HomeMy WebLinkAboutPermit D14-0344 - BOEING #2-88 - MACHINE FOUNDATIONBOEING #2-88
7725 E MARGINAL WAY S
D14-0344
Parcel No:
Address:
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.gov
DEVELOPMENT PERMIT
3324049002 Permit Number: D14-0344
Issue Date: 11/12/2014
Permit Expires On: 5/11/2015
Project Name: BOEING #2-88
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
BOEING COMPANY THE
PO BOX 3707 M/C 20-00 PROPERTY
TAX DEPT, SEATTLE, WA, 98124
JOHN S MURDOCH
PO BOX 3707 M/C 89-14 , SEATTLE,
WA, 98124
BOEING COMPANY, THE
100 N RIVERSIDE, M/C 5003-4027 ,
CHICAGO, IL, 60606-1596
BOEINC*294ML
THE BOEING COMPANY
PO BOX 3707 MC 46-888 , SEATTLE,
WA, 98124
Phone: (253) 657-0868
Phone: (312) 544-2535
Expiration Date: 1/18/2015
DESCRIPTION OF WORK:
REMOVE EXISTING MACHINE FOUNDATION AND INSTALL NEW MACHINE FOUNDATION. FOUNDATION ONLY/NO
FIRE PROTECTION CHANGES.
Project Valuation: $87,000.00
Type of Fire Protection: Sprinklers: YES
Fire Alarm: YES
Type of Construction: IIB
Electrical Service Provided by: TUKWILA FIRE SERVICE
Fees Collected: $2,342.76
Occupancy per IBC: F-1
Water District: SEATTLE,TUKWILA
Sewer District: TUKWILA SEWER SERVICE,SEATTLE
SEWER SERVICE
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
2012
2012
2012
2012
International Fuel Gas Code:
WA Cities Electrical Code:
WA State Energy Code:
2012
2014
2012
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter:
Permit Center Authorized Signature:
Volumes: Cut: 0 Fill: 0
Number: 0
No
(4);(1)s
Date: V I` I 1 y
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or loc ws regulating construction or the performance of work. I am authorized to sign and obtain this
developme t ern}jt and agree to the conditions attached to this permit.
Signatur
Print Na
ZakVe 9 //(r & C v r I Date: C ( IVW, '6(41
Wire
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***BUILDING PERMIT CONDITIONS***
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17,
Table 1705.3.
5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be
done by a Washington Association of Building Official Certified welder.
6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete.
7: When special inspection is required, either the owner or the registered design professional in responsible
charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to
the first building inspection. The special inspector shall furnish inspection reports to the Building Official in
a timely manner.
8: A final report documenting required special inspections and correction of any discrepancies noted in the
inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the
approved special inspection agency and shall be submitted to the Building Official prior to and as a
condition of final inspection approval.
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: 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.
13: 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).
14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
15: 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.
16: 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
0201 FOOTING
4037 SI-CAST-IN-PLACE
4000 SI-CONCRETE CONST
4028 SI-REINF STEEL -WELD
4004 SI-WELDING
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
Building Permit No.
Project No.
Date Application Accepted:
0yI
10 2.79
Date Application Expires: ZjO�I1�
(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 --% r0 f �,�f f -10,/ fix , #! t,5r .
Site Address:
King Co Assessor's Tax No.: 0001600020
7725 East Marginal Way So. Tukwila, WA Suite Number: 2-88 Floor: 1
Tenant Name: The Boeing Company
PROPERTY OWNER
Name: The Boeing Company
Address: P.O. Box 3707 M/C 46-88
City: Seattle State: WA
Zip: 98124
CONTACT PERSON — person receiving all project
communication
Name: John S. Murdoch - The Boeing Company
Address: P.O. Box 3707 M/C 46-88
City: Seattle State: WA Zip: 98124
Phone: (253) 657-0868 Fax: (253) 657-0858
Email: john.s.murdoch@Boeing.com
GENERAL CONTRACTOR INFORMATION
Company Name: The Boeing Company
Address: P.O. Box 3707 M/C 46-88
City: Seattle State: WA Zip: 98124
Phone: (253) 657-0868 Fax: (253) 657-0858
Contr Reg No.: BOEINC*294ML Exp Date: 01/18/2015
Tukwila Business License No.:
H:\ApplicationsWomts-Applications On Lire\2011 Applications\Permit Application Revised - 8-9.11.docx
Revised: August 2011
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New Tenant: ❑ Yes .. No
ARCHITECT OF RECORD
Company Name: Sitts & Hill Engineering
Architect Name:
Address: 4815 Center Street
City: Tacoma State: WA Zip: 98409
Phone: (253) 474-9449 Fax: (253) 474-9449
Email: brucerussel@sifts-hill-engineers.com
ENGINEER OF RECORD
Company Name: Sitts & Hill Engineering
Engineer Name: Brent K. Leslie
Address: 4815 Center Street
City: Tacoma State: WA Zip: 98409
Phone: (253) 474-9449 Fax: (253) 474-9449
Email: brentleslie@sifts-hill-engineers.com
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: The Boeing Company
Address: P.O. Box 3707 M/C 46-88
City: Seattle State: WA Zip: 98124
Page 1 of 4
BUILDING PERMIT INFORMATION 206=431 3670
Valuation of Project (contractor's bid price): $ 87,000
Describe the scope of work (please provide detailed information):
Remove Existing Machine Foundation and install a New Machine Foundation.
Existing Building Valuation: $ 20,000,000
rdouwoN Cwiga F4 pRdTec7iort Col.
Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required.
Provide AiltBuilding Areas in Square Footage Below
tat Flo` or
.Existing. Interior Remodel;'
83,335
450
Addition
-to'
Existing
Structure
Type of Type:of:. .
Construction per Occupancy per
IBC IBC
II-N B / F l
:2"d Floor
3'd Floorr
-.- xhru
Basement
;Accessory Stiucture*
.;Attached Garage
,Detached Garage
.Attached Cal—Port'
Detached Carport, -
"Covered Deek
-Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
IZ Sprinklers D Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes VI 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
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
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Page 2 of 4
PUBLIC WORKS PERMIT INFORMATION — 206-433-0179
Scope of Work (please provide detailed information):
D.N.A
Ca11 before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑...Water District #125
❑ ...Water Availability Provided
Sewer District
❑ ...Tukwila
❑ ...Sewer Use Certificate
❑... Valley View
- ❑ ....Sewer Availability Provided
❑ .. Highline
❑ .. Renton
❑ .. Renton
❑ .. Seattle
Septic System:
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department.
Submitted with Application (mark boxes which apply):
0 ...Civil Plans (Maximum Paper Size — 22" x 34")
❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report El ...Traffic Impact Analysis
❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) 0 .. Maintenance Agreement(s) 0 ...Hold Harmless — (SAO)
0 ...Hold Harmless — (ROW)
Proposed Activities (mark boxes that apply):
❑ ...Right-of-way Use - Nonprofit for less than 72 hours
❑ ...Right-of-way Use - No Disturbance
❑ ...Construction/Excavation/Fi1l - Right-of-way ❑
Non Right-of-way ❑
❑ ...Total Cut cubic yards
❑ ...Total Fill cubic yards
❑ ...Sanitary Side Sewer
❑ ...Cap or Remove Utilities
❑ ...Frontage Improvements
❑ ...Traffic Control
❑ ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑ .. Right-of-way Use - Profit for less than 72 hours
❑ .. Right-of-way Use — Potential Disturbance
❑ .. Work in Flood Zone
❑ .. Storm Drainage
❑ .. Abandon Septic Tank
❑ .. Curb Cut
❑ .. Pavement Cut
❑ .. Looped Fire Line
❑ .. Grease Interceptor
❑ .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
❑ ...Permanent Water Meter Size... WO #
❑ ...Temporary Water Meter Size .. WO #
❑ ...Water Only Meter Size WO # ❑...Deduct Water Meter Size
❑ ...Sewer Main Extension Public 0 Private 0
❑ ...Water Main Extension Public 0 Private 0
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
❑ ...Water ❑ ...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:\Application\Forms-Applications On Line \2011 Applications\Pemrit Application Revised - 8-9-11.doca
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).
BUILDING
I HERE: CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALT t i 'ERJU' BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
0
Signature Print Name✓/
The Boeing Company
Mailing Address: P.O. Box 3707 M/C 46-88
1
rtIr aPV&CiaPellY
Date: 10/ /2014
Day Telephone: (253) 657-0868
Seattle WA 98124
State Zip
City
H:\Applications\Fomn-Applications On Litc\2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
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Page 4 of 4
Cash Register Receipt
City of Tukwila
DESCRIPTIONS I ACCOUNT I QUANTITY I
PermitTRAK
PAID
$2,342.76
D14-0344 Address: Apn: 3324049002
$2,342.76
DEVELOPMENT
$2,273.99
PERMIT FEE
R000.322.100.00.00
0.00
$1,375.45
PLAN CHECK FEE
R000.345.830.00.00
0.00
$894.04
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
TECHNOLOGY FEE
$68.77
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R3435
R000.322.900.04.00 0.00
$68.77
$2,342.76
Date Paid: Thursday, October 30, 2014
Paid By: JOHN S MURDOCH
Pay Method: CREDIT CARD 072838
Printed: Thursday, October 30, 2014 1:09 PM 1 of 1
CSYSTEMS
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila.. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
rq 6342i
Proj t
Type of Inspection:
Address:
- ...7Zs k. AtiAiG NAL`(
Date Called:
Special Instructions:
3.,i-
7
Date Wanted.
2 - d 7 - 14
.a.rix')
p.m.
Requester:
' ne o:
P2�o.c-t-193-9 84.
❑ Approvedper applicable codes.
Corrections required prior to approval.
COMMENTS:
- rAAc r Bite SA-
v
' C CAST i n nI6,ce $T NUITO
/".n^- t 5t- Remp 5Trh _ Fit,h(a: 6, ,
ST wel-0,'AC-a
1),e.ritit f 1 br) A- tf (C a,
, ai--
C.
..y
Inspit tor:
,Date:,
REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
INS ECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
proiffy • (.,
K,O 2_ - S'n
-Type of inspectio
ST kn:\ Irt-ei ik
Addriss:
Date Called:
Special Instructions:
•ikVi-Ck: Ae FiiiAttAT: )4
el.ei-; ---669 t)&108
Date Warned:
i I- 2A) -14
(a*-11E
P.m.
Requester:
Phone N;:,./
EDApproved per applicable codes.
COMMENTS:
insptar:
Corrections required prior to approval.
Date:
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Cat[ to schedule reinspection.
MAYES TESTING ENGINEERS, INC
November 26, 2014
City of Tukwila
Building Department
6200 South Center Blvd
Tukwila, WA 98188-8188
Attention: Building Official
Re: Boeing Seattle Bldg 2-88 Hermly
Foundation
Plant II
Tukwila, WA
Project No. L14537
Gentlemen,
Permit No. D14-0344
seaadeahoe
20225CedarValeyRued
Sub 110
LynTnood, WA98036
ph 425.7429330
fac425.745.1737
Taocrnaafce
10029 S. Tarxna Way
Sub E-2
Tamma,WA98499
ph 253.584.3720
fa(253.584.3707
PbrUandarce
7911 NE33rd Di*
Sude190
Portland, OR97211
01503281.7515
fac533.281.7579
This is to inform you that registered special inspections have been completed for this project as per
our reports, copies of which have been sent to you.
Special inspection was provided for:
• Soils compaction
• Reinforced concrete
• Proprietary anchors
To the best of our knowledge, all work inspected was either performed in accordance with, or
corrected to conform to, the city approved drawings, or engineer approved changes.
We trust this provides you with the information that you require. Should you have any questions
please call us at 425/742-9360.
Sincerely,
Mayes Testing Engineers, Inc.
Tom Cain
Senior Project Manager
MAYES TESTING ENGINEERS, INC.
Project No. L14537
Project Boeing Seattle Bldg 2-88 Hermly Foundation
Address Plant II, Seattle, WA
Permit No. (Not available)
Bldg Dept. City of Tukwila
Owner Boeing Commercial Airplane Group
Engineer Sitts & Hill Engineers, Inc.
Architect Harris & Associates
Contractor Clements General Construction, Inc.
Record No. 005
Date 11/26/14
Please find attached the completed Soil Field Density Test Report dated 11/1/14. (Please
reference Record No. 001.)
Inspector: H. Beorn Edmonds
Reviewed By:
Robert Gardner
Senior Project Manager
344
Seadle office
20225 CedarValey
Road
Stile 110
Lynwood, WA 98036
ph 425.7429360
fax425.745.1737
Tacoma office
10029 S. Tacoma Way
Site E-2
Tanana, WA98499
ph 253.584.3720
fax253.584.3707
Ao►ua►►dofrce
7911 NE 33rd Dire
Suite 193
PaUarxl, OR97211
ph 503281.7515
fax503281.7579
Information in this report applies only to the actual items inspected or tested and shall not be reproduced except in full, without the approval of Mayes Testing Engineers, Inc.
Page 1 of 1
Project No.: L14537 Date 11/1/14
Project: Boeing Seattle Bldg 2-88 Hermly Foundation
H. B. Edmonds
1
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co
FIELD DENSITY TEST REPORT
J
MTE Nuclear Gauge No.:
ASTM D 6938
co N0 f`• ') Nf-
M I- al LO
NI f-
N U) R Tr'
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rr U)N NN
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0
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N c N O
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NI- rn.
Soil Type
Description
I5/8" Crushed minus
5/8" Crushed minus
5/8" Crushed minus
Field
Wet Density Dry Density Moisture Compaction
(PCF) (PCF) Content % %
O)
O)
r
0)
95
U)
U)
CO
U)
co
U)
134.6
131.5
c
O)
N
N
138.9
N
(O
co
T
Laboratory
Max Dry
Density OMC %
(PCF)
r
ri
r
r
r
N.
135.8
135.8
135.8
Probe Depth
co
co
co
Depth or
Elevation
(feet)
o
o
o
Location
Backfill in foundation at C-C.3/9-9.5
Backfill in foundation at C-C.3/9-9.5
Backfill in foundation at C-C.3/9-9.5
qt
in'
F-
T
N
M
In our opinion, fill generally meets specifications as indicated by test numbers:
95% 5/8" crushed
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Fill test meets compaction specifications
plate compactor
Type and Number of Compaction units:
Contractor Advised
I] Part-time observation
Full-time observation
Thickness of lift:
N
Number of Passes:
Moisture %
(o
c
0
0
O
z
in
Method of Adding Moisture:
Took Proctor onsite of backfill material.
v;
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MTE 1400-2C, Rev 3, 7/8/2013
MAYES TESTING ENGINEERS, INC.
Project No. L14537
Project Boeing Seattle Bldg 2-88 Hermly Foundation
Address Plant II, Seattle, WA
Permit No. N/A
Bldg Dept. Tukwila
Owner Boeing Commercial Airplane Group
Engineer Sitts & Hill
Architect Harris & Associates
Contractor Clements General Construction, Inc.
Record No. 002
Date 11/5/14
Weather Inside-66°F
Inspection Reinforced concrete
Sample(s) (4) 4x8" cylinders
This work is not covered by a permit.
EMAILED
By Jennifer Hempel at 11:07 am, Nov 07, 2014
Seattle Office
20225 CedarValey
Road
Suroe 110
Lynwood, WA 98036
ph 425.7429360
fax425.745.1737
Tacoma Office
10029 S. Tacoma Way
Sake E-2
Tacoma, WA 98499
ph 253.584.3720
fax253.584.3707
Portland Office
7911 NE 33rd Drive
Sate 190
Portland, OR 97211
ph 503281.7515
fax503.281.7579
Inspected the concrete placement of the Hermly machine foundation -on -grade, grid lines B.7-C/
7.8-8.8. The reinforcing steel conforms to plan detail A/S533. Monitored and sampled the
placement of 29 cubic yards of Stoneway mix #6500 by line pump with mechanical consolidation.
Made one set of (4) 4x8" compression test cylinders. Per S533, fc=4000 psi at 28 days.
To the best of our knowledge, all items inspected today are in conformance with approved plans
and specifications.
Inspector: Carl Harrington
Reviewed By:
Robert Gardner
Senior Project Manager
Information in this report applies only to the actual items inspected or tested and shall not be reproduced except in full, without the approval of Mayes Testing Engineers, Inc.
Page 1 of 1
EMAILED
MAYES TESTING ENGINEERS, INC.
20225 Cedar Valley Road, Suite 110 Ph 425-742-9360
Lynnwood, WA 98036 Fax 425-745-1737
Client: Clements General/Boeing Company
By Jennifer Hempel at 12:58 pm, Nov 10, 2014
Moisture Density Relationship Test
Project: Boeing Seattle Building 2-88
Report Date: 11/4/2014
Date Tested: 11/3/2014
Project Number: L14537
Test Method: ASTM D-1557 Method C / C 127 / D 4718 (if needed) Lab Number: 6831
Wet Preparation Mechanical
Dry Preparation X Hand Tamper
Date Received: 11 /1 /2014
Source of Sample: Stoneway Seattle
Description of Sample: 5/8" Crushed gravel
Zero Void line plotted at an assumed SpG of: 2.65
Max. Density Uncorrected:
135.8
139
138
137
136
a 135
.o
N
133
132
131
130
Test Results
Optimum Water Content %
Max Dry Density Corr. Ibs/ft3
7.7
135.8
Sieve Analysis
Sieve Size
3/4
3/8
#4
Percent Retained
0%
20%
45%
Maximum Dry Density
135.8 pcf
1
41.1
Optimum Water Content
7.7 %
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Water Content, % of dry Weight
Tested By: K. Burke
Reviewed By:
8.0
9.0
10.0
11.0
Dale Yoder, Lanager
Information in this report applies only to the actual samples tested and shall not be reproduced except in full, without the approval of Mayes Testing Engineers, Inc.
110114_L14537_PROCTOR_6831 /11 /4/2014
-]) D
MTE Form # 149, Rev 2, 6/02
MAYES TESTING ENGINEERS, INC.
Project No. L14537
Project Boeing Seattle Bldg 2-88 Hermly Foundation
Address Plant II, Seattle, WA
Permit No. N/A
Bldg Dept. N/A
Owner Boeing Commercial Airplane Group
Engineer Sitts & Hill
Architect Harris & Associates
Contractor Clements General Construction, Inc.
Record No. 003
Date 11/7/14
Weather Overcast, low 50s
Inspection Proprietary anchors
Sample(s) N/A
EMAILED
By Jennifer Hempel at 11:43 am, Nov 11, 2014
Sesame Office
20225CedarValey
Road
SuIe110
L,mwood, WA 98036
ph 425.7429360
fax425.745.1737
Tacoma Office
10029 S. Tacoma Way
Stite E-2
Tanana, WA98499
ph 253.584.3720
fax253.584.3707
Aorda dOf6ce
7911 NE 33rd Dtiw
Sule 190
Portland, OR 97211
ph 503281.7515
fax503.281.7579
Inspected (approximately 90) #5 12" long reinforcing bar dowels embedded a minimum 6" into
existing concrete slab per A/S-534 for Isolation slab at the Hermly foundation. Epoxy used was
Simpson SET-XP (lot #029P634N, exp. 09/2015, lot# 157P292P, exp. 11/2015). Work was done
per detail and ESR 2588.
To the best of our knowledge, all items inspected today are in conformance with approved plans
and specifications.
Inspector: Neri Carmi
Reviewed By:
Robert Gardner
Senior Project Manager
1,4
4/
Infomration in this report applies only to the actual items inspected or tested and shall not be reproduced except in full, without the approval of Mayes Testing Engineers, Inc.
Page 1 of 1
MAY'"_ TESTING ENGINEERS, INC
Project Name:
Site Address:
Client:
Engineer:
Contractor:
CONCRETE LABORATORY TEST REPORT
Boeing Seattle Bldg 2-88 Hermly Foundation
Plant II
Seattle, WA
Clements General Construction, Inc.
Sitts & Hill Engineers, Inc.
Clements General Construction, Inc.
Project No:
Issued on:
Sample Set ID:
Permit # (s):
NA
EMA/LED
Lynnwood
20225 Cedar Valley Road
Suite 110
Lynnwood WA 98036
ph 425.742.9360
fax 425.745.1737
L14537
11/13/14
350846
Air Temperature: 66°F
Weather: Clear.
Product: Concrete
Supplier: Stoneway
Batch Plant Location: 14
Ticket Number : 531666
MixDesign ID : 6500
Sample Temp. I (ASTM C1064)
68°F
Water/Cement Ratio: 1
0.416
I
Initial Storage Temp.
(ASTM C31)
66°F
Slump (ASTM C143) 1
5"
Placement Location and Notes: II
FIELD DATA
ASTM C31 and C172
Actual
Air Content I (ASTM C231)
NR
Sample(s) Rec'd:
11/06/14
By Jennifer Hempel at 11:15 am, Nov 14, 2014
aMix Proportions:
Ingredient
Cement --Type I & II
Coarse Aggregate 3/4"
Fine Aggregate
Water
Required Strength: (fc)
4000 psi @ 28 days
Weight (per cu.yd)
610.0 Ibs
1,967.0 Ibs
1,288.0 Ibs
254.0 Ibs
Placed for Hermly machine foundation on grade at grid lines B.7-C/7.8-8.8. Sampled at 11 of 29 total cubic yards at
6:00 a.m. (25) gallons of water added.
COMPRESSION TEST RESULTS
(ASTM C31, C39, C617, C1231, C780, C109, C1019 orAASHTO T22 when applicable)
Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Area Strength (psi) Type of Fracture
11/05/14
11/05/14
11/05/14
11/05/14
0001
0001
0001
0001
29649
29650
29651
29652
Remarks:
Technician(s): Harrington, C.
Tested by: Bellows, K.
11/12/14
12/03/14
12/03/14
12/03/14
7
28
28
28
4x8
4x8
4x8
4 x 8
48300
4.00
0.00
0.00
0.00
12.57
0.00
0.00
0.00
Reviewed by:
3840
Robert Gardner
Senior Project Manager
Notes:
Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc.
See ASTM C39, for full description of the Type of Fracture.
All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A
6.6.1.3, C-1019, 9.6 - "recording field temperature"
Type 2
NA
NA
NA
MTE 1050-1C, Rev4, 08/22/07
i 4 6344
MAYES TESTING ENGINEERS, INC.
Project No. L14537
Project Boeing Seattle Bldg 2-88 Hermly Foundation
Address Plant II, Seattle, WA
Permit No. N/A
Bldg Dept. Tukwila
Owner Boeing Commercial Airplane Group
Engineer Sills & Hill
Architect Harris & Associates
Contractor Clements General Construction, Inc.
Record No. 001
Date 11 /1 /14
Weather Rain
Inspection Soils
Sample(s) (1) sample for Proctor
EMAILED
By Jennifer Hempel at 11:07 am, Nov 07, 2014
Seatle Office
2022_5CedarValey
Road
&Ate 110
Lynnwood, WA 98036
ph 425.7429360
fax425.745.1737
Tacoma Office
10029 S. Tamma Way
Suite E-2
Tanana, WA98499
ph 253.584.3720
fax 253.584.3707
Office
11 NE 33rd Dre
190
atland, OR 97211
503281.7515
fax503.281.7579
•
Picked up and returned Troxler 3040 soils testing gauge from/to the secure location. Reviewed
plans for new foundation in Building 2-88 at about grids C to C.3/9 to 9.5 as per 1, A/S533 from
plans current revision W2636346 dated 9/30/14. The detail calls for 10" of backfill under the
foundation; contractor used 5/8" minus crushed material and stated that there was about 40 cubic
yards placed in the 17' x 28' foundation opening in the existing slab -on -grade. Did not have a
Proctor value for the backfill material; performed preliminary density tests and retrieved a Proctor
sample from the stockpile onsite. See attached Soil Field Density Test Report for details.
PRELIMINARY INSPECTION : Pending Proctor test results
to determine field density.
Inspector: H. Beorn Edmonds
Reviewed By:
Robert Gardner
Senior Project Manager
/ 344
Information in this report applies only to the actual items inspected or tested and shall not be reproduced except in full, without the approval of Mayes Testing Engineers, Inc.
Page 1 of 1
Page 1 of 1
MAYES TESTING ENGINEERS, INC
20225 Cedar Valley Road, Suite 110 Ph 425.742.9360
Lynnwood, WA 98036
10029 S. Tacoma Way, Suite E-2
Tacoma, WA 98499
7911 NE 33ra Drive, Suite 190
Portland, OR 97211
Fax 425.745.1737
Ph 253.584.3720
Fax 253.584.3707
Ph 503.281.7515
Fax 503.281.7579
Soil
FIELD DENSITY TEST REPORT
ASTM D 6938
Project No.: L14537 Date 11/1/14
Project: Boeing Seattle Bldg 2-88 Hermly Foundation
Inspector:
H. B. Edmonds
MTE Nuclear Gauge No.: L19
Test #
Location
Depth or
Elevation
(feet)
Probe Depth
Laboratory
Max Dry
Density
(PCF)
OMC %
Wet Density
(PCF)
Field
Dry Density
(PCF)
Moisture
Content %
Compaction
%
So
sc Type
Description
1
Backfill in foundation at C-C.3/9-9.5
0
8
N/A
N/A
142
134.6
5.5
N/A
5/8" minus
2
Backfill in foundation at C-C.3/9-9.5
0
8
N/A
N/A
138.9
131.5
5.6
N/A
5/8" minus
3
Backfill in foundation at C-C.3/9-9.5
0
8
N/A
N/A
136.2
129.0
5.6
N/A
5/8" minus
Specifica ion Compaction and Material :
ASTM D 1557 (Modified Proctor)
❑ ASTM D 698 (Standard Proctor)
Type and Number of earth moving units:
Type and Number of Compaction units:
95% 5/8" minus
forklift
plate compactor
Number of Passes: 2 Thickness of lift: 4"
Method of Adding Moisture:
hose
Comments: Took Proctor onsite of backfill material.
❑ In our opinion, fill generally meets specifications as indicated by test numbers:
❑ In our opinion, fill does not meet specifications as indicated by test numbers:
❑ Fill test meets compaction specifications
❑ Contractor Advised
❑ Full-time observation Part-time observation
QC Sample: Test No.: 1 Dry Density: 132.3 Moisture %: 5.6
MTE 1400-2C, Rev 3, 7/82013
telt-0344
MAYES TESTING ENGINEERS, INC.
Project No. L14537
Project Boeing Seattle Bldg 2-88 Hermly Foundation
Address Plant II, Seattle, WA
Permit No. N/A
Bldg Dept. N/A
Owner Boeing Commercial Airplane Group
Engineer Sitts & Hill
Architect Harris & Associates
Contractor Clements General Construction, Inc.
Record No. 004
Date 11/10/14
Weather Partly cloudy, mid 40s
Inspection Reinforcing steel, reinforced concrete
Sample(s) (4) 4x8" cylinders
EMAILED
By Jennifer Hempel at 11:43 am, Nov 11, 2014
Inspected reinforcing steel per A/S-534 for Isolation slab strip at the Hermly foundation.
Seattle Office
20225 Cedar Valey
Road
Sum 110
Lyrmwood, WA 98036
ph 425.7429360
fax425.745.1737
Tacoma Office
10029 S. Tacoma Way
Suite E-2
Tacoma, WA98499
ph 253.584.3720
fax253.584.3707
PottiandORce
7911 NE 331d Drive
Stile 190
Podlmd, 0R97211
M 503281.7515
fax503.281.7579
Observed concrete placement of Stoneway mix 6500, 4000 psi at 28 days, in the above location.
Concrete was placed via wheelbarrow and mechanically consolidated. Approximately 8 cubic
yards were placed.
To the best of our knowledge, all items inspected today are in conformance with approved plans
and specifications.
Inspector: Neri Carmi
Reviewed By:
Robert Gardner
Senior Project Manager
Information in this report applies only to the actual items inspected or tested and shall not be reproduced except in full, without the approval of Mayes Testing Engineers, Inc.
Page 1 of 1
MAYS TESTING ENGINEERS, INC
Project Name:
Site Address:
Client:
Engineer:
Contractor:
CONCRETE LABORATORY TEST REPORT
Boeing Seattle Bldg 2-88 Hermly Foundation
Plant II
Seattle, WA
Clements General Construction, Inc.
Sitts & Hill Engineers, Inc.
Clements General Construction, Inc.
Air Temperature:
Weather:
Product:
48°F
Partly Cloudy
Concrete
Supplier: Stoneway
Batch Plant Location: 14
Ticket Number : 523946
MixDesign ID : 6500
Sample Temp.
(ASTM C1064)
67°F
Water/Cement Ratio:l
0.384
Initial Storage Temp. j
(ASTM C31) I
NR
Slump (ASTM C143)
3.5"
Placement Location and Notes:l
FIELD DATA
ASTM C31 and C172
Actual
Air Content
(ASTM C231)
NR
Sample(s) Rec'd:
11/11/14
L
Project No:
Issued on:
Sample Set ID:
Permit # (s):
NA
Lynnwood
20225 Cedar Valley Road
Suite 110
Lynnwood WA 98036
ph 425.742.9360
fax 425.745.1737
L14537
11/18/14
350934
EMAILED
By Jennifer Hempel at 1:03 pm, Nov 21, 2014
Mix Proportions:
Ingredient
Cement --Type I & II
Coarse Aggregate 3/4"
Fine Aggregate
Water
Required Strength: (f c)
4000 psi @ 28 days
Weight (per cu.yd)
610.0 lbs -
1,971.0 lbs
1,289.0 lbs
234.0 lbs
Placed in isolation slab strip at the Hermly foundation. Sampled from approximate total of 8 cubic yards placed.
COMPRESSION TEST RESULTS
(ASTM C31, C39, C617, C1231, C780, C109, C1019 orAASHTO T22 when applicable)
Date Made Sample # Lab # Date Tested Age Size (in) Load (Ibs) Dia (in) Area Strength (psi) Type of Fracture
11/10/14
11/10/14
11/10/14
11/10/14
0002
0002
0002
0002
30064
30065
30066
30067
Remarks:
Technician(s): Carmi, N.
Tested by: Garner, H.
11/17/14
12/08/14
12/08/14
12/08/14
28
28
28
4x8
4x8
4x8
4x8
51830
4.00
0.00
0.00
0.00
12.57
0.00
0.00
0.00
Reviewed by:
4120
Robert Gardner
Senior Project Manager
Notes:
Information in this report applies only to the actual samples tested and shall not be reproduced without the approval of Mayes Testing Engineers, Inc.
See ASTM C39, for full description of the Type of Fracture.
All testing performed in accordance with applicable ASTM's except C-31, 10.1.2, C-780, A
6.6.1.3, C-1019, 9.6 - "recording field temperature"
Type 3
NA
NA
NA
MTE 1050-1C, Rev4, 08/22/07
REVIEWED FOR
CODE �'ROVE�9 CE
A P
NOV 07 2014
City of Tukwila
BUILDING DIVISION
SITTS & HILL ENGINEERS, INC.
Professional Engineers & Planners
CIVIL, STRUCTURAL AND SURVEYING
art OF Twero
t' n z- 5 T ,
v \Lk 4L4PERMWCENTER
HERMLE C60 MACHINE
FOUNDATION
BUILDING 2-88
TUKWILA, WA
rA
PERMIT CALCULATIONS
PREPARED FOR
THE BOEING
COMPANY
POST OFFICE BOX 3707, M/C 5E-4H
SEATTLE, WA 98124
09/12/14
PREPARED BY
Sitts & Hill Engineers, Inc.
4815 Center Street
Tacoma, WA 98409
September 12, 2014
S & H Job Number: 16,180
SITTS & HILL ENGINEERS, INC. DESIGNED CJT DATE 8/21/2014 JOB 16,180
TACOMA, WASHINGTON (253) 474-9449 CHECKED BKL DATE
PROJECT HERMLE C60 MACHINE FOUNDATION PAGE 1
CALCULATION INDEX
BASIS
HERMLE FOUNDATION DESIGN
FOUNDATION LOADING 4 -13
ANCHORAGE DESIGN 14 - 20
SAFE COMPUTER OUTPUT 21- 42
UTILITY SUPPORT DESIGN
UTILITY RACK DESIGN 43 - 54
TRANSFORMER SUPPORT DESIGN 55 -59
2 -3
4 - 42
43-59
2
BASIS OF DESIGN:
BUILDING CODE AND SPECIFICATIONS:
2012 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH STATE OF WASHINGTON
AND CITY OF TUKWILA AMENDMENTS SHALL BE USED AND SUPPLEMENTED WITH ASCE 7-10.
(AISC) MANUAL OF STEEL CONSTRUCTION - 14TH EDITION.
(AWS) STRUCTURAL WELDING CODE / STEEL - AWS D1.1-11.
CONCRETE (ACI 318)-11.
REINFORCING 2004 ACI DETAILING MANUAL (ACI SP-66).
AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM) STANDARDS.
LOADS:
HERMLE FOUNDATION DEAD LOAD: 83,775 LBS.
SEISMIC COEFFICIENTS FOR LATITUDE. 47.5417 DEGREES, LONGITUDE -122.3158 DEGREES
AND SITE CLASS "D", BUILDING DESIGN CATEGORY "D":
Ss = 1.511, S1 = 0.580
Sds = 1.007, Sd1 = 0.580
FOUNDATIONS:
SPREAD FOOTINGS SHALL BEAR ON STRUCTURAL FILL PER GENERAL STRUCTURAL NOTES -
10" MINIMUM COMPACTED TO 95%. MAXIMUM DESIGN SOIL BEARING VALUE = 1,500 PSF.
EXPOSED SURFACE OF EXISTING STRUCTURAL FILL SHALL BE COMPACTED TO A FIRM AND
UNYIELDING CONDITION.
CONCRETE:
MINIMUM 28-DAY STRENGTH, fc SHALL BE 4,000 PSI.
REINFORCING:
USE ASTM A615, GRADE 60 (Fy = 60 KSI) FOR ALL DEFORMED REINFORCING, U.N.O. WHERE
SHOWN ON DRAWINGS, ALL GRADE 60 REINFORCING TO BE WELDED SHALL BE ASTM A706.
NO TACK WELDING OF REINFORCING BARS IS ALLOWED WITHOUT PRIOR REVIEW OF
PROCEDURE WITH THE STRUCTURAL ENGINEER. CLEAR CONCRETE COVERAGES SHALL BE
PER ACI.
DESIGN OVERVIEW:
BELOW IS A GENERAL OVERVIEW OF THE DESIGN WORK.
HERMLE FOUNDATION:
THE FOUNDATION FOR THE HERMLE MACHINE WILL BE A MAT FOUNDATION SUPPORTING THE
FOLLOWING EQUIPMENT:
(1) HERMLE C60 MACHINE WITH ASSOCIATED EQUIPMENT
1
3
HARBOR
eater
Y BAY
V
i
t, mapqug
USGS-Provided Output
Ss = 1.511 g
Sl = 0.580 g
USN
Design Maps Summary Report
User -Specified Input
Report Title 2-88 Equipment Foundation
Thu August 14, 2014 22:26:00 UTC
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.5417°N, 122.3158°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
15000m l II ° .a...
-1r
r
SMS = 1.511 g
SMl = 0.869 g
115 r= I- i
�0 1j
)
. 1 Newcastle)
0 IT
„AMERICA
Sos = 1.007 g
SDI = 0.580 g
O MapQuest
For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
1.76
1.G0 1.10
1.44
1.20
1.12
D" 0.96 il
0.32 0.22
0.16 0.11
0.00 0.00
MCER Response Spectrum Design Response Spectrum
0,00 0.20 0.40 0.60 0.10 1,00 1.20 1.40 1.60 1,00 2.00 0.00 0.20 0.40 0.ii0 0.00 1.00 1.20 1.40 1.G0 1.00 2.00
Period, T (sec)
Period, T (sec)
4
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
5
SITTS & HILL ENGINEERS INC.
4815 Center Street, Tacoma, WA 98409
Telephone (253) 474-9449
Fax (253) 474-0153
PROJECT: Hermle Foundation
HERMLE Foundation.xmcd
8/21/2014
Design CJT
Check BKL
HERMLE FOUNDATION:
LOADING SUMMARY:
The primary support for the Hermle machine is (4) precision pads. The layout of these pads in relation to the foundation is
shown on the attached sketch.
Based on the manufacturer's Technical report, the machine has a maximum installation weight of 83, 7751bs. This report
also provides a breakdown of the maximum static loading on the (4) precision pads. The sum of the static load on the
precision pads is only 68,372Ibs. The Technical report states that these loads will differ based on the exact model of the
machine and the accessories that are chosen. Therefore, in order to be conservative, we have used the maximum installe
weight. The distribution of this load is based on the center of gravity provided by the manufacturer. In order to simplify the
design, the maximum point load was used at all (4) precision pad locations. The maximum static load is 25.8% of the
total load which equals 21,614 lbs.
The equipment manufacturer also provides the maximum dynamic loading. Again, in order to simplify the design, the
maximum dynamic load has been placed at each of the precision pad locations. The maximum dynamic Toad is the
difference between the static and dynamic loads provided by the manufacturer (107,520 Newtons - 75,200 Newtons) which
equals 7,265 lbs.
Seismic overturning of the machine has also been checked per Chapter 13 of ASCE 7-10. Based on the attached
calculations, there will be no uplift on the anchors to the machine. The shear load will be resisted by angle tabs placed on
all (4) sides of the machines. Each angle tab will have (2) anchors. Therefore, there will be a total of (4) anchors to resist
the sliding force of the machine in each orthogonal direction.
BOEING
6
Symbol for transport centre of gravity:
7
Rear end of the machine:
r
1690
-3-
4•9(2,1'
(USE 5.0')
Right side of the machine:
Preparation (transportation to commissioning)
8
Static and dynamic Toad of the floor
Arrangement and designation of the precision pads:
73
Preparation (transportation to commissioning)
9
Installation condi-
tions
72
When selecting the machine location, consider the following installation
conditions. If you do not comply with the installation conditions, this will
have a negative effect on the safety and availability of the machine and
on the quality of the machining results.
Space required
Take into consideration the dimensions of the machine in the enclosed installation
plan! This installation plan may contain additional machine options.
In the event of an emergency ensure that there is a passageway of at least 500 mm
around the entire machine. In the area of the doors the passageway must be enlarged
by the door width.
Also ensure that there is good accessibility to operate and maintain the machine,
sufficient free space to move around in and adequate room for the operator.
For machines with additional magazine ZM 30 / ZM 77:
To install the additional magazine you require a clearance of z 2700 mm on the back
of the machine to the nearest wall, machine or other obstacles.
Installation weight
• Gross installation weight of the C 60 U
Gross installation weight of the C 60 U MT
Including
approx. 37500 kg
[,approx. 38000 kg 1
Table load (max.)
Tool magazine load (max.)
Electrical cabinet
Cooling lubricant (max.)
Options (max.)
Fluid cabinet
• Gross installation weight of the additional magazine ZM 30
Gross installation weight of the additional magazine ZM 77
Including
approx. 3100 kg
approx. 3410 kg
Additional magazine loading (max.)
Preparation (transportation to commissioning)
10
The weight of the machine is transferred to the floor by means of precision pads. The
forces of the individual precision pads were measured to form the basis for evaluating
the machine installation location. The measurements were performed in static and
dynamic states of the machine.
Static state: the machine axes are not in motion.
Dynamic state: the machine axes are in motion.
The measurements were performed using a specific machine model!
Excluding
Table loading Cooling lubricant')
Tool magazine loading Options
Electric switch cabinet t) Fluid cabinet
1 Has no significant impact on the load of the precision pads.
2) Does not impact the load of the precision pads (free-standing).
Static load (in Newtons)
A B C D
max. 72960 max. 75200 max. 78350 max. 77660
Dynamic load (in Newtons)
A B C D
max. 100260 max. 107520 max.105160 max. 104970
These weight forces depend on the adjustment of the precision pads and
the actual equipment of the machine!
74
SITTS & HILL ENGINEERS , INC.
JOB
CHECKED DATE SHEET
DESIGNED W T DATE
11
TACOMA, WASHINGTON (253) 474-9449
PROJECT 'I E' Le
DV ;icTt iR.iJI G ` :2 .rr1 .-C.
1.rf<41,10.E v�r l.l., �:C. ZQ i' -£ . "T-Gam`/::OF
' C:,`f � Ri4i o R : ?? IE R Z S. '; �►4�.: .1G Z t� 'u'�' ',
OF
SITTS & HILL ENGINEERS , INC.
TACOMA, WASHINGTONf�(253) 474-9449
PROJECT T'tea ( `
DESIGNED CcST DATE
CHECKED DATE
JOB
SHEET
OF
12
JOB
13
SHEET
OF
SITTS & HILL ENGINEERS , INC.
TACOMA, WASHINGTON (253) 474-9449
PROJECT + mtk
DESIGNED C Z T DATE
CHECKED DATE
C<JE'A-It-ACHE
T ACH€D FINITE ELEMENT ;RESULTS FRQIt4-THE SAFE.
TER'PROGRAM' .F,.OFR ADDITIONAL 1N ORFv1ATLO( I..
i
14
SITTS & HILL ENGINEERS, INC.
TACOMA, WASHINGTON ff (253) 474-9449
PROJECT 14e m 1. .
DESIGNED C37 DATE
CHECKED DATE
JOB
SHEET
OF
1■■11`T1
15
www.hilti.us
Profis Anchor 2.4.8
Company: Sitts & Hill
Specifier: Caleb Timmer
Address:
Phone I Fax:
E-Mail:
Page:
Project:
Sub -Project I Pos. No.:
Date:
1
Hermle Anchorage
9/12/2014
Specifiers comments: Shear Stops
1 Input data
Anchor type and diameter: HIT -RE 500-SD + HAS B7 5/8
Effective embedment depth: hef,act = 6.000 in. (hef.iimit = - in.)
Material: ASTM A 193 Grade B7
Evaluation Service Report: ESR-2322
Issued I Valid: 2/1/2014 14/1/2016
Proof: design method ACI 318-11 / Chem
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plate: Ix x 1, x t = 8.000 in. x 6.250 in. x 0.500 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 4000, fc' = 4000 psi; h = 24.000 in., Temp. short/long: 32/32 °F
Installation: hammer drilled hole, installation condition: dry
Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (a))
Shear load: yes (D.3.3.5.3 (b))
Geometry [in.] & Loading [lb, in.Ib]
Z
e}
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
16
www.hilti.us
Profis Anchor 2.4.8
Company: Sitts & Hill Page:
Specifier: Caleb Timmer Project:
Address: Sub -Project I Pos. No.:
Phone I Fax: 1 Date:
E-Mail:
2
Hermle Anchorage
9/12/2014
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [Ib]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0 6327 0 6327
2 0 6327 0 6327
max. concrete compressive strain: - [%0]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.000): 0 [Ib]
resulting compression force in (x/y)=(0.000/0.000): 0 [Ib]
3 Tension Toad
1
Load Nua [Ib] Capacity+Nn [Ib] Utilization AN = Nuj+Nn Status
Steel Strength* N/A N/A N/A N/A
Bond Strength** N/A N/A N/A N/A
Sustained Tension Load Bond Strength* N/A N/A N/A N/A
Concrete Breakout Strength** N/A N/A. N/A N/A
* anchor having the highest loading **anchor group (anchors in tension)
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
17
www.hilti.us
Profis Anchor 2.4.8
Company: Silts & Hill Page:
Specifier: Caleb Timmer Project:
Address: Sub -Project I Pos. No.:
Phone I Fax: 1 Date:
E-Mail:
3
Hermle Anchorage
9/12/2014
4 Shear Toad
Load Vua [Ib] Capacity +Vn [Ib] Utilization Dv =
Steel Strength* 6327 7712 83 <
Steel failure (with lever arm)* N/A N/A
Pryout Strength (Bond Strength controls)** 12654 13785
Concrete edge failure in direction ** N/A N/A
* anchor having the highest loading **anchor group (relevant anchors)
4.1 Steel Strength
Vsa = av,seis (n 0.6 Ase,v futa)
Vataai > Vua
Variables
n Ase,V [in.2]
1 0.23
Calculations
Vsa,eq [Ib]
11865
Results
Vsa,eq [Ib] 41steel
11865 0.650
refer to ICC-ES ESR-2322
ACI 318-11 Table D.4.1.1
futa [psi]
125000
aV,seis
(n 0.6 Ase,v futa) [lb]
0.700 16950
h Vsa [Ib] Vua [Ib]
7712 6327
4.2 Pryout Strength (Bond Strength controls)
1r AN.
Vcpg —kcp[ (ANao) Wec1,Na Wec2,Na Wed,Na N/cp,Na Nba]
Vcpg > Vua
ANa see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b)
ANaO =
(2 CNa)2
CNa = 10 da Y1100 Tuncr
1
Wec,Na = (1 + eN ) <_ 1.0
CNa
Wed,Na = 0.7 + 0.3 (GamiCacn) 5 1.0
``
Wcp.Na = MAX(Cain CNa) < 1.0
Cac Cac
Nba = ? a • Tk,c aN,seis Kbond TC da • hef
Variables
kcp
2
eo1,N [in.]
0.000
Calculations
CNa [in.]
8.678
1Vecl,Na
1.000
Results
Vci), [Ib]
19693
ACI 318-11 Eq. (D-41)
ACI 318-11 Table (D.4.1.1)
ACI 318-11 Eq. (D-20)
ACI 318-11 Eq. (D-21)
ACI 318-11 Eq. (D-23)
ACI 318-11 Eq. (D-25)
ACI 318-11 Eq. (D-27)
ACI 318-11 Eq. (D-22)
Tk,c,uncr [psi] da [in.] hef [in.]
2140 0.625 6.000
ec2,N [in.] Cac [in.] Kbond
0.000 10.219 1.00
ANa [ir1.2] ANan [in•2] Wed,Na
370.66 301.24 1.000
Wec2,Na Wcp,Na Nba [Ib]
1.000 1.000 8002
concrete Oseismic 4nonductile
0.700 1.000 1.000
N/A
92
N/A
Status
OK
N/A
OK
N/A
NOTE: F1554 GRADE 55 ANCHORS
ARE 96% STRESSED. THEREFORE,
STEEL STRENGTH CONTROLS.
Ca,min [in.] Tk,c [psi]
1045
Xa aN,seis
1.000 0.650
Vcpg [Ib] Vua [Ib]
13785 12654
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1■■11`T1
18
www.hilti.us
Profis Anchor 2.4.8
Company: Sitts & Hill Page:
Specifier: Caleb Timmer Project:
Address: Sub -Project I Pos. No.:
Phone I Fax: Date:
E-Mail:
4
Hermle Anchorage
9/12/2014
5 Warnings
• Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be
sufficiently stiff, in order not to be deformed when subjected to the loading!
• Condition A applies when supplementary reinforcement is used. The cD factor is increased for non -steel Design Strengths except Pullout Strength
and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to
your local standard.
• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the
Evaluation Service Report for cleaning and installation instructions
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3
(a) that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the
connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design
(shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c).
• Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) requires that the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b)
waives the ductility requirements and requires that the anchors shall be designed for the maximum tension / shear that can be transmitted to the
anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waives the ductility requirements and requires the design strength of
the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by no.
• Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-11, Part
D.9.1
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1■■111-T1
19
www.hilti.us
Profis Anchor 2.4.8
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Silts & Hill
Caleb Timmer
Page:
Project:
Sub -Project I Pos. No.:
Date:
5
Hermle Anchorage
9/12/2014
6 Installation data
Anchor plate, steel: -
Profile: no profile; 0.000 x 0.000 x 0.000 in.
Hole diameter in the fixture: df = 0.688 in.
Plate thickness (input): 0.500 in.
Recommended plate thickness: not calculated
Cleaning: Premium cleaning of the drilled hole is required
y
Anchor type and diameter: HIT -RE 500-SD + HAS B7 5/8
Installation torque: 720.000 in.lb
Hole diameter in the base material: 0.750 in.
Hole depth in the base material: 6.000 in.
Minimum thickness of the base material: 7.500 in.
1
U)
N_
M
•
in
N_
M
2
u,
N
Cf)
••
in
N_
M
iir.
2.000
4.000
2.000•
•
•
Coordinates Anchor in.
Anchor x y
1 -2.000 0.000
2 2.000 0.000
c-x
C+x
c-y
c+y
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1■■11`TI
20
www.hilti.us
Profis Anchor 2.4.8
Company: Sitts & Hill Page:
Specifier: Caleb Timmer Project:
Address: Sub -Project I Pos. No.:
Phone I Fax: 1 Date:
E-Mail:
6
Hermle Anchorage
9/12/2014
7 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using
the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use
the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case
by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or
programs, arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
21
IRFE®
License #*1 LNF7PPRDDTT4NA
r .... ..9 .NW
■ .M....■.■
NOMMIWOOMMI
......Is■.m.
MEM
UR*� •U.
■..MONUME
■.... .
.M... ■.■
MMENRIIT
MRS MI
SAFE Analysis & Design Report
Model Name: Background.fdb
21 August 2014
22
Background.fdb SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
Model Definition
21 August 2014
Model Definition
,
+ 4-
Figure 1: Finite element model
Page 2 of 22
23
Background.fdb SAFE 2014 v14.0.0 - License #*1 LNF7PPRDDTT4NA
1. Model geometry 21 August 2014
1. Model geometry
This section provides model geometry information, including items such as joint coordinates, joint restraints, and
element connectivity.
2. Model properties
This section provides model properties, including items such as material properties, section properties, and support
properties.
2.1. Material properties
Table 1: Material Properties 03 - Concrete
Table 1: Material Properties 03 - Concrete
Material
E
kip/in2
A UnitWt Fe LtWtConc
1/F Ib/ft3 kip/in2
4000Psi
3604.997
0.200000
5.5000E-06 1.5000E+02
4.000
No
Table 2: Material Properties 04 - Rebar
Table 2: Material Properties 04 - Rebar
Material
E UnitWt Fy Fu
kip/in2 Ib/ft3 kip/in2 kip/in2
A615Gr60
29000.000 4.9000E+02
60.000
90.000
Table 3: Material Properties 05 - Tendon
Table 3: Material Properties 05 - Tendon
Material
UnitWt Fy Fu
kip/in2 Ib/ft3 kip/in2 kip/in2
A416Gr270 28500.000 4.9000E+02 245.100 270.000
2.2. Section properties
Table 4: Slab Properties 02 - Solid Slabs
Table 4: Slab Properties 02 - Solid Slabs
Siab
Type MatProp Thickness Ortho
in
SLAB1
Slab
4000Psi
24.0000
No
Page 3 of 22
Background.fdb
2. Model properties
24
SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
21 August 2014
Table 5: Beam Properties 02 - Rectangular Beam
Table 5: Beam Properties 02 - Rectangular Beam
Beam MatProp Depth WidthTop WidthBot
in in in
BEAM1
4000Psi
24.0000
12.0000
12.0000
Table 6: Beam Properties 06 - Design Data
Table 6: Beam Properties 06 - Design Data
Beam
MatRebarL MatRebarS FIngWOpt CoverTop CoverBot NoDesign
in in
BEAM1
A615Gr60
A615Gr60
Analysis
Property
3.0000
3.0000
No
Table 7: Column Properties 02 - Rectangular
Table 7: Column Properties 02 - Rectangular
Column
MatProp SecDim2 SecDim3 AutoRigid AutoDrop IncludeCap
in in
COL1
4000Psi
12.0000
12.0000
No
No
No
Table 8: Wall Properties
Table 8: Wall Properties
Wall
MatProp Thickness AutoRigld OutOfPlane
in
WALL1
4000Psi
12.0000
No
Yes
2.3. Support properties
Table 9: Soil Properties
Table 9: Soil Properties
Soil
Subgrade
Ib/ft3
SOIL1
2.5000E+05
Table 10: Spring Properties - Point
Table 10: Spring Properties - Point
Spring
Ux Uy Uz Rx Ry Rz NonlinOpt
kip/in kip/in _ kip/in kip-in/rad kip-in/rad kip-in/rad
PSPR1
0.0000
0.0000
0.0010
0.000
0.000
0.000
None
(Linear)
Page 4 of 22
Background.fdb
2. Model properties
25
SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
21 August 2014
Table 11: Spring Properties - Line
LSPR1
Table 11: Spring Properles - Line
0.00100
0.0010
None
(Linear)
Page 5 of 22
26
Background.fdb SAFE 2014 v14.0.0 - License #"1LNF7PPRDDTT4NA
3. Model assignments 21 August 2014
3. Model assignments
This section provides model assignments, including assignments to slabs, beams, and joints.
3.1. Slab assignments
Table 12: Slab Property Assignments
Table 12: Slab Property
Assignments
Area "'� SlabPropl
1.�� 'rulll ���'I�ry�i II i�
II
b �1� �1 �_!�i�d111�uhIG!�I�Ildla�!I�li„1,4,.
1 SLAB1
3.2. Column assignments
Table 13: Column Property Assignments
Table 13: Column Property
Assignments
�� Line'h "LIP'; I'I7NhiI,ColProp��;'I','°I
Ph I I
28
29
30
31
COL1
COL1
COL1
COL1
3.3. Support assignments
Table 14: Soil Property Assignments
Table 14: Soil Property
Assignments
Area
rv.
SoilProp
SOIL1
Table 15: Point Restraint Assignments
Pointe"
36
38
40
42
Table 15: Point Restraint Assignments
,�uIIIp�UX''I'N IhVlll� Illllp I'li�� ��1 YYI I�� i I III � hl f UZ II�I I�IIi!III I � p
iNa l I. , NI il U ' ��i Ill 1pji I �I
n' ,bIII' �I' IIIIIII ry�Gll ildhll�ll��l'1,141,�,�pll
_.�.�.
No
No
No
No
No
No
No
No
No
No
No
No
Yes
Yes
Yes
Yes
�JIRtlOd�7�
Yes
Yes
Yes
Yes
No
No
No
No
Page 6 of 22
27
Background.fdb SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
4. Model loading 21 August 2014
4. Model loading
This section provides model loading information, including Toad patterns, load cases, and load combinations.
4.1. Load patterns
Table 16: Load Patterns
Table 16: Load Patterns
LoadPat
Type SelfWtMult
DEAD
LIVE
SEISMIC
DEAD
LIVE
QUAKE
1.000000
0.000000
0.000000
Table 17: Load Assignments - Point Loads, Part 1 of 2
Table 17: Load Assignments - Point Loads, Part 1 of 2
Point LoadPat Fx Fy Fgrav
kip kip kip
36
36
36
38
38
38
40
40
40
42
42
42
DEAD
LIVE
SEISMIC
DEAD
LIVE
SEISMIC
DEAD
LIVE
SEISMIC
DEAD
LIVE
SEISMIC
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
21.614
7.500
8.000
21.614
7.500
-8.000
21.614
7.500
-8.000
21.614
7.500
8.000
Table 17: Load Assignments - Point Loads, Part 2 of 2
Table 17: Load Assignments - Point Loads, Part 2 of 2
Point Mx My Mz XDim YDim
kip-ft kip-ft kip-ft in in 1
36 0.0000 0.0000 0.0000 0.0000 0.0000
36 0.0000 0.0000 0.0000 0.0000 0.0000
36 0.0000 0.0000 0.0000 0.0000 0.0000
38 0.0000 0.0000 0.0000 0.0000 0.0000
38 0.0000 0.0000 0.0000 0.0000 0.0000
38 0.0000 0.0000 0.0000 0.0000 0.0000
40 0.0000 0.0000 0.0000 0.0000 0.0000
40 0.0000 0.0000 0.0000 0.0000 0.0000
40 0.0000 0.0000 0.0000 0.0000 0.0000
42 0.0000 0.0000 0.0000 0.0000 0.0000
42 0.0000 0.0000 0.0000 0.0000 0.0000
42 0.0000 0.0000 0.0000 0.0000 0.0000
Page 7 of 22
Background.fdb
4. Model loading
28
SAFE 2014 v14.0.0 - License #*1 LNF7PPRDDTT4NA
21 August 2014
4.2. Load cases
Table 18: Load Cases 02 - Static
Table 18: Load Cases 02 - Static
LoadCase
InitialCond AType
DEAD
LIVE
SEISMIC
Zero
Zero
Zero
Linear
Linear
Linear
Table 19: Load Cases 06 - Loads Applied
Table 19: Load Cases 06 - Loads Applied
LoadCase-- LoadPat SF
DEAD
LIVE
SEISMIC
DEAD
LIVE
SEISMIC
1.000000
1.000000
1.000000
DEAD: (kips)
-
Page 8 of 22
29
Background.fdb SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
4. Model loading 21 August 2014
SEISMIC: (kips)
4.3. Load combinations
Page 9 of 22
30
Background.fdb SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
4. Model loading 21 August 2014
Table 20: Load Combinations
Table 20: Load Combinations
Combo Load SF Type DSStrength DSServinit DSServNorm DSServLong
.459D+.7E DEAD 0.45900 Linear Add No No Yes No
0
.459D+.7E SEISMIC 0.70000
0
.6986D+1.0E DEAD 0.69860 Linear Add Yes No No No
0
.6986D+1.0E SEISMIC 1.00000
0
1.1057D+.525E+ DEAD 1.10570 Linear Add No No Yes No
.75L 0
1.1057D+.525E+ LIVE 0.75000
.75L 0
1.1057D+.525E+ SEISMIC 0.52500
.75L 0
1.141D+.7E DEAD 1.14100 Linear Add No No Yes No
0
1.141D+.7E SEISMIC 0.70000
0
1.2Dead+1.6Live DEAD 1.20000 Linear Add Yes No No No
0
1.2Dead+1.6Live LIVE 1.60000
0
1.4014D+L+1.0E DEAD 1.14100 Linear Add Yes No No No
0
1.4014D+L+1.0E LIVE 1.00000
0
1.4014D+L+1.0E SEISMIC 1.00000
0
1.4Dead DEAD 1.40000 Linear Add Yes No No No
0
Dead + .5 Live DEAD 1.00000 Linear Add No No No Yes
Service Long 0
Term
Dead + .5 Live LIVE 0.50000
Service Long 0
Term
Dead + Live DEAD 1.00000 Linear Add No No Yes No
Service 0
Dead + Live LIVE 1.00000
Service 0
Dead - Service DEAD 1.00000 Linear Add No Yes No No
Initial 0
Dead - Service DEAD 1.00000 Linear Add No No No Yes
Long Term 0
Dead - Service DEAD 1.00000 Linear Add No No Yes No
Normal 0
UDCONI1 DEAD 1.00000 Linear Add No Yes No No
0
UDCONL1 DEAD 1.00000 Linear Add No No No Yes
0
UDCONL2 DEAD 1.00000 Linear Add No No No Yes
0
UDCONL2 LIVE 0.50000
0
UDCONNI DEAD 1.00000 Linear Add No No Yes No
0
UDCONN2 DEAD 1.00000 Linear Add No No Yes No
0
Page 10 of 22
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4. Model loading
31
SAFE 2014 v14.0.0 - License #*1 LNF7PPRDDTT4NA
21 August 2014
1
Table 20: Load Combinations
Combo
Load SF TypeDSStrength, DSServllnit DSServNorrn DSServLong
UDCONN2 LIVE 1.00000
0
UDCONUI DEAD 1.40000 Linear Add Yes
0
UDCONU2 DEAD 1.20000 Linear Add Yes
0
UDCONU2 LIVE 1.60000
0
UDCONU3 DEAD 1.20000 Linear Add Yes
0
UDCONU3 LIVE 1.00000
0
UDCONU3 SEISMIC 1.00000
0
UDCONU4 DEAD 1.20000 Linear Add Yes No No No
0
UDCONU4 LIVE 1.00000
0
UDCONU4 SEISMIC -1.00000
0
UDCONU5 DEAD 0.90000 Linear Add Yes No No No
0
UDCONU5 SEISMIC 1.00000
0
UDCONU6 DEAD 0.90000 Linear Add Yes No No No
0
UDCONU6 SEISMIC -1.00000
0
No No
No No
No No
No
No
No
Page 11 of 22
32
Background.fdb SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
Analysis Results 21 August 2014
Analysis Results
Figure 2: Deformed shape
Page 12 of 22
33
Background.fdb SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
5. Analysis results 21 August 2014
5. Analysis results
5.1. Support results
This section provides support results, including items such as column, support, and spring reactions, .
Table 21: Soil Pressures — Summary
Maximum Pressure: Under 900PSF
Page 13 of 22
Background.fdb
Design
34
SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
21 August 2014
Design
Figure 3: Finite element model
Page 14 of 22
35
Background.fdb SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
6. Design summary
21 August 2014
6. Design summary
This section provides design information for beams, strips, and punching checks.
6.1. Preferences
Table 25: Design Preferences 01 - Resistance Factors
Table 25: Design Preferences 01 -
Resistance Factors
PhiTen PhiComp PhiShear
i
0.900000 0.650000 0.750000
Table 26: Design Preferences 02 - Rebar Cover - Slabs
Table 26: Design Preferences 02 - Rebar Cover - Slabs
CoverTop CoverBot BarSize InnerLayer PTCGSTop PTCGSBotE PTCGSBotI SlabType
xt nt
in in in in in
0.7500
0.7500
#6
1.0000
1.7500
1.0000
Two Way
Table 27: Design Preferences 03 - Rebar Cover - Beams
Table 27: Design Preferences 03 - Rebar Cover - Beams
CoverTop CoverBot BarSizeF BarSizeS PTCGSTop PTCGSBot
in in in in
1.5000 1.5000 #9 #4 2.0000 2.0000
Table 28: Design Preferences 04 - Prestress Data
Table 28: Design Preferences 04 -
Prestress Data
UserStress InitConcRat LLFractlon
No 0.800000 0.500000
6.2. Slab Design
REBAR REQUIRED:
THE FOLLOWING DIAGRAM SHOWS THE REBAR REQUIRED ABOVE #5 BARS AT 12" O.C. EACH WAY TOP
AND BOTTOM — NO ADDITIONAL REBAR IS REQUIRED. THEREFORE. USE #5 BARS AT 12" O.C. EACH WAY
TOP AND BOTTOM
Page 15 of 22
36
Background.fdb
6. Design summary 21 August 2014
SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
+ -1
+
6.3. Overwrites
'o.00
,0.00
0.00
0.00
, 0.00
+- 4
0.00
• i
- .10:00
1
0.0
0.00
• 1
,0.06
• {{i
0.00
'o.00
t ,0.00
0.06
▪ 4.
i•
Table 29: Slab Design Overwrites 02 - Finite Element Based, Part 1 of 2
Table 29: Slab Design Overwrites 02 - Finite Element
Based, Part 1 of 2
Area
RebarMat
1
1 A615Gr60
Table 29: Slab Design Overwrites 02 - Finite Element Based, Part 2 of 2
Table 29: Slab Design Overwrites 02 - Finite Element Based, Part 2 of 2
Area DIr1TopCov DIr1BotCov DIr2TopCov Dir2BotCov RLLF Design IgnorePT
in in in in
1 2.3125 3.3125 2.9375 3.9375 1.000000 Yes. Yes
Page 16 of 22
37
Background.fdb
6. Design summary 21 August 2014
SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
Table 30: Punching Shear Design Overwrites 01 - General
Table 30: Punching Shear Design Overwrites 01 - General
Point Check LocType EffDepth ReinfType
35 Program
Determined
37 Program
Determined
39 Program
Determined
41 Program
Determined
Auto
Auto
Auto
Auto
Auto
Auto
None
None
Auto None
Auto None
6.4. Punching check/design
Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3
Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 1 of 3
Point
GlobalX
ft
GlobalY Location
ft
Perimeter Depth Status
in in
35
37
39
41
11.5901
3.5784
3.5426
11.6259
11.0598
11.0598
1.9948
1.9948
Corner
Corner
Corner
Corner
148.6861 22.5000 OK
163.7002 22.5000 OK
193.0039 22.5000 OK
177.9898 22.5000 OK
Ratio
0.055039
0.067068
0.068845
0.063241
Table 31: Concrete Slab Design
Table 31: Concrete Slab Design 02 -
02 - Punching Shear Data, Part 2 of 3
Punching Shear Data, Part 2 of 3
Point Combo
35
37
39
41
UDCONU3
UDCONU4
UDCONU4
UDCONU3
Vu
kip
-7.030
-12.185
-17.545
-13.497
ShrStrMax
kip/in2
0.0104
0.0127
0.0131
0.0120
Mu2
kip-ft
39.3646
32.1856
-61.2765
-71.4984
ShrStrCap
kip/in2
0.1897
0.1897
0.1897
0.1897
Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3
Table 31: Concrete Slab Design 02 - Punching Shear Data, Part 3 of 3
Point Mu3 ReinfType
kip-ft
NumRalls StudPerRail
35-1.5223 None
37 12.6208 None
39 6.5974 None
41 1.8578 None
Page 17 of 22
38
Background.fdb SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
6. Design summary 21 August 2014
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 14
Point Label = 35
Column Shape = Rectangular
Column Location = Corner
Global X-Coordinate = 11.5901 ft
Global Y-Coordinate = 11.0598 ft
Column Punching Check
Avg. Eff. Slab Thickness = 22.5 in
Eff. Punching Perimeter = 148.6861 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia 122 = 3849322.94 in4
Section Inertia 133 = 680791.25 in4
Section Inertia 123 = -887151.34 in4
Shear Force = -7.03 kip
Moment Mu2 = 39.3646 kip-ft
Moment Mu3= -1.5223 kip-ft
Max Design Shear Stress = 0.0104 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.06
Column Punching Perimeter
Page 18 of 22
39
Background.fdb
6. Design summary 21 August 2014
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 15
Point Label = 37
Column Shape = Rectangular
Column Location = Corner
Global X-Coordinate = 3.5784 ft
Global Y-Coordinate = 11.0598 ft
Column Punching Check
Avg. Eff. Slab Thickness = 22.5 in
Eff. Punching Perimeter = 163.7002 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia 122 = 4203338.79 in4
Section Inertia 133 = 1404893.46 in4
Section Inertia 123 = 1386202.15 in4
Shear Force =-12.185 kip
Moment Mu2 = 32.1856 kip-ft
Moment Mu3= 12.6208 kip-ft
Max Design Shear Stress = 0.0127 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.07
SAFE 2014 v14.0.0 - License #*1 LNF7PPRDDTT4NA
Column Punching Perimeter
Page 19 of 22
40
Background.fdb
6. Design summary 21 August 2014
SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 15
Point Label = 39
Column Shape = Rectangular
Column Location = Corner
Global X-Coordinate = 3.5426 ft
Global Y-Coordinate = 1.9948 ft
Column Punching Check
Avg. Eff. Slab Thickness = 22.5 in
Eff. Punching Perimeter = 193.0039 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia 122 = 8306567.28 in4
Section Inertia 133 = 1461848.99 in4
Section Inertia 123 = -1947547.59 in4
Shear Force =-17.545 kip
Moment Mu2 =-61.2765 kip-ft
Moment Mu3= 6.5974 kip-ft
Max Design Shear Stress = 0.0131 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.07
s
Column Punching Perimeter
Page 20 of 22
41
Background.fdb SAFE 2014 v14.0.0 - License #*1LNF7PPRDDTT4NA
6. Design summary 21 August 2014
ACI 318-11 Punching Shear Check & Design
Geometric Properties
Combination = 14
Point Label = 41
Column Shape = Rectangular
Column Location = Corner
Global X-Coordinate = 11.6259 ft
Global Y-Coordinate = 1.9948 ft
Column Punching Check
Avg. Eff. Slab Thickness = 22.5 in
Eff. Punching Perimeter = 177.9898 in
Cover = 1.5 in
Conc. Comp. Strength = 4 kip/in2
Reinforcement Ratio = 0.0000
Section Inertia 122 = 7599276.21 in4
Section Inertia 133 = 697691.14 in4
Section Inertia 123 = 1222348.73 in4
Shear Force =-13.497 kip
Moment Mu2 =-71.4984 kip-ft
Moment Mu3= 1.8578 kip-ft
Max Design Shear Stress = 0.012 kip/in2
Conc. Shear Stress Capacity = 0.1897 kip/in2
Punching Shear Ratio = 0.06
Column Punching Perimeter
Page 21 of 22
42
Background.fdb SAFE 2014 v14.0.0 - License #*1 LNF7PPRDDTT4NA
6. Design summary 21 August 2014
DEFLECTIONS AT DEAD + LIVE LOAD
NORTHWEST PAD: -.032146 inches
NORTHEAST PAD: -.036035 inches
SOUTHEAST PAD: -.034685 inches
SOUTHWEST PAD: -.030753 inches
-12.0
-14.0
-16.0
�16.0
-20.0
▪ -2Y.0
- -24.0'
* -26.0
+
-28-
+
+ -30.0
-32.0
+ -34.0
- + +-
-36.0
-38.0
Page 22 of 22
43
1 5/8" DEEP CHANNEL HORIZONTAL
SUPPORT. (UNISTRUT PART No.
P1000HS OR 8—LINE PART No. 822
SH OR ACCEPTED SUBSTITUTION)
1 5/8" DEEP BACK TO BACK
CHANNEL POST (OVERALL DEPTH,
3 1/2") (UNISTRUT PART No.
P1001 OR B—LINE PART No. B22A
OR ACCEPTED SUBSTITUTION),
MAXIMUM SPACING IS 6'—O'
BASEPLATE PER DETAIL X/XX
2'-6"
8'-0" CLEAR MAXIMUM
PIPES AND CONDUITS
PER MECHANICAL AN[
ELECTRICAL DRAWINGS
MAXIMUM TOTAL
WEIGHT ON
HORIZONTAL SUPPOR1
IS 80 LBS.
- ANGLE BRACKET WITH
(4) 1 /2" 0 BOLTS,
TYP. (UNISTRUT PART
No. P1325 OR
B—LINE PART No.
8104 OR ACCEPTED
SUBSTITUTION)
(4) 1 /2"0 BOLTS
EXISTING 8" CON(
SLAB ON GRADE
ELEVATIO\
SCALE: 1" = 1 ' -0"
VIEW
�B)
S534
44
DETAL
SCALE: 3' = 1'-0"
1/4" x 6" SQUARE BASE PLATE
(UNISTRUT PART No. P2073ASQ OR
B—LINE PART No. B281 SQ OR ACCEPTED
SUBSTITUTION) WITH (4) 1/2" DIAMETER
EXPANSION BOLTS, ON A 4 1/4"x4 1/4"
ARRAY, EMBED ANCHORS 3 1/4" INTO
THE CONCRETE SLAB.
ri�
S534
SITTS & HILL ENGINEERS , INC.
JOB
45
TACOMA, WASHINGTON (253) 474-9449
PROJECT 44aIZilL6
DESIGNED CZST DATE
CHECKED DATE
SHEET
OF
BEAM LOADING - P1000
Max Defl. at
Allowable Uniform Uniform Loading at Deflection
Span Uniform Load Load Span/180 Span/240 Span/360
In Lbs In Lbs Lbs Lbs
48
60
72
84
9E
10
1,690 0.06 1,690 1,690 1,690
..,n Al'1,1 i VIA i 14n 900
Solve for Allowable moment:
w = 1200 Ibs / 8'-0" (96inches) = 150 Ibs/ft
M = 1/8 * w * L2= 1/8 * 150Ibs/ft * (8ft)2
M =1200 Ibs -ft
4 280 2.01
110 80 60
168 240 2.74 80 60 40
192 210 3.57 60 50 NR
216 190 4.52 50 40 NR
240 170 5.58 40 NR NR
LUMN LOADING - P1000
Maximum
Unbraced Allowable Load
Maximum Column Load Applied at C.G..
Height
at Slot Face
K = 0.65 K = 0.80
K =1.0
K =1.2
In
Lbs
Lbs
Lbs
Lbs
Lbs
24
3,450
10,750
9,900
8,770
7,730
36
3,050
8,910
7,730
6,370
5,280
48
2,660
7,250
5,980
4,660
3,770
60
2,290
5,890
4,660
3,600
2,940
72
2,000
4,800
3,770
2,940
2,380
84
1,760
4,010
3,170
2,460
1,970
96
1,570
3,450
2,730
2,090
1,650
108
1,410
3,020
2,380
1,800
**
120
1,270
2,680
2,090
* *
**
ELEMENTS OF SECTION
P1000/P1001
Parameter P1000
Area of Section
Axis 1-1
Moment of Inertia (I)
Section Modulus (S)
Radius of Gyration (r)
Axis 2-2
Moment of Inertia (I)
Section Modulus (S)
Radius of Gyration (r)
0.556 In2
0.185 In'
0.202 Ina
0.577 In
0.236 In.'
0.290 Ina
0.651 In
P1001
1.112 In'
0.930 In"
0.572 I n3
0.915 In
0.472 In4
0.580 In3
0.651 In
46
P1000 & P1001 Channels
BEAM LOADING - P1001
Span
In
Max
Allowable
Uniform Load
Lbs
Dell. at
Uniform
Load
In
Uniform Loading at Deflection
Span/180 Span/240 Span/360
Lbs Lbs Lbs
24
3,130 *
0.03
3,130 *
3,130 '
3,130 *
36
3,130 *
0.07
3,130 *
3,130 *
3,130 *
48
2,400
0.13
2,400
2,400
2,400
60
1,920
0.20
1,920
1,920
1,630
72
1,600
0.28
1,600
1,600
1,130
84
1.370
0.39
1,370
1,240
830
96
1,200
0.50
1,200
950
640
108
1,070
0.64
1,000
/5U
50
120
960
0.79
810
610
410
280
144
800
1.13
560
420
168
690
1.54
410
310
210
192
600
2.01
320
240
160
216
530
2.55
250
190
130
240
480
3.15
200
150
100
COLUMN LOADING - P1001
Maximum
Unbraced Allowable Load
Height at Slot Face
In Lbs
Maximum Column Load Applied at C.G.
K = 0.65 K = 0.80 K =1.0 K =1.2
Lbs Lbs Lbs Lbs
24
6,430
25,060
24,620
23,900
23,050
36
6,230
24,000
23,050
21,570
19,890
48
5,950
22,590
21,030
18,690
16,170
60
5,620
20,890
18,690
15,540
12,400
72
5,240
18,990
16,170
12,400
8,960
84
4,830
16,970
13,640
9,470
6,580
1 96
4,390
14,900
11,200
7,250
5,040
108
3,930
12,860
8,960
5,730
3,980
120
3,510
10,910
7,250
4,640
* *
Notes:
* Load limited by spot weld shear.
**IN>200
NR = Not Recommended.
1. Above Toads include the weight of the member. This weight must be
deducted to arrive at the net allowable load the beam will support.
2. Long span beams should be supported in such a manner as to
prevent rotation and twist.
3. Allowable uniformly distributed loads are listed for various simple
spans, that is, a beam on two supports. If load is concentrated at
the center of the span, multiply Toad from the table by 0.5 and
corresponding deflection by 0.8.
4. See page 61 for lateral bracing reduction charts.
5. For Pierced Channel, Beam Load Values in the tables are multiplied
by the following factor:
"DS" Series 70%
"KO" Series 95%
"SL" Series 85%
"T" Series
"H3" Series
"HS" Series
85%
90%
90%
Title Block Line 1
You can changes this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Steel Base Plate
Lic. # : KW-06002611
Description :
Baseplate - Utility Supports
Code References
Project Title:
Engineer:
Project Descr:
47
Project ID:
Printed: 21 AUG 2014, 7:52AM
File = p:116100116180ICALCUL-11STRUCT-1118180.ec6
ENERCALC, INC. 1983-2014, Bulld:6.14.8.16, Vec8.14.8.16
Licensee : SITTS & HILL ENGINEERING, INC.
Calculations per AISC Design Guide # 1, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set : ASCE 7-10
General Information
Material Properties
AISC Design Method Allowable Strength Design
Steel Plate Fy = 36.0 ksi
Concrete Support fc = 4.0 ksi
Assumed Bearing Area :Full Bearing
S2 c : ASD Safety Factor.
Allowable Bearing Fp per J8
Column & Plate
Column Properties
Steel Section : HSS2x2x1/8
Depth
Width
Flange Thickness
Web Thickness
2 in
2 in
0.116 in
in
Plate Dimensions
N : Length 6.0 in
B : Width 6.0 in
Thickness 0.250 in
Column assumed welded to base plate.
Area
Ixx
lyy
0.84 inA2
0.486 inA4
0.486 inA4
Support Dimensions
Width along "X"
Length along "Z'
12.0 in
12.0 in
Applied Loads
P-Y
V-2
M-X
D : Dead Load 0.20 k
L : Live k
Lr : Roof Live k
S : Snow k
W : Wind k
E : Earthquake k
H : Lateral Earth k
k
k
k
k
k
k
k
k-ft
k-ft
k-ft
k-ft
k-ft
0.4830 k-ft
k-ft
" P " = Gravity load, "+" sign is downward. "+" Moments create higher soil pressure at +Z edge.
"+" Shears push plate towards +Z edge.
Anchor Bolts
Anchor Bolt or Rod Description
Max of Tension or Pullout Capacity
Shear Capacity
Edge distance : bolt to plate
Number of Bolts in each Row
Number of Bolt Rows
1 1 /2"
1.0 k
k
0.8750 in
2.0
1.0
2.50
6.80 ksi
r-
Title Block Line 1
You can changes this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Steel Base Plate
Lic. # : KW-06002611
Description :
Baseplate - Utility Supports
GOVERNING DESIGN LOAD CASE SUMMARY
Plate Design Summary
Design Method
Goveming Load Combination
Goveming Load Case Type
Design Plate Size
Pa : Axial Load
Ma : Moment
Load Comb. : +D+H
Allowable Strength Design
+1.141 D+0.70E+H
Axial + Moment, U2 < Eccentricity, Tension on Bc
6"x6"x0.114"
0.228 k
0.338 k-ft
Loading
Pa : Axial Load ....
Design Plate Height
Design Plate Width
Will be different from entry if partial bearing used.
Al : Plate Area
A2: Support Area
sgrt(A2/A1 )
Distance for Moment Calculation
„m"
"n"
X
Lambda
n'
n'* Lambda
L = max(m, n, n")
Load Comb. : +D+L+H
Loading
Pa : Axial Load ....
Design Plate Height
Design Plate Width
Will be different from entry if partial bearing used.
Al : Plate Area
A2: Support Area
sgrt(A2/A1 )
Distance for Moment Calculation
" m "
"n"
X
Lambda
n'
n'* Lambda
L = max(m, n, n")
0.200 k
6.000 in
6.000 in
36.000 inA2
144.000 inA2
2.000
2.050 in
2.050 in
0.000 inA2
0.000
0.010 in
0.000 in
2.050 in
0.200 k
6.000 in
6.000 in
36.000 inA2
144.000 inA2
2.000
2.050 in
2.050 in
0.000 inA2
0.000
0.010 in
0.000 in
2.050 in
Project Title:
Engineer:
Project Descr:
48
Project ID:
Printed: 21 AUG 2014, 7:52AM
File = p:1161001161801CALCUL-11STRUCT-1116180.ec6
ENERCALC, INC. 1983-2014, Bulld:6.14.8.16, Ver:6.14.8.16
Licensee : SITTS & HILL ENGINEERING, INC.
Mu : Max. Moment
fb : Max. Bending Stress
Fb : Allowable :
Bending Stress Ratio
fu : Max. Plate Bearing Stress ....
Fp : Allowable :
min( 0.85*fc*sgrt(A2/A1),1.7* fc)*Omega
Bearing Stress Ratio
Tension in each Bolt
Allowable Bolt Tension
Tension Stress Ratio
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax=Fu*LA2/2
fb : Actual
Fb : Allowable
Stress Ratio
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax=Fu*LA2/2
113 : Actual
Fb : Allowable
Stress Ratio
0.300 k-in
19.171 ksi
21.557 ksi
0.889
Bending Stress OK
2.720 ksi
2.720 ksi
1.000
Bearing Stress OK
0.332
1.000
0.332
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Title Block Line 1
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using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Steel Base Plate
Lic. # : KW-06002611
Description : Baseplate - Utility Supports
Load Comb. : +D+Lr+H
Loading
Pa : Axial Load .... 0.200 k
Design Plate Height 6.000 in
Design Plate Width 6.000 in
Will be different from entry if partial bearing used.
Al : Plate Area 36.000 inA2
A2: Support Area 144.000 inA2
sqrt( A2/A1 ) 2.000
Distance for Moment Calculation
" m " 2.050 in
" n " 2.050 in
X 0.000 inA2
Lambda 0.000
n' 0.010 in
n' * Lambda 0.000 in
L = max(m, n, n") 2.050 in
Load Comb. : +D+S+H
Loading
Pa : Axial Load .... 0.200 k
Design Plate Height 6.000 in
Design Plate Width 6.000 in
Will be different from entry if partial bearing used.
Al : Plate Area 36.000 in^2
A2: Support Area 144.000 inA2
sqrt( A2/A1 ) 2.000
Distance for Moment Calculation
" m " 2.050 in
" n " 2.050 in
X 0.000 in^2
Lambda 0.000
n' 0.010 in
n'* Lambda 0.000 in
L = max(m, n, n") 2.050 in
Load Comb. : +D+0.750Lr+0.750L+H
Loading
Pa : Axial Load .... 0.200 k
Design Plate Height 6.000 in
Design Plate Width 6.000 in
Will be different from entry if partial bearing used.
Al : Plate Area 36.000 inA2
A2: Support Area 144.000 inA2
sqrt( A2/A1 ) 2.000
Distance for Moment Calculation
"m" 2.050 in
2.050 in
X 0.000 inA2
Lambda 0.000
n' 0.010 in
n' * Lambda 0.000 in
L = max(m, n, n") 2.050 in
Project Title:
Engineer:
Project Descr:
49
Project ID:
Printed: 21 AUG 2014, 7:52AM
File = p:1161001161801CALCUL-1ISTRUCT-1116180.ec6
ENERCALC, INC. 1983-2014, Build:6.14.8.16, Ver:6.14.8.16
Licensee : SITTS & HILL ENGINEERING, INC.
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax=Fu*LA2/2
fb : Actual
Fb : Allowable
Stress Ratio
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax = Fu *L"2 / 2
fb : Actual
Fb : Allowable
Stress Ratio
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax=Fu*LA2/2
lb : Actual
Fb : Allowable
Stress Ratio
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Title Block Line 1
You can changes this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Steel Base Plate
Lic. # : KW-06002611
Description : Baseplate - Utility Supports
Load Comb. : +D+0.750L+0.750S+H
Loading
Pa : Axial Load ....
Design Plate Height
Design Plate Width
Will be different from entry if partial bearing used.
Al : Plate Area
A2: Support Area
sgrt(A2/A1 )
Distance for Moment Calculation
X
Lambda
n'
n' * Lambda
L = max(m, n, n")
Load Comb. : +D+0.60W+H
Loading
Pa : Axial Load ....
Design Plate Height
Design Plate Width
Will be different from entry if partial bearing used.
Al : Plate Area
A2: Support Area
sgrt(A2/A1 )
Distance for Moment Calculation
" m "
„n"
X
Lambda
n'
n' * Lambda
L = max(m, n, n")
Load Comb. : +D-0.60W+H
Loading
Pa : Axial Load ....
Design Plate Height
Design Plate Width
Will be different from entry if partial bearing used.
Al : Plate Area
A2: Support Area
sqrt( A2IA1 )
Distance for Moment Calculation
X
Lambda
n'
n' * Lambda
L = max(m, n, n")
0.200 k
6.000 in
6.000 in
36.000 inA2
144.000 inA2
2.000
2.050 in
2.050 in
0.000 inA2
0.000
0.010 in
0.000 in
2.050 in
0.200 k
6.000 in
6.000 in
36.000 in02
144.000 inA2
2.000
2.050 in
2.050 in
0.000 in^2
0.000
0.010 in
0.000 in
2.050 in
0.200 k
6.000 in
6.000 in
36.000 inA2
144.000 inA2
2.000
2.050 in
2.050 in
0.000 inA2
0.000
0.010 in
0.000 in
2.050 in
Project Title:
Engineer:
Project Descr:
50
Project ID:
Printed: 21 AUG 2014, 7:52AM
File = p\161001161801CALCUL-11STRUCT-1116180.ec6
ENERCALC, INC. 1983-2014, Bulld:6.14.8.16, Ver:6.14.8.16
Licensee : SITTS & HILL ENGINEERING, INC.
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax = Fu * L^2 12
fb : Actual
Fb : Allowable
Stress Ratio
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax=Fu*L^2/2
fb : Actual
Fb : Allowable
Stress Ratio
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax=Fu*LA2/2
fb : Actual
Fb : Allowable
Stress Ratio
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Title Block Line 1
You can changes this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Steel Base Plate
Lic. # : KW-06002611
Description : Baseplate - Utility Supports
Load Comb. : +1.141 D+0.70E+H
Loading
Pa : Axial Load
Ma : Moment
Eccentricity
Al : Plate Area
A2 : Support Area
sgrt(A2/A1 )
Calculate plate moment from bearing .. .
"A" : Bearing Length
Mpl : Plate Moment
Load Comb.: +1.141 D-0.70E+H
Loading
Pa : Axial Load
Ma : Moment
Eccentricity
Al : Plate Area
A2 : Support Area
sgrt(A2/A1 )
Calculate plate moment from bearing ...
" m "
"A" : Bearing Length
Mpl : Plate Moment
0.228 k
0.338 k-ft
17.779 in
36.000 in"2
144.000 inA2
2.000
2.050 in
0.109 in
0.025 k-in
0.228 k
0.338 k-ft
17.779 in
36.000 inA2
144.000 in42
2.000
2.050 in
0.109 in
0.025 k-in
Load Comb.: +D+0.750Lr+0.750L+0.450W+H
Loading
Pa : Axial Load ....
Design Plate Height
Design Plate Width
Will be d ffen3nt from entry if partial bearing used.
Al : Plate Area
A2: Support Area
sgrt( A2/A1 )
Distance for Moment Calculation
" m "
"n"
X
Lambda
n'
n' Lambda
L = max(m, n, n")
0.200 k
6.000 in
6.000 in
36.000 inA2
144.000 inA2
2.000
2.050 in
2.050 in
0.000 in^2
0.000
0.010 in
0.000 in
2.050 in
Project Title:
Engineer:
Project Descr:
51
Project ID:
Printed: 21 AUG 2014, 7:52AM
File = p:116100116180ICALCUL-11STRUCT-1116180.ec6
ENERCALC, INC. 1983-2014, Bulld:6.14.8.16, Ver:8.14.8.16
Licensee :, SITTS & HILL ENGINEERING, INC.
Axial Load + Moment, Ecc. > L/2
Calculate plate moment from bolt tension...
Tension per Bolt 0.332 k
Tension : Allowable 1.000 k
Stress Ratio 0.332
Dist. from Bolt to Col. Edge
Effective Bolt Width for Bending
Plate Moment from Bolt Tension
1.175 in
4.700 in
0.166 k-in
Bearing Stresses
Fp : Allowable 2.720 ksi
fa : Max. Bearing Pressure (set equal to Fp )
Stress Ratio 1.000
Plate Bending Stresses
Mmax
fb : Actual
Fb : Allowable
Stress Ratio
0.300 k-in
19.171 ksi
21.557 ksi
0.889
Axial Load + Moment, Ecc. > L/2
Calculate plate moment from bolt tension .. .
Tension per Bolt 0.332 k
Tension : Allowable 1.000 k
Stress Ratio 0.332
Dist. from Bolt to Col. Edge
Effective Bolt Width for Bending
Plate Moment from Bolt Tension
1.175 in
4.700 in
0.166 k-in
Bearing Stresses
Fp : Allowable 2.720 ksi
fa : Max. Bearing Pressure ( set equal to Fp )
Stress Ratio 1.000
Plate Bending Stresses
Mmax
fb : Actual
Fb : Allowable
Stress Ratio
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax =Fu`LA2/2
fb : Actual
Fb : Allowable
Stress Ratio
0.300 k-in
19.171 ksi
21.557 ksi
0.889
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Title Block Line 1
You can changes this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Steel Base Plate
Lic. # : KW-06002611
Description : Baseplate - Utility Supports
Load Comb. : +D+0.750Lr+0.750L-0.450W+H
Loading
Pa : Axial Load ....
Design Plate Height
Design Plate Width
Will be different from entry if partial bearing used.
Al : Plate Area
A2: Support Area
sgrt(A2/A1 )
Distance for Moment Calculation
" m " 2.050 in
" n " 2.050 in
X 0.000 inA2
Lambda 0.000
n' 0.010 in
n' * Lambda 0.000 in
L = max(m, n, n") 2.050 in
0.200 k
6.000 in
6.000 in
36.000 inA2
144.000 inA2
2.000
Load Comb. : +D+0.750L+0.750S+0.450W+H
Loading
Pa : Axial Load .... 0.200 k
Design Plate Height 6.000 in
Design Plate Width 6.000 in
WiII be different from entry if partial bearing used.
Al : Plate Area 36.000 inA2
A2: Support Area 144.000 inA2
sqrt( A2/A1 ) 2.000
Distance for Moment Calculation
" m " 2.050 in
2.050 in
X 0.000 inA2
Lambda 0.000
n' 0.010 in
n' * Lambda 0.000 in
L = max(m, n, n") 2.050 in
Load Comb. : +D+0.750L+0.750S-0.450W+H
Loading
Pa : Axial Load ....
Design Plate Height
Design Plate Width
Will be different from entry if partial bearing used.
Al : Plate Area
A2: Support Area
sqrt( A2/A1 )
Distance for Moment Calculation
"m"
"n"
X
Lambda
n'
n' • Lambda
L = max(m, n, n")
0.200 k
6.000 in
6.000 in
36.000 inA2
144.000 inA2
2.000
2.050 in
2.050 in
0.000 inA2
0.000
0.010 in
0.000 in
2.050 in
Project Title:
Engineer:
Project Descr:
52
Project ID:
Printed: 21 AUG 2014, 7:52AM
File = p:116100116180ICALCUL-1ISTRUCT-1116180.ec6
ENERCALC, INC. 1983-2014, Build:6.14.8.16, Ver:6.14.8.16
Licensee : SITTS & HILL ENGINEERING, INC.
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax=Fu*LA212
fb : Actual
Fb : Allowable
Stress Ratio
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax=Fu*LA2l2
fb : Actual
Fb : Allowable
Stress Ratio
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax=Fu*LA2/2
fb : Actual
Fb : Allowable
Stress Ratio
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Axial Load Only, No Moment
2.720 ksi
0.006 ksi
0.002
0.012 k-in
0.747 ksi
21.557 ksi
0.035
Title Block Line 1
You can changes this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Steel Base Plate
Lic. # : KW-06002611
Description : Baseplate • Utility Supports
Load Comb. : +1.106D+0.750L+0.750S+0.5250E+H
Loading
Pa : Axial Load 0.221 k
Ma : Moment 0.254 k-ft
Eccentricity 13.760 in
Al : Plate Area 36.000 inA2
A2 : Support Area 144.000 inA2
sqrt( A2/A1) 2.000
Calculate plate moment from bearing ..
" m " 2.050 in
"A" : Bearing Length 0.084 in
Mpl : Plate Moment 0.019 k-in
Load Comb. : +1.106D+0.750L+0.750S-0.5250E+H
Loading
Pa : Axial Load
Ma : Moment
Eccentricity
Al : Plate Area
A2 : Support Area
sqrt( A2/A1 )
Calculate plate moment from bearing ..
" m "
"A" : Bearing Length
Mpl : Plate Moment
Load Comb. : +0.60D+0.60W+0.60H
0.221 k
0.254 k-ft
13.760 in
36.000 inA2
144.000 inA2
2.000
2.050 in
0.084 in
0.019 k-in
Loading
Pa : Axial Load .... 0.120 k
Design Plate Height 6.000 in
Design Plate Width 6.000 in
Will be different from entry if partial bearing used.
Al : Plate Area 36.000 inA2
A2: Support Area 144.000 inA2
sqrt( A2/A1) 2.000
Distance for Moment Calculation
2.050 in
" n " 2.050 in
X 0.000 inA2
Lambda 0.000
n' 0.010 in
n' * Lambda 0.000 in
L = max(m, n, n") 2.050 in
Project Title:
Engineer:
Project Descr:
53
Project ID:
Printed: 21 AUG 2014, 7:52AM
File = p:\161001161801CALCUL-11STRUCT--1116180.ec6
ENERCALC, INC. 1983-2014, Bufld:6.14.8.16, Ver.6.14.8.16
Licensee : SITTS & HILL ENGINEERING, INC.
Axial Load + Moment, Ecc. > U2
Calculate plate moment from bolt tension .. .
Tension per Bolt 0.234 k
Tension : Allowable 1.000 k
Stress Ratio 0.234
Dist. from Bolt to Col. Edge
Effective Bolt Width for Bending
Plate Moment from Bolt Tension
1.175 in
4.700 in
0.117 k-in
Bearing Stresses
Fp : Allowable 2.720 ksi
fa : Max. Bearing Pressure ( set equal to Fp )
Stress Ratio 1.000
Plate Bending Stresses
Mmax
fb : Actual
Fb : Allowable
Stress Ratio
0.232 k-in
14.864 ksi
21.557 ksi
0.690
Axial Load + Moment, Ecc. > U2
Calculate plate moment from bolt tension .. .
Tension per Bolt 0.234 k
Tension : Allowable 1.000 k
Stress Ratio 0.234
Dist. from Bolt to Col. Edge
Effective Bolt Width for Bending
Plate Moment from Bolt Tension
1.175 in
4.700 in
0.117 k-in
Bearing Stresses
Fp : Allowable 2.720 ksi
fa : Max. Bearing Pressure (set equal to Fp) ,
Stress Ratio 1.000
Plate Bending Stresses
Mmax
fb : Actual
Fb : Allowable
Stress Ratio
Bearing Stresses
Fp : Allowable
fa : Max. Bearing Pressure
Stress Ratio
Plate Bending Stresses
Mmax=Fu*LA2/2
fb : Actual
Fb : Allowable
Stress Ratio
0.232 k-in
14.864 ksi
21.557 ksi
0.690
Axial Load Only, No Moment
2.720 ksi
0.003 ksi
0.001
0.007 k-in
0.448 ksi
21.557 ksi
0.021
Title Block Line 1
You can changes this area
using the "Settings" menu item
and then using the Printing &
Title Block" selection.
Title Block Line 6
Steel Base Plate
Project Title:
Engineer:
Project Descr:
54
Project ID:
Printed: 21 AUG 2014, 7:52AM
File = p:1161001161801CALCUL-11STRUCT-1116180.ec6
ENERCALC, INC. 1983-2014, Bulld:6.14.8.16, Ver:6.14.8.16
Lic. # : KW-06002611 Licensee : SITTS & HILL ENGINEERING, INC.
Description : Baseplate - Utility Supports
Load Comb. : +0.60D-0.60W+0.60H
Loading
Pa : Axial Load .... 0.120 k Fp : Allowable 2.720 ksi
Design Plate Height 6.000 in fa : Max. Bearing Pressure 0.003 ksi
Design Plate Width 6.000 in Stress Ratio 0.001
Will be different from entry if partial bearing used. Plate Bending Stresses
Al : Plate Area 36.000 inA2 Mmax = Fu * LA2 / 2 0.007 k-in
A2: Support Area 144.000 inA2 fb : Actual 0.448 ksi
sqrt( A2/A1 ) 2.000 Fb : Allowable 21.557 ksi
Stress Ratio 0.021
Axial Load Only, No Moment
Distance for Moment Calculation
" m " 2.050 in
" n " 2.050 in
X 0.000 inA2
Lambda 0.000
n' 0.010 in
n" Lambda 0.000 in
L = max(m, n, n") 2.050 in
Load Comb. : +0.4590D+0.70E+0.60H
Bearing Stresses
Axial Load + Moment, Ecc. > U2
Loading Calculate plate moment from bolt tension .. .
Pa : Axial Load .... 0.092 k Tension per Bolt 0.372 k
Ma : Moment 0.338 k-ft Tension : Allowable 1.000 k
Eccentricity 44.194 in Stress Ratio 0.372
Al : Plate Area 36.000 inA2
A2 : Support Area 144.000 102 Dist. from Bolt to Col. Edge 1.175 in
sqrt( A2/A1) 2.000 Effective Bolt Width for Bending 4.700 in
Plate Moment from Bolt Tension 0.186 k-in
Calculate plate moment from bearing .. .
" m " 2.050 in Bearing Stresses
"A" : Bearing Length 0.102 in Fp : Allowable 2.720 ksi
Mpl : Plate Moment 0.023 k-in fa : Max. Bearing Pressure (set equal to Fp )
Stress Ratio 1.000
Plate Bending Stresses
Mmax 0.281 k-in
fb : Actual 17.961 ksi
Fb : Allowable 21.557 ksi
Stress Ratio 0.833
Load Comb. : +0.4590D-0.70E+0.60H Axial Load + Moment, Ecc. > U2
Loading Calculate plate moment from bolt tension .. .
Pa : Axial Load .... 0.092 k Tension per Bolt 0.372 k
Ma : Moment 0.338 k-ft Tension : Allowable 1.000 k
Eccentricity 44.194 in Stress Ratio 0.372
Al : Plate Area 36.000 inA2
A2 : Support Area 144.000 inA2 Dist. from Bolt to Col. Edge 1.175 in
sqrt( A2/A1 ) 2.000 Effective Bolt Width for Bending 4.700 in
Plate Moment from Bolt Tension 0.186 k-in
Calculate plate moment from bearing ...
" m " 2.050 in Bearing Stresses
"A" : Bearing Length 0.102 in Fp : Allowable 2.720 ksi
Mpl : Plate Moment 0.023 k-in fa : Max. Bearing Pressure (set equal to Fp )
Stress Ratio 1.000
Plate Bending Stresses
Mmax 0.281 k-in
fb : Actual 17.961 ksi
Fb : Allowable 21.557 ksi
Stress Ratio 0.833
TYP> 3/16I/
OUTLINE OF TRANSFORMER
PER ELECTRICAL DRAWINGS
COLUMN FLANGE
EXISTING STEEL COLUMN
TRANSFORMER ATTACHED TO
UNISTRUT PER MANUFACTURER
(SHOWN DASHED FOR CLARITY)
2'-6" MAXIMUM
1
1
6
-
PLAN
1'-0" MAX.
TYPICAL
SECTION
L4x4x1/4, TYPICAL
P1000 UNISTRUT
- EXISTING STEEL COLUMN
P1000 UNISTRUT ALIGNED
WITH TRANSFORMER
SUPPORTS, PROVIDE 1 1 /2"
MINIMUM BEARING ON FRONT
AND BACK ANGLE
[� /BOTH SIDES
3/16 1" MIN.\ TYPICAL
L4x4x1/4, TYPICAL
55
TRANSFORMER SUPPORT DETAIL
SCALE: 1" = 1'-0"
(3
S534
SITTS & HILL ENGINEERS , INC. DESIGNED C.1- DATE
TACOMA, WASHINGTON (253) 474-9449
PROJECT +EAL-
CHECKED DATE
56
JOB
SHEET
OF
Title Block Line 1
You can changes this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Steel Beam
Lic. # : KW-06002611
Description : Transformer Support
CODE REFERENCES
Project Title:
Engineer:
Project Descr:
57
Project ID:
Printed: 21 AUG 2014, 8:22AM
File = p:1161001161801CALCUL--11STRUCT-1116180.ec6
ENERCALC, INC. 1983-2014, Build:6.14.8.16, Ver:6.14.8.16
Licensee : SITTS & HILL ENGINEERING, INC.
Calculations per AISC 360-10, IBC 2012, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method : Allowable Strength Design
Beam Bracing : Completely Unbraced
Bending Axis : Major Axis Bending
Load Combination ASCE 7-10
Fy : Steel Yield :
E: Modulus :
36.0 ksi
29,000.0 ksi
Span = 1.167 ft
L4x4x1/4
D(0.25) E(0.188)
Span = 2.50ft
L4x4x1/4
D(0.25) E(0.188)
Applied Loads
Load(s) for Span Number 2
Point Load : D = 0.250, E = 0.1880 k
Point Load: D=0.250, E=0.1880kA
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Ma : Applied
Mn / Omega : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.50 ft
2.50 fl
0.641 : 1
L4x4x1/4
1.251 k-ft
1.951 k-ft
+1.141 D+0.70E+H
0.000ft
Span # 2
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio =
Section used for this span
Va : Applied
Vn/Omega : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.000 in Ratio = 0 <360
0.000 in Ratio = 0 <360
0.042 in Ratio = 1441
-0.001 in Ratio = 10654
Design OK
0.083 : 1
L4x4x1/4
1.072 k
12.934 k
+1.141 D+0.70E+H
0.000 ft
Span # 1
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M
V Mmax +
Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
+D+H
Dsgn. L = 1.17 ft 1 0.353
Dsgn. L = 2.50 ft 2 0.384
+D+L+H
Dsgn. L = 1.17 ft 1 0.353
Dsgn. L = 2.50 ft 2 0.384
+D+Lr+H
Dsgn. L = 1.17 ft 1 0.353
Dsgn. L = 2.50 ft 2 0.384
+D+S+H
Dsgn. L = 1.17 ft 1 0.353
Dsgn. L = 2.50 ft 2 0.384
+D+0.750Lr+0.750L+H
Dsgn. L = 1.17 ft 1 0.353
Dsgn. L = 2.50 ft 2 0.384
+D+0.750L+0.750S+H
Dsgn. L = 1.17 ft 1 0.353
Dsgn. L = 2.50 ft 2 0.384
+D+0.60W+H
Dsgn. L = 1.17 ft 1 0.353
Dsgn. L = 2.50 ft 2 0.384
+D-0.60W+H
Dsgn. L = 1.17 ft 1 0.353
0.050 -0.75 0.75 3.55 2.13 1.67 1.00 0.64 21.60 12.93
0.039 -0.75 0.75 3.26 1.95 1.00 1.00 0.50 21.60 12.93
0.050 -0.75 0.75 3.55 2.13 1.67 1.00 0.64 21.60 12.93
0.039 -0.75 0.75 3.26 1.95 1.00 1.00 0.50 21.60 12.93
0.050 -0.75 0.75 3.55
0.039 -0.75 0.75 3.26
0.050
0.039
0.050
0.039
-0.75
-0.75
-0.75
-0.75
2.13 1.67 1.00 0.64 21.60 12.93
1.95 1.00 1.00 0.50 21.60 12.93
0.75 3.55 2.13 1.67 1.00 0.64 21.60 12.93
0.75 3.26 1.95 1.00 1.00 0.50 21.60 12.93
0.75 3.55 2.13 1.67 1.00 0.64 21.60 12.93
0.75 3.26 1.95 1.00 1.00 0.50 21.60 12.93
0.050 -0.75 0.75 3.55 2.13 1.67 1.00 0.64 21.60 12.93
0.039 -0.75 0.75 3.26 1.95 1.00 1.00 0.50 21.60 12.93
0.050 -0.75 0.75 3.55 2.13 1.67 1.00 0.64 21.60 12.93
0.039 -0.75 0.75 3.26 1.95 1.00 1.00 0.50 21.60 12.93
0.050 -0.75 0.75 3.55 2.13 1.67 1.00 0.64 21.60 12.93
Title Block Line 1
You can changes this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Steel Beam
Project Title:
Engineer:
Project Descr:
58
Project ID:
Printed: 21 AUG 2014, 8:22AM
File = p:1161001161801CALCUL-11STRUCT-1116180.ec6
ENERCALC, INC. 1983-2014, Build:6.14.8.16, Ver:6.14.8.16
Lic. # : KW-06002611 Licensee : SITTS & HILL ENGINEERING, INC.
Description :
Load Combination
Transformer Support
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Dsgn. L = 2.50 ft 2 0.384 0.039 -0.75 0.75 3.26 1.95 1.00 1.00 0.50 21.60 12.93
+1.141D+0.70E+H
Dsgn. L = 1.17 ft 1 0.588 0.083 -1.25 1.25 3.55 2.13 1.67 1.00 1.07 21.60 12.93
Dsgn. L = 2.50 ft 2 0.641 0.064 -1.25 1.25 3.26 1.95 1.00 1.00 0.83 21.60 12.93
+1.141 D-0.70E+H
Dsgn. L = 1.17 ft 1 0.217 0.031 -0.46 0.46 3.55 2.13 1.67 1.00 0.39 21.60 12.93
Dsgn. L = 2.50 ft 2 0.236 0.024 -0.46 0.46 3.26 1.95 1.00 1.00 0.31 21.60 12.93
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 1.17 ft 1 0.353 0.050 -0.75 0.75 3.55 2.13 1.67 1.00 0.64 21.60 12.93
Dsgn. L = 2.50 ft 2 0.384 0.039 -0.75 0.75 3.26 1.95 1.00 1.00 0.50 21.60 12.93
+D+0.750Lr+0.750L-0.450W+H
Dsgn. L = 1.17 ft 1 0.353 0.050 -0.75 0.75 3.55 2.13 1.67 1.00 0.64 21.60 12.93
Dsgn. L = 2.50 ft 2 0.384 0.039 -0.75 0.75 3.26 1.95 1.00 1.00 0.50 21.60 12.93
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 1.17 ft 1 0.353 0.050 -0.75 0.75 3.55 2.13 1.67 1.00 0.64 21.60 12.93
Dsgn. L = 2.50 ft 2 0.384 0.039 -0.75 0.75 3.26 1.95 1.00 1.00 0.50 21.60 12.93
+D+0.750L+0.750S-0.450W+H
Dsgn. L = 1.17 ft 1 0.353 0.050 -0.75 0.75 3.55 2.13 1.67 1.00 0.64 21.60 12.93
Dsgn. L = 2.50 ft 2 0.384 0.039 -0.75 0.75 3.26 1.95 1.00 1.00 0.50 21.60 12.93
+1.106D+0.750L+0.750S+0.5250E+H
Dsgn. L = 1.17 ft 1 0.529 0.075 -1.13 1.13 3.55 2.13 1.67 1.00 0.96 21.60 12.93
Dsgn. L = 2.50 ft 2 0.577 0.058 -1.13 1.13 3.26 1.95 1.00 1.00 0.75 21.60 12.93
+1.106D+0.750L+0.750S-0.5250E+H
Dsgn. L = 1.17 ft 1 0.251 0.035 -0.53 0.53 3.55 2.13 1.67 1.00 0.46 21.60 12.93
Dsgn. L = 2.50 ft 2 0.273 0.027 -0.53 0.53 3.26 1.95 1.00 1.00 0.36 21.60 12.93
+0.60D+0.60W+0.60H
Dsgn. L = 1.17 ft 1 0.212 0.030 -0.45 0.45 3.55 2.13 1.67 1.00 0.39 21.60 12.93
Dsgn. L = 2.50 ft 2 0.231 0.023 -0.45 0.45 3.26 1.95 1.00 1.00 0.30 21.60 12.93
+0.60D-0.60W+0.60H
Dsgn. L = 1.17 ft 1 0.212 0.030 -0.45 0.45 3.55 2.13 1.67 1.00 0.39 21.60 12.93
Dsgn. L = 2.50 ft 2 0.231 0.023 -0.45 0.45 3.26 1.95 1.00 1.00 0.30 21.60 12.93
+0.4590 D+0.70 E+0.60 H
Dsgn. L = 1.17 ft 1 0.348 0.049 -0.74 0.74 3.55 2.13 1.67 1.00 0.63 21.60 12.93
Dsgn. L = 2.50 ft 2 0.379 0.038 -0.74 0.74 3.26 1.95 1.00 1.00 0.49 21.60 12.93
+0.4590 D-0.70E+0.60 H
Dsgn. L = 1.17 ft 1 0.023 0.003 0.05 0.05 3.71 2.22 1.67 1.00 0.04 21.60 12.93
Dsgn. L = 2.50 ft 2 0.023 0.003 0.05 0.05 3.71 2.22 1.00 1.00 0.03 21.60 12.93
Overall Maximum Deflections
Load Combination
Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
1 0.0000 0.000 D Only -0.0013
D Only 2 0.0416 2.500 0.0000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
0.682
0.682
Load Combination Support 1 Support 2 Support 3
Overall MAXimum -0.981 1.744
Overall MINimum -0.386 0.686
+D+H -0.643 1.143
+D+L+H -0.643 1.143
+D+Lr+H -0.643 1.143
+D+S+H -0.643 1.143
+D+0.750Lr+0.750L+H -0.643 1.143
+D+0.750L+0.750S+H -0.643 1.143
+D+0.60W+H -0.643 1.143
+D+0.70E+H -0.981 1.744
+D+0.750L+0.750Lr+0.450W+H -0.643 1.143
+D+0.750L+0.750S+0.450W+H -0.643 1.143
+D+0.750L+0.750S+0.525E+H -0.896 1.594
+0.60D+0.60W+0.60H -0.386 0.686
+0.60D+0.70E+0.60H -0.724 1.287
D Only -0.643 1.143
Lr Only
L Only
S Only
W Only
E Only -0.483 0.859
H Only
Title Block Line 1
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Title Block Line 6
Steel Beam
Project Title:
Engineer:
Project Descr:
59
Project ID:
Printed: 21 AUG 2014, 8:22AM
File = p:1161001161801CALCUL-11STRUCT-1116180.ec6
ENERCALC, INC. 1983-2014, Build:6.14.8.16, Ver:6.14.8.16
Lic. # : KW-06002611 Licensee :, SITTS & HILL ENGINEERING, INC.
Description :
Transformer Support
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2 Support 3
+D+H -0.643 1.143
+D+L+H -0.643 1.143
+D+Lr+H -0.643 1.143
+D+S+H -0.643 1.143
+D+0.750Lr+0.750L+H -0.643 1.143
+D+0.750L+0.750S+H -0.643 1.143
+D+0.60W+H -0.643 1.143
+D+0.70E+H -0.981 1.744
+D+0.750L+0.750Lr+0.450W+H -0.643 1.143
+D+0.750L+0.750S+0.450W+H -0.643 1.143
1
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D14-0344 DATE: 10/30/2014
PROJECT NAME: BOEING #2-88
SITE ADDRESS: 7725 EAST MARGINAL WY S
X Original Plan Submittal
Response to Correction Letter #
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
kifl/
t►
Building Division
Public Works
Atk, \'%- 4-iif
Fire Prevention
Structural
C eL ,j,4-
Planning Division
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
DATE: 11/04/14
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 12/02/14
Approved
Corrections Required
Approved with Conditions
Denied ❑
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff initials:
12/18/2013
BOEING COMPANY, THE
Page 1 of 10
Washington State Department of
),lik
Labor & Industries
BOEING COMPANY, THE
Owner or tradesperson
MCNERNEY, W (JAMES)
Principals
MCNERNEY, W (JAMES), PRESIDENT
LOHR, MICHAEL, SECRETARY
WOLTER, CHRISTOPHER, TREASURER
READ, PAUL, SECRETARY
(End: 02/07/2013)
SHRONTZ, F A, SECRETARY
(End: 02/07/2013)
GIVAN, B E, SECRETARY
(End: 02/07/2013)
KING, C G, SECRETARY
(End: 02/07/2013)
BEIGHLE, D P, TREASURER
(End: 02/07/2013)
COLLINS, T J, TREASURER
(End: 02/07/2013)
BUDINICH, T M, TREASURER
(End: 02/07/2013)
WOODARD,R B, TREASURER
(End: 02/07/2013)
CRUZE, D D, TREASURER
(End: 02/07/2013)
CONDIT, P M, TREASURER
(End: 02/07/2013)
Doing business as
BOEING COMPANY, THE
WA UBI No.
178 005 030
100 N RIVERSIDE
CHICAGO, IL 60606-1596
312-544-2535
Business type
Corporation
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 11/12/2014