HomeMy WebLinkAboutPermit D14-0001 - VULCAN - STORAGE RACKSVULCAN
3314 S 116 ST
D14-0001
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: htto://www.TukwilaWA.sov
DEVELOPMENT PERMIT
Parcel No: 1023049011 Permit Number: D14-0001
Address: 3314 S 116 ST BLDG 8 Issue Date: 2/28/2014
Permit Expires On: 8/27/2014
Project Name: VULCAN
Owner:
Name: APOLLO HOLDINGS LLC
Address: 505 5TH AVE S #900 , SEATTLE, WA,
98104
Contact Person:
Name: CODY CRAWFORD Phone: (206) 342-2220
Address: 505 FIFTH AVE S, SEATTLE, WA, 98104
Contractor:
Name: DIVERSIFICATION INC Phone: (206) 763-4030
Address: 9877 40 AVE S , SEATTLE, WA, 98118
License No: DIVERI*999BP Expiration Date:
Lender:
Name: VULCAN
Address:
II I
DESCRIPTION OF WORK:
INSTALL SPACESAVER SHELVING PER DRAWINGS IN VAULT
Project Valuation: $426,514.30
Type of Fire Protection:
Sprinklers:
Fire Alarm:
Fees Collected: $7,299.38
Type of Construction: Occupancy per IBC:
Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA
Sewer District: VALLEY VIEW SEWER SERVICE
Current Codes adopted by the City of Tukwila:
Internations Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
2012 International Fuel Gas Code:
2012 WA Cities Electrical Code:
2012 WA State Energy Code:
2012
2012
2012
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:
Volumes: Cut: 0 Fill: 0
Number: 0
No
Permit Center Authorized Signature:
illli(.� 6a--A( Date: Od��}-tr_fry
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development permit and agree to the conditions attached to this permit.
Signature: Date: Z/ z_ ( ) 4,
Print Name:
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: ***FIRE DEPARTMENT PERMIT CONDITIONS***
15: Install mechanical stops on the units or in the tracks so that when shelving units are rolled together, a
minimum 6 inch transverse flue space is maintained every 4 ft. along the length of the units. For
additional information, contact Al Metzler, Tukwila Fire Dept. 206-971-8718.
2: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards
is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All
Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 3-2.1)
3: Maintain fire extinguisher coverage throughout.
4: AII new sprinkler systems and all modifications to existing sprinkler systems shall have fire department
review and approval of drawings prior to installation or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than 50 heads shall have the written approval of
Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the
Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence
without approved drawings. (City Ordinance No. 2327).
5: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open
grate flooring, cutting tables, shelves and overhead doors. (NFPA 13-8.6.5.3.3)
6: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may
require relocating and/or adding sprinkler heads. (IFC 901.4)
7: All new fire alarm systems or modifications to existing systems shall have the written approval of The
Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been
obtained. (City Ordinance #2328) (IFC 104.2)
8: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may
require relocation and/or addition of audible/visual notification devices. (City Ordinance #2328)
9: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and
combustible materials shall be maintained in an approved manner. (IFC 305.1)
10: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of
the following methods is required for steel building columns located within racks: (a) one -hour fire
proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density
minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13)
11: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a
minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1)
12: Flue spaces shall be provided in accordance with International Fire Code Table 2308.3. Required flue
spaces shall be maintained.
13: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not
imply approval of such condition or violation.
14: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire
Prevention Bureau at (206)575-4407.
16: ***BUILDING PERMIT CONDITIONS***
17: 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.
18: 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.
19: 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.
20: 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.
21: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
22: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
23: 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**
1400 FIRE FINAL
4046 SI-EPDXY/EXP CONC
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 N
Project No.
Date Application Acre;
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
, , r^ King Co Assessor's Tax No.:
Site Address: 331 L S It 6�'') t • I t) Kw c 1 G. Wlt ` C< 168
Tenant Name: v.)IC cv
Suite Number:
PROPERTY OWNER
Name: \J Jk c GU,\_
Address: Sc)5 5d'..1_,
►?\je___ s .
City: -0�� ,(,
�
State: WA
Zip: atco61-(
CONTACT PERSON - receiving all,pmjeci;
communication
Name:C /` frA -
Address: S v.5F.L Ave, S .
City: State: W4 Zip: l.1(
Phone: Zp( 34Z 2ZZo Fax:
Email: GO\NA.C-CAAN... GOw`
GENERAL CONTRACTOR INFORMATION
Company Name: \ t 1 o Ck
Address: p - .` o Ave.� (�l (fi•� .
City: State: ul.f A Zip: 9< 115
Phone(2&6)'1-1,I. (fD�'�)F'ax:
c
Contr Reg No.: D ‘�v J�IE`�
`t`i xg Ip ate: 1 1/ 3 1zo 6
Tukwila Business License No.:
H:\Applica1 Forms-.4pjilications On Line\2011 Applications t Application Revised - 8-9-11.doa
New Tena
102_2,014Wtl
Floor:
nt: ❑ Yes TNo
ARCHITECT OF RECORD.,
Company Name: S f7 As
Architect Name: �avtit,es
Address: Soo r ' _ `, SL SUS. qz6
City: &W
State: W H Zip: 1st°
Phone: 2 % 3Z5 3356 Fax:
Email: J 1rtic fisc,'w .
• ENGINEER OF RECOP
Company Name: Dc
Engineer Name:
Address: tit .SE,evG�.S SF. .3'ie.crop
City: ��
State: W4 Zip: q55.1 Oj
Phone: z mob Fax:
Email: 04JG G Ubs cu r . eQ ct?r -
_ V
LENDER/BOND ISSUED (required f rr"prole s 55,000 or
greater per RCW 19.27.095j,,
Name:
U
Address:
City:
State: Zip:
Revised: August 2011
bh
Page 1 of 4
BUILDING PERMIT INFORMATION - 206-431-3670
Valuation of Project (contractor's bid price): $ 126t5
ILI.30
Existing Building Valuation: $
Describe the scope of work (please provide detailed information):
st,te...AQ 0 0-1 r-c— CIC—CA-LO vnS
Will there be new rack storage? Yes
Is` Floor''"
loor
❑.. No If yes, a separate permit and plan submittal will be required.
AB:
Foa
Ltoo
Addition to
Existing
StrueiurC
Type of
Construction per
IBC
3
oor
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached
Covered Deck.
Uncovered Deck
PLANNING DIVISION:
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
O Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No
If `yes', attach list ofmaterials 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.docc
Revised August 2011
bh
Page 2 of 4
Scope of Work (please provide detailed information):
Ca11 before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑ ...Water District #125
0 ...Water Availability Provided
Sewer District
❑ ...Tukwila
0 ...Sewer Use Certificate
❑ .. Highline
❑... Valley View ❑ .. Renton
0... Sewer Availability Provided
0 .. Renton
❑ .. Seattle
Septic System:
❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department.
Submitted with Application (mark boxes which apply):
❑ ...Civil Plans (Maximum Paper Size — 22" x 34")
❑ ...Technical Information Report (Storm Drainage)
0 ...Bond ❑ .. Insurance ❑ .. Easement(s)
❑ .. Geotechnical Report
❑ .. Maintenance Agreement(s)
0 ...Traffic Impact Analysis
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 - Profit for less than 72 hours
❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance
❑ ...Construction/Excavation/Fill - Right-of-way 0
Non Right-of-way 0
❑ ...Total Cut cubic yards ❑ .. Work in Flood Zone
❑ ...Total Fill cubic yards ❑ .. Storm Drainage
❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor
❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization
❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation
0 ...Traffic Control 0 .. Looped Fire Line ❑ .. Utility Undergrounding
❑ ...Backflow Prevention - Fire Protection
Irrigation
Domestic Water
❑ ...Permanent Water Meter Size... WO #
❑ ...Temporary Water Meter Size .. WO #
❑ ...Water Only Meter Size WO # 0 ...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 0 ...Sewer 0 ...Sewage Treatment
Monthly Service Billing to:
Name: Day Telephone:
Mailing Address:
Water Meter Refund/Billing:
Name:
Mailing Address:
City
State Zip
Day Telephone:
City
State Zip
H:\Applications\Fours-Applications On Line\2011 Applicatiols\Pennit Application Revised - 8-9-11.docx
Revised: August 2011
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Page 3 of 4
D14-0001
Cash Register Receipt
City of Tukwila
DESCRIPTIONS
I14 S 116 ST BLDG 8 ; 'I
ACCOUNT QUANTITY
1023049011
PAID
DEVELOPMENT
$4,085.65
PERMIT FEE
R000.322.100.00.00
$4,081.15
WASHINGTON STATE SURCHARGE
B640.237.114
$4.50
TECHNOLOGY FEE
$214.56
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R1351
R000.322.900.04.00
$214.56
$4,300.21
Date Paid: Friday, February 28, 2014
Paid By: WORKPOINTE
Pay Method: CREDIT CARD 032790
Printed: Friday, February 28, 2014 1:04 PM 1 of 1
SYSTEMS
Cash Register Receipt
City of Tukwila
DESCRIPTIONS
ACCOUNT
QUANTITY
PAID
PermitTRAK
$2,999.17
D14-0001 Address: 3314 S 116 ST BLDG 8 Apn: 1023049011
$2,999.17
DEVELOPMENT
$2,999.17
PERMIT FEE
PLAN CHECK FEE
TOTAL FEES PAID BY RECEIPT: R557
R000.322.100.00.00
R000.345.830.00.00
$209.95
$2,789.22
$2,999.17
Date Paid: Friday, January 03, 2014
Paid By: WORKPOINTE,INC.
Pay Method: CHECK 27398
Printed: Friday, January 03, 2014 8:02 AM 1 of 1
SYSTEMS
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) 431-2451
Project:
V1-iL0A>v
Type of Inspection:
1-1 AL --
Address:
1LI S
t i Co
Si
Date Called:
Special Instructions:
Date Wanted:
3_j ff.3 -(4
a.m.,
Requester:
Phone No:
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
i
'nspect r:
�R INSi
pa'd at
Date:
- L)
ECTION FEE REQUIRED. prior to Mext inspection, fee must be
300 Southcenter Blvd., Stiite 100. Call to schedule reinspection.
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 431-2451
13! y.odo
PERMIT NO.
Project: 2 / G(1
IV/
_ /
v
Type of�.ispe ti�on:
l—'/��! �-
Addre :
3Jl44S
//(
j
Date Called:
Special Instructions:
Date Wanted:
3
Requester:
Phone No:
❑ Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
r• A•
?2f * A I 7 N s F.Q0-1 ,U
— A`1 /a.J(7‘i
i
SE E. L -s 14 Q r- Q‘ w.
)V\ALI f S
.1�. gIFz, a.-Z7—I
1-- t to F ; N. vAL. — ocg4
.l
or:
NSPECTION FEE EQUIRED. Pridr to next inspection, fee must be
d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
Date:
3 I a)- ly
i
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
444 Andover Park East, Tukwila, Wa. 98188 206-575-4407
Project:
U
Type of Inspection:
Address:
Suite #: 33/ `(
S',
11(
_
S I
Contact Person:
Special Instructions:
Phone No.:
Y--"Approved per applicable codes.
I I Corrections required prior to approval.
COMMENTS:
rPA s s
Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
Inspector:
/�
Date: 50y
Hrs.:
7 0
$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn:
Address:
Company Name:
City:
State:
Zip:
Word/Inspection Record Form.Doc
6/11/10
T.F.D. Form F.P. 113
MAYES TESTING ENGINEERS, INC.
February 27, 2014
Tyler Paige I Service & Logistics Manager
Workpointe
9877 40th Ave South
Seattle, WA 98118
Re:
RECEIVED
CITY OF TUKWILA
MAR 76 34
Workpointe Anchor Load Testing PERMIT CENTER
Mayes Testing Engineers Project Number S14011
Sullbake
20225aadarValeyRoad
Sub 110
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9193E2
Tan aVVA9B499
7911 NE339094
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PolandOR97211
ph503 31.7515
tax933291.7579
Dear Mr. Paige:
As requested, on February 25, 2014, Mayes Testing Engineers performed load testing of
epoxy grouted 1/4-inch diameter flathead anchor bolts installed at the Workpointe Building
at 9877 40th Ave S in Seattle, WA.
Background & Scope
We understand that Workpointe intends to utilize //4-inch diameter flathead anchors for
floor rail installation and that these epoxy grouted anchors must meet IBC requirements
for pre -construction testing. The design loads for these anchors in shear and tension are
331 lb-f (pounds -force) and 474 lb-f, respectively; and per IBC, the test loads are equal to
two and one half the design loads. As such, the Engineer of Record, Afghan Associates
Inc., designated a target shear load of 828 lb-f and a target tensile load of 1,185 lb-f with
a minimum of three tests of each type to confirm design values per Section 1710 of the
2012 IBC, Preconstruction Load Tests. A total of five (2 3/8-inch embed) Hilti HIT-HY 200
epoxy anchors to be tested were installed per manufacturer's recommendations as
pictured below. The tube steel was included in the installation in order to emulate the "in -
use" condition of the anchors as they will be used in floor rails. Also, the tube steel
allows for the proper application of the superimposed loads to the anchors. Two anchors
were installed near a freight door (image A) and three in a classroom (image B).
A) Side view of anchors & tube steel
Note the flathead anchor below the threaded rod
B) Top view of anchors & tube steel
Test Methods & Procedures
The target shear load was applied via a
calibrated 10-ton hydraulic ram and digital
gauge assembly. The anchors were
installed at 16-inches on center (OC) near
the freight door and at 20-inches OC in the
classroom. This allowed for the
simultaneous testing of two anchors by
placing the hydraulic ram between two
adjacent anchors and then pushing
against the tube steel housings. The
reaction beam and various steel plates
were used to span the space between the
two anchors such that the ram may
properly shear load the anchors. Each
test was maintained the 5-minute duration
in accordance with standard ICC test
procedures. The two anchors near the
freight door and two in the classroom were
tested in shear thereby satisfying the three
test minimum.
The target tensile load was applied via a
calibrated 12-ton center -hole hydraulic ram
and digital gauge assembly. The tube
steel allowed for the superimposition of the
tensile load to the flathead anchor. As
shown to the right, the reaction beam was
placed directly over the tube steel and
anchor assembly and a threaded rod was
placed through the hydraulic ram, beam,
and then the top of the tube steel so the
tensile load may be applied to the anchor
(see image A for details). Each test was
maintained the 5-minute duration in
accordance with standard ICC test
procedures. The three anchors installed in
the classroom (see image B) were tension
tested thereby satisfying the three test
minimum.
C) Hydraulic Ram Setup for Shear Test
D) Hydraulic Ram and Reaction Beam
Setup for Tension Test
MAYES TES77NG ENGINEERS INC.
Test Results & Summary
All four anchors tested in shear and all three anchors tested in tension successfully
achieved and maintained their respective target loads (828 lb-f and 1,185 lb-f) for the
minimum 5-minute duration without any indication of overstress or failure.
We trust this provides you with the information you require at this time.
Respectfully Submitted,
MAYES TE TING ENGINEERS
roy, esse M. Salas, E.I.T.
Sta Engineer
Ao3iii\‘
tuart J. Carer, P.E.
Special Projects Manager
MAYES TESTING ENGINEERS INC.
TechDa'
B ANTI -TIP RAIL
RECESSED IN CONCRETE
Spacesaver's B Anti -tip rail recessed in
concrete offers a permanent, aesthetically
pleasing alternative for mobile system
installation that allows the top of the system's
rails to be evenly aligned with the top of the
finished floor without entry ramps.
BENEFITS
1. Elimination of entry ramps ensures smooth,
easy access for wheelchairs, carts or other
equipment.
2. Allows for a natural and efficient screed for
exact topping slab application and levelness.
3. Rails can be installed in new construction and
the mobile system can be added at a later
date.
4. Pre -planned recessed installations provide a
cost-effective alternative to top mounted
installations.
5. Recessing rails means more vertical space is
available for storage because less is used for
the rail and floor systems.
6. Optional B anti -tip rail form cover provides a
flush, durable cap for protecting B anti -tip rail
assemblies from damage and debris, and for
covering inactive rails for a clean finished
appearance.
INSTALLATION
Recessing B anti -tip rails into the floor
provides a finished, built-in appearance at the
floor level and maximizes the amount of vertical
space that can be used for storage. Three types of
recessed installation are available:
* Second pour depth determined by architect and/or
structural engineer.
Ei31N3O iH NH3d
Floor Depression Installation
B Anti -tip Rail
o,,� Minimum
;L' 21-1/16" (27 mm)
rTj Required For
f�ae
f'n, r�Sti�C�.�
Floor Anchor'
Finish Floor Covering
By Others
(Thickness As Required)
Continuous
Hydraulic Grout
(1/4" min. (6.4mm))
1. The system's rails are installed in a depression
in the floor and concrete is poured around
them to fill the depression and level the
system's floor with the existing floor.
The depression is created equal to or larger
than a footprint of the mobile system and
deep enough to accommodate the height of
the rails and grout and provide accurate
clearance for the finished floor covering.
2. The system's rails are installed after the first
rough concrete pour is made. The second pour
of concrete is then made around the rails to
bring the finished floor to the top of the rails.
3. Each of the system's rails is installed in a
separate trough that is cut out of the existing
floor or blocked when the floor is poured
initially, and a secondary pour of concrete is
then made around the rails to fill the troughs
and level the system's floor with the existing
floor.
(continued on page 2)
REV. 3.0/SC-96165 SSC/PRI 1/03 Page 1 of 2
5�
°Spac•.esaver• ec
B ANTI -TIP RAIL
Spacesaver's B anti -tip rail assembly of low
profile bar stock rail welded into a C-channel
base provides leveling screw adjustability,
permanent floor anchors and a narrow wheel
guidance gap.
BENEFITS
1. Harder steel means that rails will wear less and
last longer than traditional 1018 bar stock rails.
2. Powder coat finish for anti -tip C-channel
provides durability that stands up to the wear
and tear of heavy usage.
3. Anti -tip flanges combined with the carriage's
in -rail anti -tip brackets provide built-in system
stability for anti -tip applications.
4. Lower profile increases the amount of vertical
space that can be used for storage.
5. Flush -with -floor rail installation capabilities
with narrow wheel guidance gaps allows carts
to roll smoothly in the system's aisles.
6. Interlocking braces and splice joints provide
carriage operation that is consistently smooth
and reliable.
7. Recess floor mount capabilities permit flush -
with -floor rail installation without ramps and
maximize the amount of vertical space that is
usable for storage.
8. Extending rail assemblies under stationary
platforms means carriage, storage housings
and face panels will be on an even plane and
provide a homogenous, level appearance.
9. Welded construction, leveling screw
adjustability, continuous grouting, and
permanent floor anchors ensure long term
system dependability.
1I31N33111Ala3d
RAIL SYSTEMS
5/8" x 5/8" (16 mm x 16 mm)
1045 Steel Bar Stock
Anti -tip Channel
Interlocking Brace on
Both Sides of Rail
Permanent
Floor Anchor
Welded
Leveling/
Anchor Plate
e
? e Existin Floor'•
dae'ti ' sa'o
INSTALLATION
veling
Screw
a+ Qa''o� e!a'
• 't Continuous
��`;:' Hydraulic Grout
i►k, (1/4' 16 mm) min.)
1045 bar stock steel welded into the center of
a C-channel steel base ensures that the rail won't
separate from the base, and results in an overall
rail assembly profile of just 7/8" (22 mm), plus
grout, and wheel guidance channels of just 5/8"
(16 mm) on either side of the rail.
The C-channel features a durable powder
coat paint finish and provides anti -tip flanges for
seismic applications and installations with a high
carriage height -to -width ratio.
Rail assembly lengths are connected by
interlocking braces and bolted plates that splice
the sections together and provide permanent
horizontal and vertical alignment. B anti -tip rails
are aligned on the floor and can be top mounted
and finished with plywood ramp and decking or
recessed in concrete. In systems with stationary
platforms, the rail assemblies are positioned to
extend fully under the platforms and provide a
level plane for platform installation.
(continued on page 2)
.0/SC-95109 SSC/PRI 12/06 Page 1 of 2
REVIEWED FOR
CODE COMPLIANCE
APPR4VED
FEB 2 4 2014
City of Tukwila
BUILDING DIVISION
831N3O 111N83d
Inter oc ing Sp ice Joint
Splice Connection with Splice
Plate on Both Sides of Rail
Anti -Tip Channel
Bar Stock Rail
Anti -Tip Channel
Splice Bolt
Om
-nc)
m
c<
m
v
1
Leveling/Anchor/
Splice Plate
Interlocking Brace on
Both Sides of
Rail Splice Joint
REVIEWED 'FOR
ODE COMPLIANCE
CE
cope
FE8 2 4 2014
City °f Tp ViS1ON
ila
SOLOING
Spacesaver
Storage Solved•
Website: www.spacesaver.com P'
E-mail: ssc@spacesaver.com
a Division of v
Copyright 2006, Spacesaver Corporation. All rights reserved.
Data
INSTALLATION
CONTINUED
B ANTI -TIP RAIL
Once positioned, rails are leveled using leveling screws
for precise installation and infinite adjustability. Leveled
rails are secured with permanent floor anchors for firm,
solid attachment.
To minimize rail deflection and help disburse wheel
point loads to maximum floor areas, rail installation is
completed with non -shrink, continuous grout under the
entire rail. This step ensures that all gaps and voids are
filled for total rail support. Carriages with in -rail anti -tip
brackets designed to work with B anti -tip rail are installed
on the rail assemblies.
APPLICATION
B anti -tip rail is compatible with all Spacesaver
powered, mechanical assist and manual carriages utilizing
dual flanged guidance systems and dual flange in -rail anti -
tip brackets.
NOTE: All Spacesaver mobile storage installations
requiring seismic certification need calculations from a
structural engineer licensed in the jurisdiction where the
installation will be located.
TECH SPEC
Rail:
Rail system shall be 5/8" x 5/8" (16 mm x 16 mm) 1045 steel bar
interlocked and welded into a powder coat finished base channel
minimum 11 ga. 3-7/16" (37 mm) wide with 3/4" (19 mm) return anti -tip
flanges. Rail assembly shall have welded leveling/anchor plates
maximum 20" (508 mm) o.c. with leveling screw adjustability and be
permanently anchored to the floor. Overall rail assembly profile shall
be 7/8" (22 mm) high, plus grout. All rail splice joints shall have
interlocking braces and splice plates which provide permanent
horizontal and vertical rail alignment. Rail guidance gaps shall be
maximum 5/8" (16 mm). All rail assemblies shall be fully grouted with
a non -shrink hydraulic cement type grout with an 8,000 lbs. p.s.i.
(562 kg/cm2) strength after curing.
USA
1450 Janesville Avenue
Fort Atkinson, Wisconsin
53538-2798 USA
Telephone 920/563-6362
Toll Free 800/492-3434
Fax 920/563-2702
Canada
266 King Street East
Toronto, Ontario M5A 4L5
Telephone 416/360-1022
Toll Free 800/544-3679
Fax 416/360-7290
Specifications subject to change.
Europe
Commonwealth House
148-153 High Holborn
London WC1V 6PJ, UK
Telephone +44 (0)20 7404-7441
Fax +44 (0)20 7404-7442
Email sales@kiuk.co.uk
REV 5.0/SC-95109 SSC/PRI 12/06 Page 2 of 2
1:131N331JWa3d
C)
=1
On
—1T1
c<
7qrn
1
Oe
Spacesaver
UNIVERSAL SHELF SYSTEM (4-POST)
Spacesaver's Universal (4-post) shelf
system provides the most versatile shelving
and storage system on the market today.
SHELF FILING
Offices in banks, data processing centers,
healthcare institutions, business and govern-
ment all face the same paradox: squeezing ever-
increasing hard -copy files, records and supplies
into ever -decreasing storage space. The solu-
tion is the Spacesaver Universal shelf system.
Intelligently planned, ergonomically designed
Spacesaver Universal shelving attractively orga-
nizes files for improved visibility, accessibility and
organization.
BENEFITS
1. Easy Assembly: No nuts or bolts are need-
ed. Can be quickly installed, expanded or
relocated.
2. Strength and Durability: Systems feature the
strength of cold -rolled steel with gauge thick-
ness that meets or exceeds U.S. Standards.
3. Attractiveness: All shelving features a quality,
powder coat paint finish that resists abrasion.
Spacesaver makes available a variety of color
and paint finishes to match any need.
4. Storage Capacity and Accessibility: Offers
clear, straight -through shelves for accom-
mo-dation of larger media. Allows easy
accessibility and visibility of media.
5. Flexibility/Adjustability: Shelves are eas-
ily adjusted. As you reconfigure your office
and your storage or filing needs change,
Spacesaver flexibility means economy.
SHELVING SYSTEMS
STORAGE
Throughout business and industry — in sup-
ply rooms, warehouses, tool cribs, utility plants,
factories, military bases, healthcare facilities,
correctional institutions, wholesalers and
retailers, vaults, wherever "stuff" is stored —
Spacesaver Universal shelf systems are success-
fully meeting the most rigorous demands...com-
bining superior strength with a furniture grade
design appearance.
REVIEWED FOR
CODE PPROVED
PLNCE
FEB 2 4 20%
City of Tukwila
BUILDING DIVISION
Page 1 of 4
REVIEWED FOR
CODE PRCOMPLIANCE
AP
FEB 2 4 2014
DESIGN AND CAPABILITIES
❑ Cold -rolled steel shelves fit over shelf supports
for a clean, smooth, solid shelf area.
❑ "Tee" uprights are used to add extra, adjacent
sections. Use the "Angle" upright to finish a row.
❑ Unit -welded "Angle" and "Tee" uprights can be
open style or single -wall, fully closed style for
added strength and appearance.
Open Angle
Upright
Page 2 of 4
831N331IW83d
Closed Tee Uprigh
Full -Height
Bin Dividers
(Optional)
City of Tukwila
BUILDING DIVISION
UNIVERSAL SHELF
SYSTEM (4-POST)
❑ Boltless, wedge -lock design: Designed to assem-
ble without fasteners or clips, shelf support rivets
lock into the keyholes on the inner side of the
upright. Strength is unmatched, with no cross -
bracing required.
❑ The unique, patented, multi -function slot pattern
accom-modates file dividers, bin dividers and
divider rods. A full range of shelving options and
acces-sories allows customization to your storage
needs and filing requirements.
APPLICATION
❑ Ideal for storage and general filing requirements
of warehouses, accounting and financial firms,
health centers and government facilities.
❑ All Spacesaver shelving is easily adaptable to
both stationary and mobile system applications.
Closed Angle
Upright C�� Open Tee
Upright
Shelf Supports
Plain Shelf
Adjustable
File Dividers
(Optional)
Universal Shelf
Divider Rods
(Optional)
(Purchase Locally)
IR VIEWED FOR
\L".
CODE �R VED CE
FEBA24 2014
Gliy
of
Tukwila
UILDING DIVISION i
Shelving Options and Accessories
Label Holder
Center Stop - Slotted or Plain
Tape Seal Bar and Hanger
Back and Back Holder
Lockable Hinged Doors
1:131N33 1tWa3d
Sliding Reference Shelf
File Divider
Bin Divider
Shelf Reinforcement
File & Storage Drawers
Back Stop - Slotted
Card Holder
Acrylic Bin Front
Suspended Pockets
Receding Doors
Page 3 of 4
}i 1N331Iwa3d
UNIVERSAL SHELF
SYSTEM (4-POST)
TECH SPEC
Universal Shelf System:
SHELVES
Standard shelves shall be 9/16" (14 mm) in height and be formed of 22 ga. (.75 mm) cold rolled steel with flanges on all four sides.
Front and rear flanges shall also be turned "down" and "in". Shelves to be adjustable on 1-1/2" (38 mm) centers vertically. Shelves
to be supported front and back by two shelf supports of 14 ga. (1.9 mm) min. hot rolled steel. Full depth (or through) shelves shall
have mounting holes for attachment of an optional center stop. Patented multi -function slots (for optional file dividers, bin dividers
and divider rods) shall be placed on 2" (50 mm) centers across entire shelf length (starting 1" (25 mm) from each end). Height of shelf
(including supports) shall be 3/4" (19 mm).
Heavy-duty shelves shall be 9/16" (14 mm) in height and be formed of 18 ga. (1.2 mm) cold rolled steel with flanges on all four sides.
Front and rear flanges shall also be turned "down" and "in". Shelves to be adjustable on 1-1/2" (38 mm) centers vertically. Shelves to
be supported front and rear by two shelf supports of 14 ga. (1.9 mm) hot rolled steel. Full depth (or through) shelves shall have mount-
ing holes for attachment of optional center stop. Patented multi -function slots* (for optional file dividers, bin dividers and divider rods)
shall be placed on 2" (50 mm) centers across entire shelf length starting 1" (25 mm) from each end. . - .. - eavy-duty
shelf support) shall be 1-1/4" (31 mm).
U.S. Customary Units (inches): U.S. Customary Units (inches):
Standard Height 9/16
Shelf Depths
Heavy Duty 9/16
Shelf Depths
10 12 13 15 16 18
20 24 26 30 32 36
Metric Dimensions (mm):
12 13 15 16 18
24 26 30 32 36
Shelf Width 30
Clear Width 28
36
34
42
40
48
46
Standard Height 14 mm
Heavy Duty 14 mm
Shelf Depths
Shelf Depths
254, 304, 330, 381, 406, 457
508, 609, 660, 762, 812, 914
304, 330, 381, 406, 457
609, 660, 762, 812, 914
Metric Dimensions (mm):
Shelf Width 762
Clear Width 711
914
1066
1219
863
1016
1168
REVIEWED FO
CODE COMPLIANCE
ROVED
FEB 242014
MP
City of Tukwila
BUILDING DIVISION
UPRIGHTS
Uprights shall consist of 18 ga. (1.2 mm) cold rolled steel formed into either a 2" (50 mm) wide "Tee" shape common post, or a 1"
(25 mm) wide "Angle" shape end post. Keyhole -shaped slots are placed on 1-1/2" (38 mm) centers vertically on the inner face of the
posts. "Closed" uprights shall have a 24 ga. (.60 mm) closure panel between the posts. "Open" type uprights shall have at least three
3" (76 mm) wide x 18 ga. (1.2 mm) spacers between the posts.
U.S. Customary Units (inches): Metric Dimensions (mm):
Upright Height 76 '/4
85 '/•
88 1/•
97'/4 Upright Height 1936
Useable Height 73'/2
82'/2
85 '/_
2165
2241
2470
94 Useable Height 1866
2095
2171
2400
Spacesaver
Storage S o l v e d'
Website: www.spacesaver.com
E-mail: ssc@spacesaver.com
a division of
Copyright 2010, Spacesaver Corporation. All rights reserved.
USA
1450 Janesville Avenue
Fort Atkinson, Wisconsin
53538-2798 USA
Telephone 920/563-6362
Toll Free 800/492-3434
Fax 920/563-2702
n
O0
.gym
c<
xm
r
Canada
266 King Street East
Toronto, Ontario M5A 4L5
Telephone 416/360-1022
Toll Free 800/544-3679
Fax 416/360-7290
Specifications subject to change.
Europe
Commonwealth House
148-153 High Holborn
London WC1V 6PJ, UK
Telephone +44 (0)20 7404-
7441
Fax +44 (0)20 7404-7442
REV. 7.0/SC-01101 ITG/MRK 08/10 Page 4 of 4
Tech
Optional Trough Installation
9-1/2" (241 mm) Minimum
mlmum
-1/16" (27 mm);
Required For
. •
Floor Anchor
Finish Floor Covering
By Others
(Thickness As Required)
and Pour •,
of Concrete •
tol
• : t ,.... • s. f -
r,,-- Q4 p. first Your : n'
, t .:Sof Concrete r. 46
rac' �► ' r 'a 4�. dp
Continuous
Hydraulic Grout (1/4" min. (6.4mm))
NOTE: For trough installation, existing concrete
surface must be level to 1/4" (6.4 mm) non -
accumulative over a 20' (6.1 m) span or relative
ramping will occur at the low point.
Dat
aB ANTI -TIP RAIL
RECESSED IN
CONCRETE
INSTALLATION
CONTINUED
Troughs are created a minimum of 9-1/2" (241 mm)
wide and deep enough to accommodate the height of
the rails and grout and provide accurate clearance for the
finished floor covering.
With all three installation methods, the rails are
positioned per the installation drawings, anchored and
leveled at a height that allows the top of the finished floor
material to be installed flush with the top of the rails. They
are then set with grout, and the second concrete pour is
made. The positioned rails simplify the second pour by
providing accurately leveled screeds to gauge the
thickness of the concrete.
APPLICATION
Recessed in concrete installation of B anti -tip rail is
compatible with all Spacesaver powered, mechanical
assist and manual carriage systems utilizing dual flanged
guidance systems.
Trough depth determined by a hitEfilE2F r"ED FOF
structural engineer. CODE COMPLIAN
APPROVED
FEB 2 4 2014
$pO08Save"
TECH SPEC
Recessed Concrete Rail Installation:
After B anti -tip rail specification, add: Rails shall be
recessed in concrete with top of rail flush with finished
finnr. (Architect and/or structural engineer to provide
se
ondary pour and/or trough details.)
City of Tukwila
BUILDING DIVISION
Storage Solved"
Website: www.spacesaver.com
E-mail: ssc@spacesaver.com
a division of
Copyright 2003, Spacesaver Corporation. All rights reserved. REV. 3.0/SC-96165 SSC/PRI 1/03 Page 2 of 2
Specifications subject to change.
831N331IWli3d
USA
1450 Janesville Avenue
Fort Atkinson, Wisconsin
53538-2798 USA
Telephone 920/563-6362
Toll Free 800/492-3434
Fax 920/563-2702
Canada
266 King Street East
Toronto, Ontario M5A 4L5
Telephone 416/360-1022
Toll Free 800/544-3679
Fax 416/360-7290
United Kingdom
Commonwealth House
148-153 High Holborn
London, England WC1V 6PJ
Telephone 020/7404-7441
Fax 020/7404-7442
IF, AA I ahlaa associates. iae.
ENGINEERING
February 13, 2014
Mr. Daryl Gardner
Workpointe
9877 40th Ave S
Seattle, WA 98118
RE: Workpointe — Vulcan Apollo Art Storage
Project No. A14016
Dear Daryl:
I*
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB 2 4 2014
City of Tukwila
BUILDING DIVISION
As requested, we have designed the seismic anchorage for the existing Spacesaver mobile shelving located at the
Vulcan Apollo Art storage facility in Seattle, Washington. The seismic forces were calculated in accordance with
Section 13.3 of the ASCE 7-10 as referenced by the 2012 Seattle Building Code. The design parameters included
the following items: Sin = 0.92, Ip =1.0, Site Class D and Seismic Design Category D. Additional information
provided by Workpointe induded the shelving system loads, elevations, and layout. Please note that a review of
the supporting structure and the shelving components above the connection at the base was not within our scope
of work but is available through our office as an additional service if requested.
The seismic anchorage for the installation outlined in the attached documents, D1 — D26, is structurally adequate
provided the following requirements are satisfied:
• The weight of the shelving and its contents shall not exceed the Media Weight Reports as shown on D18 —
D23, and D24, D26, attached. The empty weight of the shelving in the main vault was taken from the
Spacesaver Bill of Materials included in the calculation appendix, Al — Al2, attached.
• The floor rails shall be spaced as shown on D2 and D25, attached. The floor rails shall be fastened directly to
the concrete slab -on -grade with 0.25" diameter A307 or Grade 2 (2.375" embed) Hilti HIT-HY 200 epoxy
anchors at 12" oc maximum. EXCEPT at the °Cold Storage Room", provide anchors at 8° oc. Stagger the
anchor installation on opposite sides of the central rail bar.
• The stationary platforms shall be fastened to the floor rails with the standard Spacesaver Platform bracket.
Provide (1) bracket at each rail to carriage interface. Anchor the floor rails directly below the platform brackets
with 0.25" diameter (2.375" embed) Hilti HIT-HY 200 epoxy anchors.
• All mobile carriages shall be equipped with the standard Spacesaver in -rail anti -tip mechanism at the BAT
rails. Provide a heavy-duty anti -tip mechanism at the Art Rack L rails. Provide (1) anti -tip device at each
carriage to floor rail interface.
• The shelving/cabinets shall be fastened to the 12ga carriages vertically with #10 TEKS self -drilling, self -
tapping screws. The connections shall occur through the lowermost shelf support or the bottoms of the
cabinets to the carriages at 12" oc.
• Art racks shall be fastened to the 12ga carriages vertically with (2) #12 TEKS self -drilling, self -tapping screws
at each end of every upright base.
• The lowermost 14ga shelf supports shall be fastened to the 18ga uprights with a minimum of (1) 0.25" EIVED
1011 rivet. CITY OF TUKWILA
• Minimum required thickness of the concrete slab is 4" and the fc=3,O9Qphtia.,RECTION FEg 1
(��VQf't 4 2014
4875 SW Griffith Drive I Suite 300 I Beaverton. OR 197005 �T' PERMS -I. C F
LATER
503.620.3030 I tel 503.820.5539 I fax w J.
.a a i e n g. c o m
ItAA I Om nsrciet s. i.e.
ENGINEERING
• Stationary shelving in the Intake Room shall be directly anchored to the concrete through the lowermost shelf
support with (1) 0.25" diameter (1.625" embed) Hilti KH-EZ anchor at every upright post. Stagger the anchor
locations on opposite sides of the upright posts at the interior uprights.
• Design capacities of 0.25" epoxy anchor bolts with Hilti HIT-HY 200 epoxy shall be field -verified. Testing to be
performed by a qualified special inspection company certified for the inspection of epoxy anchor bolts. Testing
plan shall be submitted to AAI engineering and the building department for approval.
• Testing plan shall be based on Section 1710 of the 2012 IBC, Preconstruction Load Tests. The test assembly
shall be subjected to an increasing superimposed load equal to two and one half the design load. The anchors
shall be tested in both shear and tension.
• Periodic special inspection of the concrete anchors throughout the project is required after the initial
installation procedure is approved.
Substantiating calculations are attached. If there are any questions, please do not hesitate to call us.
Sincerely,
Chemelle Stark, PE
Associate
4875 SW Griffith Drive I Suite 300 I Beaverton, OR 197005
503.620.3030 I tel 503.620.5539 I fax w w w. a a 1 e n g, c o m
WOfl(poime
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.784.8884
Fax: 208.784.8885
CONTACT: DARYL GARDNER
No.
Description
Date
Project Number: 13480
Approved:
Revision Number: 13
W E
VIEW: SHOP
70' Wall Mounted Art Ro
88' Wall Mounted Art Rock
I DESCRIPTION: MAIN ART LAYOUT
P
worK ointe
9877 40TH Avenue S. W
Seattle, WA 98118
Phone: 208.704.8884
Fax: 208.784.8885
CONTACT: DARYL GARDNER
rw
V
o
Ai co
z�
O
No. Description Date
Project Number: 13480
Approved:
VIEW: LAYOUT IDESCRIPTION: MAIN ART LAYOUT "MEDIA:
Revision Number: 13
R4-7 L 1.4 Orp aN
it
'SCALE }" 1'-0"IPAGE2
b2-
0
wor« ointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 206.764.8864
Fax: 206.784.8865
CONTACT: DARYL GARDNER
Description Date
Project Number: 13480
Approved:
Revision Number: 12
107-3/4'
3 AT
EXTEND
END PANEL
TO COVER
ART A=
3
,
i
•
t
1
MOBILE SHELVING TOP VIEW
t4_3/4.
3 4'
3 t
I I
I
, I(
�
r,cri:;r.;i
1
21-1/4'
144'
rT�PLR�K.NGK.� __ y " __wsN.A�GIor..6.iF.eF.. acuc.s..�.NJr . a.a
46'
1TP.
ELEVATION LEFT SIDE
3
ELEVATION RIGHT SIDE
VIEW: SHOP
!DESCRIPTION: CARRIAGE 1 'MEDIA: SMALL 2D ART & FLAT FILE STORAGE
'SCALE }" = 1'-0"IPAGE 3
.�3
•
workpoime
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.784.8664
Fax: 206.764.8865
CONTACT: DARYL GARDNER
VULCAN
APOLLO ART STORAGE
505 Fifth Ave. S I Seattle, WA 98104
Suite 900
No. Deserintiou Date
Project Number: 13480
Approved:
Revision Number: 12
AV
—J
E
EXTEND ..r..
END PAASL
ro00vrs
ARCRAQC
'MOND OAI[iQ wCLOSED
WVIDFR
TYR
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{
i
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t
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1
1
1
l
1
MOBILE SHELVING TOP VIEW
LAMINATi
WOWS
144'
IT
s /4
't- S-1/4.
1• WP.
2O sr woe
ELEVATION LEFT SIDE ELEVATION RIGHT SIDE.
LEGEND
-4 NEW CABINET
VIEW: SHOP
!DESCRIPTION: CARRIAGE 2 I MEDIA: SMALL & MEDIUM 2D ART & FLAT FILE STORAGE
SCALE r = 1'-0"IPAGE 4
r P 1
woricpointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.784.8884
Fax: 208.784.8885
CONTACT: DARYL GARDNER
No. Description Date
Project Number: 13480
Approved:
Revision Number: 12
memo
APR febnr
CARD
UPSKAtT
6 AT xi'
CLOSED
mrmm
TYP.m.
144'
ELEVATION LEFT SIDE
2 AT
5O-1/4'
MOBILE SHELVING TOP VIEW
111
e
ELEVATION LEFT SIDE
VIEW: SHOP
'DESCRIPTION: CARRIAGE 3 'MEDIA: MEDIUM 2D ART
ISCALE j" = 1'-0"IPAGE5
p5
wo ,Kpointe
9877 40TH Avenue S.
Seattle, WA 96118
Phone: 206.764.8864
Fax: 206.784.8885'
CONTACT: DARYL GARDNER
Description Date
Project Number: 13480
! Approved.
I Revision Number: 12
RR14p11
TO
COVER
TO COVER
CLOSED
UPRIGHT
i+l
eAr3o'
MOBILE SHELVING TOP VIEW
ELEVATION LEFT SIDE
ELEVATION LEFT SIDE
VIEW: SHOP
'DESCRIPTION: CARRIAGES4 & 5 MEDIA: MEDIUM 2D ART
SCALE'}" = 1.-0" IPAGE6
pb
worcpointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 206.764.8884
Fax: 208.764.8865
CONTACT: DARYL GARDNER
ral
04 CO
P.
0 F
WA
No. Description Date
Project Number: 13480
Approved,
Revision Number: 12
METAL
RACK
Pull OutSAd! 114
++
144"
17-3/4'
r
4
AT
14- /4"
53-3/4"
5 AT45"
MOBILE SHELVING TOP VIEW
1
FTh t
PULLOUT
RACK
RACK
PULLOUT
WORKShM
PULL Orr
WORKSNIP
54"
ELEVATION
VIER: SHOP
'DESCRIPTION: CARRIAGE 6 SIDE 'A' (MEDIA: PROP'S
'SCALE #" = l'-0" PAGE7
07-
4
worcpoi me
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 206.784.8884
Fax: 206.784.6865
CONTACT: DARYL GARDNER
APOLLO ART STORAGE
A
No. Descrivtion Date
Project Number: 13480
Approved:
Revision Number: 12
r
L
or
35
5 ATM' 61 1/2' 52
IE
JI U
11 11 {I
PAWN.
4 . ■ 4,
MOBILE SHELVING TOP VIEW
E
17-3/4'
PULLOUT
WORICSIELI
1
/// % // f/yz`/7/
///,//�//,//
1131111.
4
AT
14- /4•
144'
u-2/4"
ELEVATION
VIEW: SHOP
I DESCRIPTION: CARRIAGE 6 SIDE "B" 'MEDIA: PROPS
'SCALE }" = 1'-0"'PAGES
178
•
jworcP ointe
9877 40TH Avenue S.
Seattle. WA 98118
Phone: 206.764.6864
Fax: 206.764.8865
CONTACT: DARYL GARDNER
APOLLO ART STORAGE
No. Description Date
Project Number: 13480
Approved.
Revision Number: 12
5 AT 52.
35• 2'
MOBILE SHELVING TOP VIEW
144-1/4•
21-3/4-
0 LEVELS
AT 14 1/4"
CLEAR M.
L
PY•R.W
NMY4.41,
IttYI[LICI.Y
2 el W-
'll�'JT 'flrrt `/Y'Jlsf�N VIY/'011 !_%fJl /Jr nrsr n, H'%YM fb'IY.fnne,.rn-rb'>nrr11%,.111,N ar.., I{1
ELEVATION
NOTE:
BOTTOM TWO LEVELS
TO BE HEAVY DUTY
SHELVES
VIEW: SHOP
!DESCRIPTION: CARRIAGE JMEDIA: GROWTH
(SCALE }" = 1'-0" IPAGE9
Inc
worf(pointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 206.764.8884
Fax: 206.784.8865
CONTACT: DARYL GARDNER
WA
No. Deacriution Date
Project Number: 13480
Approved:
Revision Number: 12
3.
PROVIDE METAL BACKS BEHIND GARMENT CABINETS
MOBILE SHELVING TOP VIEW
14-1/4'
144' 12
11.71at
4'
i
3
,,._: .max.11G •I• AtLalli,GIC411
ELEVATION
NOTE:
BOTTOM TWO LEVELS
TO BE HEAVY DUTY
SHELVES
VIEW: SHOP
I DESCRIPTION: CARRIAGE 8 SIDE 'A' IMEDIA: BOXED TEXTILES
!SCALE #"= 1'-0" IPAGE10
Difl
•
r
wqn .pointe
9B77 40TH Avenue S.
Seattle, WA 98118
Phone: 208.764.8884
Fax: 206.764.8865
CONTACT: DARYL GARDNER
APOLLO ART STORAGE
Seattle, WA 98104
Description Date
Project Number: 13480
Approved:
Revision Number: 12
13 LEVELS
S-3/4•
1
38.
M -1 t PROVIDE METAL BACKS BEHIND GARMENT CABINETS -f`
t
14-5
1/ \00 \/ %_ \d'
MOBILE SHELVING TOP VIEW
1'
1
METAL
DOORS71.
..,LociamosSi
144•
ELEVATION
VIEW: SHOP
'DESCRIPTION: CARRIAGE 8 SIDE "B" MEDIA: HANGING dt BOXED GARMENTS
'SCALE r = 1•-O- IPAGE11
P1)
vvorKpointe
9877 40TH Avenue S.
Seattle. WA 98118
Phone: 208.784.8884
Fax: 208.784.8885
CONTACT: DARYL GARDNER
APOLLO ART STORAGE
0
No. Description Date
Project Number: 13480
I Approved:
I Revision Number: 13
6 LOR S
AT 13-1/4-
144'
'M.
36-3/4.
35.
x-� 66-1/4' CLEAR
Typ, 2 AT 42'
DRAWERS DRAWERS DRAWERS i ! DRAWERS ? j DRAWERS
MOBILE SHELVING TOP VIEW
'LEK LIGHT
LAMINATE
6•.DRAWERS
}
DRAWERS
ELEVATION
ArASI
24'
VIEW: SHOP
'DESCRIPTION: CARRIAGES 9 & 10 I MEDIA: OVERSIZE FLAT TEXTILES
(SCALE'}" = 1.-0"IPAGE 13
p)l
IwarKpointe
tt�,ek.r.
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.784.8884
Fax: 208.784.8885
CONTACT: DARYL GARDNER
No. Description Date
I Project Number: 13480
Approved.
I Revision Number: 12
ss'
MOBILE SHELVING TOP VIEW
-t/4'
TYPt
'
—--11-1
..............._.�-......—......-......
`
Jf-.�.._.._.�_...
....... ...-,........,...
.- ..�. �.0 r....,........r.x..r.r..-.r..-.�.. u y..�.�r.a-psi it
ELEVATION
SCE ..'
SCE A'
NOTE:
BOTTOM TWO LEVELS
TO BE HEAVY DUTY
SHELVES
VIEW: SHOP
I DESCRIPTION: CARRIAGE 11 SIDE 'A" 1[EDIA SCULPTURE/MODELS/TECHNOLOGICAL & SCIENTIFIC
'SCALE }' = 1'-0" IPAGEI4
Dl3
worlcpointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.764.8884
Fax: 208.784.8865
CONTACT: DARYL GARDNER
APOLLO ART STORAGE
No. Description Date
Project Number: 13480
Approved:
Revision Number: 12
SIDE
SIDE A' 32'
•
3s'
stave
#—� 2 AT7C MDE
1s-1/4'
4AT
SIX 3-3/4'
DRAWERS
stair
Doc,/1-4,
MOBILE SHELVING TOP VIEW
%iStT1K, G4RM
ai OM S if
.'
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.__ —,
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, .:.�1t ._...`..Y
ELEVATION
:xiALSe?. '.Y.Y ffi� ri
•: �'A 1'.5�' IYlyt khi.ti
VIEW: SHOPS
'DESCRIPTION: CARRIAGE 11 SIDE "IP 'MEDIA: SCULPTURE/MODELS/TECHNOLOGICAL &SCIENTIFIC
(SCALE r = i'-0"IPAGE15
Di4
wornc ointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.764.8884
Fax: 208.764.8865
CONTACT: DARYL GARDNER
No. Description Date
Project Number: 13480
I Approved:
Revision Number: 12
144'
84'
sr
a AT 52'
42'
MOBILE SHELVING TOP VIEW
21-D/
a LEY
AT14
CLEAR
ELEVATION
4'
1/4'
NOTE:
BOTTOM TWO LEVELS
TO BE HEAVY DUTY
SHELVES
VIEW: SHOP
'DESCRIPTION: CARRIAGE 12 'MEDIA: GROWTH
SCALE r = 1'-0"IPAGE16
P15
wor <pointe
9877 40TH Avenue S.
Seattle. WA 98118
Phone: 208.784.8864
Fax: 208.784.8865
CONTACT: DARYL GARDNER
144
No. Description Date
Project Number: 13480
if
o.
DRAWERS DRAWERS
DRAWERS
.1
1r
ROLLED
pr TEXTILE
CABINETS
ROLLED 1 ROLLED
TEXTILE I TEXTILE
CABINETS I CABINETS
+ 1d8" WIDE #
WITH DOUBLE DOORS.
MOBILE SHELVING TOP VIEW
ELEVATION
ROLLED ,,. FLAT
TEXTILE TEXTILE
CABINETS CABINETS
_ W y 91 `- WIDE
WITH DOUBLE DOORS
Approved:
Isms } = 1'-O'IPAGE18
Revision Number: 12
VIEW: SHOP 'DESCRIPTION: CARRIAGE 13 SIDE "B" MEDIA: AFRICAN COLLECTIONS
uruirsxn
D/6
worKpo i me
9877 40TH Avenue S.
Seattle. WA 98118
Phone: 208.784.8884
Fax: 208.784.8886
CONTACT: DARYL GARDNER
APOLLO ART STORAGE
8
3
z�
0
w
No. Description Date
Project Number: 13480
Approved•
Revision Number. 12
10'
u
20'
VIEW: SHOP
'DESCRIPTION: MOBILE ART RACKS !MEDIA: HANGING ART STORAGE
'SCALE }" = i'—o" IPAGE21
1)17'
worKpointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.784.8884
Fax: 208.784.8885
CONTACT: DARYL GARDNER
No. Description Date
Project Number: 13480
Approved:
Revision Number: 12
56 l'S.F 5('RSk 5.6 PS.F 5k P 5.6I'SF 4.91'SS 4.Psr 4.9P.S.F 49T'.SJ L9PSj 9 P,S
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140
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158
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CARRIAGE 1
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I II
1111111111
175
11
CARRIAGE 2
16
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la
la
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la
la '
1
1
105
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la
la
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1
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245
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CARRIAGE 3
491',S.1; 4.91,s1: 49PS1 4.PS,F 491'S.F 4.91'S 4.9 P.S.F
la
185
185
la
1115
185
1115
185
20
205
205
XS
XS
zal
205
705
ZS
205
205
205
205
205
1
CARRIAGE 4-5
VIEW:
'DESCRIPTION: CARRIAGES 1-5 'MEDIA: SMALL 2D ART & FLAT FILE STORAGE
ISCALE in = —0" IPAGE 34
woncpointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.764.8864
Fax: 208.784.8865
CONTACT: DARYL GARDNER
w
g g8 6
"
cn
C) E.-4E-4 i
as
A
O 1 W
No. Descriotion Date
Project Number: 13480
Approved:
Revision Number: 12
35
40
50
50
40
50
50'
50
35
50
50
0
50
50
5050
50
35
40
5500
50
5050
35
50
50
50
50
50
35
II
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50
0
50
165
50
50
50
504.rr
30
50
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50
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50
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50
ss i
50
50
50
50
50
50
50
50
50
50
50
55
55
55
55
55
55
55
55
55
A f wt/4ALAC VI.A4q'.ACdIJ 44411. 4.44.f/.4GALA WAGAG6SEACACNJ/AGAIH Y4 #J.&.I.
CARRIAGE 6
50
50
50
50
50
35
50
50
50
50
50
35
50
50
50
50
50
35
50
50
50
50
50
35
50
50
50
50
50
35
50
50
50
50
50
35
50
50
50
50
50
35
125
125
125
125
125
125
125
125
125
125
125
125
65 65
65 65
65 65
65, 65
65 65
65 65
65 65
65 65
65 65
{
CARRIAGE 7
VIEW:
'DESCRIPTION: CARRIAGES 6 - 7 I MEDLt: SMALL 2D ART do FLAT FILE STORAGE
SCALE }" = 1'-0"IPAGE 35
ply
w9pcpointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.784.8884
Fax: 208.784.8885
CONTACT: DARYL GARDNER
No. Description Date
Project Number: 13480
Approved:
Revision Number: 12
45
45
45
45
45
45
60
60
60
45
45
45
45
45
45
60
60
60
45
45
45
45
45
45
60
60
60
45
45
45
45
45
45
60
60
60
45
45
45
45
45
45
60
60
60
45
45
45
45
45
45
60
60
60
45
45
45
45
45
45
60
60
60
45
45
45
45
45
45
60
60
60
45
45
45
45
45
45
60
60
60
45
45
45
45
45
45
60
60
60
45
45
45
45
45
45
60
60
60
95
95
95
95
95
95
95
95
95
95
95
95
135
135
135
135
135
135
+30fb.
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+30 n.
Fa S de S
+30,a.
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CARRIAGE 8
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55 55 55 55 55
55 55 55 55 55
55 55 55 55 55
55 55 55 55
55 55 55 55
55 55 55 (���555�
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55
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45
45
45
45
45
45
45
45
45
45
45
45
45
45
45
45
45
45
45
45
45
45
45
CARRIAGE 9-10
VIEW:
!DESCRIPTION: CARRIAGES 8 - 9,10 'MEDIA:
ISCALE in 1'-0"IPAGE 36
worlcpointe
9877 40T11 Avenue S.
Seattle. WA 98118
Phone: 208.784.8684
Paz: 208.784.8885
CONTACT: DARYL GARDNER
No. Description Date
Project Number: 13480
Approved:
Revision Number: 12
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
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50
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50
50
50
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50
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50
50
50
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100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
100
1
CARRIAGE 11
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
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'DESCRIPTION: CARRIAGES 11 Side A & B I MEDIA:
ISCALE }" = 1.-0"IPAGE 37
Pz�
worKpointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.784.8884
Fax: 208.764.8885
CONTACT: DARYL GARDNER
APOLLO ART STORAGE
No. Descrlotion Date
Project Number: 13480
Approved:
Revision Number: 12
85
60
60
60
60
60
60
60
85
60
60
60
60
60
60
60
85
60
60
60
60
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60
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85
60
60
60
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60
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60
60
60
60
60
60
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60
60
60
60
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60
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135
135
135
135
135
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135
135
135
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worpointe
9877 40TH Avenue S.
Seattle. WA 98118
Phone: 208.784.8884
Fax: 208.784.8885
CONTACT: DARYL GARDNER
41
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No. Descriotion Date
Project Number: 13480
Approved:
Revision Number: 12
35
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55
55
55
55
55
55
55
35
35
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55
55
55
55
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35
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CARRIAGE 13 Side B
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VIEW:
DESCRIPTION: CARRIAGE 13 'MEDIA:
SCALE r = i'-0" JPAGE39
D73
worlcpointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.784.8884
Fax: 208.784.8885
CONTACT: DARYL GARDNER
0
O
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5 0
a
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No. Description Date
Project Number: 14133
Approved:
Revision Number: 8
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woricpointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.784.5884'
Fax: 208.784.8885
CONTACT: DARYL GARDNER
No. Description Date
Project Number: 14133
Approved:
Revision Number: 8
W
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wor-icpointe
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 208.784.8864
Fax: 208.784.8885
CONTACT: DARYL GARDNER
No. Description Date
Project Number:
Approved:
Revision Number:
1.4.78
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(AJp I? 5 79' P E4.
17t= 324
Win - ¢91-
Dc. /O H-/-
�� 4-9 s
(4i4 /54z
PL> 6/3--
L(3 J7-5A
W,►r= 886
41.1 AA afgha associates. loc.
ENGINEERING
4875 SW Griffith (hive I Suite 300 I Beavertail, OR 197005
503.620.30301tel 503.620.5539 I fax
w w w.0 al a ng.ctam
bVD.i2/- Po /ill TF
i/uLC4-N
PFSIGN (iDmS
By: grA Date' i 1f .g / / ,.—
Project No • / 1 l 4-09 / I,
Sheet 3 of• 7"
ORT-ialnar (1 ---- 1?-01.4-)
l s) Nfw ¢ - POST
qv' ;hi' x 1 ¢¢ n
(1) r LAJ 4-Posr
�ii"..?6" l4'¢rr
(2) Exisr/ivc g/vT7E.
61"x ,?b x 144
O Psi C 11i0. B (
(6) / _ ew 4- Po Cr
4' 4x
2¢" x 144
(9)NE9+-F
45" x 24"'l44'
(3) NEW 4 -Po sr
40"x 3o " x 144. a
/&blq.2)
(6) NEw ¢ - P'$ r u-/ Podg.5
46" x 36 '` .)z 144"
17L� 2'I.4
PLa Zglr4
L� = 4b 5
wry ;sb.4-
121 - 3b 1-. 3
L L 4 5"
Wpz,�iz9,3
oL-
Gt. = 3925
G✓yZLa' (42. b2-14
AA' afghan associates, inc.
• ENGINEERING
4875 SW Griffith Drive I Suite 300 I Beaverton. OR 197005
503.620.3030 i PM 503.620.5539 I fax
www.aaleng.com
P 1 D,2/e Po l lV TLC
VkcLC4-"/
bAci 4N toff -PS'
By: Date. / 1
Protect No • 4-0.11)Q
Sheet . of: _L `!
04 4 /Yc. 9—/0 ((= /o, 59b 4--)
l S) EX/rnJv4 SttELv7"ic
69.1'x 54'1x l44"
(0) Nett) 4— po Cr S71ivr'1 N y
4Z " Z'f /44"
f 424 x 9D 14¢"
O pI,q---E AID. 11 ( - 21, .SB3)
(q) Nt/4) 4- ?DST.' 5 Cf n/v s
48" x 30")1 sq- ems"
(z) b;k / yT DELTA C/. H•�ol�l Ss' P"`r
70 " ( 3 2 )4 B 4,"
(s) EX'sr. Par/9- crts.Gy'b-ss
8"X32" x 54-"
A
151 New 4-PoS 14(4) p~F/2s
4B")( 30"X 144" (5-6DFAI
(4) NV-0 4- pa sr
48" x 3t x 141
Pt-0 a 7
GL s a �o
Wri.c 49 3- e-
PL. > 1 / 2a
8R 5 44-
Ptitoab
PL = Ti
14L ' / O D t1
Or?
D� 522—
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wr is / 1
Pt, 7- L90
1 66-0 151-
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AAIafghaa assodates,i,a
• ENGINEERING
4875 SW With Drive I Stile 30018eaverton, OR 197005
503.620.3030 I tel 503.620.5539 I fax
www.aaleng.com
vV D le- K. Po / /V TE
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By: w" Date. VIVI+
Project No: i 4-tJb
Sheet S of: ?d
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(I) exisriivcr 12r v/n67 c y$ /E71
8f"x 3b"x 1 "
CO ive& 4 - Po sr
52° x 36 H x 144
(I) AMA/ 4-Porr
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(I) /vew 4- Pasr
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0,9-gp,ra r No. 13 (f - 22, R 3 8 `l)
14) IV Ea/ 4-- pp sr 0-17Jv4 2 G. Ao o,e.)
48" x 3o" x /44-
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610
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-s 6To
Wpz 9 7 h
326
Lam= 610
ta/ _
'73
AAI afghan nscaetes, rc.
• ENGINEERING
4875 SW Grilfith Drive I Suite 300I Beaverton, OR 197005
503.820.3030 I fel 503.820.5539 I fax
www.aateng.com
Wo/aK Po //vr
V14 1.0 19-7\1
P6 /ajtl l /41-V s'
By: jam_ Date' )1 q.
Project No : / J % 4 1
Of.
Sheet:
1 irG E No. l3 (fir 03,-1 3 f 4')
roe
/(13 ;
r
(5) nl6t,-) 4 - Po sr- w/ Poog s
44B"x 36"x66„
()) /VEW ¢- Posr wJ Poogs
3b" x 3b"x 66"
(3) NEw 4- PbSr w/ Poo,Es
42" x 34'' x 66 "
(2.) x ! Sr. pelf» ctreiNErs
bd"x 31„x le-25"
(1) x / sr: prz-rA- c I Nv Fr-
/o0" x ??" . 2 rt
(I) rx t sr. veL rft C /,vFr
14
)4 3 cy„ x 78- -z "
(►) 8&s t r. Ort.r4• m 8/ ever
gfl,c ref"x 8- Zs"
PL. - 0298, 3'
t,,�j•;, = 3 3.
bL - ;39.5a-
L4 = 615
141) 334.,5
s ed /#
LL 61S
PL = 1251
tip = /?5
tAip. s 13 3"6
PL = ao4-8
LC- ' /45
1k' fr 1 ?
ALA 134 b -
GG-r /P.5�
Wr¢L /¢ q-/
PL= /7z5'
bt-i% I�'a
AAI aighau initiates, in.
ENGINEERING
4875 SW Griffith Drive j suite 300 1 Beaverton. OR 197005
503.620.30301 tel 503.620.55391 fax
www.aaleng.com
Gtvog-K Po /NTE
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Pro}ea No • 41/d / 6
!/ es1 an tp P S Sheet: 7- of: 7v
• Design Maps Summary Report
Page 1 of 1
mums Design Maps Summary Report
User -Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available In 2008)
Site Coordinates 47.598°N, 122.3282°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
Bainbridge
Island
a.
lnchest•r
meRluost
USGS-Provided Output
S5 = 1.379 g
S, = 0.534 g
1Uk1
S,,, = 1.379 g
SN, = 0.801 g
SD$ =
SDI
0.919 g
0.534 g
For information on how the SS and Sl values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please retum to the application and
select the "2009 NEHRP" building code reference document.
MCE1 Response Spectrum
1.40
1:24
112
0.311
Si 0.44
a 0,70.,
0.56
0.42
D.24
D.14
0.00i I
0.00 0.20 0.40 0.60 0.110 1.00 1.20 1.40 1.60 1.20 2.0O
Period. T (sod
1.10
1.00
0,90
4 00
0.10
a0.s0
0 50
0.40
0.20
0.20
0.10
0;00
Design Response Spectrum
000 0.20 0 40 0.60 0 00 1 00 1 20 1.40 1.60 1.80 2.00
Period. 1(sec)
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or impiled, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
http://geohazards.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.5... 1/24/2014 6
/?N CH o RA-4 F Pe i e'/.I M c9, t elzr-gernz
e/-- (G✓p,) = 00DD l'
Fr- 0,113(000) = q
MO- 67 1('fz)(1¢4") _ eI, 6 8b,f*
Mfm = D, qL (3000) 0 0, S K) _ .24; S 5 'W
7 u t - I �, 'A- // 3 0 # PE72. C' r E = 474 °4
Tit = I. 4- (¢7-#) = d 6 3. 6 s%, Pex. 1i47;/24, tri e
04 /4(33')= o2/z///
2 s'l % t,r,0 R/171. S T = 332_01
50'/ 10 cowrie. Riric_ (wwi2rr) Vu = a3 0/,
IF WE /-SSUME TN-irr rite- C747-crr7Esman
W i c [. C3 � 7/2o x / M 1 y iW S—it i9-s f=v�2- ,f- 3/el 70
(Z o17 A/VP 1e477 O TltE 0474-e4 Po W/Y B y 0. Z S/D 3 7-S
o , b 9-, we M PF S'/ 4 At 77-te 47v C /to 2-9- olz.. /9-
3�g 9 f' lI n -rl Hy - 2o d fl7Vp ,4 A4"e- 1417 t-1 fir, PA/ dp r
T 7 S Sitx 1.p 13. C grfi-cAN4'8 L E p ry
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7Y p fA /ATl-1A/ c- f/ Eli' T? s7 ,eE y 1rs f 1 r/¢60
Foz TlerE /'iorn come-
x a. 3 v-s" el, —(Bev 12 <<oc 3e'/ ✓3L
�i,,
AI a(*hae asseaatu.
ENGINEERING
4875 SW Griffith Drive I Suite 3001 Bawertai. OR 197005
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www.aaleng.com
W v,eK Po l n/TE
Viet LC4-7'.
, 721- lene4< MA/ c(iDi/97E
By: v Date: //2 7 //
Project No.: M 4- 0 / b
Sheet: of•
www.hikt.us
I-uI6.-ro1
Profit; Anchor 2.4.5
Company:
Specifier
Address:
Phone I Fax
E-Mail:
Page:
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Sub -Project I Pos. No.:
Date:
1
2/12/2014
Speclfler's comments:
M1) 1 frE mzr R4Z 4-
1 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued 1 Valid:
Proof:
Stand-off installation:
Anchor plate:
Profile:
Base material:
Installation:
Reinforcement
Seismic loads (cat C, D, E, or F)
Geometry [in.] & Loading rib, In.lb]
HIT-HY 200 + HAS
hetopti = 2.375 in, = 2.750 in.)
5.8
ESR-3187
4/1/201313/1/2014
design method ACI 318 / AC308
eo = 0.000 In. (no stand -oft); t = 0.125 in.
I x Ir x t = 3.000 in. x 3.000 in. x 0.125 in.; (Recommended plate thickness: not calculated)
no profile
cracked concrete, 3000, ff' = 3000 psi; h = 4.000 in., Temp. short/long: 32/32 'F
hammer drilled hole, installation condition: dry
tension: condition B, shear. condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
yes (D.3.3.6)
ao
FfZ. KE ElvcE £ t 1
uSr' '/4-"fo —/J1
ao
Input data and results must be crocked for agreement with Ihs wising conditions and for plausidlihrl
PROFIS Anchor ( c ) 2003.2009 Hitt AG, FL-9494 Scorn Hid is a registered Trademark of Hgtl AG, Schaan
www.hlltLus
Company:
Specifier.
Address:
Phone I Fax:
E-Mail:
[
Page:
Project:
Sub -Project 1 Pos. No.:
Date:
MILT,
Profls Anchor 2.4.5
2
2/12/2014
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
1 332 231 -231 0
max. concrete compressive strain: - [°o]
max. concrete compressive stress: -
resulting tension force in (x/y)=(0.000/0.000): 332 [Ib]
resulting compression force in (xry)=(0.000/0.000): 0 [lb]
3 Tension load
Load N. [Ib] Capacity . [Ib] Utilization = NJ$N. Status
Steel Strength' 332 28132 OK
Bond Strength** 332 877 38 OK
Concrete Breakout Strength" 332 1279 26 OK
• anchor having the highest loading "anchor group (anchors in tension)
3.1 Steel Strength
N. = ESR value refer to ICC-ES ESR-3187
4 N, x N. ACI 318-08 Eq. (D-1)
Variables
Dn•2j fins [Psi]
1 0.08 72500
Calculations
N. [Ib]
5620
Results
N,. [Ib] .d 4noneuetlro 4 N. [lb] N. rib)
5620 0.650 0.770 2813 332
Input data and results must be checked for agreement with to existing antigens and for plausibility'
PROFIS Anchor ( c) 2003-2009 Hal AG. FL-9494 Schoen HUi is a registered Trademark of Hill AG. Schaal
ll
1■■IILTI
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Specifier
Address:
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E-Mail:
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Date:
Profis Anchor 2.4.6
3
2/12/2014
3.2 Bond Strength
No = (At) Vol* VoNe N.a
N. 2Nu.
AN. = see ICC-ES AC308, Part D.5.3.7
Aamo = s«.n.'�
Scr,N. = 20d V 1q s 3 hs1
corJ4.
1y.dN.=0.7+0.3( )s1.0
r loss
Wah4. = Vaasa+ [(a (/ �1 Way)] 2rn
1.0
1) ( `1.5 ] 21.0
1
2+ e11 151.0
SONO
Vp,N. = MAX ) 51.0
Cile Cie
N,a = taco aN,.d. ' 1Cband ' a ' d '
Variables
'rlr.c anon [PA
1880
ICC-ES AC308 Eq. (D-16a)
ACI 318-08 Eq. (D-1)
ICC-ES AC308 Eq. (D-16c)
ICC-ES AC308 Eq. (D-16d)
ICC-ES AC308 Eq. (D-16e)
ICC-ES AC308 Eq. (D-16m)
ICC-ES AC308 Eq. (D-16g)
ICC-ES AC308 Eq. (D-16h)
ICC-ES AC308 Eq. (D-16i)
ICC-ES AC308 Eq. (D-16j)
ICC-ES AC308 Eq. (D-16p)
h.1 ICC-ES AC308 Eq. (D-160
demon Dn.]
0.375
fe [ps7
17 3000
Calculations
A.m. [in.] ccr,N. [in.]
7.125 3.563
awo a 4a
000 .000
Results
N. Ilb]
2338 0.650
h., [in.]
2.375
e01,N [in.]
0.000
AN. (in.2]
50.77
tiota
cm*, [in.]
ed,N Pm)
0.000
AMA Gn•2]
50.77
4hoondudflie
0.770
1218
N.a rib]
2338
Nwnb]
332
sk,c [PSI1
1044
attsds
0.800
Input dela and results must be ehadnad for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 20032009 Hid AO, FL-9494 Shan Hlla is a registered Trademark or HRa AG. adman
lZ
www.hilti.us
Company:
Specifier.
Address:
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Profis Anchor 2.4.5
4
2/12/2014
3.3 Concrete Breakout Strength
Ngb (A ) Wedn WON WwN Nb
No a N,,,
ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
=9lit
1
W.e.N=(1+2eN)s1.0
W.d.N=0.7+0.3( 5 )41.0
�f,i, .5h.r1
W�a.n = MAX(Gc � s oc / 1.0
Nb =kcX`1Nis
Variables
h.f M•)
2.375
c.c [in.)
5.341
Calculations
Ark [in.21
50.77
Results
N. De]
3408
e.1N [in.]
0.000
17
AN0o M•21
50.77
0.850
e2.N Dn.]
0.000
1
KN
.0100
ACI 318-08 Eq. (D-4)
ACI 318-08 Eq. (D-1)
ACI 318-08 Eq. (D-6)
ACI 318-08 Eq. (D-9)
ACI 318-08 Eq. (D-11)
ACI 318-08 Eq. (D-13)
ACI 318-08 Eq. (D-7)
;minim.)
fc [Pell
3000
tys 2,N
1.000
tilatieducas
0.770
'VON
1.000
7.e00
N. [lb)
332
Ne [lh1
3408
kFut data and results must be chsdcad for agreement with the ads0ng conditions and for piausibl tyi
PROMS Anchor ( c) 2003-2009 HIM AG. F1-9494 Sdroan HIM is ■ registered Trademark of 1199 AG, Schoen
110111..TI
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Company:
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ProfIs Anchor 2.4.5
5
2/12/2014
4 Shear Toad
Load V. [lb] Capacity #Va [lb] Utilization = Veeft$Va Status
Steel Strength* 231 908 26 OK
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength (Bond Strength 231 945 25 OK
controls)**
Concrete edge failure in direction N/A N/A N/A N/A
anchor having the highest loading "anchor group (relevant anchors)
4.1 Steel Strength
V.A. = ESR value refer to ICC-ES ESR-3187
S Valid 2 V. ACI 318-08 Eq. (D-2)
Variables
n Noy [in.2] f„la
1 0.08 72500
Calculations
V. (ib)
1966
Results
Va hb] `V.. Pb] Va. nb]
1968 6 600 .770 908 231
trip* dela and results must be checked for agreement with the existing conditions end for plausibiGgl
PROFlS Anchor ( c) 20032009 Hill AO. FL-9494 Schoen HNN is a registered Trademark of Hitt AG, Schein
-uii..TI
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Profis Anchor 2.4.5
6
2/12/2014
4.2 Pryout Strength (Bond Strength controls)
—k�L( Na) We .Na kiims Nao]
2 V.
see ICC-ES AC308, Part D.5.3.7
= Sa,Nu
=20d' s31450 hw
V,
Vrp
ANa
Aria
salve
Calve
W.d.Nu
Wu.Nu
WOO
_ SN°
2
=0.7+0.3("n)51.0
os
WOW[(--"L
s (1 - Wu,Nao)]
=1/1-[(111 1) ( )1Ik1.0
tknsor=
tk,mea,e = Rk`d het fe'e
WaeNs = \1 + 2sN s 1.0
soon
tv, = MAX(Gle . Cae) 5 1.0
Nee = tkc ' aN,nls xbond ' a ' d her
Variables
1.
s•.0.0 fin.]
ea,N [in.]
0.000
Calculations
51.04. [in.]
7.125
Results
V pbJ
-'2a38
tI c,uncr [PSI1 11,e IPSO
1880 1044
n kg
1 17
camn [in.] Ge [in.]
5.341
�N. [in.] Aw fn•2l
3.563 50.77
'r 1'1 1 1.000
a700 O110
5 Combined tension and shear Toads
0.578
11NV=Jiiv+P5<=1
0.354
ACI 318-08 Eq. (D-30)
ACI 318-08 Eq. (D-1)
ICC-ES AC308 Eq. (D-16c)
ICC-ES AC308 Eq. (D-16d)
ICC-ES AC308 Eq. (D-16e)
ICC-ES AC308 Eq. (D-16m)
ICC-ES AC308 Eq. (D-16g)
ICC-ES AC308 Eq. (D-16h)
ICC-ES AC308 Eq. (D-16i)
ICC-ES AC308 Eq. (D-16j)
ICC-ES AC308 Eq. (D-16p)
1CC-ES AC308 Eq. (D-16f)
dandmr fins]
0.375
fa WA
3000
Kbond
1,00
AN.o [in.2]
50.77
4IaQ,N
000
.770
53
h.r [in.]
2.375
eMN [in.]
0.000
RN,sNs
0.800
9451b1
111
tk.00= [Psil
1218
No [lb]
2338
V. [lb]
231
Utilization pNv [%]
3
Status
OK
Input data and results must be checked for agreement with ties existing conditions and for plausibility!
PROFIS Anchor ( c) 2003.2009 Rini AO, FL-9494 Schwan Hid is a registered Trademark of HIS AO, Schaan
I5
Ni L41111.i
www.hlltLus Profit; Anchor 2.4.5
7
Company:
Specifier:
Address:
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Sub -Project I Pos. No.:
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6 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. 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 0 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
• The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications.
Refer to the ICC-ES Evaluation Service Report (e.g. section 4.1.1 of the ICC-ESR 2322) for details.
• 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 318-08 Appendix D, Part D.3,3.4
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, Part
D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo
ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5,
the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6.
An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains
"Exceptions that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section
13.4.2.
An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains
"Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1
or Equation 12.14-10.
It is the responsibility of the user when inputting values for brittle reduction factors (,),,,,,a,d,) different than those noted in ACI 318-08, Part
D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the goveming building code.
Selection of.,,,nd„ya =1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor
is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3.
Fastening meets the design criteria!
Input data and resub must be checked for agreement with the raising conditions and for plauseityl
PROFIS Anchor ( ) 2003-2009 HIS AG, FL-9494 Schoen Hill is a registered Trademark of HMI AG, Screen
6-ram) in7 (LEV/FLJ(fl Iry SEChinet.)
eme.p A-4 6" No, I : 60, = / 1, 9 os' .e`
b✓f = qp-i - .• l D tz : a,er re o d a.i 5 hoe Corlff i4 tt
Dig; (qv
)-
/�lor= 1?q.8(360-,-0.5(/0v- /5,,e o9,944-
o✓l,t . B6o' 4193)= /66
Mir. /66 (/6) - 0198-7. 6 " --
*, /50 /' (4))61r3)
Mir // S Bar-( 2)() 833?-4 "4-11
/l e•71 Wp? - o- -77-(72 /) (/ 1 =
Trut= 8. 34'
r=/ 9 qo8, 614- % q g?. 6 f B 3 3 7. 6- 3
iMx = 6. q-(ql 9- 86o)(/8'9 ¢ b8¢. 1-%0-
pu-t= /
Pf = 15 `1 o8. 9 "4+13b 1. r 2 e ngz,)/4- = 480. B4 P14
02188 "0/36/a
P3= 0(Pi)
1'4 I a (P2)
Psi,' P3
Pb > P4
Pp P3tPf
Pe
Pq P, 4-P2
4-1 /? 8 (ebo)lat .. a84', ,714)1
qb/. 7-4
r6 Pr.1 "
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153a.I
765.0 4-
7-_ 8 . # 1L
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T =,
T= -- 9/. o
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ENGINEERING
4875 SW Or0Vi h Drive I Suite 300 I Beaverton. OR 197005
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Gt/o/e X Po t /YT
V14t-C
ST_ 1-13 Ur n.1 IZfV/
By: C� "`� Date. "/3 d / / 4
Project No • / ! 1 ¢ of b
Sheet: 1 of:
wr
4ivcNv2ir4E pE 5"/6N C
d4 -/ GJp = 1 it 0 Slbs
?i Pt. Pi, 4rt P5 r �� ft P•
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ENGINEERING
4875 SW Griffith Drive I Suite 3001 Beaverton, OR i 97005
503.520.3030 i tal 503.620.5539 i fax
www.aaleng.com
wogKQIAI%
By:
Date l/zR l/
V� Project No • 47 4 0 l 6
Sheet: __18 of:
tiP9= �¢54 x (8A-cK-re,-8 ) - 1490
ps= D.193(14-1D) 0788
Mor = a 88' (3 b" f 'k (105)) 075, 488 "'- Nem o 2 . 54-'L
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38a.7.»o
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177"72-') = 14-/b0"
5-63. Z(z) = //26.4
o. /93(/,z6) = ?i 9'.4
a/7.¢(724 = /5:b5"3"4
/''I Phi = a o, 8/ b
_ AA I afghan associates, inc.
ENGINEERING
4875 SW nth Drive I Suite 3001 Beaverton. OR 197005
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WO/e-K-PoiiyrE
1/1�1 L. CA7N "1.72-7—
sr/4-a i 1-irt R v" ✓
By:
Date. !/) J)4.
Project No • , / 4 0/ b
Sheet: / t of:
0 14 E No. 2 (cowl)
�l"lrr- / 1-4-, 49 ¢
a-(a;-542)
1- 1 ('D65-1-4)
4- 3 (5 ¢o)
4"/(13,/7-6)
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28.14 - c5 . B t ¢35v4.
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PI = 480,
300 0 0"1201 / SO t/, (% /z t
AAI atA6an usociates, inc.
• ENGINEERING
4875 SW Gr a fi Drive I Suite 300 I Beaverton, OR 197005
503.820.30301te1 603.820.5539Ifax
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/iAID1 poi N7
E 1247L / 0.imS
By:
Date: /%/1/4
Project No • 4 l 4- 0 / b
Sheet 743 of:
4i,'c fio124-4.E Oe i N l'm2 /e-- s
�',ft72 - 2 £4)p as / 9 20 -eh s- pee- (1� E
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I/ = 0.1413 01,9240 = a879.%
L/ aY1RA7L = 0.3 (ad'7-9- b) ='6¢4
pex¢'c/tee
V'mqst Pe47 Pr - 1964/4 = 046 4/
6✓ = /. /2e? (/5-u4.4)- /t$94
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I/*n, x 01. / 85,
AAI dila. associates, int
ENGINEERING
4875 SW Griffith Drive I Suite 300 I Beaverton. OR 197005
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600/ele Po vrE
v14 L c #7V
enggi / r . .1-44 L 'D4
By: v`^' Date' °4-// `f
Project No•/►/'r"rama/6
Sheet I of
ST 3114nl FEZ✓ - Lan/ Mz E 3
angi2►4( 043 Gc%p - /1, 003. Z'z
Mc4e — To — of tc-fe-- (IA)P') = a't (5DO. 2) = /0 9 U. 4 Efr'. SEza7 a'' .
-rill. e
/✓lir - 2 b 5 5. (:2'f) -/ g l l a, 6 "o-
/"lp", r 0.79. (/aov. 4)l2¢"v s /84e4 /fa
p / //3"748/2*- 1./26e7(/39-s,¢)if= ,587../
P; - 587. / - T, = l 3 /2 =
Pz / 1 14 PI J T2 =- 4t"I-
19, l7 f z p,, Ts?, rz Pz
2.c. As 0.7t 12.5 1), 2-s 2,s
. 1f
Ie. be"
P T1`.
) /Z 2.31 /a.
A3 2-fibPell lc 7,8
l?-
61°
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V/P M71-/ /A•-p.301,4-) 4.-
V/pext /fr - 6 3 7/4 - l 5'9. 3"
--11 - - /, a B 'k, J ✓oi
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ENGINEERING
4875 SW GrMar Drive Sute 300 I Beaverton. OR 197005
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V14LCAN
ci-m3 / r4 / --V7 J
By: eel Date. 01)//4
Project No • 419 / b
Sheet: U 01— of:
coil I !mot rG1 /ZFv/ ew - e r7S
o o/ d 5 ; i2,150#
��1-cX To- Bftrt►� (rvp,o) a (57/. ?) = 1113 .6 5A. S cnoN
tMir'1M-cg. 21/5614-
Fp = 0.093 (/14-4 /5"o(a.5)) = 0213.17
Mir = p93./ -(z7) ' 2/,lo6 a --
Mpm o- 77(// 4)(24) 21,1 4-1
= Ziloft/48/2i- //28?(1519)/f = 6¢g,54
P2 0 ZAP) = 129 �-
P► pi. PL PI, t./ •p . Ps py r
304 1 30., 30„ 30 %d„ Sou 3 6. '6"
• - - - Y Y
'1
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ENGINEERING
4875 SW Griffith Drive I Suite 300 'Beaverton. OR 197005
503.620.30301 iel 503.820.55391 fax
www.aaten9.com
GJo2 Pe /ivTF_
O,i e1,E
By: al Date•
Project No • / / / 4 a I I2
Sheet: 2 3 of
fNcrh;RAtre DE5-/4N : 04 1-5
row329
*hag /RA1 z- rm a � o $0
% .:: /. 4- (329) > 461 A-
VH - /.4-(20) 37Z't''
'1' N o re: etmarxi li vE %a Oomiriv o r vvc 4- 14v cx . .0'1C
?71i y A e Fsam Criyi- Gv#n co wsos.
x 07. 9?s" (Eri.8 ') thin 'l►y-1sa 53
frha)l- /Pm., f6
V(ai /,2m&, 21birl-
P3
7 4)L /A1 I. /67
ice! d-
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1'rhotx = 0
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e2 Oi 4Es 1- y S
1 ESs c1e n arc- Tia-,tiv lima 1
t(SS c4z -1
em n C mAN C �1
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Jf4-"5 x 2.375 " psi
C�p6kc1 n SuBJEcr To Fie -LP ve-FI pf rn o,1.
AAI dlhin nuclides, ia. W P le l � -PO / N TE By: Date. 1 /3D / / 9'
ENGINEERING VIA t;CAWProject No•Al .-01b
4875 SW Griffith Drive I suite Sao 1 Beaverton. OR 197005
603.820.3030, w 503.820.55391 fax
ANCeDielq6C P F S1 VY 2ef.www.aalenp.com Sheet: of:
1■■III�TI
www.hifi.us
Company:
Specifier.
Address:
Phone I Fax:
E-Mail:
1 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report
Issued I Valid:
Proof:
Stand-off installation:
Anchor plate:
Profile:
Base material:
Installation:
Reinforcement:
Seismic bads (cat C, D, E, or F)
Geometry [in.] 8 Loading [lb, in.lb]
HIT-HY 200 + HAS
h01 = 2.375 in. (h ,,j = 2,750 in.)
5.8
ESR-3187
4/1/201313/112014
design method ACI 318 / AC308
eb = 0.000 in. (no stand -oft); t = 0.125 in.
Page:
Project:
Sub -Project I Pos. No.:
Date:
Profis Anchor 2.4.5
1
2/12/2014
dlY1A7
h FLO -vie
Ix x ly x t =12.000 in. x 3,000 in. x 0.125 in.; (Recommended plate thickness: not calculated)
no profile
cracked concrete, 3000, fe' = 3000 psi; h = 4.000 in., Temp. short/long: 32/32 "F
hammer drilled hole, installation condition: dry
tension: condition B, shear. condition B; no supplemental splitting reinforcement present
edge reinforcement none or < No. 4 bar
yes (D.3.3.6)
Input dale and results must be checked for agreement with the existing conditions and nor plausibility?
PROMS Anchor (e) 2003-2009 Hill AG, FL-9494 Schoen Hill Is a registered Trademark of Hill AG, Scum
a- s
www.hilti.us
1■■i11..T1
Profis Anchor 2.4.5
Company:
Specifier:
Address:
Phone 1 Fax:
E-Mail:
[
Page: 2
Project
Sub -Project I Pos. No.:
Date: a12/2014
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions pig
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 461 322 -322 0
max. concrete compressive strain: - [°o1
max. concrete compressive stress: - [Psi]
resulting tension force in (x/y)=(0.000/0.000): 461 [Ib]
resulting compression force in (x/y)=(0.000/0.000): 0 [Ib]
3 Tension load
Load N. (jb] Capacity sKin [Ib] Utilization AN = NJ$Nn Status
Steel Strength* 461 2813 17 OK
Bond Strength*' 461 877 53 OK
Concrete Breakout Strength*' 461 1279 37 OK
* anchor having the highest loading "anchor group (anchors in tension)
3.1 Steel Strength
N. = ESR value refer to ICC-ES ESR-3187
4, N..2 N. ACI 318-08 Eq. (D-1)
Variables
n A..r+fn•21 fub[Psi1
1 0.08 72500
Calculations
No [Ib]
5620
Results
N. [Ib] 4naductus
5620 6.650 0.770
$ N.. [Ib]
2813
N. (Ib)
461
Input data end results must be checked for agreement with the mating conditions and for plauabltyl
PROFS Anchor ( c) 2003.2009 Feu AG, FL-9494 Schoen Hutt b a registered Trademrk of HMG AG, Sdroen
a?-4,
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Address
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E-Mail:
[
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Project
Sub -Project I Pos. No,:
Date:
Profis Anchor 2.4.5
3
2/12/2014
3.2 Bond Strength
_ (AN.
(AN.gW WW.H. No
2 Nua
= see ICC-ES AC308, Part D.5.3.7
= gp
= 20d s3ha
1450
N.
AN.
ANa0
sable
Cer,Na
Wed.ra
Was
2
=0.7+0.3(!)s1.0
r(( 1l0.s
= W0,010 [\S -) • (1 1140, )1 a 1.0
4b.Na0 = `r - [(` rt -1) • (J
t a `1.51 a 1.0
tk,rnex c = xked her' fe
1
WscN. _ (2eN1 s,.0
WWpm= MAX( Ccc—ac Cae)l
s 1.0
Neo=lice •aa,a.ls•tcbeea•x.d•her
Variables
tke,uner [PS1 dad. [in.] ha [in,]
1880 0.375 2.375
ke fo [Psi1 beta DM
17 3000 0.000
Calculations
se,,N. [in.] cam [in.] AN, [in?1
7.125 3.563 50.77
--� 000 1 000 1.000
Results
N. pi �a
2338 0.6500 750
ICC-ES AC308 Eq. (D-16a)
ACI 318-06 Eq. (D-1)
ICC-ES AC308 Eq. (D-16c)
ICC-ES AC308 Eq. (D-16d)
ICC-ES AC308 Eq. (D-16e)
ICC-ES AC308 Eq. (D-16m)
ICC-ES AC308 Eq. (D-16g)
ICC-ES AC308 Eq. (D-16h)
ICC-ES AC308 Eq. (D-16i)
ICC-ES AC308 Eq. (D-16j)
ICC-ES AC308 Eq. (D-16p)
ICC-ES AC308 Eq. (D-16f)
Can M•1
e52lN [�►•1
0.000
AN.) Pei
50.77
1 0000
0.770
sump (in.]
cat Pill
5.341
1.000
1.000
Wpp.rraa
• Na pb]
877
1 10
1411
1"6erd
1.00 0.800
tkne.[PSO
1218
Nao [Ib]
2338
Nu. (lb]
461
Input data and results must be laded for agreementwAOh the existmg conditions and for plausibility,
PROFIS Anchor (e) 2003-2009 Hilti AG, FL-9494 Sloan MO is a registered Trademark of Hitt AG, Schoen
www.hlltl.us
Company:
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1-111 7r1
Profis Anchor 2.4.5
4
2/12/2014
3.3 Concrete(BBreakout Strength
Nd, = (to) Weal+ Wc,N Wm,N Nb
4No2Naa
Arac see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
ANe0 =9h2K
1
wo,N +2eN s1.0
z(„1
1
WI
yred,N=0.7+0.3()s1.0
WmN = MAX( 1 5111 s 1.0
Nb=keXIXh;r
Variables
her Dn.)
2.375
lac rm.]
5.341
Calculations
APIs PO I
50.77
Results
No Pb]
3408
e.]
0.�n
kc
17
AN.o Pr-2]
50.77
edam Dn.]
0.000
ACI 318-08 Eq. (D-4)
ACI 318-08 Eq. (D-1)
ACI 318-08 Eq. (D-6)
ACI 318-08 Eq. (D-9)
ACI 318-08 Eq. (D-11)
ACI 318-08 Eq. (D-13)
ACI 318-08 Eq. (D-7)
qv*, [in.]
fa [Pal
3000
foot
fnandedie
0.770
1.q00N
f.000
No [Ib]
1279
0
No [Ib]
461
NO Pb]
3408
Input data and results must be chedted for agreement with the edging mrdlitiara and for plarslt8tyl
PROFIS Anchor ( e ) 2003-2009 Hati AG, FL-9494 Schrum HIRI is a mislead Trademark of HIR AG, Schoen
�8
1-11`TI
www.hilti.us
Company:
Specifier
Address:
Phone I Fax:
E-Mail:
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Project
Sub -Project I Pos. No.:
Date:
Profis Anchor 2.4.5
5
2/12/2014
4 Shear Toad
Load Vea [lb] Capacity eV„ [Ib] Utilization pr a: Vas; Status
Steel Strength' 322 908 36 OK
Steel failure (with lever arm)' N/A N/A N/A N/A
Pryout Strength (Bond Strength 322 945 35 OK
controls)**
Concrete edge failure in direction ** N/A N/A N/A N/A
' anchor having the highest loafing anchor group (relevant anchors)
4.1 Steel Strength
Vaasa = ESR value refer to ICC-ES ESR-3187
Vateei 2 Vim ACI 318-08 Eq. (D-2)
Variables
n Aux Cn•�1 fut. [Psi]
1 0.08 72500
Calculations
V. [Ib]
1966
Results
V„ nb] ova (b) V. [lb]
1966 600 0.770 908 322
Input data and results nest be decked for agreements lh the editing Conditions and Iarptaus b0ltyl
PROFS Anchor (e) 2003-2009 HIII AO, FL-9494 Sthaan Hibi is a registered Trademark al H2O AG, Schram
eo2N [in.]
0.000
Calculations
Sc** [in.]
7.125
11■■II1.ITI
www.hllti.us
Company:
Specifier.
Address:
Phone IFax:
E-Mail:
Page:
Praject:
Sub -Project I Pos. No.:
Date:
Preis Anchor 2A.5
6
2/12/2014
4.2 Pryout Strength (Bond Strength controls)
Vep =k,s[\ANto/ Wed,N.1ypNa NaO
$Vrp xV..
AN. see ICC-ES AC308, Part D,5.3.7
ANw = sQn.
Ser,Ne =20d 1450
CaNe = 2
yr.aN. = 0.7 + 0.3 ( ) s 1.0
rr( 1es
CerAte
W9NW9 + =eeo+r( / '(1-W9Nao),k1.0
WaN.a = r1 [(.rrt 13
1) (-16s,e) ,21.0
tknrhx,e = Rd hJ
`
WeeN■ = \1 +y/ 51.0
sense
( See ' Sae / S towt>N• = MA�c
Nao = Ike aN.seia ' Kband ' R . d ' he
Variables
1.000
tke,w a [PS1]
1880
saw [in.] n
1
Cardin [in-]
G=Na [in.]
3.563
Waage
1.00a 1.000
Results
] 2338
TO [PA
1044
tee
17
Cee [in.]
5.341
AN. Pa-2I
50.77
Tec1N
Q00
5 Combinedetension and shear Toads
0.525 0.355
=+ <= 1
ACI 318-08 Eq. (D-30)
ACI 318-08 Eq. (D-1)
ICC-ES AC308 Eq. (D-16c)
ICC-ES AC308 Eq. (D-16d)
ICC-ES AC308 Eq. (D-16e)
ICC-ES AC308 Eq, (D-16m)
ICC-ES AC308 Eq. (D-16g)
ICC-ES AC308 Eq. (D-16h)
ICC-ES AC308 Eq. (D-16i)
ICC-ES AC308 Eq. (D-16j)
ICC-ES AC308 Eq. (D-16p)
ICC-ES AC308 Eq. (D-16f)
dendxer rn•]
0.375
iv [Psi]
3000
Kbond
1.00
Pa.21
50.77
0.770
553
he [in.]
2.375
ed,N [in.]
0.000
tkmaxips]
1218
No [lb]
2338
V. [lb]
322
Utilization N,v [%]
52
Status
OK
Input data and mails must be checked for agreement with the existing conditions and for pleuwibilty!
PROFIS Meer (c ) 2003-2000 HBO AG, FL-9494 Schoen NAU is a registered Trademark of Fah AG, Scroen
www.hilti.us
Company:
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Profis Anchor 2.4.5
7
2/12/2014
6 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. 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 tD 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
• The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications.
Refer to the ICC-ES Evaluation Service Report (e.g. section 4.1.1 of the ICC-ESR 2322) for details.
• 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 318-08 Appendix D, Part D.3.3.4
that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part
D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo
ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5,
the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6.
An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains
"Exceptions" that may be applied In lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section
13.4.2.
An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains
"Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces as defined in ASCE 7, Equation 12.11-1
or Equation 12.14-10.
• It is the responsibility of the user when inputting values for brittle reduction factors (4,„a,d„ ,) different than those noted in ACI 318-08, Part
D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code.
Selection of 4)n,,,,d,,,a, = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor
is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3,
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibly!
PROFlS Anchor ( c ) 2003-20091Y I AG, FL-9494 Sdi. nfia B a registered Trademark of Hid AG, Selman
5'rr e J L t rti ier1 ✓ 04'72 je• i NO.
e 1z )4z rn. 6 (t,.Jp .= /0, ¢ l-o )
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• ENGINEERING
4875 SW Griffith Drive I Suite 3001 Beaveroon, OR 197005
503.820.3030 I tel 503.820,5539 I fax
www.aeleng.00m
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AAI
ENGINEERING
4875 SW Griffith Drive 1 Sulte 3001 Beaverbn, OR 197005
503.620.3030, tel 503.620.5539 1 fax
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ENGINEERING
4875 SW Griffith Drive I Suite 3001 Beaverton, OR 197005
503,820.3030 I tel 503.820.5539 I fax
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at ENGINEERING
4875 SW Griffith Drive 1 Suite 300 I Beaverton, OR 197005
503.620.3030f tel 503.620.5539 I fax
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By: Date.
Project No • / 74-D J 4
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ENGINEERING
4875 SW Griffith Wive 1 Srioe 3001 Beaverton. OR 197005
503.620.30301tei 503.620.5539 I fax
www.aaleng.com
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By: Date 2
Project No • /17¢1) / 6
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ENGINEERING
4875 SW Griffith Drive 1 Sulte 3001 Beaverton. OR 197005
503.820.30301tel 503.820.5539 I fax
www.aeleng.com
GJo/2K Po11VIE"
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AA! see associates, ills.
■ ENGINEERING
4875 SW Griffith Drivel Suite 3001 Beaverton, OR 197005
503.820.30301 tel 503.820.55391 tex
www.ealting.com
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By: Date' /6!/�
Project No• 4-/4016
Sheet:
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AAI *ban associates, inc.
■ ENGINEERING
4875 SW Griffith Drive 1 Suite 3001 Beaverton, OR 197005
6031.620.30301tet 603.620.65391fax
www.aaieng.eom
By: Date• oR/ ) i 4
Project No • 47 ¢ D / %
Sheet: 46 of:
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AAI otoMO associates, lac.
■ ENGINEERING
4875 SW Griffith Drive' Suite 3001 Beaverton, OR 197005
503.820.30301tea 503.820.55391fax
www.aaieng.com
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By: �'�" Date-
1/IA (- C off7V Project No • 741 40 11
C' n /A E 1 L II.ern s
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ENGINEERING
4875 SW Grimm Drive I Sulle 3001 Beaverton. OR 197005
503.820.3030 I tel 503.820,55391 fax
www.aaieng.com
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By: Date• ?"51/A.
Project No• /46
Sheet: 4 of•
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ENGINEERING
4875 SW Griffith Drive I Suite 300 I Beaverton, OR 197005
503.820.3030 I tal 503.820.5539 I fax
www.aa►eng.com
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By:et' Date' /I' I/ 4-
Project No •.4/ 4-0 /4
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ENGINEERING
4875 SW Griffith Drive I Suite 300 I Beaverton, OR 197005
603.820.3030Ite1 503.820.5539 I fax
www.aaienp.com
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By Date 2/12 /i
Project No • Ai i 4-b / p
Sheet
of:
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1'47q244v,( 6 -/3
o C Prot 6:
1%4001 - 11¢#I
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lima x 8. z'1 11:
t/r zI) - 153414
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- 1.4-085)= 07541
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ase /li-" a- Flap- .
AAI alpha! associate,
ENGINEERING
4875 SW Griffith Drive I Suite 300 I Beaverton, OR 197005
503.820.30301 tel 603.620.5539ffax
www.aaleng.com
GV1,eK Po 1,vrF
liuc/17N/
C,ej 4zE 6 -- 13
By: 4 C_ Date./ /-
Project No.: ! ' 7 1) /4
Sheet: of
www.hiifi.us
1■■inaTI
Profis Anchor 2A.5
Company:
s
Address:
Phone I Fax
E-Mail:
Page:
Project:
Sub -Project I Pos. No.:
Date:
2/12/2014
Specifiers comments:
Aiefrari E
1 Input data
Anchor type and diameter.
Effective embedment depth:
Material:
Evaluation Service Report
Issued I Valid:
Proof.
Stand-off installation:
Anchor plate:
Profile:
Base material:
Installation:
Reinforcement
Seismic loads (cat. C, D, E, or F)
Geometry [in.] & Loading Pb, In.1b]
HIT-HY 200 + HAS
h.top, = 2.375 in. (h tit = 2.750 in.)
5.8
ESR-3187
4/1/201313/12014
design method ACI 318 / AC308
FP"- Fc-f-E-A(c6 ovkci.
u $E /J4"y FIP7
eb = 0.000 in. (no stand-off); t = 0.125 in.
IZ x ly x t = 12.000 in. x 3.000 in. x 0.125 In.; (Recommended plate thickness: not calculated)
no profile
cradked concrete, 3000, fc' = 3000 psi; h = 4.000 in., Temp. short/long: 32/32 °F
hammer drilled hole, installation condition: dry
tension: condition B. shear. condition B; no supplemental splitting reinforcement present
edge reinforcement none or < No. 4 bar
yes (D.3.3.6)
Input dale and results mW be chaelnd for agreement with the etching canditlons and for plausibility,
PROFIS Anchor ( e) 2003.200910M1 AG. FL-9494 Schoen Hid 1s a registered Trademark or HIM AG. Schoen
�■■1111..T1
www.hiltl.us
Company:
Specifier
Address:
Phone I Fax
E-Mail:
[
Page:
Project
Sub -Project I Pos. No.:
Date:
Profits Anchor 2.4.5
2
t 122014
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force
1 0 259
Shear force x Shear force y
-259 0
max. concrete compressive strain: - [96e]
max. concrete compressive stress: - [psi]
resulting tension force In (xly)=(0.000/0.000): 0 [lb]
resulting compression force in (x/y)=(0.00010.000): 0 [lb]
3 Tension Toad
Steel Strength"
Bond Strength**
Concrete Breakout Strength**
• anchor having the highest loading
Load No Obi
N/A
N/A
N/A
**anchor group (anchors in tension)
Capacity On [Ib] Utilization N,rr/JNn
N/ NA ar
N/A N/A
N/A N/A
Status
N/A
N/A
N/A
Input data and results must be checked far agreement kith the existing conditions and for plausibility!
PROMS Anchor ( c) 2003-2009 Hiti AG, FL-9494 Schoen I#0 tea registered Trademerh of FON AO. Selman
i■■11`TI
www.hilti.us
Company:
Specifier.
Address:
Phone I Fax:
E-Mail:
[
Page:
Project
Sub -Project I Pos. No.:
Date:
Profis Anchor 2.4.5
3
2/12/2014
4 Shear load
Load VW obi Capacity,V■ ow Utilization v = V„ Status
Steel failure (with lever arm)* N/A N/A N/A N/A
Pryout Strength (Bond Strength 259 945 28 OK
controls)**
tConYY crete edge failure in direction ** N/A N/A N/A N/A
anchor having the highest loading **anchor group (relevant anchors)
4.1 8teel Strength
Vuts = ESR value refer to ICC-ES ESR-3187
ACI 318-08 Eq. (D-2)
Variables
n A,. v Pn•21 fw„ [Pail
1 6.o8 72500
Calculations
Vs. [lb]
1966
Results
V„ [lb] 4lwnakw ; V.„ [lb] V„. [lb]
1966 0.60o 0.770 908 259
Input data and results must he checked for agreement wtlh the existing cordI0ons and for plaeibatyl
PROMS Anchor ( e) 2003-2009 HIS AG. FL-9494 Schaaf HMI is a registered Trademark of Hill AG. Schaal
48
F■III..TI
www.bild.us
Company:
Specifier.
Address:
Phone 1 Fax
E-Mad:
Page:
Project
Sub -Project I Pos. No.:
Date:
Profit; Anchor 2.4.5
4
2/12/2014
4.2 Pryout Strength (Bond Strength controls)
V`a — I( rtao� Wdra WA. Nao]
V„, 2
AN, see ICC-ES AC308, Part D.5.3.7
Aran = 4.N.
SR,N, =20d s3he
—-S .
Gxra — 2
W.d,Na= 0.7 + 0.3 () s 1.0
W9. a5 1
%Ma =+[((S \s / '(1-Wad)] a1.0
Moss = rt - [(E -1) . () Z 1.0
1
W«!+. = (1 ) 51.0
Sear
MAX(Wpw = ( ' ca.) s 1.0
N.o = rk 0 ' moat ' xuond • n • d ' he
Variables
ACI 318-08 Eq. (D-30)
ACI 318-08 Eq. (D-1)
ICC-ES AC308 Eq. (D-16c)
ICC-ES AC308 Eq. (D-16d)
ICC-ESAC308 Eq. (D-16e)
ICC-ES AC308 Eq. (D-16m)
ICC-ES AC308 Eq. (D-16g)
ICC-ES AC308 Eq. (D-16h)
ICC-ES AC308 Eq. (D-161)
ICC-ES AC308 Eq. (D-16j)
ICC-ES AC308 Eq. (D-16p)
ICC-ES AC308 Eq. (D-16f)
�p sk.ouras (P&7 Tk,e [Psi] d., hor Pm) h.I [in.]
1.000 1880 1044 0.375 2.375
sw [in•] n 4 [PsilN Vol
1 17 3000 0.000
eoz,N [in.] sass corm f n.] Cao [in.] 1Cb5d UNA.%
0.000 • 5.341 1.00 0.800
Calculations
scot. [in.] 4r,N. fn.] AN. Cn•21 Aran fn 21 W.4N Won [MA
7.125 3.563 50.77 50.77 1,000 1218
N b
1.000 000 1.`000 1.000 .000 2338]
Results
V�p fb] �anu.cs 4w �nondnaw $ V (Ib) Vim VW
23380 700 0.750 0.770 945 259
Input data and reads must be checked for agreement with the existing co diliorr and la plausibility]
PROFIS Md= ( c) 2003-2009 Hits AG, FL-9494 Sdaan Hiitl is a registered Trademark al Hill AG, Salmon
41
www.hilti.us
Company:
Specifier.
Address:
Phone 1 Fax:
E-Mail:
Page:
Project
Sub -Project I Pos. No.:
Date:
Profls Anchor 2.4.5
5
2/12/2014
5 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated In PROFIS Anchor. 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 0 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
• The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications.
Refer to the ICC-ES Evaluation Service Report (e.g. section 4.1.1 of the ICC-ESR 2322) for details.
• 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 318-08 Appendix D, Part D.3.3.4
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, Part
D.3.3.5 requires that the attachment that the anchor Is connecting to the structure shall be designed so that the attachment will undergo
ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5,
the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6.
An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains
"Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined In ASCE 7, Section
13.4.2.
An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains
"Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1
or Equation 12.14-10.
• It is the responsibility of the user when inputting values for brittle reduction factors () different than those noted in ACI 318-08, Part
D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the goveming building code.
Selection of a,,..dem. =1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor
is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3.
Fastening meets the design criteria!
Input data and results must be checked rar agreement with the misting conditions and for plausibility,
PROFIS Anchor ( c) 20032009 MU AG. FL-9494 3c haan HIM is a registered Trademark of Hff AG, Schoen
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(I2,97er RAW) � >> 3 TIVA
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? b
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= D./, 2 ✓ik'
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AA' ilium asocial's, inc.
ENGINEERING
4875 SW Griffith Drive l Suite 300I Beaverton, OR 197005
503,620.3030 i tel 503.620.5539 I fax
www.aeten9.com
o,eK Po/err
47vcr)a,e' PE Pa rl
By: . Date PM/ it
Project No• 4-/4 olI
Sheet: 7/ of:
CFS Version 5.0.2
Section: carriage section.sct Chemelle Stark
carriage AAI Engineering, Inc.
dhss
Rev. Date: 6/25/2013 9:11:19 AM
By: Chemelle Stark
Member Check - 2004 North American Specification - US (ASD)
Design
Lx
Kx
Cbx
Cmx
Braced
Loads:
Parameters:
5.6670 ft
1.0000
1.0000
1.0000
Flange: None
Entered
Applied
Strength
Effective
Ae
P
(k)
0.0000
0.0000
9.5181
Ly
Ky
Cby
Cmy
Moment
Mx
(k-in)
- 24.000
- 24.000
23.817
properties at
0.82128 in^2 Ixe
Sxe(t)
Sxe (b)
section
Interaction Equations
NAS Eq. C5.2.1-1 (P, Mx, My)
NAS Eq. C5.2.1-2 (P, Mx, My)
NAS Eq. C3.3.1-1 (Mx, Vy)
NAS Eq. C3.3.1-1 (My, Vx)
1.0000 ft Lt
1.0000 Kt
1.0000 ex
1.0000 ey
Reduction, R: 0.0000
Vy My
(k) (k-in)
2.2000 0.000
2.2000 0.000
7.6533 0.904
applied loads:
3.0574 inA4
1.1033 inA3
1.0264 in^3
Iye
Sye(1)
Sye (r)
0.000 + 1.008 + 0.000 =
0.000 + 1.008 + 0.000 -
Sqrt(1.015 + 0.083)
Sqrt(0.000 + 0.000)
Page 1
1.0000 ft
1.0000
0.0000 in
0.0000 in
Vx
(k)
0.0000
0.0000
1.6936
0.0366 in^4
0.2390 in^3
0.0458 in^3
.09$ > 1.0
1.0 8 > 1.0
1.048 > 1.0
0.000 <= 1.0
Calculation Details - 2004 North American Specification - US (ASD)
Axial Compression Strength
(KUr)x=35.246, (KUr)y=56.829
ax=234.37 ksi
ay=90.154 ksi
at=128 ksi
Fe=79.68 ksi
Fy=33 ksi
Xc=0.64355
Fn=27.748 ksi
Effective width calculations for part 1: Part 1
Element 1: Unstiffened, w=0.555 in
f1=27.748 ksi, f2=27.748 ksi
k=0.43
X=0.26007
X.<0.673 (fully effective)
Element 2: Check for lip stiffener reduction
S=41.735
w/t < 0.328S (no lip reduction)
Element 2: Stiffened, w=0.45 in
f1=27.748 ksi, f2=27.748 ksi
w=1
k=4
X=0.069137
p=1
be=0.45 in
b1=0.225 in
b2=0.225 in
NAS C3.1.2.1-6
NAS C3.1.2.1-7
NAS C3.1.2.1-8
NAS C4-4
NAS C4-2
NAS Eq. B3.2-1
NAS Eq. B3.2-3
NAS Eq. B2.1-4
NAS Eq. B2.1-1
NAS Eq. B4-1
NAS Eq. B2.3-1
NAS Eq. B2.3-8
NAS Eq. B2.1-4
NAS Eq. B2.1-3
NAS Eq. B2.1-2
NAS Eq. B2.3-9
NAS Eq. B2.3-10
CFS Version 5.0.2
Section: carriage section.sct
carriage
dhss
Rev. Date: 6/25/2013 9:11:19 AM
By: Chemelle Stark
Chemelle Stark
AAI Engineering, Inc.
b1+b2 > compression width (fully effective)
Element 3: Stiffened, w=2.1607e-7 in
f1=27.748 ksi, f2=27.748 ksi
w=1 NAS Eq. B2.3-1
k=4 NAS Eq, B2.3-8
X=3.3196e-8 NAS Eq. B2.1-4
p=1 NAS Eq. B2.1-3
be=2.1607e-7 in NAS Eq. B2.1-2
b1=1.0803e-7 in NAS Eq. B2.3-9
b2=1.0803e-7 in NAS Eq. B2.3-10
b1+b2 > compression width (fully effective)
Element 5: Unstiffened, w=0.7484 in
f1=27.748 ksi, f2=27.748 ksi
w=1 NAS Eq. B3.2-1
k=0.43 NAS Eq. B3.2-3
X,=0.3507 NAS Eq. B2.1-4
?<0.673 (fully effective) NAS Eq. B2.1-1
Element 4: Check for lip stiffener reduction
S=41.735 NAS Eq. B4-1
Ia=0.01796 in^4 NAS Eq. B4.2-10
Is=0.0036678 inA4
ds=0.15284 in (Hp ineffective width=0.59556 in) NAS Eq. B4.2-7
k=2.5323 NAS Table B4.2
Element 4: Partially stiffened, w=5.44 in
f=27.748 ksi, k=2.5323
X=1.0504 NAS Eq. B2.1-4
p=0.75261 NAS Eq. B2.1-3
b=4.0942 in (ineffective width=1.3458 in) NAS Eq. B2.1-2
b1=0.41806 in, b2=3.6761 in
Ae=0.61743 in^2
Pn=17.133 k NAS C4-1
Sic=1.8, 4c=0.85
Flexural Strength about X-axis
ay=90.154 ksi NAS C3.1.2.1-7
at=128 ksi NAS C3.1.2.1-8
Ctf=1 NAS C3.1.2.1-10
Fy=38.752 ksi
Fe=207.01 ksi NAS C3.1.2.1-5
Fc=38.752 ksi
Not subject to lateral -torsional buckling - same as fully braced strength
Flexural Strength about Y-axis
ax=234.37 ksi NAS C3.1.2.1-6
at=128 ksi NAS C3.1.2.1-8
Ctf=1 NAS C3.1.2.1-10
Fy=33 ksi
Fe=1215 ksi NAS C3.1.2.1-5
Fc=33 ksi
Not subject to lateral -torsional buckling - same as fully braced strength
Compression and Bending Interaction
ax=1 NAS C5.2.1-4
ay=1 NAS C5.2.1-5
Page 2
CFS Version 5.0.2
Section: carriage section.sct
carriage
dhss
Rev. Date: 6/25/2013 9:11:19 AM
By: Chemelle Stark
Effective section at applied Toads
Effective width calculations for part 1: Part 1
Element 1: No compressive stress (fully effective)
Element 2: No compressive stress (fully effective)
Element 3: No compressive stress (fully effective)
Element 5: Unstiffened, w=0.7484 in
f1=22.971 Icsi, f2=22.971 ksi
yr=1
k=0.43
X=0.31909
.<0.673 (fully effective)
Element 4: Stiffened, w=5.44 in
f1=21.774 ksi, f2=-20.929 ksi
y►=0, 9612
k=23.009
X=0.3087
p=1
be=5.44 in
ho=5.75 in, bo=0.9534 in, ho/bo=6.031
b1=1.3733 in
b2=1.4005 in
Compression width=2.7738 in
b1+b2 > compression width (fully effective)
Chemelle Stark
AAI Engineering, Inc.
NAS Eq. B3.2-1
NAS Eq. B3.2-3
NAS Eq. B2.1-4
NAS Eq. B2.1-1
NAS Eq. B2.3-1
NAS Eq. B2.3-2
NAS Eq. B2.1-4
NAS Eq. B2.1-3
NAS Eq. B2.1-2
NAS Eq. B2.3-6
NAS Eq. B2.3-7
Page 3
$74-z= 7N Cl 0. 6 - Epp. /r% - it-/
AAI afil as assecates, iaa P%- G By: Date. 6 /J
ENGINEERING PeTYD/ Project No• 4740/b
4875 SW Griffith Ddve 1 Site 3001 Beaverton. OR 197005
503.620.30301tel 503.620.55391fax
www.aaleng.com Sheet - �
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ENGINEERING
4875 SW Griffith Drive 1 Suite 300 I Beaverton, OR 197005
503.820.3030 I tel 603.820.5539 I fax
www.aaleng.com
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• ENGINEERING
4875 SW Griffith Drive I Salle 3001 Beaverton. OR 197005
503.820.3030 'tat 503.620.5539 I fax
www.aaleng.com
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4875 SW G4tflth Drive ( Suite 3001 Beaverton, OR 197005
503.620.30301 tel 503.620.5539 I fax
www,ealeng.com
S P �- C S A- vR By:
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503.620.3030 I fel 503,620,5539 I fax
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4875 SW Griffith Drive I Suite 300 1 Beaverton, OR 1 97005
503,820.3030 I tel 503.820.5539 I fax
www.aafang.com
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By: e.'d Date' 7//e4 T
Project No•Al4-0/
Sheet do of:
www.hiltLus
Company:
Specifier:
Address:
Phone I Fax:
E-Mail
Page:
Project
Sub -Project I Pos. No.:
Date:
1■■111.111"1
Profls Anchor 2.4.5
1
2/12/2014
Specier's comments:
co&o sr?, E- eitg
1 Input data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report
Issued !Valid:
Proof:
Stand-off Installation:
Anchor plate:
Profile:
Base material:
Installation:
Reinforcement
Seismic loads (cat. C, D, E, or F)
Geometry Dn.] & Loading [lb, in.lb]
HIT-HY 200 + HAS 3/8
hr = 2.375 in. (hem = 2.750 in.)
5.8
ESR-3187
4/1/2013 1 3/1/2014
design method ACI 318 / AC308
eb = 0.000 In. (no stand -oft); t = 0.125 in.
I„ x 1, x t =12.000 in. x 3.000 in. x 0.125 In.; (Recommended plate thickness: not calculated)
no profile
cracked concrete, 3000, fr' = 3000 psi; h = 4.000 in., Temp. short/long: 32/32 °F
hammer drilled hole, installation condition: dry
tension: condition B, shear. condition B; no supplemental splitting reinforcement present
edge reinforcement none or < No. 4 bar
yes (D.3.3.6)
Z
�t
Y--
Input data and results must to choked for apssmnt with Cieedging; conditions and lot plausibility!
PROFIS Anchor (c) 2003-2009 Hild AO, FL-9494 Schoen HIM Is a npistsred Trademark of HIS AO, Schoen
www.hilti.us
Company: Page:
Specifier. Project:
Address: Sub -Protect I Pos. No.:
Phone I Fax: [ Date:
E-Mail:
Profis Anchor 2.4.5
2
i 12/2014
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [Ib]
Tension face: (+Tension. -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 364 357 -357 0
max. concrete compressive strain: - [%.]
max. concrete compressive stress: - [Pal
resulting tension force in (xy)=(0.000/0.000): 364 [Ib]
resulting compression force in (xy)=(0.000/0.000): 0 [Ib]
3 Tension Toad
Tension
Load N. [Ib] Capaclty + . [lb] Utilization pN = NasN„ Status
Steel Strength` 364 281 13 OK
Bond Strength** 364 877 42 OK
Concrete Breakout Strength** 364 1279 29 OK
anchor having the highest loading **anchor group (anchors in tension)
3.1 Steel Strength
N.. = ESR value
+Ned 2N„.
Variables
refer to ICC-ES ESR-3187
ACI 318-08 Eq. (D-1)
n.2i f.,. [P87
1 0.08 72500
Calculations
N. [Ib]
5620
Results
N. [lb] 4 t q�mm.
5620 0 650 0.770
s N. [lb]
2813
N. pb]
364
Input data and results must be checked for agreement milt the eodsing caditions and for plausibility!
PROFIS Anchor ( c) 2003-2009 HBO AG. FL-9494 Schean Hilt) is a registered Trademark of HMI AO, Schoen
www.hilti.us
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1■111LIFT' 1
Prof's Anchor 2.4.5
3
2/12r2014
3.2 Bond( Strength
N° — (A►tao) W.4Na wpm. Nao
4 N. 2 Nu.
AN, = see ICC-ES AC308. Part D.5.3.7
Am o = seM
sax. = 20d 1k450 s 3 ha
_ SaN.
ChrNa — 2
W.qN. = 0.7 + 0.3 ( ) s 1.0
os
WoNa = Wg,Nao + [() . (1 - WoNao)] 21.0
11,51
Wt.Nao=-[(`r-1)'(y° / J21.0
r tknn,c
tknhaxe- h t' fc' fa
Waa.w
WPNa
=(1+2eN)s1.0
= mAx(ibicue
)S1.o
= tkc mow. ' xbond ' 1< ' d ' he
Variables
'rk,a.uncr [Ps7 danch. [in.]
1880 0.375
kc lc [Pal
17 3000
Calculations
s«N. [in.] cpN. [in.]
7.125 3.563
Results
N. [lb]
2338
409.14s
bond
0.650
her tin]
2.375
eet,N Lim]
0.000
AH. [in.2]
50.77
ect,N.
ad.750.nac
ICC-ES AC308 Eq. (D-16a)
ACI 318-08 Eq. (D-1)
ICC-ES AC308 Eq. (D-16c)
ICC-ES AC308 Eq. (D-16d)
ICC-ES AC308 Eq. (D-16e)
ICC-ES AC308 Eq. (D-16m)
ICC-ES AC308 Eq. (D-16g)
ICC-ES AC308 Eq. (D-16h)
ICC-ES AC308 Eq. (D-16i)
ICC-ES AC308 Eq. (D-16j)
ICC-ES AC308 Eq. (D-16p)
ICC-ES AC308 Eq. (D-16f)
Gym [m•]
-
e [in.1
0.000
ANao lin• )
50.77
4nonducla.
0.770
saw fn.l
0.000
ca. [in•1
5.341
adN.
hy..000fwo
Q' Na [lb]
877
n
1
xhand
1,00
ilkonex
[asl7
1218
No [lb]
2338
N.. [lb]
364
tkc [P1
1044
0.800
Input data and results must be dhedted for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2000 Het AG. FL-9494 Sdhaan Hit Is a registered Trademadc of Ht6 AG, Schoen
I■■1I` T'I
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Company:
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Profis Anchor 2.4.5
4
2/12/2014
3.3 Concrete Breakout Strength
Nth = ) WbNt{rsN Wm.N Nb
Nth 2 Nua
AN, see ACI 318-08, Part D.5.2.1, Fig. RD.5.21(b)
h1co = 9 h2.1
N=C1 \
1+2eN151.0
rc
yr.dl=O.7+0.3(1.5ti")s1.0
Ww,N = MAX(! , 1 cam) s 1.0
Nb = kc 7L h;ra
Variables
h.r Cm]
2.375
cart M•1
5.341
Calculations
ANe[e1
50.77
Results
Nth Pb)
3408
ear,N Pry]
0.000
ke
17
AO [in.21
50.77
a 650
te
ACI 318-08 Eq. (D-4)
ACI 318-08 Eq. (D-1)
ACI 318-08 Eq. (D-6)
ACI 318-08 Eq. (D•9)
ACI 318-08 Eq. (D-11)
ACI 318-08 Eq. (D-13)
ACI 318-08 Eq. (D-7)
ethm [in.) ;kin (in.
0.000 tt
X i. [Peg
1 3000
1.000 1.000
0 750
b.770
LIl N
1.000
1.0o0
• Nth [lb]
1279
Nua Pb]
364
Nb Pb1
3408
Input data and results must be decked for agreement with the ndsdng candlona and for plausbiityl
PROFIS Anchor (c ) 2003-2009 HIM AG. FL-9494 Sdisen HIS is a registered Trademark of HIS AG, Selman
www.hini.us
Company.
Specifier.
Address:
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(
Page:
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Date:
1■■11`TI
Profis Anchor 2.4.5
5
2/12/2014
4 Shear Toad
Load V. [ill Capacity V. pb] Utilization p = V.J V„ Status
Steel Strength` 357 908 40 OK
Steel failure (with lever arm)` N/A N/A N/A N/A
Pryout Strength (Bond Strength 357 945 38 OK
controls)"
Concrete edge failure in direction " N/A N/A N/A N/A
" anchor having the highest loading **anchor group (relevant anchors)
4.1 Steel Strength
= ESR value refer to ICC-ES ESR-3187
• V..2 V., ACI 318-08 Eq. (D-2)
Variables
n A...v [in.2] fad IPsi)
1 0.08 72500
Calculations
V. [lb]
1966
Results
V. [lb]
1966
o
ItOnoncludlis
0.770
Via nb] V., Ib)
908 357
Input data and results must be checked for agreement with the enisBng conditions and for plausibility!
PROFS Anchor ( c ) 2003-2009 H I AG. F7..9494 Schwan HItl Is a registered Trademark or Hee AG. Schaan
www.hiiti.us
Company:
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Profis Anchor 2A.5
6
2/12/2014
4.2 Pryout Strength (Bond Strength controls)
V,e-k`DL\(ANwJ W.51+5 Wpm No]
0 Vcp 2 Vu.
AN, see ICC-ES AC308. Part D.5.3.7
AN.o = 4,N.
sQ,Na =2Od V1450S3h.1
Ccrm = ?
Wb,Ns = 0.7 + 0.3 (Cc,Na) 51.0
rr
e5
W50e =WoNw+[(soN3 • (1-moo)] 1.0
WOW = 4-11-- [0,A 1) (—)1 121.0
tkm.xc=- h•
Wsu.Ns
WD,N.
141.5
=(1
1 1s1.0
=MAX(C. )s1.0
Cac
= 'RA a 4.sak • Koos' • d . h.r
Variables
tI,ca [Psi] tk,c(Psl]
110
Salt.)
eczN [in.]
0.000
Calculations
scr,N. [in.]
7.125
WWgg.N.S 1.Wp,rr
1.000 000
Results
Vcp [lb]
2338
700
k5
17
cae [in.]
5.341
AN.Cn21
50.77
Wae1,N
1.000
talc
b.750
5 Combined tension and shear Toads
0.415 0.393
pr,,,=01+ <=1
ACI 318-08 Eq. (D-30)
ACI 318-08 Eq. (D-1)
ICC-ES AC308 Eq. (D-16c)
ICC-ES AC308 Eq. (D-16d)
ICC-ES AC308 Eq. (D-16e)
ICC-ES AC308 Eq. (D-16m)
ICC-ES AC308 Eq. (D-16g)
ICC-ES AC308 Eq. (D-16h)
ICC-ES AC308 Eq. (D-16i)
ICC-ES AC308 Eq. (D-16j)
ICC-ES AC308 Eq. (D-16p)
ICC-ES AC308 Eq. (D-161)
ci5.55r Vol
0.375
fe [Pell
3000
Kband
1.00
AN.o [in.2]
50.77
We 2.N
1.000
jnonducn.
0.770
he [in.]
Z375
ec1N [in.]
0.000
aN.sd.
0.800
1.000
[Ib]
945
tkn a, [Pell
1218
No obi
2338
Va. obi
Utilization pN,v (°,41
5/3 45
357
Status
OK
Input data and results must be checked for agreement with the existing oatlitla s and for pausdltyl
PROFS Anchor ( c) 2003.2005I99 AG, FL-9494 Schein Hid Is a registered Trademark W H5i AG, Schaal
68
1■■11`T1
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Profis Anchor 2.4.6
7
2/12/2014
6 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. 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 m 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 deaning method. Refer to the INSTRUCTIONS FOR USE given in the
Evaluation Service Report for cleaning and installation instructions
• The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications.
Refer to the ICC-ES Evaluation Service Report (e.g. section 4.1.1 of the ICC-ESR 2322) for details.
• 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 318-08 Appendix D, Part D.3.3.4
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, Part
D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo
ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In fieu of D.3.3.4 and 13.3.3.5,
the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6.
An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains
"Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section
13.4.2.
An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains
"Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1
or Equation 12.14-10.
It is the responsibility of the user when inputting values for brittle reduction factors ($,,,,.) different than those noted in ACI 318-08, Part
D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the governing building code.
Selection of 4),,,a,�1. = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor
is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3.
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 Hilt) AG, FL-9494 Schoen Heti is a registered Trademe k of Hill AG, Schierl
/N r E f DIv1 S1-4-n oJ472ti 4— fo sr
1(Q. " = qa" x 3b " x /2/ . z 5 "
.14-1tt 67"x ¢8"x /2oa
Pen ¢p x 36 " X 12/. 2 .
we.
B3 5'3 43.6
¢3 7- b° 443_
b¢D
- SETTING 0 o,/,1 1/z1-1 is-4-ccc .47E 0!2 C>71vs-pv477in-
A' gel, 6 6.1q3 6011
/4-1 104 it 6 �f?, / 0 /6 4
qb cg ab b888
c 124 ?518 88 70
Viilgx 47 G it
Tn i4 8) f
u,/ '/405.6 /-1 Ln k H -F- (/, 6 Z Sll ?Jr/ k4.4)
7-4
d 3?-1/
AA' *Ran insulates. ic.
e ENGINEERING
4875 SW Griffith Drive [ Suite 3001 Beaverton, oR 197005
503.620.30301te1 503.620.55391fax
www,aatenp.com
f ft CE SAE
VI LCr'
l /YT%-7Le /200/1
By: L A pate. //a /1
Project No• 4-7¢0/6
Sheet: of:
DATE: 4/7/2013
C-4 Cm
0
E1
72-3
x
cx
X
N
d'�
www.hilti.us
1111.I.T1
Profis Anchor 2.4.5
Company:
Specifier:
Address:
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Sub -Project I Pos. No.:
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2/13/2014
Specifler's comments:
/ IV TnDIYj — 60 /7 M414/
1 Input data
Anchor type and diameter. KWIK HUS-EZ (KH-EZ) 1/4 (1 5/8)
Effective embedment depth: hat =1.180 in., h,,,,,, = 1.625 in.
Material: Carbon Steel
Evaluation Service Report ESR-3027
Issued I Valid: 8/1/2012112/1/2013
Proof: design method ACI 318 /AC193
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0,125 in.
Anchor plate: I, x ly x t = 3.000 in. x 4.000 in. x 0.125 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: sacked concrete, 3000, fa' = 3000 psi; h = 4.000 in.
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) yes (D.3.3.6)
Geometry [in.] & Loading [Ib, hn.lb]
0
0
•
•
•
•
•
•
•
tryM data and resuas must be checked for egreanrnt with Ihe existing conditions end for plausibility!
PROMS Anchor ( c) 20032009 HIV AG, FL-9494 Schaan KW is a registered Trademark of Hid AG, Schoen
)r)
www.hittLus
Company:
Specifier.
Address:
Phone I Fax:
E-Mail:
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions Db]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force
1 0 174
Shear force x Shear force y
174 0
max. concrete compressive strain: - [%o
max. concrete compressive stress: - [pail
resulting tension force in (x/y)=(0.000/0.000): 0 [lb]
resulting compression force in (x/y)=(0.000/0.000): 0 (ib)
3 Tension load
Steel Strength*
Pullout Strength*
Concrete Breakout Strength"
• anchor having the highest loading
Load N,a [lb]
N/A
N/A
N/A
"anchor group (anchors in tension)
Page:
Project
Sub -Project I Pos. No.:
Date
1■■11671"
Profis Anchor 2.4.5
2
2/13/2014
Capacity 0. (Ib] Utilization pat = KAN.
N/A N/A
N/A
N/A
N/A
N/A
Status
N/A
N/A
N/A
Input data and raufs mutt be checked far agreement with the existing conditions and for plausibility!
PROFISAnGar ( c ) 2003-2009 Had AG. FL-9494 Schaal Hiltl is a registered Trademark or MAC, Schoen
Pia sari
www.hifi.us
Company:
Specifier:
Address:
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Profis Anchor 2.4.5
3
2/13/2014
4 Shear load
Steel Strength*
Steel failure (with lever arm)*
Pryout Strength`
Concrete edge failure in direction "
* anchor having the highest loading
4.1 Steel Strength
V„i. = ESR value refer to ICC-ES ESR-3027
2 V„. ACI 318-08 Eq. (D-2)
Variables
n
1
Calculations
V. [lb]
1393
Results
V. Db)
1393
A...v fn.2]
0.05
fur [psi]
112540
+nandtale
0.770
Load V,,, Db]
174
N/A
174
N/A
"'anchor group (relevant anchors)
} V. [lb]
644
Capacity `V„ Db]
644
N/A
482
N/A
4.2 Pryout Strength
V. = kv [(() W.d.N WAN Ww.N Nb] ACI 318-08 Eq. (D-30)
} V,s 2 V. ACI 318-08 Eq. (D-2)
ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
Amo = 9 hK ACI 318-08 Eq. (D-0)
1
W.vN = (.+2eN)s1.0
ACI 318-08 Eq. (D-9)
W.,j,N = 0.7 + 0.3 (t) s 1.0 ACI 318-08 Eq. (D-11)
WcP,N = MAX( ; 1 ) s 1.0 ACI 318-08 Eq. (D-13)
Nb = kc 11 `rfc hws ACI 318-08 Eq. (D-7)
Variables
f Ng(in.]
1.180
-�000
Calculations
AN. Dn•2]
12.53
Results
✓ Pb]
1194
cc [in.]
2.000
ANm Gn.2]
12.53
}concrete
1.700
0 750
e,N lin.]
0.000
1
1.000
0.770
Vb]
174
ca.mtn [in.]
fc [pail
3000
We 000
} vob]
Utilization pv = Vu,/}V„
8
N/A
37
N/A
Status
OK
N/A
OK
N/A
Nb (lb]
1194
Input date and results must be checked for agreement with the existing conditions and for plausibility]
PROFIS Anchor ( c ) 2003-2009 HIIO AG. FL-9494 Sdhaan HMI is a registered Trademark of HOU AG. Screen
www.hllti.us Profls Anchor 24.5
4
Company:
Specifier.
Address:
Phone I Fax:
E-Mail:
Page:
Project
Sub -Project I Pos. No.:
Data
2/13/2014
5 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. 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 0 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.
• Refer to the manufacturer's product literature 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 318-08 Appendix D, Part D.3.3.4
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, Part
D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo
ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of D.3.3.4 and D.3.3.5,
the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6.
An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9, This approach contains
"Exceptions" that may be applied in lieu of D.3.3 for applications involving "non-structural components" as defined in ASCE 7, Section
13.4.2.
An alternative anchor design approach to ACI 318-08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains
"Exceptions" that may be applied in lieu of D.3.3 for applications involving "wall out -of -plane forces" as defined In ASCE 7, Equation 12.11-1
or Equation 12.14-10.
It is the responsibility of the user when inputting values for brittle reduction factors (a,,,,,d, different than those noted in ACI 318-08, Part
D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08, ASCE 7 and the goveming building code.
Selection of 4,,,,,d„a,l, = 1.0 as a means of satisfying ACI 318-08, Part D.3.3.5 assumes the user has designed the attachment that the anchor
is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318-08, Part D.3.3.3.
Fastening meets the design criteria!
Input dab and results must be ducked for agreement with the Ong conditions and a plausibility!
PROFIS Anchor ( c ) 2003-2009 Hild AG. FL•9494 Sidman His Is a register Trademark of Hdd Ara. Sdtaan
93
CC\
-P
LA
0
M
0
0
e
t%1
V1
0
- 0
0
(A
0
,
41.
J
tii
oi
0
0
1
LAUt
0
0
It g 4
"A N
p u
C N
REV? SEa cow, 5-17)j217rEI Cioixpuezie /
Orn f1rv. Pm## cv
'fr« alp, 504
taro G52-
a!y
al(' lP I
vir• qI�
Moro- 459
M►r _ ?6 26
Mir 86I4-
Mar Z I-3
1''!►r y 10, 7'3 D
yysw r S
Pi 4,4,6
P: /oa¢
P : 58o
iP - ff 3 2 —133.5
P 1233 `/' . 8
170 112( c8o) 4- D.44(1/2I(560) f, 4-4 01z) 568 = 408 d
Pe - '12 (SBo) 4- !l2 ( 8 3 Z) . 44 ('/)(5Bo) t. 44114)83 Z)
f .44(866) = /3?d d�
P3 II2(832) d' WI 1233) 4- .441P121183lYr.44-)M1Z#3 3 1486.8
P¢ = 0. 44 (#60) = 3P�1_ Rz
PS:. 1233 •t •.44 (865) 4--.44 (1233) = p159-
Pb r D. 44 (1/L)(ob e)1 0. 44 ('1v)(/Oo 4) s 412
P: °' 1233 t 0.44 (1234)0 /9-'7-5.5
pe 3 !/2 (1z 33) f u/Z (12 3 3)(0- 44)+- '/z </ou¢lla• 41) = //o &
Too f Li se Pmirx Div"ha, (/Ncwr GE /3, fr %)
Pr 'l2(55o) + '(2 (-1 bD.3)(.4-4) f- "l2 (� 44)(B68) = 44S 7- JOZ3
s
PZ - 1/2(580) 1-'Iz(030 +- .4-4 (h/z)(-1bo.3) -,44 ('J)(-133.5)'-, 441.40
P3 ''11(032) 1-'Iz(1233)!-,44('f7-1(--133.5)4-,444.IIt)(-/'f 89.� �s'�•6
P¢> 0.44 (06Pi) = 38 1.1'
Ps > 12 35 r .14 (-1q-•O) -1-.44 (e46) = 152 1-.7
�L = 'Is( Ob 6) (- 44) . 441'/)(loo 4) 411, 6
11.-- 1233f-.44(-Iq4.6) - 1145.79-
Per ')2(1233) .44 OM( -i'1 . &) !- . 44(!/z)(fao4/
inA' aishan esseciates, inc.
AENGINEERING
4875 SW Griffith [hive I Suite 300 I Beaverton, OR 197005
503.620.3030 I WI 503.620.5539 I fax
www,aaleng.com
1A/d le 107o /^NE
v1'.GC4-N
Sra t`-Gtrnl
By:e41 Date. a//4/11
Project Now/ � 4 011,
Sheet: 45 of:
mg -ram !th c
wrap, Sr i dap Sb)-
e4 /2iitn e- 1 - $)PF
tfr1 /. I ' 4
2,053 'k
vrneL v /, q 3 2-
4.56
v 12 ' tc.
�16 d v5'4rn4g
Cte/vf-r,I'4-6.E
AAI of hen asndeles, inc.
ENGINEERING
4875 SW Griffith Wive Suite 3001 Beaverton, OR 197005
503.620.3030Itel 503.620.55391fax
www.eaieng.com
�PA—& SMJF72.
!/u L C A-N
Entered
Applied
Strength
CFS Version 5.0.2
Section: carriage section.sct
carriage
dhss
Rev. Date: 2/14/2014 9:05:09 AM
By: Chemelle Stark
Chemelle Stark
AAI Engineering, Inc.
Member Check - 2004 North American Specification - US (ASD)
Design Parameters:
Lx 6.5000 ft
Kx 1.0000
Cbx 1.0000
Cmx 1.0000
Braced Flange: None
Loads: P
(k)
0.0000
0.0000
9.5909
Ly 1.0000 ft Lt
Ky 1.0000 Kt
Cby 1.0000 ex
Cmy 1.0000 ey
Moment Reduction, R: 0.0000
Mx
(k-in)
-24.636
-24.636
24.068
Effective section properties at
Ae 0.82629 inA2 Ixe
Sxe(t)
Sxe(b)
Interaction Equations
NAS Eq. C5.2.1-1 (P, Mx,
NAS Eq. C5.2.1-2 (P, Mx,
NAS Eq. C3.3.1-1 (Mx,
NAS Eq. C3.3.1-1 (My,
My)
My)
Vy)
Vx)
Vy
(k)
1.9370
1.9370
7.6932
applied loads:
3.0740 in^4
1.1097 in^3
1.0316 inA3
Page 1
1.0000 ft
1.0000
0.0000 in
0.0000 in
My Vx
(k-in) (k)
0.000 0.0000
0.000 0.0000
0.911 1.6956
Iye
Sye(1)
Sye(r)
0.000 + 1.024 + 0.000
0.000 + 1.024 + 0.00
Sqrt(1.048 + 0.06
Sqrt(0.000 + 0.00
0.0369 in^4
0.2398 in^3
0.0461 in^3
1.024 > 1.0
= 1.024 > 1.0
)= 1.054 > 1.0
= 0.000 <= 1.0
Calculation Details - 2004 North American Specification - US
Axial Compression Strength
(KUr)x--40.44, (KUr)y=56.815
ax=178.03 ksi
ay=90.199 ksi
at=128.36 ksi
Fe=79.783 ksi
Fy=33 ksi
Xc=0.64313
Fn=27.754 ksi
Effective width calculations for part 1: Part 1
Element 1: Unstiffened, w=0.5543 in
f1=27.754 ksi, f2=27.754 ksi
W=1 NAS Eq. B3.2-1
k=0.43 NAS Eq. B3.2-3
X=0.25805 NAS Eq. B2.1-4
?<0.673 (fully effective) NAS Eq. B2.1-1
Element 2: Check for lip stiffener reduction
S=41.731 NAS Eq. B4-1
w/t < 0.328S (no lip reduction)
Element 2: Stiffened, w=0.4486 in
f1 =27.754 ksi, f2=27.754 ksi
W=1
k=4
X=0.068474
p=1
be=0.4486 in
b1=0.2243 in
b2=0.2243 in
NAS C3.1.2.1-6
NAS C3.1.2.1-7
NAS C3.1.2.1-8
NAS C4-4
NAS C4-2
NAS Eq. B2.3-1
NAS Eq. B2.3-8
NAS Eq. B2.1-4
NAS Eq. B2.1-3
NAS Eq. B2.1-2
NAS Eq. B2.3-9
NAS Eq. B2.3-10
CFS Version 5.0.2
Section: carriage section.sct
carriage
dhss
Rev. Date: 2/14/2014 9:05:09 AM
By: Chemelle Stark
Chemelle Stark
AAI Engineering, Inc.
b1+b2 > compression width (fully effective)
Element 3: Stiffened, w=2.1607e-7 in
f1=27.754 ksi, f2=27.754 ksi
111=1 NAS Eq. B2.3-1
k=4 NAS Eq. B2.3-8
X=3.298e-8 NAS Eq. B2.1-4
p=1 NAS Eq. B2.1-3
be=2.1607e-7 in NAS Eq. B2.1-2
b1=1.0803e-7 in NAS Eq. B2.3-9
b2=1.0803e-7 in NAS Eq. B2.3-10
b1+b2 > compression width (fully effective)
Element 5: Unstiffened, w=0.742 in
f1=27.754 ksi, f2=27.754 ksi
W=1 NAS Eq. B3.2-1
k=0.43 NAS Eq. B3.2-3
X=0.34543 NAS Eq. B2.1-4
X<0.673 (fully effective) NAS Eq. B2.1-1
Element 4: Check for Hp stiffener reduction
S=41.731 NAS Eq. B4-1
Ia=0.018305 in^4 NAS Eq. B4.2-10
Is=0.0035984 in"4
ds=0.14586 in (Hp ineffective width=0.59614 in) NAS Eq. B4.2-7
k=2.5058 NAS Table B4.2
Element 4: Partially stiffened, w=5.4329 in
f=27.754 ksi, k=2.5058
X=1.0477 NAS Eq. B2.1-4
p=0.75403 NAS Eq. B2.1-3
b=4.0966 in (ineffective width=1.3363 in) NAS Eq. B2.1-2
b1=0.40265 in, b2=3.6939 in
Ae=0.62202 inA2
Pn=17.264 k NAS C4-1
Sac=1.8, +c=0.85
Flexural Strength about X-axis
ay=90.199 ksi NAS C3.1.2.1-7
at=128.36 ksi NAS C3.1.2.1-8
Ctf=1 NAS C3.1.2.1-10
Fy=38.962 ksi
Fe=207.01 ksi NAS C3.1.2.1-5
Fc=38.962 ksi
Not subject to lateral -torsional buckling - same as fully braced strength
Flexural Strength about Y-axis
ax=178.03 ksi NAS C3.1.2.1-6
6t=128.36 ksi NAS C3.1.2.1-8
Ctf=1 NAS C3.1.2.1-10
Fy=33 ksi
Fe=1200.6 ksi NAS C3.1.2.1-5
Fc=33 ksi
Not subject to lateral -torsional buckling - same as fully braced strength
Compression and Bending Interaction
ax=1 NAS C5.2.1-4
ay=1 NAS C5.2.1-5
Page 2
CFS Version 5.0.2
Section: carriage section.sct
carriage
dhss
Rev. Date: 2/14/2014 9:05:09 AM
By: Chemelle Stark
Chemelle Stark
AAI Engineering, Inc.
Effective section at applied loads
Effective width calculations for part 1: Part 1
Element 1: No compressive stress (fully effective)
Element 2: No compressive stress (fully effective)
Element 3: No compressive stress (fully effective)
Element 5: Unstiffened, w=0.742 in
f1=23.458 ksi, f2=23.458 ksi
W=1 NAS Eq. B3.2-1
k=0.43 NAS Eq. B3.2-3
X=0.31757 NAS Eq. B2.1-4
X.<0.673 (fully effective) NAS Eq. B2.1-1
Element 4: Stiffened, w=5.4329 in
f1=22.187 ksi, f2=-21.354 ksi
111=0.96248 NAS Eq. B2.3-1
k=23.041 NAS Eq. B2.3-2
X=0.30893 NAS Eq. B2.1-4
p=1 NAS Eq. B2.1-3
be=5.4329 in NAS Eq. B2.1-2
ho=5.75 in, bo=0.9534 in, ho/bo=6.031
b1=1.3711 in NAS Eq. B2.3-6
b2=1.3973 in NAS Eq. B2.3-7
Compression width=2.7684 in
b1+b2 > compression width (fully effective)
Page 3
SSC BOM
End User
Project Name:
Contact Name:
Contact Phone:
Distributor Info
Name: Spacesaver Corporation
Salesperson:
Distributor PO#:
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List Price: Standard Pricing - 2012
Date Printed: 07/30/2013
Filename: Pjl Nikid76 i 's\13480\vulcan Final - Shelving.om
Version:
(Carriage 1
Spacesaver
Storage S o l v e d`
Unit Total Unit List Total List
Qty UM Part Number Description Weight Weight Price Price
4 Post and Case
4 EA UC-36107.75-CTD
4 EA UC-3647.75-CAD
2 EA UC-3695.75-CAD
41 EA SC-4636-S
32 EA SS-4811-F
74 EA SS-4811-F
8 EA SS-4814-HC
90 EA SR-36-F
12 EA SR-36-H
14 EA CS-4802-H
2 EA ASPLICE
20 EA BD-1824
32 EA BD-1825.5
4 EA BD-1830
Color
TBD
TBD
TBD
TBD
None
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
Case Type Upright, Tee
Case Type Upright, Angle
Case Type Upright, Angle
CASE TYPE SHELF, SLOTTED
SHELF SUPPORT
SHELF SUPPORT
SHELF SUPPORT W/ EARS CUT OFF
SHELF REINFORCEMENT
SHELF REINFORCEMENT
CENTER STOP
SPLICE KIT - ANGLE, 4-POST
Bin Divider
Bin Divider
Bin Divider
82.60 330.40 $343.00
41.00 164.00 $178.00
62.00 124.00 $238.00
15.80 647.80 $63.00
3.75 120.00 $11.25
3.75 277.50 $11.25
2.50 20.00 $11.25
1.75 157.50 $6.30
2.25 27.00 $7.20
2.00 28.00 $12.75
1.00 2.00 $18.00
5.25 105.00 $24.50
7.11 227.52 $27.75
7.11 28.44 $27.75
$1,372.00
S712.00
$476.00
$2,583.00
$360.00
$832.50
$90.00
$567.00
$86.40
$178.50
$36.00
S490.00
$888.00
$111.00
Total 4 Post and Case Wet
Buyout
24
Shelving Anchors
Sub Total 4 Post and Case List Price $8,782.40
Total 4 Post and Case List Price
Discount of 58.0 %
Total 4 Post and Case Net
$8,782.40
$5,093.79
$3,688.61
0.00 0.00 $0.60 $14.40
Sub Total Buyout List Price $14.40
Total Buyout Weight 0.00
Total Buyout List Price
Discount of 37.0 %
Total Buyout Net
$14.40
$5.33
$9.07
Total Weight 2,259.16
Total List Price ( without Surcharges )
Total List Price
Total Discount of 58.0 %
Total Net Dollars
$8,796.80
$8,796.80
$5,099.12
$3,697.68
Ito; rnntainarl in this roan, it is r.nnant tn NIA Nast of roir knnwiadna If unll disMVar an Armor it ran only hn fYP.d if vnll hdnn it tn niIr attPntlnn Finall f:nnfimira.ArimindtSnarnravnrrr
SSC BOM
End User
Project Name:
Contact Name:
Contact Phone:
Distributor Info
Name: Spacesaver Corporation
Salesperson:
Distributor PO#:
Project #:
Contract Pricing: No
Quidtship Pridng: No
Contract Name:
Contract Number:
List Price: Standard Pricing - 2012
Date Printed: 07/30/2013
Filename: 801INIIME F83OQ•'s\134801vuican Final - Shelving.om
VersiO
arriage 2
Qty UM Part Number Color
4 Post and Case
4 4 EA UC-24116.75-CAD
..4 EA UC-2426.75-CAD
4 C4 EA UC-2426.75-CTD
o EA UC-24I07.75-CTD
4 EA UC-24116.75-CTD
----"1 t:A
44 EA SC-2824-S
1 EA SC-3424-S
56 EA SC-3424-S
38 EA SC-4624-S
30T4-1C TBD
8 EA SS-36111-FC None
104 EA SS-3614-F TBD
8 EA SS-3614-HC TBD
68 EA SS-4811-F TBD
8 EA SS-4814-HC TBD
140 EA SR-24-F TBD
16 EA SR-24-H TBD
8 EA BS-30-F TBD
8 EA BS-36-F TBD
12 EA BS-48-F TBD
4 EA ASPLICE TBD
4 EA BD-2421 TBD
7 EA CP
4 EA TSPLICE
16 BD2437.5
8 BD2438.75
14 BD2439
TBD
TBD
TBD
TBD
TBD
one
Description
Spacesaver.
Storage S o l v e d`
Unit Total Unit List Total List
Weight Weight Price Price
Case Type Upright, Angle 55.60 222.40 $239.00 $956.00
Case Type Upright, Angle 18.75 75.00 $125.00 $500.00
Case Type Upright, Tee 21.50 86.00 $142.00 $568.00
Case Type Upright, Tee 62.40 '� 374.40'/ $268.00 $1,608.00
CaseT U ' ht Tee 62.40 249.60 $268.00 $1,072.00
E SHELF, SLOTTED 6.80 6.80 $26.50 $26.50
TBD CASE TYPE SHELF, SLOTTED 6.80 299.20 $26.50 $1,166.00
None CASE TYPE SHELF, SLOTTED 8.00 8.00 $32.00 $32.00
TBD CASE TYPE SHELF, SLOTTED 8.00 448.00 $32.00 $1,792.00
TBD CASE TYPE SHELF SLOTTED 10.80 410.40 $42.00 $1,596.00
TBD SHELF SUPPORT 1.50 120.00 $4.90 $392.00
SHELF SUPPORT W/ EARS CUT OFF 1.50 12.00 $8.70 $69.60
SHELF SUPPORT W/ EARS CUT OFF 2.58 20.64 $11.25 $90.00
SHELF SUPPORT 1.75 182.00 $5.50 S572.00
SHELF SUPPORT W/ EARS CUT OFF 1.75 14.00 $8.90 $71.20
SHELF SUPPORT 3.75 255.00 $11.25 S765.00
SHELF SUPPORT W/ EARS CUT OFF 2.50 20.00 $11.25 $90.00
SHELF REINFORCEMENT 1.25 175.00 $4.05 $567.00
SHELF REINFORCEMENT 1.50 24.00 $4.75 $76.00
BACK STOP 1.50 12.00 $8.40 $67.20
BACK STOP 1.75 14.00 $8.40 $67.20
BACK STOP 2.25 27.00 $9.50 $114.00
SPLICE KIT - ANGLE, 4-POST 1.00 4.00 $18.00 $72.00
Bin Divider 5.25 21.00 $27.75 $111.00
CLOTHESPIN 0.02 0.14 $2.55 $17.85
SPLICE KIT - ANGLE, 4-POST 2.00 8.00 $35.25 $141.00
bin divider 13.00 208.00 $114.00 $1,824.00
bin divider 13.50 108.00 $189.00 $1,512.00
bin divider 14.00 196.00 $88.50 $1,239.00
TBD
TBD
TBD
TBD
Total 4 Post and Case We'
Buyout
48
34
4b
374.44
111
Sub Total 4 Post and Case List Price $17,174.55
Total 4 Post and Case List Price $17,174.55
Discount of 58.0 % $9,961.24
Tota14 Post and Case Net $7,213.31
Shelving Anchors 0.00 0.00 $0.60 $28.80
ibis
`El Sub Total Buyout List Price $28.80
RA rnnt,tned in this At Ante' Is meow/ to thee heat of Ate knee/IRMA If vnu disr.nvar an errnr it ran nnly he fixArt if von brine It to ro v Attention Finaii• Cnnflnu►a-ArimineSnar esaver rr
SSC BOM
End User
Project Name:
Contact Name:
Contact Phone:
Distributor Info
Name: Spacesaver Corporation
Salesperson:
Distributor PO#:
Project #:
Contract Pricing: No
Quicksbip Pricing: No
Contract Name:
Contract Number:
List Price: Standard Pricing - 2012
Date Printed: 07/30/2013
Filename: B E6T8310/'s\13480\vulcan Final - Shelving.om
Version:..-
UM Part Number
4 Post and Case
(4 EA UC-24116.75-CAD
4 EA UC-2426.75-CAD
C14 EA UC-2426.75-CTD
14 EA UC-24116.75-CTD
64 EA SC-2824-S
96 EA SS-3014-F
32 EA SS-3014-HC
32 EA SR-24-F
16 EA SR-24-H
48 EA BS-30-F
4 EA ASPLICE
9 EA CP
14 EA TSPLICE
16 BD2440.25
32 BD2451
Color
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
Description
Spacesaver
Stara g a S o I Y e 1•
Unit Total Unit List Total List
Weight Weight Price Price
Case Type Upright, Angle
Case Type Upright, Angle
Case Type Upright, Tee
Case Type Upright, Tee
CASE TYPE SHELF, SLOTTED
SHELF SUPPORT
SHELF SUPPORT W/ EARS CUT OFF
SHELF REINFORCEMENT
SHELF REINFORCEMENT
BACK STOP
SPLICE KIT - ANGLE, 4-POST
CLOTHESPIN
SPLICE KIT - ANGLE, 4-POST
bin divider
bin divider
55.60 222.40 $239.00 $956.00
18.75 75.00 $125.00 $500.00
21.50 301.00 $142.00 $1,988.00
62.40 873.60 $268.00 $3,752.00
6.80 435.20 $26.50 $1,696.00
1.50 144.00 $4.90 $470.40
1.50 48.00 $8.70 $278.40
1.25 40.00 $4.05 $129.60
1.50 24.00 $4.75 $76.00
1.50 72.00 $8.40 $403.20
1.00 4.00 $18.00 $72.00
0.02 0.18 $2.55 $22.95
2.00 28.00 $35.25 $493.50
15.00 240.00 $303.00 $4,848.00
18.00 576.00 $317.00 $10,144.00
Total 4 Post and Case Wei
Buyout
64
Shelving Anchors
Sub Tota14 Post and Case List Price $25,830.05
Total4 Post and Case List Price
Discount of 58.0 %
Tota14 Post and Case Net
$25,830.05
$14,981.43
$10,848.62
0.00 0.00 $0.60 $38.40
Sub Total Buyout List Price $38.40
Total Buyout Weight 0.00
Total Buyout List Price
Discount of 37.0 %
Total Buyout Net
$38.40
S14.21
$24.19
Total Weight 3,083.38
Total List Price ( without Surcharges) $25,868.45
Total List Price $25,868.45
Total Discount of 58.0 % $14,995.64
Total Net Dollars $10,872.81
A3 8
ItA rrudainari in thin manta I!t rnrreri tn thR hRst of nlM knnwlarinl It vnl l r1isr.nvP.r an nrrnr it can only hRfixed if vrn i hrinn it tn nur attantim Finall' Cnnf n ira-ArdmInnAnannnav,r rr
,SSC BOM
End User
Project Name:
Contact Name:
Contact Phone:
Date Printed: 07/30/2013
Filename:
Version:
Distributor Info
Name: Spacesaver Corporation
Salesperson:
Distributor PO#:
Project #:
Contract Pricing: No
Quickship Pricing: No
Contract Name:
Contract Number:
List Price: Standard Pricing - 2012
Rjl`ddiNtE6FE 3ia's\13480\vulcan Final - Shelving.om
Qty UM Part Number
4 Post and Case
8 EA UC-24115.25-CAD
8 EA UC-2428.25-CAD
28 EA UC-2428.25-CTD
28 EA UC-24115.25-CTD
128 EA SC-2824-S
192 EA SS-3014-F
64
64
32
8
18
28
EA SS-3014-HC
EA
EA
EA
EA
EA
SR-24-F
SR-24-H
ASPLICE
CP
TSPLICE
Color
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
Description
Spacesaver
Store g e S o I v e d•
Unit Total Unit List Total List
Weight Weight Price Price
Case Type Upright, Angle
Case Type Upright, Angle
Case Type Upright, Tee
Case Type Upright, Tee
CASE TYPE SHELF, SLOTTED
SHELF SUPPORT
SHELF SUPPORT W/ EARS CUT OFF
SHELF REINFORCEMENT
SHELF REINFORCEMENT
SPLICE KIT - ANGLE, 4-POST
CLOTHESPIN
SPLICE KIT - ANGLE, 4-POST
55.60
18.75
21.50
62.40
6.80
1.50
1.50
1.25
1.50
1.00
0.02
2.00
444.80
150.00
602.00
1,747.20
870.40
288.00
96.00
80.00
48.00
8.00
0.36
56.00
$239.00
$125.00
$142.00
S268.00
$26.50
$4.90
$8.70
$4.05
$4.75
$18.00
$2.55
$35.25
$1,912.00
S1,000.00
$3,976.00
$7,504.00
$3,392.00
$940.80
$556.80
$259.20
$152.00
$144.00
$45.90
S987.00
Sub Total 4 Post and Case List Price $20,869.70
Tota14 Post and Case Wei&hi 4,390.76
Buyout
128
Shelving Anchors
Total 4 Post and Case List Price $20,869.70
Discount of 58.0 % $12,104.43
Total 4 Post and Case Net $8,765.27
0.00 0.00 $0.60 $76.80
Sub Total Buyout List Price $76.80
Total Buyout Weight 0.00
Total Buyout List Price
Discount of 37.0 %
Total Buyout Net
Total Weight 4,390.76
$76.80
$28.42
$48.38
Total List Price ( without Surcharges) $20,946.50
Total List Price $20,946.50
Total Discount of 57.9 % $12,132.84
Total Net Dollars $8,813.66
j4-4' 15
ha mintalnn:1 In thin nlirnit is rnrrart tn tha heat of niv knnwlartna If vmi rilssrnvnr an arrnr N ran nnlv hA fixed If vnls hrinn It tn nisi* attnntinn Finag• C..nnfinawa-Arimink5Snarneavarrr
SSC BOM
/ 8
`8
End User
Project Name:
Contact Name:
Contact Phone:
Distributor Info
Name:
Salesperson:
Distributor PO#:
Project #:
Contract Pricing: No
Quickship Pricing: No
Contract Name:
Contract Number:
List Price:
Spacesaver Corporation
Standard Pricing - 2012
Date Printed: 07/30/2013
Filename: 110/0011/1d1SF13009's\13480\vulcan Final - Shelving.om
Versio
ternative 1
UM Part Number
4 Post and Case
8 EA US-24116.75-CA
8 EA US-2426.75-CA
EA US-24116.75-CT
EA US-2426.75-CT
1 ik BA SF-4824-P
216 EA SS-4811-F
20 EA SS-4814-HC
216 EA SR-24-F
24 EA SR-24-H
8 EA ASPLICE
8 EA CP
4 EA RS-3324-S
8 EA TSPLICE
14 SF5224P
24 SS-5211-F
4 SS-5214-HC
Color
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
Description
4Post Upright, Closed Angle
4Post Upright, Closed Angle
4Post Upright, Closed Tee
4Post U ht, Closed Tee
LOW PROFILE SHELF, PLAIN
Spacesaver
Storage S o l v a d'
Unit Total Unit List Total List
Weight Weight Price Price
34.00
12.00
42.50
13.75
11.00
SHELF SUPPORT 3.75
SHELF SUPPORT W/ EARS CUT OFF 2.50
SHELF REINFORCEMENT 1.25
SHELF REINFORCEMENT 1.50
SPLICE KIT - ANGLE, 4-POST
CLOTHESPIN
REFERENCE SHELF ASSY 53181.13
SPLICE KIT - ANGLE, 4-POST
shelf
shelf support
shelf support
1.00
0.02
16.00
2.00
11.75
3.85
2.75
272.00
96.00
340.00
110.00
1,298.00
810.00
50.00
270.00
36.00
8.00
0.16
64.00
16.00
164.50
92.40
11.00
$144.00
$71.00
$158.00
$78.50
$44.00
$11.25
$11.25
$4.05
$4.75
$18.00
$2.55
$128.00
$35.25
$99.00
$24.25
$12.25
$1,152.00
$568.00
$1,264.00
$628.00
$5,192.00
$2,430.00
$225.00
$874.80
$114.00
$144.00
$20.40
$512.00
$282.00
$1,386.00
$582.00
$49.00
Buyout a' Sd'ZL(/V'VI . 4e t .A.
48
Total Buyout Weight 0.00
Shelving Anchors
Sub Total 4 Post and Case List Price $15,423.20
Total 4 Post and Case List Price $15,423.20
Discount of 58.0 % $8,945.46
Total 4 Post and Case Net $6,477.74
0.00 0.00
$0.60 $28.80
Sub Total Buyout List Price $28.80
Total Buyout List Price $28.80
Discount of 37.0 % $10.66
Total Buyout Net $18.14
Total Weight 3,638.06
Total List Price ( without Surcharges )
Total List Price
Total Discount of 58.0 %
Total Net Dollars
$15,452.00
$15,452.00
$8,956.11
$6,495.89
,ta r. nntainArl In this n1Itn11t is r. nrrort to the heat of niiI knnwlerini If vn11 (termer An error it ran nnly hA fixed Wynn hrinn It to nlnr attpntinn Fmsil f:nnflnrlra-Arimin ThSnar.Asavnr rr
SSC BOM
End User
Project Name:
Contact Name:
Contact Phone:
Date Printed: 07/30/2013
Filename:
Version:
ase
A US-36116.75-CA
EA US-3626.75-CA
EA US-3628.25-CA
EA US-36116.75-CT
EA
EA SF-3636-P
2 EA SH-3636-P
2 EA SS-3611-H
2 EA SS-3611-HC
Distributor Info
Name:
Salesperson:
Distributor PO#:
Project #:
Contract Pricing:
Quickship Pricing:
Contract Name:
Contract Number:
List Price:
Spacesaver Corporation
No
No
Standard Pridng - 2012
8021NI F F8.3f011's\13480\vulcan Final - Shelving.om
Number Color
4 EA SS-3614-F
123 EA SR-36-F
15 EA SR-36-H
1 EA ASPLICE
2 EA RS-3336-S
5 EA TSPLICE
50 SF5236P
90 SS-5211-F
10 SS-5214-HC
TBD
TBD
TBD
TBD
TBD
Description
THl)
None
None
None
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
4Post Upright, Closed Angle
4Post Upright, Closed Angle
4Post Upright, Closed Angle
4Post Upright, Closed Tee
4Post Upright, Closed Tee
l't71VPRur7 LE S11ELF, Ito ii.
HEAVY-DUTY SHELF, PLAIN
SHELF SUPPORT
SHELF SUPPORT W/ EARS CUT OFF, 2.58
HEAVY
SHELF SUPPORT
SHELF REINFORCEMENT
SHELF REINFORCEMENT
SPLICE KIT - ANGLE, 4-POST
REFERENCE SHELF ASSEMBLY
SPLICE KIT - ANGLE, 4-POST
shelf
shelf support
shelf support
Spacesaver
Storage S o l o a d*
Unit Total Unit List Total List
Weight Weight Price Price
44.50 44.50 $193.00 $193.00
16.00 16.00 $101.00 $101.00
16.00 16.00 $101.00 $101.00
42.50 212.50 $202.00 $1,010.00
17.50 87.50 $110.00 $550.00
11.99 23.98 $44.75 S89.50
18.50 37.00 $68.50 $137.00
2.75 5.50 $8.90 $17.80
5.16 $12.50 $25.00
1.75 7.00 $5.50 $22.00
1.75 215.25 $6.30 $774.90
2.25 33.75 $7.20 $108.00
1.00 1.00 $18.00 $18.00
17.50 35.00 $128.00 $256.00
2.00 10.00 $35.25 $176.25
18.00 900.00 $115.00 $5,750.00
3.85 346.50 824.25 $2,182.50
2.75 27.50 $12.25 $122.50
Sub Total 4 Post and Case List Price $11,634.45
Total 4 Post and Case Weight 2,024.14
Buyout
24
0
..�^-"� 6 6.
Shelving Anchors
Total 4 Post and Case List Price $11,634.45
Discount of 58.0 % $6,747.98
Total 4 Post and Case Net $4,886.47
0.00 0.00 $0.60 $14.40
Sub Total Buyout List Price $14.40
Total Buyout Weight 0.00
Total Weight 2,024.14
Total Buyout List Price
Discount of 37.0 %
Total Buyout Net
$14.40
$5.33
$9.07
Total List Price ( without Surcharges )
Total List Price
Total Discount of 58.0 %
Total Net Dollars
$11,648.85
$11,648.85
$6,753.31
$4,895.54
4-6
16
Ita (.nntalnerl In this mitnlit Is ry rrs t to the hest of emir knowlerine If von disnnve..r en error it ran only he fixer♦ if von hrinn it to emir attention Fined Confirm lrs-Arlming Snarnsavnrrr
SSC BOM
End User
Project Name:
Contact Name:
Contact Phone:
Distributor Info
Name: Spacesaver Corporation
Salesperson:
Distributor PO#:
Project#:
Contract Pricing: No
Quickship Pricing: No
Contract Name:
Contract Number:
List Price: Standard Pricing - 2012
Date Printed: 07/30/2013
Filename: B OMESFA_3d011's\13480\vulcan Final - Shelving.om
Version:
Qty UM Part Number
4 Post and Case
• 2 EA US-24112.25-CA
• 2 EA US-2431.25-CA
2 EA US-3031.25-CA
8 EA US-24112.25-CT
8 EA US-2431.25-CT
• 2 EA US-30112.25-CA
8 EA US-30112.25-CT
8 EA US-3031.25-CT
t ; SF-4824-11
66 EA SF-4830-P
6 EA SH-4830-P
18 EA SH-4824-S
336 EA SS-4811-F
18 EA SS-4811-H
24 EA SS-4811-HC
12
198
153
18
12
4
12
10
16
EA
EA
EA
EA
EA
EA
EA
EA
EA
SS-4814-HC
SR-24F
SR-30-F
SR-30-H
BP-4852.25
ASPLICE
BH-48
CP
TSPLICE
Total 4 Post and Case
Buyout
72
fipaops
Total Buyout Weight 0.00
Doors & Drawers
12 EA SHDK4852D
12 EA SHDULB48
Color
Description
TBD 4Post Upright, Closed Angle
TBD 4Post Upright, Closed Angle
TBD 4Post Upright, Closed Angle
TBD 4Post Upright, Closed Tee
TBD 4Post Upright, Closed Tee
TBD 4Post Upright, Closed Angle
TBD 4Post Upright, Closed Tee
TBD 4Post Upright, Closed Tee
TBD ,
TBD LOW PROFILE SHELF, PLAIN
None HEAVY-DUTY SHELF, PLAIN
None HEAVY-DUTY SHELF, SLOTTED
TBD SHELF SUPPORT
None SHELF SUPPORT
None SHELF SUPPORT W/ EARS CUT OFF, 3.45
HEAVY
SHELF SUPPORT W/ EARS CUT OFF
SHELF REINFORCEMENT
SHELF REINFORCEMENT
SHELF REINFORCEMENT
Back Panel, 4Post / Case Shelving
SPLICE KIT - ANGLE, 4-POST
BACK HOLDERS
CLOTHESPIN
SPLICE KIT - ANGLE, 4-POST
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
Spacesaver
Storage S o l red'
Unit Total Unit List Total List
Weight Weight Price Price
34.00 68.00 $144.00 $288.00
12.00 24.00 $71.00 $142.00
13.75 27.50 $80.50 $161.00
42.50 340.00 $158.00 $1,264.00
13.75 110.00 $78.50 $628.00
39.50 79.00 $167.00 $334.00
42.50 340.00 $180.00 $1,440.00
15.75 126.00 $87.50 $700.00
11.00 1,188.00 $44.00 $4,752.00
13.75 907.50 $54.50 $3,597.00
20.75 124.50 $75.50 $453.00
16.75 301.50 $62.00 $1,116.00
3.75 1,260.00 $11.25 $3,780.00
3.75 67.50 $11.25 $202.50
82.80 $14.75 $354.00
2.50 30.00 $11.25 $135.00
1.25 247.50 $4.05 S801.90
1.50 229.50 $5.00 $765.00
2.00 36.00 $5.95 $107.10
22.00 264.00 $171.00 $2,052.00
1.00 4.00 $18.00 $72.00
1.00 12.00 $8.90 $106.80
0.02 0.20 S2.55 $25.50
2.00 32.00 $35.25 $564.00
Sub Total 4 Post and Case List Price $23,840.80
Shelving Anchors
Total 4 Post and Case List Price $23,840.80
Discount of 58.0 % $13,827.66
Total Post and Case Net $10,013.14
0.00 0.00 $0.60 $43.20
Sub Total Buyout List Price S43.20
TBD
TBD
SWINGING DOOR KIT,(KEY DIFF) 43.9
BRACKET UPPER/LOWER,SWINGING 9.00
HINGED DOOR,4-POST
Total Buyout List Price $43.20
Discount of 37.0 % $15.98
Total Buyout Net $27.22
$634.00 $7,608.00
$224.00 $2,688.00
io
Aa rnntainnd In thiA ni dni it is rnrrart to tha hn_at of ni v knnwtnrinn If vim i diAcnvar an arrnr it rannnlv ha fixad If unit hrinn it to n ur attantinn Finail• Cnnfim ira-ArlminaSnanasavar rr
SSC BOM
End User Distributor Info
Project Name: Name: Spacesaver Corporation
Contact Name: Salesperson:
Contact Phone: Distributor PO#:
Project #:
Contract Pricing: No
Qulckship Pricing: No
Contract Name:
Contract Number:
List Price: Standard Pricing - 2012
Date Printed: 07/30/2013
Filename: 1906t118h'iB6F63$0/'s\13480\valean Final - Shelving.om
Versio
Qty UM Part Number
Color Description
4kpacesaver
Storage S o l v e d'
Unit Total Unit List Total List
Weight Weight Price Price
4 Post and Case
4 EA US-24116.75-CA TBD
4 EA US-2428.25-CA TBD
4 EA US-3028.25-CA TBD
2 EA US-24116.75-CT TBD
2 EA US-2428.25-CT TBD
4 EA US-30116.75-CA TBD
2 EA US-30116.75-CT TBD
2 EA US-3028.25-CT TBD
52 EA SF-3624-P TBD
52 EA SF-3630-P TBD
192 EA SS-3614-F TBD
16 EA SS-3614-HC TBD
44 EA SR-24-F TBD
4 EA SR-24-H TBD
88 EA SR-30-F TBD
8 EA SR-30-H TBD
8 EA ASPLICE TBD
6 EA CP
4 EA TSPLICE
Total 4 Post and Case Wej
Buyout
32
TBD
4Post Upright, Closed Angle 34.00 136.00 $144.00 $576.00
4Post Upright, Closed Angle 12.00 48.00 $71.00 $284.00
4Post Upright, Closed Angle 13.75 55.00 $80.50 $322.00
4Post Upright, Closed Tee 42.50 85.00 $158.00 $316.00
4Post Upright, Closed Tee 13.75 27.50 $78.50 $157.00
4Post Upright, Closed Angle 39.50 158.00 $167.00 $668.00
4Post Upright, Closed Tee 42.50 85.00 $180.00 $360.00
4Post Upright, Closed Tee 15.75 31.50 $87.50 $175.00
LOW PROFILE SHELF, PLAIN 8.25 429.00 $30.25 $1,573.00
LOW PROFILE SHELF, PLAIN 10.25 533.00 $37.25 $1,937.00
SHELF SUPPORT 1.75 336.00 $5.50 $1,056.00
SHELF SUPPORT W/ EARS CUT OFF 1.75 28.00 $8.90 $142.40
SHELF REINFORCEMENT 1.25 55.00 $4.05 $178.20
SHELF REINFORCEMENT 1.50 6.00 $4.75 $19.00
SHELF REINFORCEMENT 1.50 132.00 $5.00 $440.00
SHELF REINFORCEMENT 2.00 16.00 $5.95 $47.60
SPLICE KIT - ANGLE, 4-POST 1.00 8.00 $18.00 $144.00
CLOTHESPIN 0.02 0.12 $2.55 $15.30
SPLICE KIT - ANGLE, 4-POST 2.00 8.00 $35.25 $141.00
Shelving Anchors
Sub Total4 Post and Case List Price
$8,551.50
Total4 Post and Case List Price $8,551.50
Discount of 58.0 % S4,959.87
Total 4 Post and Case Net $3,591.63
0.00 0.00 $0.60 $19.20
Sub Total Buyout List Price $19.20
Total Buyout Weight 0.00
Total Weight 2,177.12
Total Buyout List Price $19.20
Discount of 37.0 % $7.10
Total Buyout Net $12.10
Total List Price ( without Surcharges) S8,570.70
Total List Price $8,570.70
Total Discount of 58.0 % $4,966.97
Total Net Dollars $3,603.73
A-15
17
rta nnntainwrl In thin ndim rt is nnrrwr:t tn thn bast of nnr knnwlwrinw If volt Air rrvw► an wr►nr it ran nnlv ha flxari if vnri hrinn it tn mir attiMinn Finail C.nnflrn ira-Arimin rrdSnnnwanvwr rr
. SSC BOM
End User
Project Name:
Contact Name:
Contact Phone:
Distributor Info
Name:
Salesperson:
Distributor PO#:
Project #:
Contract Pricing:
Quicltship Pricing:
Contract Name:
Contract Number:
List Price:
Spacesaver Corporation
No
No
Standard Pricing - 2012
Date Printed: 07/30/2013
Filename: BAN i$UI's\13480\vulcan Final - Shelving.om
Version:
Qty UM Part Number
4 pst and Case
I/ 2f EA US-3026.75-CA
EA US-3059.75-CA
EA US-30115.25-CT
EA US-30116.75-CA
EA US-30116.75-CT
EA US-3026.75-CT
EA US-3028.25-CT
RA TTS-31159 75-CT
139 EA SF-4830-P
18 EA SH-4830-P
260 EA SS-4811-F
18 EA SS-4811-H
18 EA SS-4811-HC
-4
18
336
27
2
8
EA
EA
EA
EA
EA
SS-4814-HC
SR-30-F
SR-30-H
ASPLICE
TSPLICE
Total 4 Post and Case Weigh
Buyout
72
Color
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
None
TBD
None
None
TBD
TBD
TBD
TBD
TBD
Description
4°Spacesaver•
Storage S o I v o d'
Unit Total Unit List Total List
Weight Weight Price Price
4Post Upright, Closed Angle 13.75 27.50 $80.50 $161.00
4Post Upright, Closed Angle 22.00 44.00 $90.00 $180.00
4Post Upright, Closed Tee 42.50 170.00 $180.00 $720.00
4Post Upright, Closed Angle 39.50 79.00 $167.00 S334.00
4Post Upright, Closed Tee 42.50 170.00 $180.00 $720.00
4Post Upright, Closed Tee 15.75 63.00 $87.50 $350.00
4Post Upright, Closed Tee 15.75 63.00 $87.50 $350.00
4Post Upright, Closed Tee 25.00 200.00 $98.50 $788.00
LOW PROFILE SHELF, PLAIN 13.75 1,911.25 $54.50 $7,575.50
HEAVY-DUTY SHELF, PLAIN 20.75 37350 $75.50 $1,359.00
SHELF SUPPORT 3.75 975.00 $11.25 $2,925.00
SHELF SUPPORT 3.75 67.50 $11.25 $202.50
SHELF SUPPORT W/ EARS CUT OFF, 3.45 62.10 $14.75 $265.50
HEAVY
SHELF SUPPORT W/ EARS CUT OFF 2.50 45.00 $11.25 $202.50
SHELF REINFORCEMENT 1.50 504.00 $5.00 $1,680.00
SHELF REINFORCEMENT 2.00 54.00 $5.95 $160.65
SPLICE KIT - ANGLE, 4-POST 1.00 2.00 $18.00 $36.00
SPLICE KIT - ANGLE, 4-POST 2.00 16.00 $35.25 S282.00
Shelving Anchors
Sub Total 4 Post and Case List Price $18,291.65
Total 4 Post and Case List Price $18,291.65
Discount of 58.0 % $10,609.16
Total 4 Post and Case Net $7,682.49
0.00 0.00 $0.60 $43.20
Sub Total Buyout List Price $43.20
Total Buyout Weight 0.00
Total Buyout List Price
Discount of 37.0 %
Total Buyout Net
$43.20
$15.98
$27.22
Total Weight 4,826.85
Total List Price ( without Surcharges) $18,334.85
Total List Price $18,334.85
Total Discount of 58.0 % $10,625.14
Total Net Dollars $7,709.71
12
Aa rnntainnri in this ro emit In rnrrRrt. to thw haaf of ry it knnwlarinR If win rlisrnvar an arrnr it ran nnlv ha tend If vns i hrinn it to noir aftantinn Finail Cnnfirn na-ArlmintaiSnaraaavnr nr
SSC BOM
End User
Project Name:
Contact Name:
Contact Phone:
Distributor Info
Name: Spacesaver Corporation
Salesperson:
Distributor PO#:
Project #:
Contract Pricing: No
Quickship Pricing: No
Contract Name:
Contract Number:
List Price: Standard Pricing - 2012
Date Printed: 07/30/2013
Filename: BliellilibilbSFS30011103480Nvukan Final - Shelving.om
Version:
Spacesaver
S t e r a g• S o I r• d•
Bill of Material, floor loading, seismic and specification compliance are the responsibility of the AC/Distributor. Please be sure to review this BOM
carefully before quoting your customer or submitting your order to ensure that it accurately represents the product needed for your project. All specially
designed product will require additional lead time once ordered from Spacesaver to allow for custom design and part setup.
4 Post and Case
2 EA US-36116.75-CA
2 EA US-3626.75-CA
6 EA US-36116.75-CT
6 EA US-3626.75-CT
8 EA SF-4236-P
8 EA SF-4836-P
_2EA SH-4236-P
2 EA SH-4836-P
16 EA SS-4211-F
2 EA SS-4211-H
2 EA SS-4211-HC
16
2
2
162
15
2
6
10
40
90
10
EA
EA
EA
EA
EA
EA
EA
SS-4811-F
SS-4811-H
SS-4811-HC
SR-36-F
SR-36-H
ASPLICE
TSPLICE
SH-5236-P
SF5236P
SS-5211-F
SS-5214-HC
Total 4 Post and Case Wei
if 2. 4-
Buyout
28
Total Buyout Weight 0.00
41
46
Color
TBD
TBD
TBD
TBD
TBD
TBD
None
None
TBD
None
None
TBD
None
None
TBD
TBD
TBD
TBD
TBD
TBD
TBD
Description
Unit Total Unit List Total List
Weight Weight Price Price
4Post Upright, Closed Angle 44.50 89.00 $193.00 $386.00
4Post Upright, Closed Angle 16.00 32.00 $101.00 $202.00
4Post Upright, Closed Tee 42.50 255.00 $202.00 $1,212.00
4Post Upright, Closed Tee 17.50 105.00 $110.00 $660.00
LOW PROFILE SHELF, PLAIN 13.94 111.52 $57.50 $460.00
LOW PROFILE SHELF, PLAIN 15.89 127.12 $67.00 $536.00
HEAVY-DUTY SHELF, PLAIN 21.50 43.00 $80.50 $161.00
HEAVY-DUTY SHELF, PLAIN 24.50 49.00 $90.00 $180.00
SHELF SUPPORT 3.25 52.00 $9.60 $153.60
SHELF SUPPORT 3.25 6.50 $9.60 $19.20
SHELF SUPPORT W/ EARS CUT OFF, 3.02 6.04 $13.50 $27.00
HEAVY
SHELF SUPPORT 3.75 60.00 $11.25 $180.00
SHELF SUPPORT 3.75 7.50 $11.25 $22.50
SHELF SUPPORT W/ EARS CUT OFF, 3.45 6.90 $14.75 $29.50
HEAVY
SHELF REINFORCEMENT 1.75 283.50 $6.30 $1,020.60
SHELF REINFORCEMENT 2.25 33.75 $7.20 $108.00
SPLICE KIT - ANGLE, 4-POST 1.00 2.00 $18.00 $36.00
SPLICE KIT - ANGLE, 4-POST 2.00 12.00 $35.25 $211.50
shelf 0.00 0.00
shelf 18.00 720.00 $115.00 $4,600.00
shelf support 3.85 346.50 $24.25 $2,182.50
shelf support 2.75 27.50 $12.25 $122.50
Sub Tota14 Post and Case List Price $12,509.90
Tota14 Post and Case List Price $12,509.90
Discount of 58.0 % $7,255.74
Tota14 Post and Case Net $5,254.16
Shelving Anchors
0.00 0.00 $0.60 $16.80
Sub Total Buyout List Price S16.80
Total Buyout List Price
Discount of 37.0 %
Total Buyout Net
S16.80
$6.22
$10.58
da rnntainrii In this ni rtn it is r•.orrar t In thin heat of ni or knnwtartnp If vni i rtlsrnvAr an nrrnr it can nnlv hA fixed If vni i hrinn It to noir attentinn Finail• C.nnflnirra-AnmintatSnarpaavAr rr
•
i
e tSC BOM
End User
Project Name:
Contact Name:
Contact Phone:
Distributor Info
Name:
Salesperson:
Distributor PO#:
Project #:
Contract Pricing:
Quicksbip Pricing:
Contract Name:
Contract Number:
List Price:
Spacesaver Corporation
No
No
Standard Pricing - 2012
Date Printed: 07/30/2013
Filename: 1 ;MIES1FS300)'s1134801vukan Final - Sbelving.om
Version:
arriagel3, SD) .A
Part Number
4 Post and Case
r 1 EA US-12 10.75
` 1 EA US-12 .25-A
t EA US-1228.25-CA
EA
EA
EA
EA
1 EA
EA
EA
EA
US-1232.75-CA
3-022.25-CA
US-3Q28.25-CA
115.25-CT
US-1228.25-CT
S-30115.25-CA
US-301I5.25-CT
US-30121-CA
US-30121-CT
US-3022.25-CT
US-3028.25-CT
t1't
Color
TBD
TBD
TBD
TBD
-TBD
TBD
TBfi
TBD
TBD
TBD
TBD
TBD
TBD
TBD
144'
Description
4Post pug t, osedAngle
4Post Upright, Closed Angle
4PostT1pright, Closed Angle
4Post Upright, Closed Angle
os pn
4Post Upright, Closed Angle
4Post Upright, Closed Tee
4Post Upright, Closed Tee
4Postlpnght, Closed Angle
4Post Upright, Closed Tee
4Post Upright, ClosedAngle
4Post Upright, Closed Tee
4Post Upright, Closed Tee
4Post Upright, Closed Tee
82
4
6
200
10
10
8
213
12
4
1
7
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
EA
SF-4830-P
SH-4812-P
SH-4830-P
SS-4811-F
SS-4811-H
SS-4811-HC
SS-4814-HC
SR-30-F
SR-30-H
ASPLICE
RS-3312-S
TSPLICE
Tota14 Post and Case Wei
Buyout
36
Total Buyout Weight 70/.10 $
t\
TBD
None
None
TBD
None
None
TBD
TBD
TBD
TBD
TBD
TBD
LOW PROFILE SHELF, PLAIN
HEAVY-DUTY SHELF, PLAIN
HEAVY-DUTY SHELF, PLAIN
SHELF SUPPORT
SHELF SUPPORT
4*S. pacesaver
Storage
S o I r e d`
Unit Total Unit List Total List
Weight Weight Price Price
24.25
24.25
8.00
8.00
13.75
13.75
29.75
10.00
39.50
42.50
39.50
42.50
15.75
15.75
5.69
13.75
9.10
20.75
3.75
3.75
SHELF SUPPORT W/ EARS CUT OFF, 3.45
HEAVY
SHELF SUPPORT W/ EARS CUT OFF
SHELF REINFORCEMENT
SHELF REINFORCEMENT
SPLICE KIT - ANGLE, 4-POST
REFERENCE SHELF ASSY 53181.08
SPLICE KIT - ANGLE, 4-POST
Shelving Anchors
24.25 $97.50 $97.50
24.25 $97.50 $97.50
8.00 $54.50 $54.50
8.00 $54.50 $54.50
13.75 $80.50 $80.50
13.75 $80.50 $80.50
29.75 $115.00 $115.00 J
10.00 $60.00 $60.00
39.50 $167.00 $167.00
127.50 $180.00 $540.00
39.50 $167.00 $167.00
127.50 $180.00 $540.00
47.25 $87.50 $262.50
47.25 $87.50 $262.50
125.18 $24.25 $533.50
1,127.50 $54.50 $4,469.00
36.40 $32.25 $129.00
124.50 $75.50 $453.00
750.00 $11.25 $2,250.00
37.50 $11.25 $112.50
34.50 $14.75 $147.50
2.50 20.00 $11.25 $90.00
1.50 319.50 $5.00 $1,065.00
2.00 24.00 $5.95 $71.40
1.00 4.00 $18.00 $72.00
14.50 14.50 $128.00 $128.00
2.00 14.00 $35.25 $246.75
Sub Total 4 Post and Case List Price $12,346.65
Tota14 Post and Case List Price $I2,346.65
Discount of 58.0 % $7,161.06
Tota14 Post and Case Net $5,185.59
0.00 0.00 $0.60 $21.60
Sub Total Buyout List Price $21.60
Total Buyout List Price
Discount of 37.0 %
Total Buyout Net
$21.60
$7.99
$13.61
13
An rnntrelnerd In this nllrnuut Le rnrract to thA hetet of nler knnwlorinR If vn i a rllsrnve.r An Rrmr It ruin nnly ha fil/Rrl If vnll hrinn It to rely atrantin n Finail Confine rr
SSC BOM
End User
Project Name:
Contact Name:
Contact Phone:
Distributor Info
Name:
Salesperson:
Distributor PO#:
Project #:
Contract Pricing: No
Quickship Pricing: No
Contract Name:
Contract Number:
List Price:
Spacesaver Corporation
Standard Pricing - 2012
Date Printed: 07/30/2013
Filename: B diIi"Ui6FF e30010'sU34801vukan Final - Shelving.om
Version:
US-3
EA US-3
4 EA SF-363
18 EA SF-4236-P
30 EA SF-4836-P
12 EA SS-3614-F
36 EA SS-4211-F
50 EA SS-4811-F
10 EA SS-4814-HC
120 EA SR-36-F
15 EA SR-36-H
1 EA BP-3665.75
3 EA BP-4265.75
5 EA BP-4865.75
1 EA BH-36
3 EA BH-42
5 EA BH-48
Total 4 Post and Case Wel
Buyout
36
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
TBD
Spacesaver
Storage S o l v e d•
Unit Total Unit List Total List
Weight Weight Price Price
4Post Upright, Closed Angle
4Post Upright, Closed Tee
LOVTPROFILT-SHELF, PLAIN
LOW PROFILE SHELF, PLAIN
LOW PROFILE SHELF, PLAIN
SHELF SUPPORT
SHELF SUPPORT
SHELF SUPPORT
SHELF SUPPORT W/ EARS CUT OFF
SHELF REINFORCEMENT
SHELF REINFORCEMENT
Back Panel, 4Post / Case Shelving
Back Panel, 4Post / Case Shelving
Back Panel, 4Post / Case Shelving
BACK HOLDERS
BACK HOLDERS
BACK HOLDERS
Shelving Anchors
29.75
33.25
11.99
13.94
15.89
1.75
3.25
3.75
2.50
1.75
2.25
19.25
22.50
25.75
0.75
0.75
1.00
119.00
232.75
71.94
250.92
476.70
21.00
117.00
187.50
25.00
210.00
33.75
19.25
67.50
128.75
0.75
2.25
5.00
$118.00
$130.00
$44.75
357.50
$67.00
$5.50
$9.60
$11.25
$11.25
$6.30
$7.20
$122.00
S144.00
$178.00
$7.20
$7.75
$8.90
Sub Total 4 Post and Case List Price
Total4 Post and Case List Price
Discount of 58.0 %
Total 4 Post and Case Net
$472.00
$910.00
$268.50
$1,035.00
$2,010.00
$66.00
$345.60
S562.50
S112.50
$756.00
$108.00
$122.00
$432.00
$890.00
$7.20
$23.25
$44.50
$8,165.05
$8,165.05
$4,735.73
$3,429.32
0.00 0.00 $0.60 $21.60
Sub Total Buyout List Price $21.60
Total Buyout Weight 0.00
Doors & Drawers
I EA SHDK3665A
3 EA SHDK4265A
5 EA SHDK4865A
1 EA SHDULB36
3 EA SHDULB42
5 EA SHDULB48
0(
TBD
TBD
TBD
TBD
TBD
TBD
Total Buyout List Price
Discount of 37.0 %
Total Buyout Net
$21.60
$7.99
S13.61
SWINGING DOOR IUT,(KEY ALIKE) 42.96 42.96 $567.00 $567.00
SWINGING DOOR KIT,(KEYALIKE) 47.67 143.01 $591.00 $1,773.00
SWINGING DOOR KIT,(KEYALIKE) 52.37 261.85 S641.00 $3,205.00
BRACKET UPPER/LOWER,SWINGING 8.25 8.25 $224.00 $224.00
HINGED DOOR,4-POST
BRACKET UPPER/LOWER,SWINGING 9.25 27.75 $224.00 $672.00
HINGED DOOR,4-POST
BRACKETUPPER/LOWER,SWINGING 9.00 4 l l $224.00 $1,120.00
HINGED DOOR,4-POST
Al is--
I}a r.nntainart In this n1 tiro it Is PMrant to thn heist of n Ir knnwlarina If vnii rtiRr..nvRr an Amor it ran nnly ha fixed if vni hrinn It to Mlr attnntinn
Finall.
f`.nnfiniIra-Arlminr�ii1Cn,,n vwrn
City of Tukwila
Department of Community Development
January 14, 2014
CODY CRAWFORD
505 FIFTH AVE S
SEATTLE, WA 98104
RE: Correction Letter # 1
DEVELOPMENT Permit Application Number D14-0001
VULCAN - 3314 S 116 ST
Dear CODY CRAWFORD,
Jim Haggerton, Mayor
Jack Pace, Director
This letter is to inform you of corrections that must be addressed before your development permit can be approved. All
correction requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
BUILDING DEPARTMENT: Dave Larson at 206-431-3678 if you have questions regarding these comments.
• 1. Please provide structural anchorage details for the proposed rack system. These will need to include structural
calculations. Documents prepared for this purpose will need to be stamped by a Structural Engineer licensed in this
state.
2. The Structural Engineer will need to include load limits that will be posted on the racks.
Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have
enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail
or by a messenger service.
If you have any questions, I can be reached at 206-431-3655.
Sincerely,
Bill Rambo
Permit Technician
File No. D 14-0001
6300.Snuthcenter Rmulevard Suite #100 • Tukwila Washington 98188 • Phnne 206-431-3670 • Fnr 206-431-3665
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D14-0001
PROJECT NAME: VULCAN
SITE ADDRESS: 3314 S 116 ST
Original Plan Submittal
X Response to Correction Letter # 1
DATE: 02/14/14
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
I1J Critt
Building Division
Public Works ❑
Fire Prevention
Planning Division
Structural Permit Coordinator III
PRELIMINARY REVIEW:
Not Applicable n
(no approval/review required)
DATE: 02/18/14
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
n
(corrections entered in Reviews)
Approved with Conditions
Denied
(ie: Zoning Issues)
DUE DATE: 03/18/14
n
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/I8/2013
°EHMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D14-0001 DATE: 01/03/2014
PROJECT NAME: VULCAN
SITE ADDRESS: 3314 S 116 ST
X Original Plan Submittal
Response to Correction Letter #
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
��-&OAXII`"All
Building Division
Public Works ❑
Fire Prevention
Structural
Planning Division
Permit Coordinator
u
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
DATE: 01/07/14
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
Approved with Conditions
Denied
(corrections entered in Reviews) (ie: Zoning Issues)
DUE DATE: 02/04/14
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only �
CORRECTION LETTER MAILED: \\44 J- 1
Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑
Staff Initials:
12/18/2013
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: http://www.TukwilaWA.gov
REVISION
SUBMITTAL
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: L 1 fri i' l Plan ChecWPermit Number: V I L1 - 0001
❑ Response to Incomplete Letter #
wRi Response to Correction Letter #
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name: \\ v C.C.S„^ �v Kw.‘C,
Project Address: 331'� 5 wA- 9 8,16E..
I
Contact Person: Cx5eLl C Phone Number: LOG) 2-55 - d 1 +-L
Summary of Revision: 1 � C7 J
11
arm OP TUKWILA
Eoe 1.4 2014
PERMIT CltN?I
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of rev to
Received at the City of Tukwila Permit Center by: C
'�— Entered in Permits Plus on
H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc
Revised: May 2011
DIVERSIFICATION INC
Page 1 of 2
0 Washington State Department of
Labor & Industries
DIVERSIFICATION INC
Owner or tradesperson
ARNOLD, MATTHEW LAIRD
Principals
ARNOLD, MATTHEW LAIRD
ARNOLD, MICHELLE LESLIE
ARNOLD, MICHAEL LESLIE
Doing business as
DIVERSIFICATION INC
WA UBI No.
601 133 014
9877 40TH AVE S
SEATTLE, WA98118-5602
206-763-4030
KING County
Business type
Corporation
Governing persons
MATTHEW (MATLAIRDARNOLD
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
INST EQUIP/STAT FURN/LAB T/LO
License no.
DIVERI*999BP
Effective — expiration
01/17/2001 — 01/03/2015
Bond
North American Spec Ins Co
Bond account no.
SUR2178100
Received by L&I
01 /31 /2014
Insurance
UNIGARD INS CO
Policy no.
CM014221
Received by L&I
11/26/2013
Savings
No savings accounts during the previous 6 year period.
$6, 000.00
Effective date
01/07/2014
$1,000,000.00
Effective date
12/01/2010
Expiration date
12/01/2014
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601133014&LIC=DIVERI*999BP&SAW= 02/28/2014
DIVERSIFICATION INC
Page 2 of 2
Lawsuits against the bond or saving,.
No lawsuits against the bond or savings during the previous 6 year period.
Tax debts
No tax debts during the previous 6 year period.
License Violations
Infraction no.
ESEA000240
Violation date
11/19/2008
Violation city
SEATTLE
Type of violation
ELECTRICAL CITATION
Satisfied
RCW
19.28.041 RCW
Violation amount
$500.00
Workers' comp
Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums.
L&I Account ID Account is current.
436,149-00
Doing business as
DIVERSIFICATION INC
Estimated workers reported
Quarter 4 of Year 2013 "51 to 75 Workers"
L&I account representative
T5 / MICHAEL MURPHY (360)902-4822 - Email: MURY235@Ini.wa.gov
Workplace safety and health
No inspections during the previous 6 year period.
Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington.
Access
41111MWashingtonm
t.k.rnl SI,', I.xrrliment WO. 'Ill,
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601133014&LIC=DIVERI*999BP&SAW= 02/28/2014
r=
SEPARAPERMIE
REQUIF:7D FOR:
It.lechanical
Electrical
Plumbing
Gas "';^ing
c,,,.,•' 'Ala 3314 SOUTH 116TH STREET, TUKWILA, WA, 98168
BUI I_ r • ' - ATM'
VICINITY MAP
NOT TO SCALE
SYMBOL LEGEND
L
MEET
wESER
MEET
CROSS REFIRE= 11 ROOM RAM
=EATEN
ABBREVIATIONS
1H
S
A.F.F.
CONC.
EXIST.
GA.
GWB
MAX
MIN
O.C.
SF
SIM
C >.K ) DOOR WPC
4-
MALL TYPE
I= DUPLE( RECEPTACLE
WAD RECEPTACLE
1 HOUR FIRE RATING
STORAGE
ABOVE FINISHED FLOOR
CONCRETE
EXISTING
GAUGE
GYPSUM WALLBOARD
MAXIMUM
MINIMUM
ON CENTER
SQUARE FEET
SIMILAR
IC
IFY
PROJECT INFORMATION
PROJECT ADDRESS:
ZONING:
CONSTRUCTION TYPE:
BUILDING ELEMENTS:
GENERAL NOTES
INSPECTION FOR VERIFICATION OF
DRILLED HOLES AND HOLE PREPARATION
FOR EPDXY SHALL BE REQUIRED PRIOR TO
INSTALLATION OF EPDXY AND RE -BAR
(OR BOLTS IF APPLICABLE).
INSPECTION SHALL BE INCLUDED WITH
FOUNDATION OR CONCRETE INSPECTION.
3314 SOUTH 176TH STREET, TUKWILA, WA, 98168
102304-9011
102304 11 LOT 1 TGW PORTION OF LOT 2 OF CITY OF
TUKWILA SHORT PLAT NO 90-1—SS RECORDING NO
9003121487 BEGIN SW CORNER OF SAID LOT 2 TH 5
81-20-44 E 74.95 FT TO POB TH N 08-27-39 E 326.50
FT TO N UNE OF LOT 2 & TERM OS SAID UNE --- SAID
SHORT PLAT BONG A PORTION OF GOV LOT 3 & OF SE 1/4
OF NE 1/4 OF SECTION 09-23-04 TGW PORTION OF GOV
LOT 8 & OF SW 1/4 OF NE 1/4 OF SECTION 10-23-04
— AKA LOT 1 OF CITY OF TUKWW!LA BOUNDARY UNE ADJ
NO L93-0053 RECORDING NO 930922084814 OF NE 1/4 OF
SECTION 09-23-04 TGW PORTION OF GOV LOT 6 & OF SW
1/4 OF NE 1/4 OF SECTION 10-23-04 --- AKA LOT 1 OF
CITY OF TUKWILA BOUNDARY UNE ADJ NO L93-0053
RECORDING NO 930922084874 OF SECTION 09-23-04 TGW
PORTION OF GOV LOT 6 & OF SW 1/4 OF NE 1/4 OF
SECTION 10-23-04 --- AKA LOT 1 OF CITY OF TUKWILA
BOUNDARY UNE ADJ NO L93-0053 RECORDING NO
930922084814 OF NE 1/4 OF SECTION 10-23-04 --- AKA
LOT 1 OF CITY OF TUKWILA BOUNDARY UNE ADJ NO
L93-0053 RECORDING NO 9309220E4814 OF SECTION
10-23-04 --- AKA LOT 1 OF CITY OF TUKNLA BOUNDARY
UNE ADJ NO L93-0053 RECORDING NO 9309220848
MIC/L
III B (FULLY SPRINKLERED)
2—HR RATING EXTERIOR BEARING WALLS (CONCRETE TILT —UP
PANELS.), 0—HR RATING ALL OTHERS
1. DRAWINGS ARE NOT TO BE SCALED.
2. GENERAL CONTRACTOR SHALL FIELD VERIFY CONDITIONS PRIOR TO
COMMENCEMENT OF EACH PORTION OF THE WORK.
3. THE GENERAL CONTRACTOR SHALL COORDINATE ALL PORTIONS OF THE WORK
AS DESCRIBED IN THE CONTRACT DOCUMENTS AND NOTIFY THE ARCHITECT
FOR RESOLUTION OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION.
4. THE GENERAL CONTRACTOR SHALL PROVIDE MECHANICAL, PLUMBING AND
ELECTRICAL DOCUMENTS PRIOR TO CONSTRUCTION. THESE DOCUMENTS ARE
DESIGN BUILD AND CONTRACTOR SHALL SUBMIT CONTRACT DRAWINGS TO BE
APPROVED BY OWNER THAT REFLECT EXISTING CONDITIONS AND THE INTENT
OF ARCHITECTURAL DRAWINGS.
DIMENSIONS MEASURE TO FACE OF STRUCTURE UNLESS NOTED OTHERWISE
6. ALL OUTLETS TO BE PLACED UNDER SEPARATE PERMIT, PER CODE.
ALL GYPSUM WALLBOARD TO BE 5/8- TYPE X WITH A LEVEL 4 FINISH
UNLESS OTHERWISE NOTED. PAINT UNLESS OTHERWISE NOTED. COLORS BY
OWNER.
DOORS AND CASED OPENINGS INDICATED ADJACENT TO WALL INTERSECTIONS
SHALL BE LOCATED WITH THE EDGE OF FINISH- OPENING FOUR INCHES FROM
THE ADJACENT WALL UNLESS OTHERWISE INDICATED. ALL OTHER DOORS AND
CASED OPENINGS SHALL BE BETWEEN NEAREST ADJACENT
INTERSECTIONS, UNLESS 0 -WISE DI �' .•.
5.
NANT IMPROVEMENT FOR:
TUKWILA WAREHOUS
APPLICABLE CODES
2012 INTERNATIONAL BUILDING CODE WITH
WA STATE AMENDMENTS
2012 UNIFORM PLUMBING CODE
2012 INTERNATIONAL FIRE CODE
2012 INTERNATIONAL MECHANICAL CODE
2008 INTERNATIONAL ELECTRICAL CODE
2012 WA STATE ENERGY CODE
2009 ANSI
CURRENT LOCAL CITY OF TUKWILA CODES
2072 WA STATE BUILDING CODE
WA STATE REGULATIONS FOR BARRIER
FREE FA IUTIES
DESIGN TEAM
pROJECT DEVELOPER/ OWNER:
CODY CRAWFORD
VULCAN
505 FIFTH AVE. S.
SEATTLE, WA, 98104
206.3412220
CodyCOaulean .corn
ARCHITECT
JAMES CADE
TISCARENO ASSOCIATES
500 UNION STREET, SUITE 926
SEATTLE, WA 98101
T 206.325.3356
F 206.701.9769
jmcOtlecoreno.net
STRI K•,Il 'Pm _ctioNFFC•
OCI ENGINEERS
818 STEWART STREET, SUITE 1000
SEATTLE, WA 98101
T 206.3321900
F 206.3321600
d jacobsOdcl—engtneen. com
GENERAL CONTRACTOR;
(TBD)
REVISIONS
No changes shall be made to the scope
workTaveierithota nrIcu;rowtteimn;-?-.%.44,^1
nu bw T a Ilea plan sub
YNude .,e ',. • plan review Me ,
IFE L PY
Permit No. t ij?
Plan review approval is subject to errors and omissions.
421-r,.. I of construction documents does not a ^' T —
;,,ia. iorl of any adopted code or ordinance. Percept
proved Field qy and conditions is
By
DaW��.
—
Z`r J`1
City Of Tilkwila
S PS
aCknWileArt Suk 926
Seattle, WA 98101
T: 206.325.3356
F: 296.701.9769
SHEET INDWILDING DIVISION
GENERAL
G100
G101
G102
PROJECT GENERAL INFORMATION
CODE SUMMARY
GENERAL NOTES
ARCHITECTURAL
A001 EXISTING SITE PLAN
A101 LEVEL 1 DEMOUTION FLOOR PLAN
A102 LEVEL 2 DEMOUIION FLOOR PLAN
A201 LEVEL 1 FLOOR PLAN — EAST
A202 LEVEL 1 FLOOR PLAN — WEST
A203 LEVEL 2 FLOOR PLAN — EAST
A204 LEVEL 2 FLOOR PLAN — WEST
A401
A410
BUILDING SECTIONS
WALL SECTIONS
A601 WALL TYPES
A602 WALL DETAILS
A610 DOOR/WINDOW SCHEDULE AND DETAILS
A617 ROOM FINISH SCHEDULE AND DOOR DETAILS
A701 LEVEL 1 REFLECTED CEIUNG PLAN — EAST
A702 LEVEL 1 REFLECTED CEIUNG PLAN — WEST
STRUCTURAL
S-101 STRUCTURAL GENERAL NOTES
S-102 STRUCTURAL GENERAL NOTES, LEGEND AND
ABBREVIATIONS
S-201 STRUCTURAL STUD & SHEAR WALL PLAN — EAST
S-202 STRUCTURAL STUD & SHEAR WALL PLAN — WEST
S-203 STRUCTURAL FLOOR FRAMING PLAN — EAST
S-204 STRUCTURAL FLOOR FRAMING PLAN — WEST
5-301
S-302
S-303
STRUCTURAL FRAMING DETAILS
STRUCTURAL FRAMING DETAILS
STRUCTURAL FRAMING DETAILS
RECEIVED
CITY OF TUKWILA
JAN 0 3 2014
PERMIT CENTER
DATE PLOTTED: )04/0/2D63 DWG FLE N0. NE-COVERSIIEET.
MEMBERS WINEM.AFNN
RSinUU11 OFAROeECIS
PROJECT
TUKWILA
WAREHOUSE
TENANT
IMPROVEMENT
PROJECT NO 13008
DATE
10/16/13
DRAWN BY
HC/CW
PRINCIPAL IN CHARGE
JC
REVISIONS
N0. DATE
1 7/16/13 - PRICING
2 7/17/13 - PERMIT SUBMITTAL
3 827/13 - OWNER CHANGES
4 10/16/13 - OWNER CHANGES
4558
n \ma
AWES EOSIN CAGE
STATE Of WASHINGTON
CONSTRUCTION
DOCUMENTS
SHEET TITLE
GENERAL PROJECT
INFORMATION
SHEET NO.
G100
1 OF X (
COPYRIGHT 2013 TISCARENO ASSOCIATES PS
-1
worKpointe
spacesthatwork
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 206.764.8864
Fax: 206.764.8865
CONTACT: DARYL GARDNER
w
0
1
00
No. Description
Date
Project Number: 13480
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB 2 4 2014
City of Tukwila
I BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
JAN 0 3 2014
PERMIT CENTER
Approved:
Revision Number: 13
VIEW: PROPERTY PLAN I DESCRIPTION:
'MEDIA:
'SCALE I" = 1' —0" I PAGE 2
WorKpOinte
spaces that work
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 206.764.8864
Fax: 206.764.8865
CONTACT: DARYL GARDNER
Seattle, WA 98104
505 Fifth Ave. S
No. Description
Date
Project Number: 13480
35' 8 3/4"
70' Wall Mounted Art Rock
11 I11I 0 II 11
L all
37— /2.
REVIEWED FOR
ODE COMPLIANCE
APPROVED
FEB 2 4 2014
City of Tukwila
BUILDING DIVISION
MIN
,(P.
48•
42"
6-
20'
voY
TYPr
Ms
84
.'.
w
TOY
m
un
In
m
In
fill
IOI
nu
un
un
nu
1
nn
un
nu
MI
0u
68' Wall Mounted Art Rack
RECEIVED
CITY OF TUKWILA
JAN 0 3 2014
PERMIT CENTER
Approved:
Revision Number: 13
VIEW: LAYOUT I DESCRIPTION: MAIN ART LAYOUT
(MEDIA:
'SCALE I" = 1' —0" `PAGE 2
worKpointe
spacesthatwork
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 206.764.8864
Fax: 206.764.8865
CONTACT: DARYL GARDNER
Seattle, WA 98104
505 Fifth Ave. S
0.7
U)
No. Description
Date
Project Number: 13480
1
1
1
1
I® I 1 11
I 1 1 1 1
El
vod
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB 2 4 2014
ity of Tukwila
DING DIVISION
0; WI )
Dal. I L-11 OOJI
flj%c u°.
RECEIVED
CITY OF TUKWILA
JAN 0 3 2014
PERMIT CENTER
Approved:
Revision Number: 13
VIEW: SHOP
DESCRIPTION: MASTER FLOOR PLAN ( MEDIA:
'SCALE I" = 1'-0" I PAGE 1
worKpolnte
spacesthatwork
9877 40TH Avenue S.
Seattle, WA 98118
Phone: 206.764.8864
Fax: 206.764.8865
CONTACT: DARYL GARDNER
W
0
()1
U
4t ON!
O•
w
Se
No. Description Date
Project Number: 13480
METAL
BACK
METAL
BACK
1.
Pull Out Shelf
/2"
36'
144"
17-3/4"
4
AT
14- /4"
63-3/4"
ITEM-003
ITEM-004B
PULL-OUT
RACK
ITEM-004A
DRAWERS
5 AT 48"
DRAWERS
DRAWERS
4 + 4
MOBILE SHELVING TOP VIEW
84"
fl
PULL Ot
WORK S
PULL OU'
WORK SRRELF
ITEM-005C
ITEM-005B
TTEM-005A
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB 2 4 2014
City of Tukwila
BUILDING DIVISION
ELEVATION
/r r/ /r // // // r//I // r/ II // /r r/ rr /r // // ##
RECEIVED
CITY OF TUKWILA
JAN 0 3 2014
PERMIT CENTER
Approved.
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