load over bearing area per
VSU column
Seismic Axial Loading Analysis About Length Axis (2 VSU's Tied Together Along Length Axis):
I X,— Xt\ B—X,
2 , 2
B—X,)
±B
2 )
2 MO
PE2:= = 25587 lbf
4 d
PE2
CE2:= = 96528 psf
Ab
= 209 in Distance between compression and tension
centers of VSU columns across length axis
Seismic axial load per VSU column
Seismic axial load over bearing area per
VSU column
Seismic Axial Loading Analysis About Width Axis:
2
/Y2\2 / Y2
/:= 4 — + 4 + Y1 =15800 in2 Moment of inertia of VSU column group
2 2 about width axis
/ Y2
av4°. 2
=18681 lbf Seismic axial load per interior VSU column
‘Afith DT(' M Pvnracc Cc.4:1 ‘A/MIAI rnm fnr mrtrP infnrmAtinn
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 12
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 08/09/2019
CE3 '
PE3 = 70475 psf
Ab
Y2 +Yl
2
=38236 lbf
I
CE4 AE4 =144244 psf
b
Seismic axial load over bearing area per
interior VSU column
Seismic axial load per exterior VSU column
Seismic axial Toad over bearing area per
exterior VSU column
Created vvith PTC Mathcad Express. See www.mathcad.com for more information.
1
1
1
•
1
•
•
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449 JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 13
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 08/09/2019
Foundation Analysis:
The proposed foundation was modeled according to the design criteria and assumptions
using the software program SAFE 2016, and dead and seismic loads were applied to the
model as calculated above. The foundation was assessed for punching shear and flexural
capacity using LRFD load combinations, and for bearing capacity using ASD load
combinations. A SAFE model report and loading diagrams can be found in Appendix A, and
graphical results for the flexural and bearing capacity checks can be found in their respective
calculation sections.
Punching Shear (ACI 318-14 Table 14.5.5.1):
:= 0.75 Strength reduction factor for shear per ACI
318-14 Table 21.2.1
fc:= 4000 psi Compressive strength of concrete
h:= 27 in Foundation thickness
d := h-- 3-0.625.1.5=23.06 in Depth to reinforcement
A:= 1.0 Factor for normal-weioht concrete
2.4.73 in
=1.17
8.07 in
Ratio of long to short side of load area of
tied columns
t0:=2 ((8.07+d)-1-(4.73 .2+0=127.31 in Punching shear perimeter
a := 40
/ / /
min 4 A • 2+-4)• f , , 2+ • d
1 \ \ bo
Vn:= =742.778 kip
1000
ACI 318-14 Section 22.6.5.3
• = 557.08 kip
Nominal punching shear strength
per ACI 318-14 Table 22.6.5.2
Design punching shear strength
Maximum LRFD
Vu := 2 (0.2+ 0.2 Sps) • Pp+ max (PEI ,P
E2 PE3 PE4)) 106.54 kip demand punching
shear
cb • Vn > OK
1
Created with PTC Mathrad Fxhress. See vvvvw_mathcad rhm f:nr mnrp infnrmation
NU
•
mil
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
Flexural Strength:
Minimum shrinkage and temperature
slab perAC! 318-14 Table 7.6.1.1:
As_min:= 0.0018 h• 12 = 0.583
ft
in2
A#6'.= •
0 44 in2
s:=8 in
A, .=A#6.
12 in = 0.660 in2
ft
As> Asmi„ .^. OK
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 14
CHECKED: AJB DATE: 08/09/2019
reinforcement is provided at the top and bottom of the
Minimum reinforcement per ACI 318-14
Table 7.6.1.1
Cross -sectional area of #6 reinforcing bar
Spacing of reinforcement
Area of steel provided per foot
Reinforcing of #6 @ 8" is specified in the SAFE model, and the attached program output
details the amount of reinforcing required above the specified reinforcement as well as the
maximum moment intensity diagrams. Per the SAFE analysis, additional reinforcement of
under 0.02 inA2/ft within a 5'x5square area around the footprint of the interior combined
columns is required, and lightly larger amounts of reinforcement (up to 0.1225inA2/ft) are
required in the immediate vicity of the combined column. The excess reinforcement required
in the region around the interior combined column can be attributed to the way that SAFE
distributes the highly concentrated load throughout its finite element mesh, we believe that
the #6 reinforcing bars at 8" O.C. sufficiently reinforce the foundation, and the localized
effects can be safely neglected.
Created with PTC Mathcad Exhress_ Spp wwwmthrtrnm fnr morP infnrrnfinn
15
Proposed Foundation
7/5/2019 10:27 AM
*my
ADDITIONAL REINFORCING
REQUIRED = 0.0546in^2/ft
ADDITIONAL REINFORCING
REQUIRED ; 0.01in^2/ft
195
180
165
150
135
120
105
90
75
60
45
30
15
0
E-3
SAFE 2016 16.0.2 Top Rebar Intensity (Enveloping) [in2/ftl - Direction 1 - Additional to #6 @ 8 in kip - ft
16
Proposed Foundation
7/5/2019 10:29 AM
ADD TIONAL REINFORCING
REQUIRED < 0.02in"2/ft
ADDITIONAL REINFORCING
REQUIRED = 0.1225in"2/ft
ADDITIONAL REINFORCING
REQUIRED < 0.003in"2/ft
52
48
440
400
360
320
280
240
200
160
120
80
40
0
E-3
0
0
SAFE 2016 16.0.2Bottom Rebar Intensity (Enveloping) [in2/ft] - Direction 1 - Additional to #6 @ 8 irkip - ft
Proposed Foundation
7/3/2019 5:03 PM
SAFE 2016 16.0.2 Top Rebar Intensity (Enveloping) [in2/ft:] - Direction 2 - Additional to #6 @ 8 in kip - ft
17
i
911
MEI
Proposed Foundation
7/3/2019 5:05 PM
0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SAFE 2016 16.0.213ottom Rebar Intensity (Enveloping) [in2/ft] - Direction 2 - Additional to #6 @ 8 inkip - ft
18
19
Proposed Foundation
SAFE 2016 16.0.2 Slab Resultant Mmax Diagram - ((1.2+0.2Sds)D+EX+) [kip-ft/ftj
7/31/2019 9:36 AM
kip - ft
LA
{,l
i
i
i
•
Proposed Foundation
SAFE 2016 16.0.2 Slab Resultant Mmax Diagram - ((1.2+0.2Sds)D+EY-) [kip-ft/ft]
8/2/2019 10:59 AM
kip - ft
20
A
21
Proposed Foundation 7/31/2019 9:49 AM
Morin = 62.44kip-ft/ft
60.0
50.0
40.0
30.0
20.0
10.0
0.0
-10.0
- 20.0
-30.0
- 40.0
- 50.0
-60.0
-70.0
SAFE 2016 16.0.2 Slab Resultant Mmin Diagram - ((0.9--0.2Sds)D+EX-) [kip-ft/ft] k
p-ft
22
Proposed Foundation 8/2/2019 11:05 AM
Mmin = 21.96kip-ft/ft
24.0
20.0
16.0
'12.0
8.0
4.0
0.0
-4.0
-8.0
-12.0
-16.0
-20.0
-24.0
-28.0
SAFE 2016 16.0.2 Slab Resultant Mmin Diagram - ((1.2+0.2Sds)D+EY-) [kip-ft/ft] kip - ft
5
5
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
Bearing Capacity:
Dead Load:
Cr allowable : 1500 psf
o-D:=876 psf
cr allowable
Dead + Seismic Load:
U allowable := 2000 psf
o-E:=1810 psf
r allowable
•. OK
. OK
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 2 3
CHECKED: An DATE: 08/09/2019
Assumed allowable bearing pressure
Maximum bearing pressure under dead
loads per attached SAFE model output
Assumed allowable bearing pressure
Maximum bearing pressure under dead
and seismic loads per attached SAFE
model output
Created with PTC Matheari Fynrecc_ cPP VOAAN mathrarl rnm fnr mnre infnrmatinn
Proposed Foundation
SAFE 2016 16.0.2
MAXIMUM BEARING
PRESSURE = 876psf
Soil Pressure Diagram - (D) [Ib/ft2]
7/3/2019 5:15 PM
kip -ft
24
r
i
Vt
Proposed Foundation
7/3/2019 5:13 PM
MAXIMUM BEARING
PRESSURE = 1810 psf
SAFE 2016 16.0.2 Soil Pressure Diagram - (0.6D+0.7EY+) [Ib/ft2]
E+3
0.002
-0.15
-0.30
-0.45
- 0.60
-0.75
- 0.90
- 1.05
-1.20
- 1 35
-1.50
- 1 65
- 1.80
-1.95'r
kip - ft
25
lo
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 26
CHECKED: AJB DATE: 08/09/2019
Anchorage Analysis:
The anchors are designed and detailed to induce a ductile failure mechanism in the anchors
per ACI 318-14 17.2.3.4.3 (a) so that worst -case demand tension load on a single anchor
can be computed per the ASCE 7-10 Section 12.4.2.3 LRFD seismic load combinations. The
ASCE 7-10 Section 12.4.3.2 LRFD seismic load combinations with overstrength are used to
determine the worst -case demand shear load on a single anchor.
(We-1-0.67 W
Pu:= (0.9 — 0.2 .5E6) • 8 max (PEE YE2 PE2 , PELL) = —32775 lbf
V:=Q0 • V E = 12659 lbf Factored shear per anchor
Factored
tension per
anchor
The anchors at the combined column control the anchorage design by inspection. The
anchor spacing and edge distances at this location are as follows:
s:= 14.96 in
Tension:
Spacing between anchors at combined column
Breakout cone is assumed to truncate at half the distance to the next anchor in the both the
length and width axes of the VSU.
Y1
=14.440 in
cal _t := in 2
ca2t 29 +0.5 8.07=33.035 in
Xt
Ca3t : = = 47.245 in
_
in . 2
Half the distance to the next column
anchorage location in length axis of VSU
Anchor distance to edge of foundation
Half the distance to the next column
anchorage location in width axis of VSU
Shear:
Breakout cone is assumed to truncate at the next anchor in the length axis of the VSU.
Yl
= 28.880 in
in
Ca 1 _s
Xt
Ca2s : .
47.245 in
n .2
Distance to the next column anchorage
location in length axis of VSU
Half the distance to the next column
anchorage location in width axis of VSU
See the following sheet for a sketch of the VSU critical anchorage location and edge distances.
Created with PTC Mathrad Fynrecs, P vV mathrari rnm fnr mnrP infnrmptinn
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449 JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 27
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 08/09/2019
_
9J
1
Created with PTC Mathcad Fxnress Se P www mAthcari rnm fnr mnrp infnrrnMinn
1
1
1
1
1
1
1
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449 JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 28
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 08/09/2019
The standard anchor holes indicated on the Kardex Remstar drawings, located in Appendix B,
allow for a 1/2" diameter anchor. Anchor bolts of this size are inadequate to anchor the VSU's to
the proposed foundation per an anchorage analysis performed using the software program Hilti
PROFIS, the design results of which are attached. The anchorage design was conducted for the
worst -case scenario, at the adjacent columns of the VSU's that are tied together.
7/8" 0 ASTM F1554 Gr. 105 anchors are required per the analysis according to ACI 318-14
Chapter 17 below, and the supplementary calculations below account for the afects of a larger
plate washer on the anchorage analysis. By using the plate washer and embedding the anchors
a minimum of 24" in the proposed foundation, yielding of the steel anchor bolts can be forced to
be the controlling failure mechanism over concrete breakout and pullout due to tension loads,
and a ductile failure meeting ACI 318-14 17.2.3.4.3 (a) requirements can be promoted.
Design Loads, General Properties, and Strength Reduction Factors:
Nua:= 2 • abs (P,L) = 65550 lbf
V 2 • abs (V,2) = 25318 lbf
fic := 4000 psi
fyta := 105 ksi
futa:= 125 ksi
Osteel_tensiort:= 0.75
steel_shear := 0.65
Oconc_breakoutz= 0.75
Ocone := 0.7
Demand tension on anchors
Demand shear on anchors
Concrete compressive strength
Yield strength of steel anchor
Rupture strength of steel anchor
Factor for normal -weight concrete per
Section 17.2.6
Steel tension strength reduction factor for
ductile failure per Section 17.3.3
Steel shear strength reduction factor for
ductile failure per Section 17.3.3
Concrete breakout strength reduction factor with
supplementary reinforcement per Section 17.3.3
Concrete strength reduction factor per Section
17.3.3
cP.s,ismic := 0.75 Seismic strength reduction factor per Section
17.2.3.4.4
Steel Strength of Anchors in Tension:
1
A„1 := 0.462 in2 Effective cross sectional area of anchor in tension
1 N„uta , 1.9 fyta 125 ksi) =115500 lbf Nominal steel strength of 2 anchors
:= . Asejv f
in tension per Equation 17.4.1.2
Steel strength of anchors in tension with steel
increase for ductile failure per Section 17.2.3.4.3a
1
N„':= 1.2 N5a= 138600 lbf
omr fv1-mi-1-1,-mr4 ..rne-cacc Cnn mmthrarl rnm fru- mnrca infnrmatinn
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 29
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 08/09/2019
ust:=
0.473 Utilization of nominal steel anchor strength in
tension
Nsa steel tension • N sa — 86625 lbf
N,
ONsa
Pullout with Plate Washer:
in
Pw
d sleeve= 1 in
Abrg
2
1/),p N:=1.0
4
le
2
=8.21 in2
Np:= 2 • 8 Abrg • tc•lbf =525735 lbf
UP :=
Nua
= 0.125
Np
up < USt
OK
(1)Np:— conc • Oseismic • Np= 276011 lbf
N
(/)Np
Tension Breakout with Plate Washer:
:= 24 in
ANco:= 9 • hef2 =5184.0 in2
1.5 hef= 36.0 in
—
Design steel strength of anchors in tension
0.757 < 1.0 OK Utilization of design steel anchor strength in
tension
Width of square plate washer
Diameter of anchor sleeve
Bearing area of the plate washer
Factor for cracking at service level loads per
Section 17.4.3.6
Nominal pullout strength for two anchors per
equation 17.4.3.4
Utilization of nominal pullout strength
Utilization of steel anchors in tension exceeds that
of pullout - ductile failure mechanism
Design pullout strength
0.237 < 1.0 .'. OK Utilization of design pullout strength
Anchor embedment depth
Maximum projected tension breakout cone area
Edge distance for maximum projected tension
breakout cone area
(min( t''5 hef) + min (
2 2
• 2 min w" + ca3 t 7 1.5 hef S
2
a2 7 15 hef))
=4389 in2
Created with PT('' Mathrari Fynrecc cPP 1h/lA/IA/ mathrarl rnm fnr mnrp infnrmatinn
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 30
PROJECT: Foundations for Vertical Storage Units CHECKED: AJB DATE: 08/09/2019
:= 1.0 Factor for anchor groups loaded eccentrically in
tension per Equation 17.4.2.4
7,bd_N:=0.7+
N:=Lo
Ocp N • 1.0
kc:= 24
Nb:=16 Aa •
0.3 min
c
•
Ca2t Ca
1.5 hef
3 = 202070 lbf
ANC
Ncbg:= A c_ ed_
-11-Nco
Ito= =0.467
Ncbg
ucb<ust
•
•
P-
0.820 Factor for edge effects per Equation 17.4.2.5b
Factor for cracking at service level loading per
Section 17.4.2.6
Factor for cast -in -place anchors per Section
17.4.2.7
Breakout factor for cast -in -place anchors per
Section 17.4.2.2
Nominal tension breakout strength of a single
anchor per Equation 17.4.2.2b
•Nb•lbf =140354 lbf Nominal tension breakout
strength of anchor group per
Equation 17.4.2.1b
Utilization of nominal tension breakout
strength
OK Utilization of steel anchors in tension exceeds that
of tension breakout - ductile failure mechanism
Ncbg: _breakout • cl'seis i •
N
ONcbg
0.830 < 1.0
= 78949 lbf Design tension breakout strength
OK Utilization of design tension breakout
strength
Steel Strength of Anchors in Shear:
A„:= 0.462 in2
Effective cross sectional area of anchor in shear
lisa:=. 0.6.2 .Ase_v • min V&A, 1.9 fyta , 125 ksi)= 69300 lbf Steel strength of 2 anchors in
shear per Equation 17.5.1.2b
(,Ws
shear • Vsa. 45045 lbf
Vva
=0.562 < 1.0 .'.
OV,a
Design steel strength of anchors in shear
OK Utilization of design steel anchor strength in
shear
Crpatprl with PTC Mthr•Arl Fynrocc SPP MARN nnt-hrrl r
m fnr mnt- inforrntinn
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
Pryout:
CPV epg
CO
= 280707 lbf
•K9=196495 lbf
Vua
=0.129 < 1.0
01 cpg
Shear Breakout:
ha:= 27 in
A:=4.5 cal s2 = 3753 in2
((2) • min (1.5 cau„ca2
/,:= fief= 24 in
da := 0.875 in
Occv:=1.0
7 0.3 cca_s
/Pedv := min 0.7+
1.5 cal_s
I,bc_v =1-2
11; h,_V := if
min
ha < 1.5 cal
'1
7
/ \ 0.2
daj
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 31
CHECKED: AJB DATE: 08/09/2019
Pryout factor per Section 17.5.3.1
Nominal pryout strength of anchor group per
Equation 17.5.3.1b
Design pryout strength
OK Utilization of design pryout strength
Concrete foundation depth
Maximum projected shear breakout cone area
.5 ca", 2743 in2 Shear breakout cone area
Load bearing length of anchor in shear per
Section 17.5.2.2
Diameter of anchor
Factor for anchor groups loaded eccentrically in
shear per Equation 17.5.2.5
Factor for edge effects per Equation 17.5.2.6b
Factor for cracking at service level loading per
Section 17.5.2.7
, 1 =1.267 Factor for concrete depth per Section 17.5.2.8
Aa•ilf,•(
_s
) 5 .114=88342 lbf
Nominal shear breakout strength of a
single anchor per Equation 17.5.2.2a
A„
Vchg:= • 6- v• Od cV V
e • •vb —98144 lbf
vco
CPV cbg conc_br cak out • Vcbg= 73608 lbf
Vua
(I)V cbg
=0.344 < 1.0 .'. OK
Nominal shear breakout strength of
anchor group per Equation 17.5.2.1b
Design shear breakout strength
Utilization of design shear breakout strength
Crated with PTC Mathrarl Fxnrecc SPP vvvvw mathrArl corn for mnno infnrrnAtinn
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT: Foundations for Vertical Storage Units
Combined Tension and Shear Steel Anchor Check:
5 5
N ) 3
ON„
JOB: 18391
DESIGNED: EMF DATE: 08/09/2019 32
CHECKED: AJB DATE: 08/09/2019
=1.011 1.0 OK Interaction check per Section R17.6
Combined Tension and Shear Concrete Breakout Check:
5 5
3 3
( orog ( 17v; = 0.902 < 1.0 OK Interaction check per Section R17.6 0
CrPAtPrl with PTC Mthnd Fynrracc cPP ‘Anivvo rnAthrrl rnm fnr mnr-P infnrmatinn
APPENDIX A
SAFE MODEL REPORT AND
LOADING DIAGRAMS
SITTS & HILL ENGINEERS, INC.
IRFE
License #*13EXNKCVEENHQRA
+4 +4-
+X
-f
4
SAFE Analysis & Design Report
Prepared by
Sitts Hill
Model Name: Proposed Foundation.fdb
5 July 2019
`
.,
I
^
`
.�.
.�i
^'
Proposed Foundabonjdb SAFE 2O16v1G.02-License #°15EXNKCVEENH{}RA
Model Definition 05July 2O1Q
Model Definition=0 N
/
��
O
| | |
Figure 1: Finite element model
2
Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #*13EXNKCVEENHQRA
1. Model properties 05 July 2019
Model properties
This section provides model properties, including items such as material properties, section properties, and support
properties.
1.1. Material properties
Table 1: Material Properties 03 - Concrete
Table 1: Material Properties 03 - Concrete
Malarial
U A thiffiNt Fc
Ib1ft3 kip/in2
4000Psi 3644.147 0.200000 5.5000E-06 1.5000E+02
5000Psi 4074.281 0.200000 5.5000E-06 1.5000E+02
Table 2: Material Properties 04 - Rebar
Table 2: Material Properties 04 - Rebar
A615Gr60
E UrillWt Fy Fu
160112 IbM3 kipn2 Win2
29000.000 4.9000E+02 60.000
90.000
4.000 No No
5.000 No No
Table 3: Material Properties 02 - Steel
Table 3: Material Properties 02 - Steel
Material A UnitWt Fy Ful
Base Rate
kOift2 1/F Ibtft3 kiPrin2 kiPAn2 I
29000.000 0.300000 6.5000E-06 4.9000E+02 36.000 58.000
1.2. Section properties
Table 4: Slab Properties 02 - Solid Slabs
Table 4: Slab Properties 02 - Solid Slabs
Thickness
in
Base Plate Stiff Base Plate 0.2500 No
Existing Slab Slab 5000Psi 7.0000 No
Proposed Foundation Mat 4000Psi 27.0000 No
Sitts Hill Page 3 of 13
Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #*13EXNKCVEENHQRA
a _1
1. Model properties 05 July 2019
1.3. Support properties
Table 5: Soil Properties
Table 5: Soil Properties
SoN Stibgrade Non/NO*.
bitt3
Soil 2.5920E+05 Compression Only
Sitts Hill Page 4 of 13
t
Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #*13EXNKCVEENHQRA
2, Model assignments 05 July 2019
2. Model assignments
This section provides model assignments, including assignments to slabs, beams, and joints.
2.1. Slab assignments
Table 6: Slab Property Assignments
Table 6: Slab Property Assignments
Ansa SiabProp
2 Proposed Foundation
5 Existing Slab
7 Base Plate
8 Base Plate
9 Base Plate
10 Base Plate
11 Base Plate
12 Base Plate
13 Base Plate
14 Base Plate
15 Base Plate
16 Base Plate
17 Base Plate
18 Base Plate
19 Base Plate
20 Base Plate
21 Base Plate
22 Base Plate
23 Existing Slab
38 Existing Slab
39 Existing Slab
40 Existing Slab
41 Existing Slab
42 Existing Slab
43 Base Plate
44 Base Plate
45 Base Plate
46 Base Plate
47 Base Plate
48 Base Plate
49 Base Plate
50 Base Plate
Table 7: Slab Vertical Offsets
Table 7: Slab Vertical Offsets
Area
7 0.2500
8 0.2500
9 0.2500
10 0,2500
Sitts Hill Page 5 of 13
Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #*13EXNKCVEENHQRA
2. Model assignments 05 July 2019
Table 7: Slab Vertical Offsets
11
12
13
14
15
16
17
18
19
20
21
22
43
44
45
46
47
48
49
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
0.2500
Table 8: Slab Edge Releases
Table 8: Slab Edge Releases
Are
2 1 Yes Yes
2 2 Yes Yes
2 3 Yes Yes
2 4 Yes Yes
2 5 Yes Yes
2 6 Yes Yes
5 3 Yes Yes
5 4 Yes Yes
23 3 No Yes
38 1 Yes Yes
38 2 Yes Yes
38 3 Yes Yes
38 4 No Yes
39 1 No Yes
39 2 Yes Yes
39 3 Yes Yes
40 1 No Yes
40 3 Yes Yes
40 4 Yes Yes
41 1 Yes Yes
41 2 Yes Yes
41 3 Yes Yes
41 4 Yes Yes
42 1 Yes Yes
42 2 Yes Yes
42 5 Yes Yes
42 6 Yes Yes
Sitts Hill Page 6 of 13
Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #*13EXNKCVEENHQRA
2. Model assignments 05 July 2019
2.2. Support assignments
Table 9: Soil Property Assignments
Table 9: Soil Property Assignments
Area Ser1Prop 1
2 Soil
5 Soil
23 Soil
38 Soil
39 Soil
40 Soil
41 Soil
42 Soil
Table 10: Point Restraint Assignments
Table 10: Point Restraint Assignments
Uy tir
Ry
1 Yes Yes No No No No
2 Yes Yes No No No No
3 Yes Yes No No No No
4 Yes Yes No No No No
7 Yes Yes No No No No
48 Yes Yes No No No No
92 Yes Yes No No No No
94 Yes Yes No No No No
95 Yes Yes No No No No
96 Yes Yes No No No No
101 Yes Yes No No No No
104 Yes Yes No No No No
105 Yes Yes No No No No
116 Yes Yes No No No No
167 Yes Yes No No No No
168 Yes Yes No No No No
169 Yes Yes No No No No
Sitts Hill Page 7 of 13
Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #*13EXNKCVEENHQRA
3. Model loading 05 July 2019
3. Model loading
This section provides model loading information, including load patterns, load cases, and load combinations.
3.1. Load patterns
Table 11: Load Patterns
Table 11: Load Patterns
Type S uit
D DEAD 1.000000
EX+ QUAKE 0.000000
EX- QUAKE 0.000000
EY+ QUAKE 0.000000
EY- QUAKE 0.000000
Table 12: Load Assignments - Surface Loads
Table 12: Load Assignments - Surface Loads
fair toad A B C
b/ftfi ItIft3 ib/ft3
7
7
7
8
8
8
9
9
9
10
10
10
11
11
12
12
13
13
14
14
15
15
16
16
17
17
18
18
19
19
19
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX+ Gravity 144244.00 0.0000E+00 0.0000E+00 0.00
EY+ Gravity 96528.00 0.0000E+00 0.0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX+ Gravity 70475.00 0.0000E+00 0.0000E+00 0.00
EY+ Gravity 96528.00 0.0000E+00 0.0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX- Gravity 70475.00 0.0000E+00 0.0000E+00 0.00
EY+ Gravity 96528.00 0.0000E+00 0.0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX- Gravity 144244.00 0.0000E+00 0.0000E+00 0.00
EY+ Gravity 96528.00 0.0000E+00 0.0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX+ Gravity 144244.00 0.0000E+00 0.0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX+ Gravity 70475.00 0.0000E+00 0.0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX- Gravity 70475.00 0.0000E+00 0.0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX- Gravity 144244.00 0.0000E+00 0.0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX+ Gravity 144244.00 0.0000E+00 0.0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX+ Gravity 70475.00 0.0000E+00 0.0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX- Gravity 70475.00 0.0000E+00 0,0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX- Gravity 144244.00 0.0000E+00 0.0000E+00 0.00
D Gravity 40450.00 0.0000E+00 0.0000E+00 0.00
EX+ Gravity 144244.00 0.0000E+00 0.0000E+00 0.00
EY- Gravity 96528.00 0.0000E+00 0.0000E+00 0.00
Sitts Hill Page 8 of 13
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3. Model loading O5July 2O19
SAFE 2O1Wv1G]]2-License #°13EXNKCVEENHC}RA
Table 12: Load Assignments ' Surface Loads
20 D Gravity 40450.00 O.00OOE+00 V.00OOE+00 0/0
2$ EX+ Gravity 70475,00 O,OOOOs+00 oOOOOE+00 OM
20 Ev' Gravity 98528.00 O.00UOE+00 O.00OOE+00 0l0
21 D Gravity *0*50.00 OMU0E+00 U.U0OOs+00 0.00
21 EX. Gravity 70475.00 OMUOe+Ou U.U08UE+00 OM
21 ev' Gravity 80528.00 0MOOE+00 O.OUOUE+QO OM
22 D Gravity 40450.00 O.o880e+00 n.00oOs+00 0,00
22 EX' Gravity 14*244.00 VDO8OE+00 O.00OUs+VO 0,00
22 EY' Gravity 98528.00 OMOOE+00 O.0000E+00 0,00
48 D Gravity 40450,00 O,O0O0s+00 U.U0Oos+08 0.00
43 EX' Gravity 14424400 0,O00Us+00 U.00OnE+00 0.00
43 EY+ Gravity 101299.00 V,OOUOE+00 8.OUOUE+00 0.00
44 D Gravity 4045000 UOOOOs+00 V,OOOOs+OO 0.00
44 EX- Gravity 70475M 0.UUUUs+00 V.UOUUE+00 UO
44 EY+ Gravity 101288M 0,O000s+00 OV000E+00 0,00
45 n Gravity 40450o0 0,0OUOs+00 o.VOVVE+VO 0.00
45 EX+ Gravity 70475,00 UVVOs+00 OMOnE+VV 0.00
45 EY+ Gravity 1012e9o8 o.o0VVs+00 0-0000E+00 0M
46 D Gravity *0*50,00 o.UOVOs+Uo V.OVOUe+00 0.00
40 EX+ Gravity 144244.00 U,0U00E+00 ODOOVs+Vo OM
48 EY+ Gravity 101299.00 0.VUUOs+00 O.U0O8E+00 UO
47 o Gravity 4045000 O.00UOE+00 U.U000E+00 UO
47 Ex' Gravity 144e44.00 o.0000s+oo u.0000s+oo 0.00
47 Ev' Gravity 101298.00 O.O0O0E+00 8.00OOe+00 0,00
48 o Gravity 40450.00 n.Oonos+nn o.0000E+oo 0,00
48 sx, Gravity 70475u0 U000E+00 O.Oo00E+00 0V0
48 Ev' Gravity 101299Vo O.00OUE+OO o.um0E+00 0.00
49 o Gravity 48450.00 V.UUOUs+OU o.on0Os+00 OM
49 EX+ Gravity 70475.00 V,OOUOE+OU 0000OE+00 0,00
49 EY- Gravity 101299o0 U.OUUOe+oO oM00E+00 0,00
50 m Gravity *0450,00 o,Oouos+VO UMnoE+00 0,00
50 EX+ Gravity 1442*4.08 O0000s+OO 0-0000E+00 uon
50 sY' Gravity 1o12nouo Vo00Os+nO o�nonVs+VV O�00
_
][able 13: Load Assignments ~ Point Loads
Tablo1V: Load Assignments 'Point Loads
Point LoadlPam Fn Fy Fgrav
} mp kip mw
52 EX+ 6.330 0000 0-000
sz Ex- '6.330 0.000 '38-236
52 EY+ OMn 0MO 0.000
oz sv- 0.000 '*.uuo '25�587
nn EX+ 6330 0.000 0.000
53 sx. '0330 0.000 '18V81
sa EY+ 0.000 *.auo 000O
53 EY' 0,000 '8J30 '25�*87
54 EX+ 6.338 000n '1a681
54 EX, *.aoo 0.000 VoVV
54 EY+ 0,000 o.»zn 0.000
s^ EY- VM0 '6M0 '25,587
55 EX+ 6.330 0.080 '38,230
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3. Model loading U5July 2O10
Table 13: Load Assignments ' Point Loads
POW Lomdpat FX Fy Fgrm*kip kip kip
55 sX- �330 0.000 0.00
55 EY+ 0.000 8.330 0.000
en EY' 0.000 '6.330 '25.587
58 Ex+ 6330 0,000 0,000
ns sx' '0.330 8.000 '30�238
58 EY+ 0.000 8.330 OMn
56 EY' 0.000 -8.330 V»nV
57 Ex+ 6.330 UVVV 0MO
57 EX- '6.330 0.000 '18,601
57 EY+ 0,000 6.330 0.000
57 rY' 0,000 &338 8Mo
58 sx+ 6330 0.000 -18.601
58 EX- '0.330 0,000 0,000
58 EY+ OVOO 6330 8.000
sa sY- oouo -0.330 0.000
59 Ex+ 6,330 0.000 '38236
59 sx' 'a.oao 0.000 VoOV
58 EY+ 0.000 8.330 0,000
58 eY- 0.000 '6.330 0000
60 ex+ 8.330 0.000 OM0
80 Ex' -8.330 ODOO '38238
80 EY+ 0Mo 8330 OMO
80 sv' 0.008 '6.330 0,000
61 sx+ 6330 0.000 0,000
61 sx' '6330 0000 '18,681
61 EY+ 0V00 6.330 0,000
61 Ev- 0.800 '6330 ooOn
82 EX+ 6.330 ooOO 1&681
62 sx' -6,330 0.000 0.000
82 EY+ 0.000 8.330 0,000
82 sv' 0.000 '8.330 0,000
63 sx+ 6.330 0o00 'nozoo
63 sx. '6.330 0,000 0,000
63 EY+ 0.000 8.330 0,000
63 sv' 0.000 '8.330 0V00
64 EX+ e.330 8.000 0.000
V* Ex' '&330 0.000 '38236
84 EY+ 0,000 6.330 '25.587
64 EY' ouoo '8.330 0,000
es sx+ &noo 0000 0.000
so sx' '6MV oMO '1&681
65 EY+ 0.000 6.330 'zo.sur
65 EY' O000 '8.330 0,000
66 sx+ 6330 0.000 '18a81
66 Ex' '&330 0,000 0,000
oa EY+ 0.000 6.330 '25,587
68 sv' 0.008 '6.330 uMo
67 sx+ 6.330 0.000 '38236
ur Ex. '6330 0.000 0000
67 EY+ 0.000 Gono '25.587
sr sY' 0.000 '8.330 OM0
202 ex+ '6330 OoOO 'oa.zns
202 sx' 6.330 ooVn 0,000
202 EY+ 0.000 *.330 0.000
.,
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3. Model loading U5July 2010
Table 13: Load Assignments - Point Loads
Pwwit Kowat � - Fx '"' Fy Fgwwv
_kl�p_ kip kip
202 sY' 0.000 '6.330 a8�852
203 sx+ '&330 0.000 '18.681
203 sx' 6,330 UMV UMU
203 EY+ UMO 8330 0.000
aoa sY' 0.000 '6330 -26�852
204 Ex+ '&330 0,000 0,000
204 EX' 6.330 0.000 '1&681
20* EY+ 0.000 0.330 OMU
204 EY' 0.000 -6.380 '26852
205 sx+ '8.330 0.000 0,000
205 ex' 8.320 0.000 '38288
205 EY+ oVoO 6.330 0,000
205 Ev' 0,000 '8,330 '26�852
208 Ex+ '0.330 0.000 '38.230
206 s* 6.330 0.000 0.000
208 EY+ oMV 8,330 '20.852
206 sY' 0.000 '8.330 0,000
207 Ex+ '6.330 0.000 1&681
207 sx' 0,330 UVuV 0,000
207 EY+ 0.000 8.330 -20,852
207 sY' ouuu '6330 UoOo
208 [x+ '6.330 0,000 O40O
208 EX- 6338 0.000 18081
208 EY+ 0,000 6.330 '26852
oVn EY' 0000 -6330 0,000
208 sx+ '6.:30 0.000 0.000
209 EX- &330 0.000 'xe.zno
209 EY+ 0.000 0.330 '2&852
209 sv' noou 'oaon noOO
` 3.2. u����� y mK
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Table 14: Load Cases 02 - Static
Table 14: Load Cases 02 - Static
blimallCOW ATM* mOWOMOTm
o Zero Linear
0�61D+0IEv+ Zero Allow Uplift 0.000010
0�6D+o7sv' Zero Allow Uplift 0.000018
o+Orex+ zenm Allow Uplift 0u00010
D+07Ex- Zv,v Allow Uplift 0.000010
D+orEY+ zpm Allow Uplift 0.000010
D+o.rEv' zvm Allow Uplift 0.000010
0,6D+0Jcx+ Zero Allow Uplift 0.000010
0,6D+0.7sx. zom Allow Uplift 0V00010
Ex+ Zero Linear
Ex- 7,nv Linear
EY+ zom Linear
eY' zono Linear
Sitts Hill Page 11 uf13
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3. Model loading O5July 2O1S
Table 15: Load Cases 06-Loads Applied
Table 15: Load Cases 06 - Loads Applied
LoadCase Lo"Wat
D
O6D+O.7sv+
0,6D+0JEY+
OW+0.7EY'
U.OD+U7EY-
D+O.7ex+
D+O7EX+
D+O7EX-
D+O.7E>-
O+07EY+
o+V.rsY+
D+U.7sv'
D+UJEY'
0.6D+OJEX+
O.oO+OJEx+
OW+O7EX,
K0+V71EX-
EX+
EX-
Ev+
s,'
�� .�. �~oa^� � �
.�' �� combinations
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Table 16: Load Combinations
1MOOUO
U0OOUO
MO000o
0,600000
0,700000
1.000000
0.700000
1,000000
0.700000
1,000000
0.700000
,.VOVV0V
0.700000
UMVOVU
0700000
0.600000
0.700000
1.000000
1,000000
1.000000
1.000000
Table /6: Load Combinations
(0.9-02Sds)D+EX+
(0.8�.2Sds)D*EX+
<0,9'02sus>o+Ex'
(o.9'o,znuu)u~sX.
(o.*V2Soo}o+sv+
(0.*02Sus)o+sY+
(0y'02aux)o+cY'
(O.9-02Su,)o+sv-
(,2+02Sus)o+sx+
(1.2+0.23uo)D+sx+
(12+02Sc*)o+sx'
(1.2+V23uo)a+sx'
(12~V.23uo)D+s,+
(12+023uv)o+sv+
(12+02Sos)o+Ev'
D
B*
EX-
cY+
D
EY-
D
EX+
EX-
0
EY+
u
eY-
Linear Add
Linear Add
Linear Add
Linear Add
Linear Add
Linear Add
Linear Add
Linear Add
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
No No
No No
No No
No No
No No
No No
No No
No No
SittsHiU
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Proposed Foundation.fdb SAFE 2016 v16.0.2 - License #*13EXNKCVEENHQRA
4. Design summary 05 July 2019
4. Design summary
This section provides design information for beams, strips, and punching checks.
4.1. Preferences
Table 17: Design Preferences 01 - Resistance Factors
Table 17: Design Preferences 01 -
Resistance Factors
Pf rTen = PhiComp PhiShear
0.900000
0.650000 0.750000
Table 18: Design Preferences 02 - Rebar Cover - Slabs
Table 18: Design Preferences 02 - Rebar Cover - Slabs
CoverTop CoverBot BarSize imerLayer PTCGSTop PTCGSBotE PTCGSBotll Slat>T
xt
in
2.9375 3.9375 #6 B 1.0000 1.7500 1.0000 Two Way
Sitts Hill Page 13 of 13
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Proposed Foundation
SAFE 2016 16.0.2
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7/5/2019 8:28 AM
kip - ft
Proposed Foundation
SAFE 2016 16.0.2
Slab Surface Loading in Gravity Direction (EX+) [Ib/ft2]
7/5/2019 8:27 AM
kip - ft
Proposed Foundation
SAFE 2016 16.0.2
Point Loads (EX-) [kip, kip-ft]
7/5/2019 8:29 AM
kip-ft
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Slab Surface Loading in Gravity Direction (EY-) [lb/ft2j
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APPENDIX A
KARDEX REMSTAR DOCUMENTS
SITTS & HILL ENGINEERS, INC.
wit
•
Supporting contact
surface 8 x 140 crn2
Personal protection light
curtain holder or cable duct
for multiple access
openings
Boeing Seattle
LAYOUT PLAN
HO-500 2450 mm x 863.6 mm x 8050 mm (96.46 in. x 34 in. x 26 feet, 4.93 inches)
power supply
2400 mm (94.49 in.
Hole for floor anchoring
0 14 mm (0.55")
Access table
t)
Unit Width: 2780 mm (109.45 in.)
205 mm (6.07)
X = 528/ mm
(20.81 in.)
Y 1606.5 mm
(63.25 in.)
Personal protecion
light curtain holder
205 mm (8.01")
Unit Depth: 3073 mm (120.98 in.)
40
This layout does not account for extraction table dimensions, if chosen on POF; only the basic access opening.
- The weight load is transferred to the supporting contact surfaces at the base frame via eight load profiles. The supporting surfaces are the
contact surface for the complete machine.
- (Total) Supporting Contact Surface: 173:6 in.z (1120 cm)
- X: Spacing of outer load profiles
- Y: Spacing of inner load profiles
The evenness of the floor surface, on which quality assured products are installed, must be within the admissible tolerances: Up to 10
meter unit height, distance = 12mm (0.47 in.)
Unit must be anchored to the foundation
- The front edge of the access table and the personal protection light curtain protrude the access opening by 40 mm (1.57")
Specifications for Shuttle XP HD-500 2450 mm x 863,6 mm x 8050 mm (96.46 in. x 34 in. x 26 feet, 4.93 inches)
Yoe
No
Quantity of Units . 3
Overall Unit Height : 26 feet, 4.93 inches
Required Room Height 26 feet, 5.76 inches
The required room height ( unit height + 20mm /0.79') is the absolute minimum measure. Possible floor/ ceiling unevenness and slope must be considered therein.
Overall Unit Width 109.45 in.
Overall Unit Depth . 120.98 in.
Shuttle Weight . 7,250 Pounds Empty without Trays, Product, etc.
Weight of Trays . 8,311 Pounds (Average per Unit)
Approx. Weight Empty w/Trays . 15,561 Pounds (Average per Unit)
Approximate Weight Fully Loaded as Configured . 85,778 Pounds (Average per Unit)
Quantity
Load Per Tray (lb!
Tray Type Clear Width Clear Dep Avg./Unit Total/Order Maximum
Light Trays . 96.46 in. 34 in.
Medium Trays : 96.46 in. 34 in.
Heavy Trays : 96.46 in. 34 in.
'Medium X Type 2 Trays : 47.74in. x 2 32.27 in.
'Medium Universal S Type 2 Trays . x 2 33.72 in.
Medium XL Type 1 Deep Trays : 96.46 in. 33,6 in.
Medium XXL Universal Trays . 96,46 in. 33.6 in.
`Medium Universal RS Type 2 Trays . x 2 33.72 in.
'Medium XL Type 2 Deep Trays . 47.74 in. x 2 33.6 in.
Heavy XL Type 1 Deep Trays : 96.46 in. 33.6 in.
"Heavy XL Type 2 Deep Trays : 47.74 in. x 2 x 33.6 in.
Frame R XXL Trays . 95.08 in. x 33.6 in.
Heavy 5 XXL Trays : 96,06 in. x 34 in.
Medium S XXL Trays . 95.08 in. x 33.6 in.
Medium Universal R Type 2 Trays . x 2 x 33.72 in.
Medium Universal R Type 3 Trays : 51.85 in. x 2, 52.16 in. x 1 x 33.72 in.
0
0
65
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
195
0
0
0
0
0
0
0
0
0
0
0
0
0
507
794
1080
*divided by a reinforcement bar which is adjustable on 50mm (1.97") centers up to 200mm (7.87") from renter of tray, left or right
Minimum Tray Spacing . $
Maximum Tray Spacing : 29.53 Inches Maximum Product Height : 28.74 inches (730mm)
Clearance Required Above Product : 0.79 Inches
Shelf Rails (tray supports) : 264
Storage Locations Possible : 528
Maximum Unit Capacity . 147,708
Pounds Unit Capacity after tray weight deducted: 144938 Pounds
Lifting Speed : 157.50
Lifting Speed if Extractor is w/o a Tray : 246.05
Extractor Speed : 23.62
ft./min.
ft./min.
in./sec.
Pick Performance (Average Qty.) : 101 Trays/hour (does not consider operator picking time)
IR Complete Cycle (Storage + Retrieval) Single Cycle (Tray Retrieval only)
Not Average Access Time : 35.46 Seconds 16.73 Seconds
Maximum Access Time : 44.82 Seconds 20.41 Seconds
w Calculation of access times is based on: 1) Speed adjustment lift (vertical) at 100%; extractor (horizontal) at 100%. Note: 100% 4) Weight management : Activate weight ma
extractor speed is not recommended for some storage goods. All delivered units hove a pre -defined setting of 70%. 2) Shutter door update access times above
is set to closed during lift movement, i.e. tray positioned in access opening is in'fingerhold.' Note: This setting is only possible with
rimtunits equipped with 1 access opening.With the setting"always closed," the access times will increase by6 seconds. 3)Options
Q ACTIVATE (Adds 5 seconds to access time)
� Y "' P
chosen on POF, such as automatic extraction will affect times outlined above.
• With time -critical units (e.g. high performance order picking units or robot handling with cycle times) a prior consultation with the factory is recommended.
e i
rr
MR
Power .
Maximum Power Consumption .
Full Load Amp (FLA) .
Max. Circuit Breaker Rating for Supply (Delayed) .
480 Volts/3"/PE
8.6 kVA
14.2 Amp Per Machine
15 Amp Per Machine
Color Load Profiles and Panels : RAL 5015 Sky Blue /RAL 7035 Light Gray
Shelf Rail Panel Exteriors : RAL 7035 Light Gray
Side Service Panels : One side Swing / one side Fixed
Tooth Belt Drive : Yes
Safety Shutter Door System : Yes
Control Type : Controls 3000
Operator Panel OP Logicontrol Location : Inside Overhead Center/access
Access Ready Lights . No
Confirmation Bar : Yes
Transport Cart : No
Crane and Support Frame : No
Extraction Table : No
External PS/2 Interface : No
Vertical Photocells to Monitor Extractor Column : Yes
ESD Equipped Trays : No
Transaction Information Center : Yes
Light Pointer : Yes LED SPOT, 40 mm dia.
Position Indicator Light Bar : No
Storage/Surface Area Offered : 1,481
Gross Cube ; 989
Useable Cube when Trays installed : 891
Avg. Sq. Ft. of Surface Area Provided per Shuttle
Cubic Ft. per Shuttle
Cubic Ft. per Shuttle, 713 Cubic Feet @ 80% Utilization
Printed
2/21/2018
XP POF Version 8 , 1-2018
Boeing Seattle FLOOR LOADING
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Shuttle XP HD-500 2450 mm x 863.6 mm x 8050 mm (96.46 in, x 34 in. x 26 feet, 4.93 inches)
Information provided below 1s per unit (when more than 1 unit, trays ore divided by # of units for an average/unit)
'The floor loading calculations comply with the General Quality Assurance and Test Regulations for Storage and Factory Equipment, RAL-RG 614
Surface pressure:
The customer must ensure and should guarantee the floor has sufficient capacity to absorb the surface pressure.
Floor load -bearing capacity:
The customer must ensure that the floor has sufficient capacity to absorb all loads imposed by the equipment. The customer must provide the KardexRemstar representative with all
information regarding present and future room conditions. If no other information is provided, you can proceed an the assumption that a minimum surface pressure of of 5 N/mm2
(725.19 psi) is acceptable.
Maximum surface pressure:
Unit deadweight -
Max- bad (gross) -
(Bearing surface = 14000)
amax. :
mLGT merutto =
mG„. x 9.81 m/s' _
FFGes.
8 z 14000 mm'
Maximum surface pressure / PSIs'
amax. x 145.04
3289 kg.
67000 kg.
70289 kg.
689532 N
6.16 N/mm2
893,48 psi
Actual occuring surface pressure:
FFGes./tat.;
= Attual load per unit [Nj
stat.
= Actual surface pressure (N/mm']
A
= Bearing surface (=14,000 mm')
amin..
= Assuming minimum surface pressure of floor [N/mm']
FFGesltat
8xA
amin. 2 atat.
Unit dead weight mlar=
3289 kg
Total Tray dead weight -
[n (# Trays)'x dead cat. each] "" 3770 kg
6 Max tray ad - 175,o. tap Trays) x Load each]
31850 kg.
mGes,tat = MLGT + (MT + Mzw•)
FFo„_: mGes.tat.x 9.81 m/s'
FFGes.
atat..
8 x 14000 mm'
Actual surface pressure / PSl atat. x 145.04
38909 kg.
381694 N
3.41 N/mm2
494.29 psi
Max. required floor load capacity:
MGesmax• = Mae. Total Weight (kg.)
mLGrl = Unit dead weight (kg.)
mane., = Max, gross load (kg.)
Max. total load -
1CN�esma,.
MLGT + marvtto
▪ 70289 kg,
Calculation of maximum floor load bearing
capacity:
Pmhs, 1 Pmax.
Load per unit (N)
AGarei ▪ = Unit base (m']
UW = Unit width (m)
UD = Unit depth [m)
Pm = Max. floor load bearing capacity (N/m']
Pm.. = Assuming min. floor load capacity [N/m']
Maximum Load per unit -
Unit base [m9 -
x 9.81 m/s'
AGerat UW x UD
FFGes.
AGerat
689532 N
8.54 m'
80741 N/m'
81 kN/m2
Maximum Floor Load Bearing Capacity
x .00014504
a11.11 psi
Actual required floor load bearing capacity:
MGestst.! = Actual Total Weight (kg.)
MLGT' = Unit dead weight (kg.)
mania] = Max, gross load (kg.)
Actual total load
MGes = MLGr + n x (MT +
38909 kg.
Calculation of actual floor load bearing capacity:
Pmtr. Z Pmea.
FFGes/,a, = Actual Load per unit (N)
AG.rai = Unit base [m1
UW = Unit width [m)
UD = Unit depth [m]
f
Plat. = Actual floor load bearing capacity [N/m']
Pm;o. = Assuming min. floor load capacity [N/m']
Actual Load per unit - FFGe;.: mGes9.81 m/s'
381694 N
Kardex Remstar, LLC Date Printed 12/21/2018
8.54 m'
Unit base [m'] - drat UW x UD
FFGes./tat.
drat
ang YCapamtyr/ PSI,3 p t sjjj
44695 N/m'
45 kN/m2
• Kardex Remstar, LLC Date Printed 12/21/2018
City of Tukwila
Department of Community Development
1/2/2020
MARTIN PROBST •
PO BOX 3707; M/C: 46-208
SEATTLE, WA 98124
RE: Permit No. DI9-0264
BOEING #2-10
1135 S WEBSTER ST BLDG 2-010
Dear Permit Holder:
Allan Ekberg, Mayor
Jack Pace, Director
In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building
Division. Per the International Building Code, International Mechanical. Code, Uniform Plumbing Code and/or the National Electric
Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null
and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if
the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180
days. Your permit will expire on 2/24/2020.
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 2/24/2020, 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,
."0
Bill Rambo
Permit Technician
File No: D19-0264
6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
9ERMIT MORD COPY (:t
PLAN REVIEW/ROUTES G SLIP
PERMIT NUMBER: D19-0264
PROJECT NAME: BOEING #2-10
SITE ADDRESS: 1135 S WEBSTER ST
Original Plan Submittal
Response to Correction Letter #
DATE: 11/15/19
Revision # before Permit Issued
X Revision # 1 after Permit Issued
DEPARTMENTS:
Pr.\
Building Division
Public Works
Fire Prevention
Structural
PRELIMINARY REVIEW:
Not Applicable
(no approval/review required)
Planning Division
Permit Coordinator
DATE: 11/19/19
r
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved Approved with Conditions
Corrections Required
(corrections entered in Reviews)
Denied
(ie: Zoning Issues
DUE DATE: 12/17/19
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire Ping 0 PW D Staff Initials:
12/18/2013
EiMT td0 RD COP(
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D19-0264
PROJECT NAME: BOEING - #2-10
SITE ADDRESS: 8123 E MARGINAL WAY S
X Original Plan Submittal Revision #
Response to Correction Letter #
DATE: 08/15/19
before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
C
Building Division
101- `61
Public Works
PPreventiont* (61611
ire P%ing 'division
Structural
Permit Coordinator 111
PRELIMINARY REVIEW:
Not Applicable
(no approval/review required)
DATE: 08/20/19
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
E
(corrections entered in Reviews)
DUE DATE: 09/17/2019
Approved with Conditions
Denied
(ie: Zoning Issues
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg El Fire 0 Ping LJ PW 0 Staff Initials:
12/18/2013
PROJECT NAME:
SITE ADDRESS:
PERMIT NO: 1tqo 21,11
ORIGINAL ISSUE DATE: B-241 9
REVISION LOG
REVISION
NO.
DATE RECEIVED
STAFF
INITI LS
ISSUED DATE
STAFF
INITIALS
I kS 1LWL
Summary of Revision: 0‘
4
v" t
4
-e-fiy—
Received by: ,--_,/e'•
REVISION
REVISION DATE RECEIVED STAFF ISSUED DATE STAFF
NO. INITIALS INITIALS
Summary of Revision:
Received by:
(please print)
REVISION
NO.
(please print)
REVISION
NO.
DATE RECEIVED
STAFF
INITIALS
ISSUED DATE
STAFF
INITIALS
Summary of Revision:
Received by:
(please print)
REVISION
NO.
DATE RECEIVED
STAFF
INITIALS
ISSUED DATE
STAFF
INITIALS
Summary of Revision:
Received by:
(please print)
REVISION
NO.
DATE RECEIVED
STAFF
INITIALS
ISSUED DATE
STAFF
INITIALS
Summary of Revision:
Received by:
(please print)
REVISION
NO.
DATE RECEIVED
STAFF
INITIALS
ISSUED DATE
STAFF
INITIALS
Summary of Revision:
Received by:
(please print)
City of Tukwila
REVISION
SUBMITTAL
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: http://www,TukwilaWA.gov
Revision submittals must be submitted in person at the Permit Center.
Revisions will not be accepted through the mail, fax, etc.
Date: 11/4/2019
Plan Check/Permit Number: D19-0264
El] Response to Incomplete Letter #
Ej Response to Correction Letter #
Revision # 01 after Permit is Issued
El Revision requested by a City Building Inspector or Plans Examiner
LJ Deferred Submittal #
Project Name: 2-10 VERTICAL STORAGE UNITS
Project Address: 1135 S WEBSTER ST
Contact Person: MARTIN PROBST
Summary of Revision:
Install embed plates and revise anchoring plans.
Phone Number: 206-852-4985
RECEIVED
CITY OF TUKWILA
NOV 1 5 2019
PERMIT CENTER
Sheet Number(s): GO, GI, 1S64R, I S64, S610, and S6I1
"Cloud" or highlight all areas of revision including date o rev ion
Received at the City of Tukwila Permit Center by:
12--- Entered in TRAKiT on
WAPermit Center \Templatefforms\ Revision Submittal Formdec
Revised: August 2015
H °Inc I spaiiol Go la act
Safety & Health Claims & Insurance
hington State Department of
abor & industries
AZ Index Help My IM
Workplace Rights Trades & Licensing
WASHINGTON PATRIOT CONST LLC
Owner or tradesperson
Principals
STANTON, JARED M, PARTNER/MEMBER
RUTHERFORD, DAVID
D, PARTNER/MEMBER
TRAUGUTT, MICHAEL DAVID, MANAGER
WADE PERROW CONSTRUCTION
LLC, PARTNER/MEMBER
(End: 11/21/2012)
MCKINNEY, DANIEL G, MANAGER
(End: 11/21/2012)
PERROW, WADE HAMPTON, MANAGER
(End: 11/21/2012)
PERROW, ELIZABETH ANNE, MANAGER
(End: 11/21/2012)
Doing business as
WASHINGTON PATRIOT CONST LLC
WA UBI No,
602 932 517
10421 BURNHAM DR NW SUITE 5A
GIG HARBOR, WA 98332
253-853-2304
PIERCE County
Business type
Limited Liability Company
Certifications & Endorsements
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.
WASHIPC906BJ
Effective — expiration
01/11/2010— 01/11/2020
Bond
Safeco Ins Co of America
Bond account no.
69s012661
$12,000.00
Received by L&I Effective date
05/11/2012 04/20/2012
Expiration date
Until Canceled
Insurance
Valley Forge Ins Co $1,000,000,00
Policy no.
Help us improve
BOEING COMMERCIAL AIRPLANES
PLANT 2
2-10 BUILDING
FOUNDATIONS FOR VERTICAL STORAGE UNITS
LOCATION
y
TO EVERL I
MUKILTEO
EVERLII
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KENT
oAUBURN
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AUBURN I
REVISION
BY
APPROVED
DATE
SYM
VICINITY
MAP
,,, ,,,
oQ10
i �� `le/
,2� I�
SCALE: NONE
2-14
v>
9�
Sy
�� 9l *
SITE
PROJECT
REVISION
BY
APPROVED
DATE
FOUNDATIONS FOR VERTICAL STORAGE UNITS
36396
SITTS
BKL
11.04.19
CODE SUMMARY
BUILDING CODE: IBC 2015 EDITION AS ADOPTED BY THE CITY OF TUKWILA
SEISMIC ZONE:
USE GROUP 1,
IMPORTANCE FACTOR 1,
SEISMIC DESIGN CATEGORY D
SITE CLASS D.
OCCUPANCY GROUP: Fl - FACTORY
S1 - STORAGE, AIRCRAFT TIRES
S2 - STORAGE, AIRCRAFT TOOLS
CONSTRUCTION TYPE:
TOTAL BUILDING AREA:
CONSTRUCTION AREA:
BUILDING HEIGHT:
STORIES:
III - B
406,979 SQ FT
649 SQ FT
46 FT.
ONE
PROJECT SUMMARY
DESCRIPTION OF WORK:
INSTALL FOUNDATIONS AND ANCHORS TO SUPPORT NEW VERTICAL STORAGE
UNITS.
PROJECT COST:
CONTRACTOR:
SITE ADDRESS:
OWNER:
OWNER CONTACT:
$35,000.00
1135 SOUTH WEBSTER STREET SEATTLE, WA.
BOEING COMMERCIAL AIRPLANES
P.O. BOX 3707, M/S: 1 W-10
SEATTLE, WA. 98124-2207
NAWAB HABIBURAHMAN (425) 326-0685
KING COUNTY PARCEL NO. 0022000005 SEATTLE
g,LAsustEgrov”°
it
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
APPROVED BY
DEPT. DATE
DRAWN
J. Kamla
CHECKED
A. Boileau
ENGINEER
A. Boileau
CHECKED
APPROVED
APPROVED
flECE VET)
CITY OF TGKWtL
NOV 15 2019
E MIT CE TE
DATE
05.29.19
05.29.19
05.29.19
TITLE
GENERAL
SEPARATE PERMIT
RE9UIRED FOR:
i M clirnrric.Sl
f�le�tric:x�l
Piumbin
Piping
City of Tukwila
LDiNG D1V'ISION
LEGAL DESCRIPTION
ARV; 002200-0005
ALL BLOCKS 1, 3, 4, 5 AND 6, ABRAM'S ADDITION TO SOUTH SEATTLE, ACCORDING TO THE PLAT THEREOFRECORDED IN
VOLUME 11 OF PLATS, PAGE 30, IN KING COUNTY, WASHINGTON. EXCEPT THAT PORTION OF BLOCK 3 DESCRIBED AS
FOLLOWS:
COMMENCING AT THE CENTERLINE INTERSECTION OF 12TH AVENUE SOUTH AND SOUTH AUSTIN STREET, THENCE SOUTH
88'20'05" EAST ALONG THE CENTERLINE OF SOUTH AUSTIN STREET 89.80 FEET. THENCE SOUTH O1'39'55" WEST 12.00 FEET
TO THE SOUTH MARGIN OF SOUTH AUSTIN STREET AND THE TRUE POINT OF BEGINNING: THENCE SOUTH 02'17'42"WEST
23.09 FEET; THENCE SOUTH 42'20'44" WEST 45.24 FEET; THENCE NORTH 48'22'04"WEST 89.36 FEET TO THE SOUTH MARGIN
OF SOUTH AUSTIN STREET; THENCE SOUTH 88'20'05" EAST 98.23 FEET ALONG SAID MARGIN TO THE TRUE POINT OF
BEGINNING AND EXCEPT LOTS 1, 7 AND 8, BLOCK 6; AND EXCEPT THAT PORTION OF LOT 5, BLOCK 6; CONDEMNED IN KING
COUNTY SUPERIOR COURT CASE NUMBER 102874 FOR EAST MARGINAL WAY;
ALL OF BLOCKS 32, 33, 34, 41, 42, 43 AND 44, RIVER PARK ACCORDING TO THE PLAT THEREOF RECORDED IN
VOLUME 7 OF PLATS, PAGE 41, IN KING COUNTY, WASHINGTON; EXCEPT THOSE PORTIONS OF BLOCKS 32, 33, 34 AND 41
LYING WITHIN COMMERCIAL WATERWAY NO. 1 (ALSO KNOWN AS DUWAMISH WATERWAY) EXCEPT LOTS 7 AND 8, BLOCK 43;
TOGETHER WITH THAT PORTION OF SECTION 29, TOWNSHIP 24 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING
COUNTY, WASHINGTON LYING NORTHEASTERLY OF THE RIGHT OF WAY OF COMMERCIAL WATERWAY NO. 1, AND LYING
SOUTHEASTERLY OF THE MEDIAN LINE OF REVISED SLIP NO.4 AS DESCRIBED IN INSTRUMENT RECORDED UNDER RECORDING
NUMBER 4477037 AND LYING SOUTHWESTERLY OF A LINE BEGINNING AT THE INTERSECTION OF THE SOUTH LINE OF LOT 7,
BLOCK 43, RIVER PARK, PROJECTED WESTERLY WITH THE SOUTHEASTERLY MARGIN OF SAID SLIP NO. 4 AS ESTABLISHED BY
COMMERCIAL WATERWAY DISTRICT NO. 1 AND AS SHOWN ON THE MAP OF THE DISTRICT PREPARED BY ITS CHIEF ENGINEER IN
1916. THENCE NORTHWESTERLY, PERPENDICULAR TO THE NORTHWESTERLY MARGIN OF VACATED RIVERSIDE AVENUE AS
PLATTED IN SAID RIVER PARK TO AN INTERSECTION WITH SAID MEDIAN LINE;
ALL OF BLOCKS 1, 2, 3, 4 AND 5, EAST SOUTH PARK, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 14
OF PLATS, PAGE 13, IN KING COUNTY, WASHINGTON; EXCEPT THOSE PORTIONS OF BLOCKS 2, 3, 4 AND 5 LYING WITHIN
COMMERCIAL WATER WAY NO. 1 (ALSO KNOWN AS DUWAMISH WATERWAY) EXCEPT THOSE PORTIONS OF BLOCKS I AND 4
CONVEYED TO KING COUNTY BY DEEDS RECORDED UNDER RECORDING NUMBERS 2547379, 2556876, 2556877 AND 2557326;
EXCEPT THOSE PORTIONS OF BLOCKS 4 AND 5 LYING EASTERLY OF 16TH AVENUE SOUTH AS CONVEYED TO KING COUNTY BY
DEED RECORDED UNDER RECORDING NUMBERS 2547379, 2556876, 2556877, 2557326 AND 2559383;
TOGETHER WITH THAT PORTION OF GOVERNMENT LOT 1, SECTION 32, TOWNSHIP 24 NORTH, RANGE 4 EAST, WILLAMETTE
MERIDIAN, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS:
BEGINNING AT THE NORTHWEST CORNER OF LOT 17, BLOCK 2, SAID PLAT OF EAST SOUTH PARK; THENCE NORTH
89'4'26" WEST ALONG THE LINE BETWEEN SECTIONS 29 AND 32 IN SAID TOWNSHIP AND RANGE A DISTANCE OF 70.743 FEET
TO A POINT BEING THE INTERSECTION OF SAID SECTION LINE WITH THE NORTHEASTERLY RIGHT OF WAY UNE OF COMMERCIAL
WATERWAY NO 1; THENCE SOUTH 49'00'00"EAST ALONG THE SAID NORTHEASTERLY RIGHT OF WAY LINE A DISTANCE OF
92.945 FEET MORE OR LESS TO AN INTERSECTION WITH THE WEST LINE OF SAID LOT 17; THENCE NORTH O'33'43" EAST
ALONG SAID WEST LINE A DISTANCE OF 59.837 FEET MORE OR LESS TO THE POINT OF BEGINNING.
A PARCEL OF LAND IN GOVERNMENT LOT 13, SECTION 29, TOWNSHIP 24 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN,
IN KING COUNTY, WASHINGTON , AND IN THE PLAT OF EAST SOUTH PARK, ACCORDING TO THE PLAT THEREOF RECORDED IN
VOLUME 14 OF PLATS, PAGE 13, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING ON THE NORTH LINE
OF SAID SECTION 32 AT ITS INTERSECTION WITH THE WEST UNE OF 16TH AVENUE SOUTH AND BEING 64.86 FEET, MORE OR
LESS WEST OF THE NORTHEAST CORNER OF THEREOF; THENCE NORTHERLY ALONG THE WEST MARGIN OF 16TH AVENUE
SOUTH TO A LINE WHICH IS PARALLEL TO AND 419 FEET NORTHERLY OF THE SOUTH LINE OF SAID GOVERNMENT LOT 13;
THENCE NORTH 89'16'44"WEST ALONG SAID LINE 100 FEET; THENCE NORTH O'49'03"EAST ALONG A LINE PARALLEL TO THE
WESTERLY MARGIN OF 16TH AVENUE SOUTH 123.11 FEET; THENCE NORTH 49'00'30" WEST 120 FEET; THENCE NORTH 89'
16'44"WEST 95 FEET; THENCE NORTH 49'00'30"WEST 25 FEET, MORE OR LESS TO THE EAST MARGIN OF 14TH AVENUE
SOUTH THENCE WEST ALONG THE NORTH LINE OF THAT PORTION OF 14TH AVENUE SOUTH VACATED BY CITY OF SEATTLE
ORDINANCE NUMBER 81046 BEING 637.11 FEET NORTH FROM THE SOUTH LINE OF SAID GOVERNMENT LOT 13 TO THE
WESTERLY MARGIN OF 14TH AVENUE SOUTH; THENCE NORTHERLY ALONG SAID WESTERLY MARGIN AND SAID MARGIN EXTENDED
TO THE CENTERLINE OF VACATED WHIPPLE STREET; THENCE SOUTHWESTERLY ALONG SAID CENTERLINE TO THE WEST LINE OF
SAID GOVERNMENT LOT 13; THENCE SOUTHERLY ALONG SAID WEST LINE TO THE NORTHEASTERLY LINE OF THE DUWAMISH
WATERWAY; THENCE SOUTH 49'00'00" EAST ALONG SAID NORTHEASTERLY LINE 496.14 FEET TO THE SOUTH LINE OF SAID
GOVERNMENT LOT; THENCE EAST ALONG THE SOUTH LINE TO THE POINT OF BEGINNING; EXCEPT THAT PORTION DESCRIBED AS
FOLLOWS:
BEGINNING AT A POINT AT THE INTERSECTION OF THE NORTH LINE OF THE SOUTH 419 FEET OF SAID GOVERNMENT
LOT 13 WITH THE WESTERLY MARGIN OF 16TH AVENUE SOUTH; THENCE NORTH 89'16'44"WEST 100 FEET; THENCE
SOUTHEASTERLY ALONG A CURVE TO THE LEFT THE RADIUS OF WHICH BEARS NORTH 65'27'21"EAST 100 FEET TO THE
WESTERLY MARGIN OF SAID 16TH AVENUE SOUTH; THENCE NORTHERLY 55 FEET TO THE BEGINNING;
THAT PORTION OF THE EASTERLY 594 FEET OF GOVERNMENT LOT 13, SECTION 29, TOWNSHIP 24 NORTH, RANGE 4
EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON LYING SOUTHWESTERLY OF EAST MARGINAL WAY SOUTH, AND
WESTERLY OF 14TH AVENUE SOUTH, NORTHERLY OF SOUTH WHIPPLE STREET AND EASTERLY OF ABRAM'S ADDITION
ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE 30, IN KING COUNTY, WASHINGTON;
TOGETHER WITH THAT PORTION OF VACATED SOUTH WHIPPLE STREET AS VACATED BY CITY OF SEATTLE ORDINANCE
NUMBER 83417;
TOGETHER WITH THOSE PORTIONS OF VACATED SOUTH HOLDEN STREET, SOUTH PORTLAND STREET, 10TH AVENUE SOUTH
AND 12TH AVENUE SOUTH AS VACATED BY CITY OF SEATTLE ORDINANCE NUMBER 82999
TOGETHER WITH THOSE PORTIONS OF VACATED SOUTH AUSTIN STREET AS VACATED BY CITY OF SEATTLE ORDINANCE
NUMBERS 70513, 82999, 83277 AND 114027;
TOGETHER WITH THOSE PORTIONS OF VACATED RIVERSIDE AVENUE SOUTH AS VACATED BY CITY OF SEATTLE ORDINANCE
NUMBERS 70513 AND 82999;
TOGETHER WITH THAT PORTION OF 14TH AVENUE SOUTH AS VACATED BY CITY OF SEATTLE ORDINANCE NUMBER 81046;
TOGETHER WITH THOSE PORTIONS OF SOUTH ELMGROVE STREET, SOUTH MONROE STREET AND 14TH AVENUE SOUTH AS
VACATED BY VOLUME 51 OF COMMISSIONER'S RECORDS, PAGE 213.
A PRO
PERMIT RESUBMITTAL
NOVEMBER 04, 2019
FOUNDATIONS FOR VERTICAL STORAGE NITS
BUILDING 2-10
SH
SITTS & HILL
qr. ENGINEERS, INC.
,f,.tic CIVIL • STRUCTURAL • SURVEYING
•e '"' E P ENTER STREET I TACOMA, WA. 98409
(253) 474-8448 { FAX: (253) 474&449
www.sittsh8i.com
Project No.: 18391
Project Mgr.: BKL
Proj. Engineer: AJB
Proj. Drafter:
JDK
ENT REVISION
36396
SYMBOL
GO
DATE
11.04.19
JOB NO.
36396
COMP NO.
DWG NO.
PLANT 2, WA.
02-10-GO
E: 10/09/18 08:58
INDEX
OF
DRAWINGS
INCLUDED
IN SET
SHEET NO.
DRAWING TITLE
REV
DATE
DRAWING NO.
GEV-RA_
•
02-10-GO
GO
COVER SHEET
11.04.19
11.04.19
SHEET INDEX
•
02-10-G1
Cl
S
R,CT„RA_
•
02- 0-1S64R
1S64R
PARTIAL FLOOR SLAB PLAN REMOVAL
R
11.04.19
11.04.19
•
02-10-1S64
1S64
PARTIAL FLOOR SLAB PLAN
•
02-10-S610
S610
GENERAL STRUCTURAL NOTES AND ENLARGED PLAN
11.04.19
•
02-10-S611
S611
FOUNDATION SECTIONS AND DETAILS
11.04.19
SYM
REVISION
FOUNDATIONS FOR VERTICAL STORAGE UNITS 36396
BY
SITTS
APPROVED
DATE
SYM
REVISION
APPROVED
DATE
BKL
11.04.19
e
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
APPROVED BY
DEPT.
DATE
DRAWN
J. Kamla
DATE SUBTITLE
05.29.19
CHECKED
A. Boileau
ENGINEER
A. Boileau
CHECKED
APPROVED
APPROVED
05.29.19
05.29.19
TITLE
nECFAVEn
CITY OF 11;liWt1-
PE
NOV 1 5 2019
MIT ENTER
PERMIT RESUBMITTAL
NOVEMBER 04, 2019
SHEET INDEX
FOUNDATIONS FOR VERTICAL STO 'AGE UNITS
BUILDING 2-10
GENERAL PLANT 2, WA.
C
P F" FZ 0 \I EE
-nN
0 ty 0 f Tuk via
I BUIDUNG EDPOSION
SITTS & HILL
ENGINEERS, INC.
CIVIL • STRUCTURAL • SURVEYING
4815 CENTER STREET I TACOMA, WA. 98409
PHONE: (253) 474-9449 I FAX:(25.3)4744449
,ANNcsiftshilLuxn
Project No.: 18391
Project Mgr.: BKL
Proj. Engineer: AJB
Proj. Drafter: JDK
T REVISION
36396
SYMBOL
G1
DATE
11.04.19
JOB NO.
36396
COMP NO.
DWG NO.
02-10-G1
20'-0"
REVISION
)
FOUNDATIONS FOR VERTICAL STORAGE UNITS 36396
20'-0"
SITTS
APPROVED
BKL
DATE
11.04.19
20'-0"
SYM
REVISION
20'-0"
20'-0"
20' 0"
20.-0"
8
20.-0"
20'-0"
APPROVED
DATE
gifirAFEAlAW
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
APPROVED BY
DEPT.
DATE
20'-0"
REMOVAL
DRAWN
J. Kamla
CHECKED
A. Boileau
ENGINEER
A. Boileau
CHECKED
APPROVED
APPROVED
DATE
05.29.19
05.29.19
05.29.19
SUBTITLE
TITLE
Ci;
=C=\D/SC
C-
ASSHOWN ON PLAN INDICATES EXISTING CONCRETE SLAB TO
BE REMOVED.
LRAL \0-
=S:
1. SEE OTHER DISCIPLINE'S DRAWINGS FOR ADDITIONAL INFORMATION.
CO
\
S
R
C
0
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1. FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION.
2. FIELD VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION WHICH
AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS.
SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL
BE REJECTED.
SAW CUT AND REMOVE EXISTING CONCRETE SLAB.
ER
\CI DRAW \C
S:
SEE DRAWING FOR 2-10-1A14 FOR FLOOR PLAN.
SEE DRAWING FOR 02-10-1S64 FOR PARTIAL FLOOR SLAB PLAN.
�r T,RECE jV tE1?
`
C f,l OF 6UR olLA
NOV 15 2O
P MIT CENTER
1S60
1S61
1S62
1S63
1565
1S66
1S67
1S68
1S69
1S70
1S71
1S72
1S73
1S74
KEY PLAN
SCALE: NONE
PERMIT RESUBMITTAL
NOVEMBER 04, 2019
PARTIAL FLOOR SLAB PLAN - REMOVAL
FOUNDATIONS FOR VERTICAL STORAGE UNITS
BUILDING 02-10
STRUCTURAL MASTER COL. 11-21 /C.5-
0 4 8 16 24
SCALE: 1 /8"=1 '-0"
SITTS & HILL
ENGINEERS, INC.
CML • STRUCTURAL • SURVEYING
4815 CENTER STREET I TACOMA, WA. 98409
PHONE: (253) 474-9449 I FAX: (253) 474-9449
www.sithhIII.com
Project No.: 18391
Project Mgr.: BKL
Proj. Engineer: AJB
Proj. Drafter: JDK
CURRENT REVISION
36396
SYMBOL R
DATE
11.04.19
COMP NO.
36396
02-10-1S64R
2
2
-G
-f\
D/SC
ED
20'-0"
20'-0"
20,-0"
20'-0"
20.-0"
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3.
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ALL
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PRIOR TO
VERIFICATION
PLAN.
SUBMITTAL
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OF DIMENSIONS SHALL
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FOR FLOOR PLAN.
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CITY OF
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SITTS & HILL
ENGINEERS, INC.
CIVIL • STRUCTURAL • SURVEYING
MATCHLINE SEE DRAW3ING 1 S65
4815 CENTER STREET I TACOMA, WA. 98409
PHONE: (253) 474-9449 I FAX: (253) 47441449
PERMIT
RESUBMITTAL
www.dttshlll.com
PAR
-A\
AProject
_
-
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R SLAB
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Na.: 16391
Project Mgr.: BKL
SCALE: 1/8" = 1'-0"
N
OV E
M
B
E
R 04, 2019
Proj. Engineer: AJB
Proj. Drafter: JDK
REVISION
BY
APPROVED
DATE
SYM
REVISION
BY
APPROVED
DATE
FOUNDATIONS FOR VERTICAL STORAGE UNITS
36396
SITTS
BKL
11.04.19
Z)L4inerA.E,Aia
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
APPROVED BY
DEPT.
DATE
DRAWN
J. Kamla
CHECKED
A. Boileau
DATE
05.29.19
05.29.19
SUBTITLE
PARTIAL FLOOR SLAB PLAN
CURRENT REVISION
36396
SYMBOL
DATE
11.04.19
ENGINEER
A. Boileau
CHECKED
APPROVED
05.29.19
TITLE
FOUNDATIONS FOR VERTICAL STORAGE UNITS
STRUCTURAL MASTER
BUILDING 02-10
COL. 11-21 /C.5-
PLANT 2, WA
SHEET
S64
GENERAL STRUCTURAL NOTES
CODES AND REFERENCES:
2015 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH STATE OF WASHINGTON AND CITY OF TUKWILA AMENDMENTS AND
SUPPLEMENTED WITH ASCE 7-10.
ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING EDITIONS, U.N.O.:
MATERIAL
CONCRETE
STRUCTURAL STEEL
STRUCTURAL STEEL WELDING
CODE EDIi1ON
BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY, ACI 318-14.
14TH EDITION OF STEEL CONSTRUCTION MANUAL (RISC SCM) INCLUDING THE SPECIFICATION
FOR STRUCTURAL STEEL BUILDINGS AISC 360-10.
STRUCTURAL WELDING CODE — STEEL, AWS D1.1-15.
LOADS:
RISK CATEGORY = II.
DEAD LOADS:
ACTUAL WEIGHT OF INSTALLED AND LOADED VERTICAL STORAGE UNITS (VSO's).
SEISMIC:
IIMPORTANCE FACTOR le = 1.0.
LATITUDE = 47.5318; LONGITUDE _—122.3151
Ss = 1.516, S1 = 0.579, SEISMIC SITE CLASS = D (ASSUMED).
Sds = 1.011, Sd1 = 0.579, SEISMIC DESIGN CATEGORY = D.
SEISMIC —FORCE —RESISTING SYSTEM: ALL OTHER SELF—SUPPORTING STRUCTURES, TANKS, OR VESSELS
REFERENCE STANDARDS THAT ARE NOT SIMILAR TO BUILDINGS.
SEISMIC RESPONSE COEFFICIENT, Cs = 0.8088.
RESPONSE MODIFICATION FACTOR, R = 1.25.
ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE.
DESIGN WEIGHT OF EMPTY VSU = 15,561 LBS.
DESIGN MAX VSU STORAGE WEIGHT = 70,217 LBS.
DESIGN VSU EFFECTIVE SEISMIC WEIGHT = 15,561 LBS + (0.67)x70,217 LBS = 62,606 LBS.
DESIGN VSU DESIGN BASE SHEAR = 50,636 LBS.
DESIGN VSU SIZE = 9.12' x 10.08' x 26.41' HIGH.
FOUNDATIONS:
NOT COVERED ABOVE OR BY
FOUNDATION SHALL BEAR ON FIRM, UNDISTURBED SOIL OR CONTROLLED COMPACTED FILL. ASSUMED DESIGN SOIL BEARING
VALUE = 1,500 PSF.
CONCRETE:
MINIMUM 28—DAY STRENGTH OF CONCRETE SHALL 4,000 PSI.
ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED.
REINFORCING STEEL FOR CONCRETE:
USE ASTM A615, GRADE 60 (FY = 60 KSI), DEFORMED BARS FOR ALL BARS. ALL GRADE 60 REINFORCING BARS TO BE
WELDED SHALL BE ASTM A706. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE
WITH THE STRUCTURAL ENGINEER. ACI 318 SHALL APPLY. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION
FROM MOISTURE AND CORROSION.
REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS SHALL BE PER ACI SP-66. DOWEL ALL VERTICAL
REINFORCING TO FOUNDATION WITH STANDARD 90—DEGREE HOOKS, U.N.O. SECURELY TIE ALL BARS IN LOCATION BEFORE
PLACING CONCRETE.
LAP SPUCES IN CONCRETE:
LAP SPLICES, U.N.O., SHALL BE CLASS "B" TENSION LAP SPLICES PER ACI 318. STAGGER SPLICES A MINIMUM OF (1) LAP
LENGTH.
ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH
AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS.
REINFORCING STEEL COVER:
ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. CLEAR CONCRETE COVERAGES AS FOLLOWS:
CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH•
EXPOSED TO EARTH OR WEATHER
#6 OR LARGER
#5 AND SMALLER
ALL OTHER PER ACI 318
• 3"
2"
• 1 1/2"
ADHESIVE DOWELS:
ALL ADHESIVE DOWELS SHALL UTILIZE HILTI HIT—HY 200 EPDXY (ICC ESR-3187) OR APPROVED EQUIVALENT.
STRUCTURAL STEEL:
ALL CONSTRUCTION SHALL BE PER AISC—SCM.
ALL PIPE STEEL SHALL BE ASTM A53, TYPE E OR S, GRADE B (FY = 35KS1). ALL OTHER STRUCTURAL STEEL SHALL BE ASTM A36
(FY = 36 KSI), U.N.O.
BOLTS:
ALL BOLTS SHALL CONFORM TO ASTM A307, GRADE A, U.N.O.
EXPANSION BOLTS IN CONCRETE:
ALL EXPANSION BOLTS SHALL HAVE CURRENT ICC APPROVAL FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE, SUCH
AS HILTI KWIK BOLT TZ (ICC ESR-1917) OR APPROVED EQUIVALENT.
WELDING:
WELDERS HOLDING VALID W.A.B.O. OR AWS CERTIFICATES AND HAVING CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN
ON THE DRAWINGS OR NOTES SHALL PERFORM ALL WELDING. CERTIFICATES SHALL BE THOSE ISSUED BY AN ACCEPTED
TESTING AGENCY.
ALL WELDING DONE BY E70 SERIES LOW HYDROGEN RODS, U.N.O. FOR GRADE 60 REINFORCING BARS, USE E90 SERIES.
ALL WELDING SHALL BE PER LATEST AWS STANDARD.
THESE DRAWINGS DO NOT DISTINGUISH BETWEEN SHOP AND FIELD WELDS; THE CONTRACTOR MAY SHOP WELD OR FIELD
WELD AT THEIR DISCRETION. SHOP WELDS AND FIELD WELDS SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED FOR
REVIEW. ALL FULL/COMPLETE PENETRATION WELDS SHALL BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING
LABORATORY.
G
_-_RA L S
SCALE: N.T.S.
R„GT�RAL \OT
REVISION
IS
BY
APPROVED
DATE
SYM
SHOP DRAWINGS:
SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS.
THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS
SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW.
VERIFY ALL DIMENSIONS WITH EXISTING CONSTRUCTION AND COORDINATE WITH ENGINEER.
MANUFACTURER OR FABRICATOR SHALL CLOUD ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DOCUMENTS. ANY OF THE
AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER
ENGINEER'S REVIEW, U.N.Q.
THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANY TIME BEFORE OR AFTER
SHOP DRAWING REVIEW.
THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED BY
THE STRUCTURAL ENGINEER SHALL NOT BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY
TO ENSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS.
THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY.
REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. CONTRACTOR HAS THE
RESPONSIBILITY OF THE CORRECTNESS OF ALL APPROVAL DRAWINGS.
GENERAL:
THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION.
SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.
THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES OR
PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO NOR SHALL OBSERVATION VISITS
TO THE SITE INCLUDE INSPECTION OF THESE ITEMS.
WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR
ADDENDA, U.N.O.
ESTABIJSH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE
TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.
NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO
DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT.
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH EXISTING CONSTRUCTION PRIOR TO START OF
CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ENGINEER.
TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O.
WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND/OR SPECIFICATIONS, THE GREATER
REQUIREMENTS SHALL GOVERN.
ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER
RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT.
SPECIAL STRUCTURAL INSPECTION:
SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED BELOW IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE BUILDING
SAFETY DEPARTMENT. "SPECIAL STRUCTURAL INSPECTION" SHALL NOT RELIEVE THE OWNER OR THEIR AGENT FROM REQUESTING THE CITY
INSPECTIONS REQUIRED BY IBC SECTION 110.3. SPECIAL INSPECTION IS REQUIRED PER SECTIONS 1704 AND 1705 FOR THE FOLLOWING:
CONCRETE:
A) DURING THE TAKING OF TEST SPECIMENS.
B) DURING THE PLACEMENT OF ALL REINFORCED CONCRETE, U.N.Q.
C) VERIFICATION OF CURING TEMPERATURE AND TECHNIQUE (PERIODIC).
2. BOLTS IN CONCRLIL:
A) DURING THE PLACING OF CONCRETE AROUND BOLTS.
3. REINFORCING STEEL (PERIODIC):
A) DURING THE PLACING OF REINFORCING STEEL FOR ALL CONCRETE REQUIRED TO HAVE SPECIAL INSPECTION NOTED ABOVE.
4. WELDING:
A) VISUAL INSPECTION OF ALL FIELD WELDS.
B) NON—DESTRUCTIVE TESTING OF ALL COMPLETE PENETRATION WELDS.
5. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
A) THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN IT CONFORMS TO THE APPROVED DESIGN
DRAWINGS AND SPECIFICATIONS.
B) PER IBC SECTION 1704.2.4: THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL AND
TO THE ENGINEER OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR
CORRECTION, THEN, IF UNCORRECTED TO THE DESIGN AUTHORITY AND THE BUILDING OFFICIAL. SUBMIT A FINAL REPORT AS
REQUIRED.
C) UPON COMPLETION OF THE ASSIGNED WORK, THE ENGINEER SHALL COMPLETE AND SIGN THE APPROPRIATE FORMS
CERTIFYING THAT, TO THE BEST OF THEIR KNOWLEDGE, THE WORK IS IN CONFORMANCE WITH THE APPROVED PLANS,
SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE.
FOR ADDITIONAL INFORMATION ON SPECIAL STRUCTURAL INSPECTIONS, CONTACT STRUCTURAL ENGINEER PRIOR TO START OF
CONSTRUCTION.
REVISION
BY
APPROVED
DATE
FOUNDATIONS FOR VERTICAL STORAGE UNITS 36396
SITTS
BKL
11.04.19
("H
S610
4'-
20'-0'
10'-1" (TYP.)
2'-3" THICK VSU
r_
FOUNDATION
VSU
(3 LOCATIONS)
2'-9"
4'-7 1/8"
IN ON
EMBED
2,-6"
0
W
m
u�
CV
TYP.
A
S610 S611
VSU COLUMNS
AND BASE
ASSEMBLIES
(24 LOCATIONS)
EMBED EMBED EMBED
2'-4 7/8" 2'-4 7/8"
17'-6"
20'-0"
5'-11"
TYP. AT EXTERIOR
4 VSU COLUMNS
S610 S6
4'-7 1/8"
2'-9"
2'-4 7/8"
EMBED
TYP. AT INTERIOR
VSU COLUMNS
S610 S611
�.1
16'-6"
EMBED
EMBED
2'-4 7/8"
3'-6"
\_ARG-D VS.J
SCALE: 1/4" =
elAirAFEAVAW ®
ti
DATIO\
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
APPROVED BY
DEPT.
DATE
3LA\
DRAWN
J. Kamla
CHECKED
A. Boileau
ENGINEER
A. Boileau
CHECKED
DATE
05.29.19
05.29.19
05.29.19
SUBTITLE
TITLE
STRUCTURAL
flECEIVEn
CITY OF TUI(V A
NOV 15 2019
P MIT
E T
PERMIT RESUBMITTAL
NOVEMBER 04, 2019
GENERAL STRUCTURAL NOTES
AND ENLARGED PLAN
FOUNDATIONS FOR VERTICAL STORAGE UNITS
BUILDING 02-10
GENERAL NOTES:
1. SEE DETAIL 1/S610 FOR GENERAL
STRUCTURAL NOTES.
2. SEE DETAILS 1/S611, 2/S611, AND
3/S611 FOR TYPICAL REINFORCING DETAILS.
BOLLARD PER DETAIL 6/S611.
0
CONSTRUCTION NOTES:
► VERIFY VERTICAL STORAGE UNIT (VSU)
DIMENSIONS, REQUIRED SPACE BETWEEN
ADJACENT CONNECTED VSU'S, AND VSU TO
VSU CONNECTION WITH THE EQUIPMENT
MANUFACTURER'S REPRESENTATIVE.
OBTAIN THE FOLLOWING FROM THE
EQUIPMENT MANUFACTURER'S
REPRESENTATIVE:
A.
B.
C.
D.
BASE ASSEMBLY LAYOUT DIMENSIONS.
ALLOWABLE BASE ASSEMBLY
PLACEMENT TOLERANCES.
THICKNESS OF BASE ASSEMBLIES.
BASE ASSEMBLY CONNECTION OPTION
TO BE USED.
PROVIDE E.O.R. RED —LINED PLANS
SHOWING THE AS —BUILT BASE ASSEMBLY
LAYOUT DIMENSIONS, THICKNESSES, AND
CONNECTION OPTIONS USED.
2
4
(2
1S64 S610
8
12
SCALE: 1 /4"=1'-0"
SITTS & HILL
ENGINEERS, INC.
CIVIL ■ STRUCTURAL • SURVEYING
4815 CENTER STREET I TACOMA, WA. 98409
PHONE: (253) 474-9449 I FAX: (253) 474-0449
www.slttshlll.com
Project No.: 18391
Project Mgr.: BKL
Proj. Engineer: AJB
Proj. Drafter:
JDK
CURRENT REVISION
36396
SYMBOL
DATE
11.04.19
SHEET
610
COMP NO.
X:\FRDRCKSN\24-60C\STRUCT\S522-
U
a)
NOTES:
A. VSU FOUNDATION INFORMATION
NOT SHOWN FOR CLARITY,
NOTES:
S610 S611
CO\CR
I\
SCALE: N.T.S.
CLASS "B" LAP
SPLICE LENGTH
(IN INCHES)
F'c=4,000 PSI
REG
TOP
3
20
26
#4
26
34
#5
32
42
#6
38
50
RCI\
G
_AP S3LIC= SC
ID
1 1/2"
TYP.
\\‘``""-` \"\
S.
S.
5,
N
N
=R
SCALE: 3"
OR VS"
,
SYM
#4x24" DOWELS AT 24" O.C. AT
MID —DEPTH OF EXISTING SLAB,
EMBED 4" IN ADHESIVE PER G.S.N.
EXISTING SLAB
vs
SCALE: 1" =
\DA
,-0„
0\ S
(2) #4 x 4'-0" TOP AND BOTTO
R
=ORCI
=C
0\
\CATS
PLAN
_AB COR\
VSU FOUNDATION
#6AT8"O.C.
#6 AT 8" O.C.
RE—ENTRANT SLAB CORNER
SERVICE ACCESS PIT OR
ADJACENT EXISTING SLAB
=R D
COMPACT SUBGRADE
TO 95% DRY DENSITY
(A�
S610 S611
SCALE: N.T.S.
REVISION
FOUNDATIONS FOR VERTICAL STORAGE UNITS 36396
BY
SITTS
APPROVED
BKL
S610 S611
SYM
5/16
EMBED PLATE PER
PLAN AND DETAILS
r.__ TOP OF VSU
FOUNDATION
B=D =v DLAT�.
SCALE: 1 1/2" = 1
-0"
=X
R
=1\
1'-0"
V
_\T S
1 1/2"
TYP.
Om-
#5 ASTM A706 REBAR
BOTTOM OF VSU
FOUNDATION
=CTI O \
r_ 1" THICK
EMBED PLATE
10
\\.»1ti\.\\\\\\.\.\\-\\.»»\\ \,\N. \
IRIOR VS, COL
V
#5 ASTM A706
REBAR, TYP.
A
vB
VSU COLUMN AND
BASE ADAPTER PER
MANUFACTURER
5/16
S611
TYP. 3 SIDES
AS INDICATED
PLATE 1"x5"x0'-9" VSU
COLUMN BASE PLATE
PER MANUFACTURER
CENTERED ON EMBED
PLATE
S611
=D PLA
SCALE: 3" = 1'-0"
REVISION
BY
APPROVED
DATE
DATE
11.04.19
CO
M
AT
A. TOP BARS ARE ANY HORIZONTAL
BARS PLACED SO THAT MORE
THAN 12" OF FRESH CONCRETE IS
CAST IN THE MEMBER BELOW THE
REINFORCEMENT.
B. UNLESS NOTED OTHERWISE, LAP
SPLICES IN CONCRETE BEAMS,
SLABS, WALLS, AND FOOTINGS
SHALL BE CLASS "B" TENSION LAP
SPLICES.
C. CONTACT STRUCTURAL ENGINEER IF
CENTER —TO —CENTER SPACING OF
REINFORCEMENT IS LESS THAN (3)
BAR DIAMETERS (<3DB).
D. LAP SPLICES BASED UPON 60 KSI
STEEL.
1" THICK
EMBED PLATE
#5 ASTM A706
REBAR, TYP.
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
DEPT.
DATE
V
B
S6101S611
VSU COLUMN AND
BASE ADAPTER PER
MANUFACTURER
TYP. 3 SIDES
5/16 / AS INDICATED
PLATE 1"x5"x0'-9" VSU
COLUMN BASE PLATE
PER MANUFACTURER
CENTERED ON EMBED
PLATE
1/4:43
S611
ID PLA
DRAWN
J. Kamla
CHECKED
A. Boileau
ENGINEER
A. Boileau
CHECKED
APPROVED
APPROVED
(5�
S610 S611
DATE
05.29.19
05.29.19
05.29.19
SUBTITLE
TITLE
STRUCTURAL
CO\
CR
SCALE: N.T.S.
S
1db (1" MINIMUM)
6 MIN
1
BAR CLEARANCE BAR OFFSET
BEND AND HOOK DETAILS
=R
BOL
LAP PER TYPICAL
SCHEDULE
WIRE TIE
SPLICE DETAIL
4db (2 1/2"
MINIMUM)
INSIDE BEND RADIUS:
#3 TO #8 BARS = 3db
\FORC \G BAR D
_AR D D
A
L
=TA
1/4" TYPICAL STEEL
CAP PLATE
MAXIMUM 1/5 LAP
BUT NOT MORE
THAN 6"
(Th
S610 S611
6" DIA. SCH. 40 PIPE — APPLY
PRIMER (1 COAT) AND PAINT SAFETY
YELLOW (2 COATS) ALKYD ENAMEL
PLATE 3/4"x10" SQ. WITH
(4) 3/4" EXPANSION BOLTS PER
G.S.N. EMBED 4 3/4" MIN.
CONCRETE SLAB AS OCCURS
SCALE: N.T.S.
RECEiVEf
CITY OF "t`U R'N A
NOV 15 2019
PE
CE TER
PERMIT RESUBMITTAL
NOVEMBER 04, 2019
FOUNDATION SECTIONS AND DETAILS
FOUNDATIONS FOR VERTICAL STORAGE UNITS
BUILDING 02-10
0
3"
6"
S610 S611
9"
1
SCALE: 3"= 1 '-0"
0 6" 1 2
SCALE: 1 1 /2"=1'—O"
SITTS & HILL
ENGINEERS, INC.
CIVIL ■ STRUCTURAL • SURVEYING
4815 CENTER STREET I TACOMA, WA. 98409
PHONE: (253) 474.9449 I FAX: (253) 474-9449
www.slttshlll.cnan
Project No.: 18391
Project Mgr.: BKL
Proj. Engineer: AJB
Proj. Drafter: JDK
CURRENT REVISION
36396
SYMBOL
DATE
11.04.19
SHEET
WG NO
S611
36396
COMP NO.
02-10—S611
X:\FRDRCKSN\24-60C\STRUCT\S522-8A
BOEING COMMERCIAL AIRPLANES
PLANT 2
2m10
FOUNDATIONS FOR VERTICAL STORAGE UNITS
LOCATION
'
|
/
DES
[
!
NN
TO
T
A
EVERL||
OND
ISSAQUAH
PROJECT SITE
RENTUN|
KENT
AUBURN
o8URNI
REVISION
BY
DOD
APPROVED
SYM
VICINITY
MAP
141,
SCALE: NONE
°
^._2_14
V-
�
aw
���7���
�_
U SITE
PROJECT
K—����,�����
REVISION
BY
APPROVED
FOUNDATIONS FOR VERTICAL STORAGE UNITS
BKL
CODE SUMMARY
BUILDING CODE: IBC 2015 EDITION AS ADOPTED BY THE CITY OF TUKWILA
SEISMIC ZONE:
USE GROUP 1,
IMPORTANCE FACTOR l.
SEISMIC DESIGN CATEGORY D
SITE CLASS D.
OCCUPANCY GROUP:
CONSTRUCTION TYPE:
TOTAL BUILDING AREA:
CONSTRUCTION AREA:
BUILDING HEIGHT:
F1 — FACTORY
Sl — STORAGE, AIRCRAFT TIRES
S2 STORAGE, AIRCRAFT TOOLS
U| — B
406.979 5Q FT
649 3O FT
46 FT.
ONE
PROJECT SUMMARY
DESCRIPTION OF WORK:
INSTALL FOUNDATIONS AND ANCHORS TO SUPPORT NEW VERTICAL STORAGE
UNITS.
PROJECT COST:
CONTRACTOR:
SITE ADDRESS:
OWNER CONTACT:
1155 SOUTH WEB5TER STREET SEATTLE, W&
BOE|NG COMMERCIAL AIRPLANES
P.O. BOX 3707, W/S: 1YY-10
3E/ATLE, WA. 98124-2207
KING COUNTY PARCEL NO. 0022000005 SEATTLE
�
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
APPROVED BY
DATE
DRAWN
J.Kumla
CHECKED
A. Boileau
ENGINEER
A. Boileau
DATE
05.29.19
05.29.19
05.29.19
APPROVED
APPROVED
SUBTITLE
�
�
� �_"° m� ~���~� .
� o^���������
�
i�
2
8
REVIEVVT,---'D FOR
CODECOMPLiANCE/
A�*PROVED
o~ ,r
City of Tukwila
UKZQNC; OIV�S>ON
LEGAL DESCRIPTION
APN: 002200-0005
ALL BLOCKS 1, 3, 4, 5 AND 6. *BRAM'3 ADDITION TO SOUTH 5E4TTL . ACCORDING TO THE PLAT 7UEREOFRECORDED IN
VOLUME 11 OF PUT5, PAGE 30. IN K|wo oouNTT. W«S*|NGTDw. EXCEPT THAT rUnnow OF BLOCK 3 DESCRIBED AS
FOLLOWS:
COMMENCING AT THE CENTERLINE INTERSECTION OF 12TH AVENUE SOUTH AND SOUTH AU3TIN STREET. THENCE SOUTH
88"20'05^EAST A0wC THE CENTERLINE OF SOUTH AUSTIN STREET 8e.88 FEET. THENCE SOUTH 01*33'55^WEST 12.00 FEET
To THE 300x MARGIN OF SOUTH AuSTIN STREET AND THE TRUE POINT OF 8D:|Nm|mo: THENCE SOUTH 02*17'42^wE3T
23.09 FEET; THENCE SOUTH 42'20'44^ wE3r 4524 FEET; THENCE NORTH 48'22'0*^wEST 89.35 FEET TO THE SOUTH MARGIN
OF SOUTH AU5nN STREET; THENCE 5O0o 88'20'05^EAS 9823 FEET ALONG SAID MARGIN TO THE TRUE POINT OF
BEGINNING AND EXCEPT u]T3 1. 7 AND o. o|ocx §; AND EXCEPT THAT PORTION OF 0T 5. BLOCK b; CONDEMNED IN x|wC
COUNTY SUPERIOR COURT CASE NUMBER 102874 FOR EAST MARGINAL WAY;
ALL OF BLOCKS Jz, JJ. 34. 41. *2. *3 AND 4*. RIVER n^nx ACCORDING TO THE PLAT THEREOF RECORDED IN
VOLUME 7 OF PuT5, PAGE 41. IN KING COUNTY, «wSmwCTOw; EXCEPT THOSE PORTIONS OF BLOCKS 32. oJ. 34 AND *l
LYING w|T*|N COMMERCIAL WATERWAY NO. 1 (ALSO KNOWN AS Duvmu|3H WATERWAY) EXCEPT L03 7 AND 0' BLOCK ^J;
TooETx[n WITH THAT PORTION Or SECTION zy. TOwwsmp z* w0RTo. RANGE ^ EAST, *uLawIE//E wEe|Omw. IN x|wG
COUNTY, WASH|NnTOw LYING NORTHEASTERLY OF THE RIGHT OF WAY OF COMMERCIAL WATERWAY NO. 1. AND LYING
SOUTHEASTERLY Or THE MEDIAN LINE OF nB|3[D SLIP NO.* AS DESCRIBED IN INSTRUMENT RECORDED UNDER RECORDING
NUMBER 4477037 AND u(|wG SOUTHWESTERLY OF A LNE 68s/NNIwC AT 7,`iE »0En5[S�itli OF THE SOUTH LINE OF LOT 7.
BLOCK 43, RIVER PARK, PROJECTED WESTERLY WITH THE SOUTHEASTERLY MARGIN OF SAID SLIP NO. 4 AS ESTABLISHED BY
COMMERCIALWATERWAYWATERWAY� WATERWAY NO. l AND AS SHOWN ON THE MAP OF THE DISTRICT PREPARED BY ITS CHIEF ENGINEER IN
1916, THENCE NORTHWESTERLY, PERPENDICULAR TO THE NORTHWESTERLY MARGIN OF VACATED RIVERSIDE xvENu[ AS
PLATTED IN SAID RIVER PARK TO AN |NTEe3D:T|OW WITH SAID MEDIAN LINE;
ALL OF BLOCKS 1, 2, J. 4 AND 5, EAST SOUTH PARK. ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 1*
OF PUT5, PACE 13. IN K|mS COUNTY, vm3H|NGTON; EXCEPT THOSE PORTIONS OF BLOCKS 2, J. 1 AND 5 LYING WITHIN
COMMERCIAL WATER WAY NO. l (ALSO KNOWN AS DUWAM|5H WATERWAY) EXCEPT THOSE PORTIONS OF BLOCKS | AND 4
CONVEYED TO KING COUNTY BY DEEDS RECORDED UNDER RECORDING NUMBERS 25*7379. 2556875, 2556877 AND 2557326;
EXCEPT THOSE PORTIONS OF BLOCKS 4 AND 5 LYING EASTERLY OF 16TH AVENUE SOUTH AS CONVEYED TO KING COUNTY BY
DEED RECORDED UNDER RECORDING NUMBERS 2547379, 2556875. 2555877. 2557326 AND 2559383;
TOGETHER WITH THAT PORTION OF GOVERNMENT LOT 1, SECTION 32. TOWNSHIP 24 NORTH, RANGE 4 EAST, W|LLAwL|/[
u[n|o|*w. IN KING Cnuwn, WAomwJ0w, DESCRIBED AS FOLLOWS:
BEGINNING AT THE NORTHWEST CORNER OF LOT 17, BLOCK 2, SAID PLAT OF EAST SOUTH PARK; THENCE NORTH
09'4'26^WEST ALONG THE LINE BETWEEN SECTIONS 28 AND 32 IN SAID TOWNSHIP AND RANGE A DISTANCE OF 70J43 FEB
TO A POINT BEING THE INTERSECTION OF SAID SECTION LINE WITH THE NORTHEASTERLY RIGHT OF WAY LINE OF COMMERCIAL
WATERWAY NO 1; THENCE SOUTH 49'00'80^EA3 ALONG THE SAID NORTHEASTERLY mOxT OF wwX LINE A DISTANCE OF
92.9*5 FEET MORE on Lcss TO AN |wTcnscoTmm WITH THE WEST LINE OF SAID LOT 17; THENCE NORTH 0'33'43^ cxsT
ALONG SAID WEST LINE A DISTANCE OF 59.837 FEB MORE OR LESS TO THE POINT OF BEGINNING.
x PARCEL OF Lxwo IN GOVERNMENT 0T 13. SECTION 29. TOWNSHIP 2* N0nT*. RANGE 4 B\3T. W|LU\ME//E u[a0|Aw.
IN KING COUNTY, wASH|NGT0N . AND IN THE PUT OF EAST SOUTH PARK, ACCORDING TO THE PLAT THEREOF RECORDED IN
VOLUME 14 OF PUTS, PAGE 13. IN KING COUNTY, WA3H|NGTON. DESCRIBED AS FOLLOWS: BEGINNING ON THE NORTH LINE
OF SAID SECTION 32 AT ITS INTERSECTION WITH THE WEST LINE OF 16TH AVENUE SOUTH AND BEING 04.80 FEB. MORE OR
LESS w[3T OF THE NORTHEAST CORNER OF THEREOF; THENCE NORTHERLY ALONG THE WEST MARGIN OF 15TH AVENUE
SOUTH TO 4 LINE WHICH IS PARALLEL TO AND 419 FEB NORTHERLY OF THE SOUTH LINE OF SAID GOVERNMENT LOT 13;
THENCE NORTH 89'16'44^WEST ALONG SAID LINE 100 FEET; THENCE NORTH 0'49'03^B\3T ALONG x LINE PARALLEL TO THE
WESTERLY wxRC|N OF 10Tx AVENUE 3UuT* 123.11 FEET; THENCE NORTH +S'On'JV^ WEST 128 FEET; THENCE NORTH Os'
16'4*^WEST 95 FEET; THENCE NORTH +9*00'30^WESr 25 rEB. MORE OR LESS TO THE EAST MARGIN OF 1*T* w/Ewu[
SOUTH THENCE WEST ALONG THE wOmx LINE Or THAT PORTION OF 14Tx AVENUE 5OVr* VACATED BY CITY OF 5EAnL[
ORDINANCE NUMBER 81045 BEING 637.11 FEET NORTH FROM THE SOUTH LINE OF SAID GOVERNMENT LOT 13 TO THE
WESTERLY MARGIN OF 1*TH AVENUE SOUTH; THENCE NORTHERLY ALONG SAID WESTERLY MARGIN AND SAID MARGIN EXTENDED
TO THE CENTERLINE OF VACATED WH|PPLE STREET; THENCE SOUTHWESTERLY ALONG SAID CENTERLINE TO THE WEST LINE OF
SAID GOVERNMENT LOT 13; THENCE SOUTHERLY ALONG SAID WEST LINE TO THE NORTHEASTERLY LINE OF THE DuxAm|So
WATcnwmx Txcwcc soor* +e'OV'nn^ EAST mmwn SAID wom*msrsnc/ LINE *yo.l+ pssT To THE soul* uws OF SAID
GOVERNMENT 0T; THENCE EAST ALONG THE SOUTH uw[ TO THE POINT OF 8EC|ww|wn; EXCEPT THAT PORTION DESCRIBED AS
FOLLOWS:
8[S|NN|m8 AT A POINT AT THE INTERSECTION OF THE NORTH LINE OF THE SOUTH 419 FEET OF SAID GOVERNMENT
LOT 13 WITH THE WESTERLY MARGIN OF 16TH AVENUE SOUTH; THENCE NORTH 8e'16'44^w[ST 100 FEET; THENCE
SOUTHEASTERLY ALONG A CURVE TO THE LEFT THE RADIUS OF WHICH BEARS NORTH 65'27'21^EA3 100 FEET TO THE
WESTERLY MARGIN OF SAID 16TH AVENUE SOUTH; THENCE NORTHERLY 55 FEB TO THE BEGINNING;
THAT PORTION OF THE EASTERLY 59* FEET OF GOVERNMENT Uo 13, SECTION 28, TOww3*|p 24 NORTH. RANGE *
[AST. w|LLxML/|E MER0|mu. IN x|mG COUNTY. WA5H/wGTnN LYING SOUTHWESTERLY OF EAST MARGINAL WAY SOUTH. AND
WESTERLY OF 14T* AVENUE SOUTH' NORTHERLY OF SOUTH WmPPLE STREET AND EASTERLY OF A8nAM'S ADDITION
ACCORDING TO THE PUT THEREOF RECORDED IN vVLuWE 11 OF PuATS, PAGE JO. IN KING COUNTY. wA3x|wGTDN;
TOGETHER WITH THAT PORTION OF VACATED SOUTH WH|pPL[ STREET AS VACATED BY CITY OF SEATTLE ORDINANCE
NUMBER 83417;
TOGETHER WITH THOSE pURT0w3 OF VACATED SOUTH HOLDEN 3TREET, SOUTH P8RTwwD STREET, 10T* w/EwuE SOUTH
AND 12TH AVENUE SOUTH AS VACATED BY CITY OF 3cmTLE ORDINANCE NUMBER 82999
TOGETHER WITH THOSE PORTIONS OF VACATED SOUTH mJST|w STREET AS VACATED BY CITY OF 3EATT|E ORDINANCE
NUMBERS 70513. 0988, 83277 AND 11*827;
TOGETHER WITH THOSE PORTIONS OF VACATED R|V[R50[ AVENUE SOUTH AS VACATED BY CITY OF 8EATTLE ORDINANCE
NUMBERS 70513 AND 82989;
TOGETHER WITH THAT PORTION OF 14TH AVENUE SOUTH AS VACATED BY CITY OF 3cATTL[ ORDINANCE NUMBER 810*6;
TOGETHER WITH THOSE PORTIONS OF SOUTH ELMGRUYE 3TREB, SOUTH MONR0E STREET AND 1*T* AVENUE SOUTH AS
VACATED BY VOLUME 51 OF COMMISSIONER'S R[%OR85, PAGE 273.
ILI
N0�� — �
� N AUG 1 5 2019
ISSUED
����� ������N�U�F
h�������-�� K—��F� PERMIT
AUGUST �� ��4�
��, u��|�
COVER �//��.�A��T
FOUNDATIONS FOR VERTICAL STORAGE UNITS
BUILDING 2 10
PLANT 2, WA.
�� �� HILL
~~ou u=� ��
���d�8������� INC.~"�~wm,�u~~~x�°�, "°��+
xmu ^ ar*uorunxL ^ ounvsnwo
48oCENTER STREET / `mv:A,WA. o84^
PHONE: (253) 4744449 / FAX: (253)"a+w9
Project No.: 18391
Project Mgr.: BKL
CURRENT REVISION
JOJSO
08.09.19
DATE
SHEET
GO
36396
DWG NO.
O2-10—GO
10/09 /18 08:58
INDEX OF DRAWINGS
INCLUDED
IN SET
DRAWING NO. SHEET NO.
DRAWING TITLE
REV DATE
GI\
IRA
• 02-10-GO
• 02-10-G1
GO
G1
COVER SHEET
SHEET INDEX
08.09.19
08.09.19
STR
C
URA_
• 02-10-1S64R 1S64R
• 02-10-1S64 1S64
• 02-10-S610 S610
• 02-10-S611 S611
PARTIAL FLOOR SLAB PLAN - REMOVAL
PARTIAL FLOOR SLAB PLAN
GENERAL STRUCTURAL NOTES AND ENLARGED PLAN
FOUNDATION SECTIONS AND DETAILS
R 08.09.19
08.09.19
08.09.19
08.09.19
V
=C
A\
CA
O 02-010-1M264 1M264
FIRE PROTECTION
A 08.09.19
RICA
Q 02-010-E1 El
Q 02-010-1E114 1E114
Q 02-010-1E364 1E364
ELECTRICAL LEGEND & ABBREVIATIONS
480Y/277 VOLT POWER
PARTIAL 1ST FLOOR COMMUNICATIONS PLAN
B 08.09.19
B 08.09.19
A 08.09.19
REVISION
BY
APPROVED
DATE
SYM
REVISION
BY
APPROVED
DATE
FOUNDATIONS FOR VERTICAL STORAGE UNITS 36396
SITTS
BKL
08.09.19
ZI___AsusrAcrAw
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
APPROVED BY
DEPT.
DATE
DRAWN
J. Kamla
CAD
A. Boileau
ENCTREER
A. Boileau
CHECKED
APPROVED
APPROVED
DATE
05.29.19
05.29.19
05.29.19
SUBTITLE
TITLE
AUG 1 4 2019
ISSUED FOR PERMIT
AUGUST 09, 2019
SHEET INDEX
FOUNDATIONS FOR VERTICAL STORM UN
BUILDING 2-10
GENERAL PLANT 2, WA.
REVIEWED FOR
DE COMPLIANCE
APPROVED
2019
City ofTukwiIa
BUILDINt, DIVISION
SITTS & HILL
ENGINEERS, INC.
CIVIL • STRUCTURAL • SURVEYING
4815 CENTER STREET I TACOMA, WA. 98409
PHONE (253) 474-9449 I FAX: (253) 474-9449
www.sittshill.com
Project No.: 18391 Project Mgr.: BKL
Proj. Engineer:
AJB
Proj. Drafter: JDK
SYMBOL
G1
DATE
08.09.19
JOB NO.
36396
COMP NO.
DWG NO.
02-10-G1
20'-0"
20'—O" %.. -- 20'—
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
REVISION
FOUNDATIONS FOR VERTICAL STORAGE UNITS 36396
BY
SITTS
APPROVED
BKL
DATE
08.09,19
SYM
REVISION
1
BY
APPROVED
DATE
ce;LArzaw,Aw
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
APPROVED BY
DATE
0
rD
REMOVAL
DRAWN
J. Kamla
CHECKED
A. Boileau
ENGINEER
A. Boileau
CHECKED
APPROVED
APPROVED
DATE
05.29.19
05.29,19
05.29.19
SUBTITLE
TITLE
0
IC
C
\D/SC
-D
AS SHOWN ON PLAN INDICATES EXISTING CONCRETE SLAB TO
BE REMOVED.
ERA
\0
ES:
1. SEE OTHER DISCIPLINE'S DRAWINGS FOR ADDITIONAL INFORMATION.
CO
S
RC
10\ \0
1. FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION.
2. FIELD VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION WHICH
AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS.
SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL
BE REJECTED.
SAW CUT AND REMOVE EXISTING CONCRETE SLAB.
=R
C
DRAW
GS:
SEE DRAWING FOR 2-10-1A14 FOR FLOOR PLAN.
SEE DRAWING FOR 02-10-1S64 FOR PARTIAL FLOOR SLAB PLAN.
RB.VIE D F6R
CODE COMPLIANCE
APPROVED
AUG ? ` 2L,1'
Cr1,y of Tukwila
BUILDING DIVISION
,; 1 5 2019
r
1S60
1563
1566
1S69
1S72
1S61
j1S64,4
1S67
1S70
1S73
1S62
1565
1S68
1S71
1574
KEY PLAN
SCALE: NONE
ISSUED FOR PERMIT
AUGUST 09, 2019
PARTIAL FLOOR SLAB PLAN - REMOVAL
FOUNDATIONS FOR VERTICAL STORAGE UNITS
BUILDING 02-10
STRUCTURAL MASTER COL. 11-21/C.5-E.
0 4
16 24
MI II 11111111111111111111 M111111111111111111111111111111111111
MI INS
SCALE: 1 /8"=1 ' —0"
SITTS & HILL
ENGINEERS, INC.
CIVIL • STRUCTURAL • SURVEYING
4815 CENTER STREET I TACOMA, WA. 98409
PHONE: (253) 474-9449 I FAX: (253) 474-9449
www,sittshill.com
Project No.: 18391
Project Mgr.: BKL
Proj. Engineer: AJB
Proj. Drafter: JDK
CURRENT REVISION
36396
SYMBOL
DATE
08.09.19
SHEET
OB± 0
PLANT 2, WA DWG
' . 64R
6396
02-10-1S64R
COMP NO,
SYM
20'-0"
20'-0
1S64 S610
REVISION
FOUNDATIONS FOR VERTICAL STORAGE UNITS
36396
BY
SITTS
APPROVED
BKL
DATE
08.09.19
20'-0"
20'-0"
SYM
REVISION
20'-0"
MATCHLINE SEE DRAW3ING 1S63
20'-0"
20'-0"
2
If
MATCHLINE SEE DRAW3ING 1S65
BY
APPROVED
DATE
�BOE/NG®
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
APPROVED BY
DEPT.
DATE
20'-0"
DRAWN
J. Kamla
CHECKED
A. Boileau
IN MEEhi
A. Boileau
CHECKED
APPROVED
APPROVED
20'-0"
MATCHLINE SEE DRAW3ING 1S67
DATE SUBTITLE
05.29.19
TITLE
0
M
=G
\D
SC
=D.�L
GE\
=RAL \O
ES:
SEE OTHER DISCIPLINE'S DRAWINGS FOR ADDITIONAL INFORMATION.
CO\S
R,C
0\ \OT
=S:
FIELD VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION.
2. FIELD VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION WHICH
AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS.
SHOP DRAWINGS WITHOUT FIELD VERIFICATION OF DIMENSIONS SHALL
BE REJECTED.
SEE 1S64R FOR SLAB REMOVAL PLAN.
=R=\C
DRAW
GS:
SEE DRAWING 2-10-1A14 FOR FLOOR PLAN.
REVIEWED FOR
CODE COMPLIANCE
APPROVED
AUG 27 2019
ty of Tukwila
BUILDING DIV!SI N
AUG 1 2
'''; x 3 t. T CENTER
21 31 41 47
I I I
1S60
1S61
1S62
1S63
1S65
1S66
1S67
1S68
1S69
1S70
1S71
1S72
1S73
1S74
KEY PLAN
¢t..al r: NONE
ISSUED FOR PERMIT
AUGUST 09, 2019
PARTIAL FLOOR SLAB PLAN
FOUNDATIONS FOR VERTICAL STORAGE UNITS
BUILDING 02-10
STRUCTURAL MASTER COL. 1 1-21 /C.5
0
4
8
16
24
SCALE: 1 /8"=1 '-0"
SITTS & HILL
ENGINEERS, INC.
CIVIL • STRUCTURAL • SURVEYING
4815 CENTER STREET
PHONE: (253) 474-9449
I TACOMA, WA. 98409
I FAX: (253) 474-9449
www.sittshill.com
Project No.: 18391
Project Mgr.: BKL
Proj. Engineer: AJB
Proj. Drafter:
JDK
CURRENT REVISION
36396
SHEET
SYMBOL DATE
1S64
08.09.19
COMP NO.
36396
02-10-1S64
CV
0
a
GENERAL STRUCTURAL NOTES
CODES AND REFERENCES:
GENERAL:
GEN ERAL NOTES:
1. SEE DETAIL 1/S610 FOR GENERAL
STRUCTURAL NOTES.
S610
4'-11"
20'-0"
10'-1" (TYP.)
VSU
(3 LOCATIONS)
TYP.
A
S610
S611
20'-0"
2'-3" THICK VSU
FOUNDATION
c
CV
J
0
_ARG=D VS
SCALE: 1/4" = 1-0"
SYM
2015 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH STATE OF WASHINGTON AND CITY OF TUKWILA AMENDMENTS AND
SUPPLEMENTED WITH ASCE 7-10.
ALL CODE REFERENCES HEREAFTER SHALL CORRESPOND TO THE FOLLOWING EDITIONS, U.N.O.:
MATERIAL
CONCRETE
STRUCTURAL STEEL
CODE EDITION
BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY, ACI 318-14.
14TH EDITION OF STEEL CONSTRUCTION MANUAL (AISC SCM) INCLUDING THE SPECIFICATION
FOR STRUCTURAL STEEL BUILDINGS AISC 360-10.
LOADS:
RISK CATEGORY = II.
DEAD LOADS:
ACTUAL WEIGHT OF INSTALLED AND LOADED VERTICAL STORAGE UNITS (VSU's).
SEISMIC:
(IMPORTANCE FACTOR le = 1.0.
LATITUDE = 47.5318; LONGITUDE =—122.3151
Ss = 1.516, S1 = 0.579, SEISMIC SITE CLASS = D (ASSUMED).
Sds = 1.011, Sd1 = 0.579, SEISMIC DESIGN CATEGORY = D.
SEISMIC —FORCE —RESISTING SYSTEM: ALL OTHER SELF—SUPPORTING STRUCTURES, TANKS, OR VESSELS NOT COVERED ABOVE OR BY
REFERENCE STANDARDS THAT ARE NOT SIMILAR TO BUILDINGS.
SEISMIC RESPONSE COEFFICIENT, Cs = 0.8088.
RESPONSE MODIFICATION FACTOR, R = 1.25.
ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE.
DESIGN WEIGHT OF EMPTY VSU = 15,561 LBS.
DESIGN MAX VSU STORAGE WEIGHT = 70,217 LBS.
DESIGN VSU EFFECTIVE SEISMIC WEIGHT = 15,561 LBS + (D.67)x70,217 LBS = 62,606 LBS.
DESIGN VSU DESIGN BASE SHEAR = 50,636 LBS.
DESIGN VSU SIZE = 9.12' x 10.08' x 26.41' HIGH.
FOUNDATIONS:
FOUNDATION SHALL BEAR ON FIRM, UNDISTURBED SOIL OR CONTROLLED COMPACTED FILL. ASSUMED DESIGN SOIL BEARING
VALUE = 1,500 PSF.
CONCRETE:
MINIMUM 28—DAY STRENGTH OF CONCRETE SHALL 4,000 PSI.
ALL CONCRETE CONSTRUCTION SHALL CONFORM TO ACI. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED.
REINFORCING STEEL FOR CONCRETE:
USE ASTM A615, GRADE 60 (FY = 60 KSI), DEFORMED BARS FOR ALL BARS. NO TACK WELDING OF REINFORCING BARS
ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. ACI 318 SHALL APPLY. SUPPORT OF
FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE AND CORROSION.
REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS SHALL BE PER ACI SP-66. DOWEL ALL VERTICAL
REINFORCING TO FOUNDATION WITH STANDARD 90—DEGREE HOOKS, U.N.O. SECURELY TIE ALL BARS IN LOCATION BEFORE
PLACING CONCRETE.
LAP SPLICES IN CONCRETE:
LAP SPLICES, U.N.O., SHALL BE CLASS "B" TENSION LAP SPLICES PER ACI 318. STAGGER SPLICES A MINIMUM OF (1) LAP
LENGTH.
ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH
AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS.
REINFORCING STEEL COVER:
ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. CLEAR CONCRETE COVERAGES AS FOLLOWS:
CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH•
EXPOSED TO EARTH OR WEATHER
#6 OR LARGER
#5 AND SMALLER•
ALL OTHER PER ACI 318
3"
2„
1 1/2"
ADHESIVE DOWELS:
ALL ADHESIVE DOWELS SHALL UTILIZE HILTI HIT—HY 200 EPDXY (ICC ESR-3187) OR APPROVED EQUIVALENT.
STRUCTURAL STEEL:
ALL CONSTRUCTION SHALL BE PER AISC—SCM.
ALL STRUCTURAL STEEL SHALL BE ASTM A36 (FY = 36 KSI), U.N.O.
ANCHOR RODS:
ALL ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 105 U.N.O. POST —INSTALLED ANCHORS ARE NOT PERMITTED.
SHOP DRAWINGS:
SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS.
THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE WITH CONTRACT DOCUMENTS
SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW.
VERIFY ALL DIMENSIONS WITH EXISTING CONSTRUCTION AND COORDINATE WITH ENGINEER.
MANUFACTURER OR FABRICATOR SHALL CLOUD ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DOCUMENTS. ANY OF
THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES, SHALL NOT BE CONSIDERED APPROVED AFTER
ENGINEER'S REVIEW, U.N.O.
THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANY TIME BEFORE OR AFTER
SHOP DRAWING REVIEW.
THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY AND ARE NOT FLAGGED
BY THE STRUCTURAL ENGINEER SHALL NOT BE CONSIDERED CHANGES TO CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO ENSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS.
THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING OR SUBMITTING AUTHORITY.
REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. CONTRACTOR HAS THE
RESPONSIBILITY OF THE CORRECTNESS OF ALL APPROVAL DRAWINGS.
G= \=RA_
SCALE: N.T.S.
S
R
REVISION
FOUNDATIONS FOR VERTICAL STORAGE UNITS
RA_ \OTIS
36396
BY
SITTS
APPROVED
BKL
DATE
08.09.19
SYM
THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION.
SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.
THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES OR
PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO NOR SHALL OBSERVATION VISITS
TO THE SITE INCLUDE INSPECTION OF THESE ITEMS.
WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS OR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR
ADDENDA, U.N.O.
ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE
TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION.
NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO
DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT,
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH EXISTING CONSTRUCTION PRIOR TO START OF
CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ENGINEER.
TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY, U.N.O.
WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND/OR SPECIFICATIONS, THE GREATER
REQUIREMENTS SHALL GOVERN.
ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER
RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT.
SPECIAL STRUCTURAL INSPECTION:
SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED BELOW IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE BUILDING
SAFETY DEPARTMENT. "SPECIAL STRUCTURAL INSPECTION" SHALL NOT RELIEVE THE OWNER OR THEIR AGENT FROM REQUESTING THE CITY
INSPECTIONS REQUIRED BY IBC SECTION 110.3. SPECIAL INSPECTION IS REQUIRED PER SECTIONS 1704 AND 1705 FOR THE FOLLOWING:
1, CONCRETE:
A) DURING THE TAKING OF TEST SPECIMENS.
B) DURING THE PLACEMENT OF ALL REINFORCED CONCRETE, U.N.O.
C) VERIFICATION OF CURING TEMPERATURE AND TECHNIQUE (PERIODIC).
2. BOLTS IN CONCRETE:
A) DURING THE PLACING OF CONCRETE AROUND BOLTS.
3. REINFORCING STEEL (PERIODIC):
A) DURING THE PLACING OF REINFORCING STEEL FOR ALL CONCRETE REQUIRED TO HAVE SPECIAL INSPECTION NOTED ABOVE.
4. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:
A) THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO BE CERTAIN IT CONFORMS TO THE APPROVED DESIGN
DRAWINGS AND SPECIFICATIONS.
B) PER IBC SECTION 1704.2.4: THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL AND
TO THE ENGINEER OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR
CORRECTION, THEN, IF UNCORRECTED TO THE DESIGN AUTHORITY AND THE BUILDING OFFICIAL. SUBMIT A FINAL REPORT AS
REQUIRED.
C) UPON COMPLETION OF THE ASSIGNED WORK, THE ENGINEER SHALL COMPLETE AND SIGN THE APPROPRIATE FORMS
CERTIFYING THAT, TO THE BEST OF THEIR KNOWLEDGE, THE WORK IS IN CONFORMANCE WITH THE APPROVED PLANS,
SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE.
FOR ADDITIONAL INFORMATION ON SPECIAL STRUCTURAL INSPECTIONS, CONTACT STRUCTURAL ENGINEER PRIOR TO START OF
CONSTRUCTION.
REVISION
BY
APPROVED
DATE
VSU COLUMNS AND
BASE ASSEMBLIES
(24 LOCATIONS)
17'-6"
\DA
0\
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
APPROVED BY
DEPT.
PLA
DRAWN
J. Kamla
CHECKED
A. Boileau
ENGINEER
A. Boileau
CHECKED
DATE
05.29.19
05.29.19
05.29.19
SUBTITLE
TITLE
STRUCTURAL
VSU ANCHORAGE PER
DETAIL 1/S611, TYP,
(24 LOCATIONS)
16'-6"
REVIE D FOR
CODE COMPLIANCE
APPROVED
AUG L i(319
City of Tukwila
LfBUILEDING D1VISIO
AUG 2019
ISSUED FOR PERMIT
AUGUST 09, 2019
GENERAL STRUCTURAL NOTES
AND ENLARGED PLAN
FOUNDATIONS FOR VERTICAL STORAGE UNITS
BUILDING 02-1
PLANT 2, WA
2. SEE DETAILS 2/S611, 3/S611, AND
4/S611 FOR TYPICAL REINFORCING DETAILS
CONSTRUCTION NOTES:
► VERIFY VERTICAL STORAGE UNIT (VSU)
DIMENSIONS, REQUIRED SPACE BETWEEN
ADJACENT CONNECTED VSU'S, AND VSU
CONNECTION WITH THE EQUIPMENT
MANUFACTURER'S REPRESENTATIVE.
OBTAIN THE FOLLOWING FROM THE
EQUIPMENT MANUFACTURER'S
REPRESENTATIVE:
A. ANCHOR ROD LAYOUT DIMENSIONS.
B. ALLOWABLE ANCHOR ROD PLACEMENT
TOLERANCES.
C. THICKNESS OF VSU COLUMN BASE
ASSEMBLIES AT THE ANCHOR RODS.
PROVIDE E.O.R. RED —LINED PLANS SHOWIN
THE AS —BUILT ANCHOR ROD LAYOUT
DIMENSIONS AND COLUMN BASE ASSEMBLY
THICKNESSES.
POST —INSTALLED ANCHORS ARE NOT
PERMITTED FOR ATTACHING THE VSU
COLUMN BASE ASSEMBLIES TO THE
FOUNDATION. IF ANCHORS ARE NOT
CORRECTLY LOCATED AND INSTALLED, THAT
AREA OF THE FOUNDATION SHALL BE
REMOVED AND RECONSTRUCTED. CONTACT
E.O.R. FOR RECONSTRUCTION GUIDANCE.
(2�
1S64LS610
0 2 4 8 12
SCALE: 1 /4"=1 '-0"
SITTS & HILL
ENGINEERS, INC.
CIVIL • STRUCTURAL • SURVEYING
4815 CENTER STREET
PHONE: (253) 474-9449
I TACOMA, WA. 98409
I FAX: (253) 474-9449
www.sittshill.com
Project No.: 18391
Project Mgr.: BKL
Proj. Engineer: AJB
Proj. Drafter: JDK
CURRENT REVISION
36396
SYMBOL
DATE
08.09.19
SHEET
36396
COMP NO.
02-10—S610
\FRDRCKSN\24 -60C\STRUCT\S522 -8A
NOTES:
A. COORDINATE ANCHORAGE
INSTALLATION WITH VSU COLUMN
BASE ASSEMBLY.
NOTES:
LAP PER TYPICAL
SCHEDULE
#4x24" DOWELS AT 24" O.C. AT
MID —DEPTH OF EXISTING SLAB,
EMBED 4" IN ADHESIVE PER G.S.N.
EXISTING SLAB
VS=0 \DA
SCALE: 1" = 1'-0"
0\
(2) #4 x 4'-0" TOP AND BOTTOM
R
=ORCI\
J
A
S
S
=CT
0\
PLAN
_AB COR\
VSU FOUNDATION
#6AT8"O.C.
#6 AT 8" O.C.
RE—ENTRANT SLAB CORNER
SERVICE ACCESS PIT OR
ADJACENT EXISTING SLAB
D
A
COMPACT SUBGRADE
TO 95% DRY DENSITY
(A
S610 S611
SCALE: N.T.S.
REVISION
BY
APPROVED
DATE
S610 S611
SYM
7/8" DIA. ASTM F1554 GR. 105
ALL THREAD (CUT) STEEL ANCHOR
0
v
W
0
oc
o_
WRAP TOP 7" OF EMBEDDED
ANCHOR IN MASTIC TAPE TO
PREVENT BOND WITH CONCRETE
ASTM A36 3" SQUARE x 5/16"
THICK STEEL PLATE WASHER
ASTM A563 GRADE D HEX
NUT, TYP.
TYP CA_ VS., A\C-ORAG
SCALE: 1 1/2" = 0"
REVISION
REVISION
BY
APPROVED
DATE
FOUNDATIONS FOR VERTICAL STORAGE UNITS
36396
SITTS
BKL
08.09.19
ASTM F844 STANDARD WASHER
TOP OF VSU FOUNDATION
z
J
0
U
PEEN THREADS, TIP.
(71
S610 S611
CO
R
CLASS "B" LAP
SPLICE LENGTH
(IN INCHES)
F'c=4,000 PSI
REG
TOP
#3
20
26
26
34
#5
32
42
#6
38
50
\CR
=ORCI\G LAP SPL
SCALE: N.T.S.
e)ijsneze-,rAvG°
C
SC
ACCEPTABILITY
THIS DESIGN AND/OR
SPECIFICATION IS APPROVED
DRAWN
J. Kamla
A. TOP BARS ARE ANY HORIZONTAL
BARS PLACED SO THAT MORE
THAN 12" OF FRESH CONCRETE IS
CAST IN THE MEMBER BELOW THE
REINFORCEMENT.
B. UNLESS NOTED OTHERWISE, LAP
SPLICES IN CONCRETE BEAMS,
SLABS, WALLS, AND FOOTINGS
SHALL BE CLASS "B" TENSION LAP
SPLICES.
C. CONTACT STRUCTURAL ENGINEER IF
CENTER —TO —CENTER SPACING OF
REINFORCEMENT IS LESS THAN (3)
BAR DIAMETERS (<3DB).
D. LAP SPLICES BASED UPON 60 KSI
STEEL.
(2
S610JS611
DATE SUBTITLE
05.29.19
APPROVED BY
DEPT.
DATE
CHECKED
A. Boileau
ENGINEER
A. Boileau
CHECKED
05.29.19
05.29.19
APPROVED
APPROVED
TITLE
STRUCTURAL
1db (1" MINIMUM)
6 MIN.
11
BAR CLEARANCE BAR OFFSET
db
12db
CO\CR
BEND AND HOOK DETAILS
�T= R=
MAXIMUM 1/5 LAP
I BUT NOT MORE
tI THAN 6"
WIRE TIES
SPLICE DETAIL
4db (2 1/2"
MINIMUM)
INSIDE BEND RADIUS:
#3 TO #8 BARS = 3db
=ORC\C BAR D
A
SCALE: N.T.S.
REVIE WD FOR
CODE COMPLIANCE
APPROVED
AUG 27 2019
City of Tukwila
BUILDING DIVISION
AUG 15 2t1
„.R
ISSUED FOR PERMIT
AUGUST 09, 2019
FOUNDATION SECTIONS AND DETAILS
FOUNDATIONS FOR VERTICAL STORAGE UNITS
BUILDING 02-10
0
6"
S610 S611
2
SCALE: 1 1 /2"=1 '-0"
0
6"
1
2
3
SCALE: 1 "=1'-0"
SITTS & HILL
ENGINEERS, INC.
CIVIL • STRUCTURAL • SURVEYING
4815 CENTER STREET I TACOMA, WA. 98409
PHONE: (253) 474-9449 I FAX: (253) 474-9449
www.sittshill.com
Project No.: 18391
Project Mgr.: BKL
Proj. Engineer: AJB
Proj. Drafter: JDK
CURRENT REVISION
36396
SYMBOL
DATE
08.09.19
SHEET
S611
COMP NO.
1
:\FRDRCKSN\24-60C\STRUCT\S522-8A