HomeMy WebLinkAbout19406 68th Ave Ne_BLD2153_2026 Permit Information
Date 9/12/2018
Permit Number 2153
Project Name Western Forest Products
Applicant Name Dave Garcia
Applicant Address 19406 68th Drive NE
City,State,Zip Arlington,WA 98223
Contact Dave Garcia
Phone 360-333-0688
Email dgarcia@westernforest.com
Permit Type Commercial Alteration
Site Address 19406 68th Drive NE
Valuation 50000.00
Status Issued
Permit Issued 9/12/2018
Permit Expires
Square Feet 0
Type of Construction/Occupancy Load
Number of Stories 0
Proposed Use Equipment Installation
Assigned To Kristin Foster
Property
Parcel Address Legal Owner Owner Phone Zoning
31051400300200 119406 68TH AVE NE WESTERN FOREST PRODUCTS US LLC 1242 Sawmills&Planing Mills
Contractors
Contractor Name Primary Contact Phone Email Contractor Type License License#
West Coast Industrial System Inc 1131aine Belveal )41-451-6644 I JCONTRAC'
Fees
Fee Description Notes Amount
Building Permit Fee 322.10.00.00 $929.93
Building Plan Review Fee 345.83.00.00 $604.45
Processing/Technology Fee 341.43.00.02 $25.00
State Building Code Surcharge Fee 386.00.01.00 $25.00
Total $1584.38
Payments
Date Paid By Amount Description Payment Type Accepted B
9/12/2018 )avid Garcia $1,584.3871701399 1cc
Totall $1.584.381 Amount Outstanding:$0.00
Uploaded Files
Upload File
Date File Uploaded B
9/12/2018 1:47:59 PM 2153 A{?plication.pdf Foster,Kristin 7C
9/12/2018 1:47:59 PM 12153 Issued Permit.�df Foster,Kristin h
I
CITY OF ARLINGTON
238 N. OLYMPIC AVE - ARLINGTON, WA. 98223
PHONE; (360) 403-3551
BUILDING PERMIT
Address:19406 68th Drive NE Permit#:2153
Parcel#:31051400300200 Valuation:50000.00
OWNER APPLICANT CONTRACTOR
Name:WESTERN FOREST PRODUCTS US Name:Dave Garcia Name:West Coast Industrial System Inc
LLC y
Address:800-1055 W GEORGIA STREET Address:19406 68th Drive NE Address:PO Box 2067
City,State Zip:VANCOUVER,BC V6E3P3 City,State Zip:Arlington,WA 98223 City,State Zip:Lebanon,OR 97355
Phone: Phone:360-333-0688 Phone:541-451-6644
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Commercial Alteration CODE YEAR: 2015
STORIES: I CONST.TYPE:
DWELLING UNITS: 0 OCC GROUP:
BUILDINGS: 1 OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;
NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S
COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWF TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
ACERTIFICATVOF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
AL TA TICS:Sales tax relatins," •onstn}ctimm and construction materials in the City of Arlington must be reported on your sales tax return form
an co of Arlington#3101. u
4t,5wh Z f /?/
ignature Print Name Date Released By Date
CONDITIONS
Adhere to approved plans.
THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION
ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
9/12/2018 Building Permit Fee $929.93
9/12/2018 Building Plan Review Fee $604.45
9/12/2018 Processing/Technology Fee $25.00
9/12/2018 State Building Code Surcharge Fee $25.00
Total Due: $1,584.38
Total Payment: $0.00
Balance Due: $1,584.38
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
COMMERCIAL REMODEL
IN PERMIT APPLICATION
Department of Community&Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
The following minimum information is required for your Commercial/Multi-Family Building Permit
Application.
Mark each box to designate that the information has been provided. Please submit this checklist as part
of your submittal documents. Incomplete applications will not be accepted.
❑ One(1) City of Arlington Commercial/Multi-Family Permit Application
(One(1) permit application per building or structure is required)
❑ One(1) City of Arlington Commercial/Multi-Family Submittal Requirements Form
❑ Two (2)Architectural Drawings
l
❑, / Two(2) Structural Drawings
LAY Two(2) Structural Calculations
❑ One(1) Project Specification Manuals(if applicable)
❑ One(1) NREC Code Compliance Forms
❑ One(1) Special Inspection Requirements Forms
❑ One(1) Occupant's Statement of Intended Use Form
Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then
ROLLED TOGETHER IN COMPLETE SETS>
An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications.
To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by
email to Pre App Appointment Request.
I acknowledge that all items designated above are included as part of this application.
REV 2015 Page 1 of 7
COMMERCIAL REMODEL
PERMIT APPLICATION
Department of Community&Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
A. FEES DUE AT TIME OF PERMIT ISSUANCE
B. CODES
The City of Arlington currently enforces the following:
International Codes
1. 2015 International Building Code(IBC)
2. 2015 International Residential Code(IRC)
3. 2015 International Mechanical Code(IMC)
4. 2015 International Fuel Gas Code(IFGC)
5. 2015 International Fire Code(IFC)
6. 2015 International Plumbing Code(IPC)
7. 2015 International Property Maintenance Code(IPMC)
8. 2015 International Existing Property Code(IEBC)
9. 2015 Washington State Energy Code(WESC)
10 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1)
Washington State Amendments
1. WAC 51-50 Washington State Building Code
2. WAC 51-51 Washington State Residential Code
3. WAC 51-52 Washington State Mechanical Code
4. WAC 51-54 Washington State Fire Code
5. WAC 51-56&51-57 Washington State Plumbing Code and Standards
6. WAC 51-11 Washington State Energy Code
7. WAC 296-46B Electrical Safety Standards,Administration, and Installation
C. CITY OF ARLINGTON DESIGN REQUIREMENTS
Design Wind Speed: 85 miles per hour(Exposure C)
Ground Snow Load: 25 pounds per square foot
Seismic Zone: D2
Rainfall: 2 inches per hour for roof drainage design.
Frost Line Depth: 12 inches
Soil Bearing Capacity 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2& IRC R401.4.1)
D. PLANS AND DRAWINGS
Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum
30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled
dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not
for construction,that have red lines, cut and paste details or those that have been altered after the design professional has
signed the plans.
Please Note:A separate submittal of plans is required for each building or structure
REV 2015 Page 2 of 7
l Y. Dom,
-� COMMERCIAL REMODEL
��` PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
DETAILED SUBMITTAL REQUIREMENTS
Mark each box to designate that the information has been provided Please submit this checklist as part of your submittal documents
A. ❑ SITE PLAN-.REQUIRED WITH ALL SUBMITTALS
(May be included as part of the Architectural Drawing cover Sheet)
1 Drawing shall be prepared at scale not to exceed 1"=20 feet.
2. Show building outline and all exterior improvements
3. Provide property legal description and show property lines.
4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for
irregular plan shapes)
5. Show building setbacks,easements and street access locations.
6. Indicate North direction.
7. Indicate finish floor elevation for the first level.
8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation
contour lines
9. Show the location of all existing underground utilities, including water, sewer, gas and electrical.
10 Flood hazard areas, floodways, and design flood elevations as applicable.
B. ❑ ARCHITECTURAL DRAWINGS
1 ❑ Cover Sheet
a) Building Information
1 Specify model code information.
2 Construction Type.
3 Number of stories and total height in feet.
4 Building square footage(per floor and total)
5 IBC Occupancy Type(show all types by floor and total).
6 Mixed-use ratio(if applicable)
7 Occupant load calculation(show by occupancy type and total)
8 List work to be performed under this permit
b) Design Team Information
1. Design Professional in Responsible Charge
2. Architects
3. Structural Engineers
4. Owner
5 Developer
6. Any other Design Team Members
2. ❑ Floor Plan
a) Plan view 1/8"minimum scale. Details a minimum %-inch scale.
b) Plans must show the entire tenant space
c) Specify the use of each room/area.
d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces)
e) Show ALL exits on the plans; include new,existing or eliminated.
f) Show Barrier-Free information on the drawings
g) Show the location of all permanent rooms, walls and shafts.
h) Note the uses in the adjacent tenant spaces, if applicable.
i) Provide a door and door hardware schedule.
j) Show the location of all new walls, doors,windows, etc.
REV 2015 Page 3 of 7
v
COMMERCIAL REMODEL
`� PERMIT APPLICATION
�N c' Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551
k) Provide details and assembly numbers for any fire resistive assemblies.
1) Indicate on the plans all rated walls,doors,windows and penetrations.
m) Provide a legend that distinguishes existing walls,walls to be removed and new walls.
3. l.� Reflected Ceiling Plan
a) Plan view 1/8"minimum scale. Details a minimum'/-inch scale.
b) Provide ceiling construction details.
c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details.
d) Show the location of all emergency lighting and exit signage.
e) Detail the seismic bracing of the fixtures.
f) Include a lighting fixture schedule.
4. ❑ Framing Plan
a) Specify the size, spacing, span and wood species or metal gage for all stud walls.
b) Indicate all wall, beam and floor connections.
c) Detail the seismic bracing for all walls.
d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions.
5 ❑ Storage Racks(if applicable)
a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height.
b) Eight feet or less,show a positive connection to floor or walls.
NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes.
C. ❑ SPECIAL INSPECTION
1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare
a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building
permit to comply with IBC 106.1.
D. ❑ WASHINGTON STATE ENERGY CODE
1. One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms
E. OCCUPANT'S STATEMENT OF INTENDED USE
1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a
Hazardous Materials inventory Statement(HMIS). Contact the Arlington
REV 2015 Page 4 of 7
COMMERCIAL REMODEL
PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are
issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application
and may also require separate plan review.
Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish
County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the
approval letter or the approved plans. Contact the Snohomish County Health District at(425) 339-5250 with any questions
or for more information.
An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your
project requires an intake appointment,to schedule an appointment or to ensure that you have the most current
information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced arlingtonwa.gov
Application by courier or mail will not be accepted.
Incomplete applications will not be accepted.
I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be
considered a complete submittal.
REV 2015 Page 5 of 7
COMMERCIAL REMODEL
�Y+O
PERMIT APPLICATION
�,
Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551
THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION PLANS, TWO(2)SETS OF
SPECIFICATIONS, TWO(2) SETS OF STRUCTURAL CALCULATIONS, ONE(1)SETS OF NREC ENERGY CODE
APPLICATIONS AND ONE(1) OCCUPANTS'S STATEMENT OF INTENDED USE.
Type of Permit: Commercial Remodel ( ) Commercial Addition ( ) Tenant Improvement
Project Address: _ l /qp7, 4 r (/1, /E
,)��((// /�/.�� ��L . Parcel ID#:
Project Description: 6a t l'9946 ,M .e/�t�/M Legal Description
Project Valuation: AOFM Sol OUO x-A
Owner: (/V`5/c lJ iwr�� /tvv& s Phone Number:
Address: 15ye-L City: State' Zip Code: 9J ZZ :2-
Contact Person: Phone Number: I
Cell Phone: �60 —333 E-mail: 1'vle'7„t
Address: City: �',1w,� State: S}� Zip Code: 9,6mA
Contractor: �^'�/ �d�V/�/ Zilnf�l�s/ /I'� J//^-.w/C� Phone Number:
Address: City: 4(4,,d0WA-+J State: Zip Code:
Contractor's License Number: Expiration
Plumbing Contractor: Phone Number:
Address City: State: Zip Code:
Contractor's License Number: Expiration
Mechanical Contractor: Phone Number:
Address: City: State: Zip Code:
Contractor's License Number: Expiration:
REV 2015 Page 6 of 7
Y
COMMERCIAL REMODEL
PERMIT APPLICATION
N Department of Community&Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
Project Name/Tenant/�I✓� GrJ
Site Address yy�� 68' ,�ec f/E /l/L- Bldg./Unit/Suite
IBC Construction Type IBC Occupancy T pe ?�
Description of Use 4We,51_ c'c_ZtIZ7
Building Square Footage 4 82-1 Si f— Number of Stories f'
Square Footage per Floor
Will there be any installation, modification or removal of the following? (Check all that apply)
❑ Automatic fire extinguishing systems
❑ Compressed gas systems
❑ Fire alarm and detection systems
❑ Fire pumps
❑ Flammable and combustible liquids(tanks, piping etc. .)
❑ Hazardous materials
❑ High piled/rack storage
❑ Industrial ovens/furnace
❑ Private fire hydrants
❑ Spraying or dipping operations
❑ Standpipe systems
❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft)
Provide details on any of the above checked items:
Installation,changes,modifications or removal of any of the above may require additional submittals,information,or permits
during the plan review or construction process.
I hereby certify that the abo a information is correct and that the construction on,and the occupancy and the use of the above-described
property will EApplican
with the laws, rules and regulation of the State of Washington.
Prie Date
/`_3 FOR STAFF USE ONLY
J '*/
Permit# Accepted By Amount Received Receipt# Date Received
REV 2015 Page 7 of 7
J
Y 4"ITY OF ARLINGTON
Building Department - 18204 59th Avenue NE
'AjJIVC
ALL PERSONS ARE HEREBY ORDERED AT ONCE TO
STOP WORK
PERTAINING TO CONSTRUCTION, ALTERATIONS OR REPAIRS
On these premises at: l q'10 4 6 07-k yo— mac. ,
This order is issued: A10 -z—
fao���U.S /��r/ rsv� rh/� �L✓F�7" c0,qs; �N sTuftZ �v j
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Posted: A.M. 20_Ze5 By:� ���
P.M. Building Inspector- 360-403-3551
The failure to stop work,the resuming of work without permission from the BUILDING
WARNING DEPARTMENT,or the removal,mutilation,or.concealment of this notice is punishable by
fine or imprisonment.This notice constitues a$500.00 fine to be paid before work will
be permitted'to continue.
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Espanolflume Search L&ISfARCH
kil-al'bor i Industries
o Workplace Rights • • c
Washington State Department of
Labor & Industries
WEST COAST INDUSTRIAL SYS INC
Owner or tradesperson PO BOX 2067
BELVEAL,BLANE THOMAS LEBANON,OR 97355
541-451-6644
Principals
BELVEAL,BLANE THOMAS,PRESIDENT
BELVEAL,DIXIE L,SECRETARY
BELVEAL,BLAKE S,VICE PRESIDENT
(End:02/12/1996)
WA UBI No. Business type
601 103 976 Corporation
License
Verify the contractor's active registration/license/certification(depending on trade)and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
GENERAL
License no.
WESTClSO88KJ
Effective—expiration
05/11/1992—08/14/2019
Bond
CBIC $12,000.00
Bond account no.
625001
Received by L&I Effective date
10/22/2001 10/19/2001
Expiration date
Until Canceled
Insurance
National Fire Ins of Hartford $1,000,000.00
Policy no.
4032729951
Received by L&I Effective date
07/23/2018 08/04/2018
Expiration date
0 8/0 412 01 9
Insurance history
Saving.s
................. ...
No savings accounts during the previous 6 year period.
Lawsuits against the bond or savings
No lawsuits against the bond or savings accounts during the previous 6 year period.
L8d Tax debts Help us improve
No L&I tax debts are recorded for this contract tense during the previous 6 year period,but some d
may be recorded by other agencies.
License Violations
No license violations during the previous 6 year period.
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 closed.
846,352-00
Doing business as
WEST COAST INDUSTRIAL SYSTEMS
Estimated workers reported
N/A
L&l account contact
T3/NATHAN KOZAK(360)902-6243-Email:KOZN235@lni.wa.gov
Public Works Strikes and Debarments
Verify the contractor is eligible to perform work on public works projects.
Contractor Strikes
No strikes have been issued against this contractor.
Contractors not allowed to bid
No debarments have been issued against this contractor.
Workplace safety and health
No inspections during the previous 6 year period.
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Help us improve
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STRUCTURAL CALCULATIONS
Trimmer Equipment Footings
19406 6811 Drive NE, Arlington, WA 98223
For
West Coast Industrial Systems
8/28/18
Project: 2018030
OFFICE
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Professional Engineering
CIVIL STRUCTURAL and Project Management FACILITIES PROJECT
ENGINEERING ENGINEERING ENGINEERING MANAGEMENT
835NW23,dSt WWW.PILLAR-I NC.COM Phone: (541) 752-9202
Corvallis,Oregon 97330
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ENGINEERING MEMORANDUM
TO Jason Pointer(West Coast Industrial Systems, Inc.)
FROM Jeff Schott, PE
PROJECT Trimmer Foundation and Anchorage—Arlington, WA
SUBJECT Summary of Findings
DATE 8/29/2018 PROJECT # 2018030 MEMO# EM-01
Per your request, our office has analyzed and designed foundations for Trimmer
Equipment to be installed in Arlington, WA. Loads and dimensions of the equipment
have been provided by West Coast Industrial Systems (WCIS) and have been used by
our office for this design.
When we were brought on the project, foundations had already been dug and reinforcing
placed. Embed anchors for columns had already been fabricated. Our office visited the
site on 8/27/18 to confirm existing conditions and have attempted to provide designs with
as little impact on existing construction as possible.
Please see attached drawings and calculations. The following are anticipated
modifications that will need to be made to existing construction:
1. Revise embed plates to use welded rebar or deformed bar anchors at locations
noted. If existing plates are used, the hooks of the existing round bar should be
cut off.
2. Provide column to embed plate welds as shown. Please note that at some
locations a clip angle is used in lieu of direct welding to reduce moments at
embed plates.
3. Increase foundation sizes as required per drawings. Add reinforcing steel as
required.
4. Install "Footing Tie" at new columns along existing building footing (see plans).
5. Repair cut rebar using bar couplers at locations along existing building footing
(see plans).
Please do not hesitate to call with questions.
Page 1 of 1
835 NW 23rd Street ■ Corvallis, Oregon 97330 ■ www.pillar-inc.com
Telephone: (541) 752-9202 • Fax: (541) 752-2587
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`USGS Design Maps Summary Report
User-Specified Input
Report Title Trimmer Foundations
Thu Aur]ust 23,201 H 00:34:12.HTC
Building Code Reference Document ASCE 7-10 Standard
1whlclt U°iGn hazard data avail Wo rn 2001
Site Coordinates 48.171991N, 122.137451W
Site Soil Classification Site Class D -"Stiff Soil"
Risk Category I/II/III
k t S fjvw t Phil
• Arlil►gt�n
'Warm Beach
I Q
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PWRYATON Granite Falls,
USGS-Provided Output
S,= 1.064 g SM, = 1,143 g Sps= 0.762 g
S,= 0.414 g SM, = 0.656 g Sol= 0.438 g
For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted)and
deterministic ground motions In the direction of maxirnum horizontal response,please return to the application and
select the"2009 NEHRP"building code reference document.
WT.' ResponseSpiclrwn Desq:n RespunseSpt>llrim
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For PGA,,T,CaS,and CRI values,please view the detailed repor .
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• Anchor Designer TM Company. Pillar Consulting Group, Inc Date: 8/29/2018
Engineer: JJE Page: 1/5
Software Project:
Version 2.5.6163.37 Address
Phone
E-mail:
1.Project Information
Customer company: Project description:
Customer contact name: Location:
Customer e-mail: Fastening description:
Comment:
2.Input Data R Anchor Parameters
General Base Material
Design method:ACI 318-11 Concrete:Normal-weight
Units:Imperial units Concrete thickness,h(inch): 18.00
State:Uncracked
Anchor Information: Compressive strength,fo(psi):3000
Anchor type:Cast-in-place 4te,v:1 A
Material:F1554 Grade 36 Reinforcement condition: B tension,B shear
Diameter(inch):0.750 Supplemental reinforcement:No
Effective Embedment depth, her(inch):10.000 Reinforcement provided at corners:No
Anchor category:- Do not evaluate concrete breakout in tension: No
Anchor ductility:Yes Do not evaluate concrete breakout in shear:No
hmin(inch):11.50 Ignore Edo requirement:Yes
Cmin(inch):0.88 Build-up grout pad: No
$min(inch):3.00
Base Plate
Load and Geometry Length x Width x Thickness(inch): 14.00 x 14.00 x 0.50
Load factor source:ACI 318 Section 9.2
Load combination:not set
Seismic design:No
Anchors subjected to sustained tension:Not applicable
Apply entire shear load at front row:No
Anchors only resisting wind and/or seismic loads:No
�1 �jJKI A
+E-tt�r
19000 lb
r
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Sin i s a:?:rQE1Q- IE Compami Inu. 5956 W.Las Positas Boulevard Pleasanton,CA 94586 Phone:925.560,9000 Fax:925.847.3871 www.strongtie.com
1
I
Anchor DesignerTM Company: Pillar Consulting Group, Inc Date: 8/29/2018
Engineer: JJE Page: 2/5
f Software Project:
Version 2.5,6163,37 Address:
Phone:
E-mail:
<Figure 2>
Ole
ly-�..... .f,•v...�,
� -r� ,f ��:iF,{r .���" 7t 1 r.�t�j,t �Sr •� +� S n�.
�r r :l •r 2 O� f "
T
Recommended Anchor
Anchor Name:J-or L-Bolt-3/4"0 J-or L-Bolt,F1554 Gr.36
imp
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
4ir,IpUa I Strom-lie,Coinplany lnc. 5966 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.5fi0.9000 Fax:925.847.3871 www.strongtie.com
I�
I
• Anchor DesignerT°^ Company. Pillar Consulting Group, Inc Date: 8/29/2018
Engineer: JJE Page: 3/5
Software Project:
Version 2.5.6163.37 Address:
0
Phone:
E-mail:
I Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
N+,a(lb) V ax(lb) Vuay(lb) V(Vaax)z+(V ay)z(lb)
1 1550.0 0.0 600.0 600.0
2 1550.0 0.0 600.0 600.0
3 1550.0 0.0 600.0 600.0
4 1550.0 0.0 600.0 600.0
Sum 6200.0 0.0 2400.0 2400.0
Maximum concrete compression strain(%a): 0.00 <Figure 3>
Maximum concrete compression stress(psi):0 02
Resultant tension force(lb):6200
Resultant compression force(lb):0
Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y
Eccentricity of resultant shear forces in x-axis,e'vz(inch):0.00
Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00
o4 o3
4.Steel Strength of Anchor in Tension(Sec.D.5.1)
Nsa(Ib) 0 ONsa(lb)
19370 0.75 14528
5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.21
Nb=kcRa�if'char�5(Eq.D-6)
kc Ila f'c(psi) het(in) Nb(Ib)
24.0 1.00 3000 10.000 41569
^bg=O(ANCIANCO)%C,NY'ed,NYc,NV'cp,NNb(Sec. D.4.1 &Eq.D-4)
ANc(in2) ANca(Inz) ca,-(in) V41,N 'Pe d,N y'c,N PpN Nb(Ib) 0 ^hg(lb)
1600.00 900.00 24.00 1,000 1.000 1.25 1.000 41569 0.70 64663
6.Pullout Strength of Anchor in Tension(Sec.D.5,31
fNw,=fY,PNp=fYc,P0.9fcehda(Sec. D.4.1, Eq.D-13&D-15)
vc,p P.(psi) de(in) en=3da(in) 0 ONp (Ib)
1.4 3000 0.75 2.25 0.70 4465
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
t,e; 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie,com
• Anchor Designer TM Company: Pillar Consulting Group, Inc Date: 3/29/2018
Engineer: JJE Page 4/5
Software Project:
Version 2.5.6163.37 Address:
Phone:
E-mail:
8.Steel Strength of Anchor in Shear(Sec.D.6,1)
Vsa(lb) 4gr-t 0 {o.,,ql a(Ib)
11625 1.0 0.65 7556
9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2)
Shear perpendicular to edge in y-direction:
Vby=min 17(le/ 11.1; 9J.a lf'cca,1 51(Eq. D-33&Eq,D-34)
L(in) da(in) a f'c(psi) ca,(in) Vby(Ib)
6.00 0.750 1.00 3000 16.00 31549
0Vcbgy=0(Avc/Avco)Y',,vY'ed,vYq,vy'h,v Vby(Sec. D.4.1 &Eq, D-3 1)
Avc(in2) Avco(in2) 'P ,y Yed,v Yc.v 'Ph,v Vby(Ib) 0 OVagy(lb)
1044.00 1152.00 1.000 1.000 1.400 1.155 31549 0.70 32354
Shear parallel to edge in y-direction:
Vbx=min17(1e/da)1•2\IdaAaW'ccai1',9)aVfYccai'-'j (Eq.D-33&Eq. D-34)
L(in) da(in) 1a Pc(psi) cat(in) Vb(Ib)
6.00 0.750 1.00 3000 16.00 31549
o V�bgy=4(2)(Avg/Av,o)Yec,v'%ed e'/G,v'I'h,vVb.r(Sec.D.4.1 & Eq,D-31)
Avc(in2) Avice(in2) 'Pc,v '1'ea,v Ya,v Vh.v Vbx(Ib) 0 oVcbgy(Ib)
1044.00 1152.00 1.000 1.000 1.400 1.155 31549 0.70 64708
10.Concrete Ply-out Strength of Anchor in ShgaL&&c.D.6,3)
0Vcpg=O1kcpNcbg=¢kcp(ANc/ANco)'I'-N'1'ed,NYc,N'I'q rvNb(Sec. D.4.1 &Eq. D-41)
kcp Ah'c(in2) AN-(in2) Yec,N N 'Pc,N 'Icp,N Nb(lb) 0 OVcpg(lb)
2.0 1600.00 900.00 1.000 1.000 1.250 1.000 41569 0.70 129326
11.Results
Interaction of Tensile and Shear Forces(Sec,D.
Tension Factored Load, N a(Ib) Design Strength,0Nn(lb) Ratio Status
Steel 1550 14528 0.11 Pass
Concrete breakout 6200 64663 0.10 Pass
Pullout 1550 4465 0.35 Pass(Governs)
Shear Factored Load,V-(lb) Design Strength,0V (lb) Ratio Status
Steel 600 7556 0.08 Pass(Governs)
T Concrete breakout y+ 2400 32354 0.07 Pass
11 Concrete breakout x- 1200 64708 0.02 Pass
Pryout 2400 129326 0.02 Pass
Interaction check N„a/ON,, V.a/OV„ Combined Ratio Permissible Status
Sec, D.7.1 0.35 0.00 34.7% 1.0 Pass
3/4"0 J-or L-Bolt, F1554 Gr.36 with hef=10.000 inch meets the selected design criteria.
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
nc.• 5956 W,Las Positas Boulevard Pleasanton,CA 94588 Phone:925,560.9000 Fax:925.847.3871 www.stronatic.corn
iJ
• Anchor Designer TM Company: Pillar Consulting Group, Inc Date: 8/29/2018
Engineer: JJE Page: 5/5
Software Project:
Version 2.5.6163.37 Address:
Phone:
E-mail:
12.Warnings
-Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per
designer option.
Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
c= rr�:eaon Stroir:_�-i 1c= inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
1
• Anchor DesignerT"" Company: Pillar Consulting Group, Inc Date: 8/24/2018
Software Engineer: JJE Page: 1/4
4+r•}_'�-fr Project:
Version 2.5,6163.37 Address:
Phone:
E-mail:
1.Prgject Information
Customer company: Project description:
Customer contact name: Location:
Customer e-mail: Fastening description:
Comment:
2.Input Data&Anchor Parameters
General Base Material
Design method:ACI 318-11 Concrete:Normal-weight
Units:Imperial units Concrete thickness,h(inch):24.00
State:Uncracked
Anchor Information: Compressive strength,f�(psi):3000
Anchor type:Bonded anchor 41.,v: 1.4
Material:A615 Grade 60 Rebar Reinforcement condition: B tension, B shear
Diameter(inch):0.625 Supplemental reinforcement:No
Effective Embedment depth,her(inch):6.000 Reinforcement provided at corners: No
Code report: ICC-ES ESR-2508 Do not evaluate concrete breakout in tension: No
Anchor category:- Do not evaluate concrete breakout in shear:No
Anchor ductility: No Hole condition: Dry concrete
hmin(inch):9.13 Inspection:Continuous
cep(inch):7.51 Temperature range,Short/Long: 150/110°F
Cmm(inch): 1.75 Ignore 6do requirement:Not applicable
S.i,,(inch):3.00 Build-up grout pad: No
Load and Geometry Base Plate
Load factor source:ACI 318 Section 9.2 Length x Width x Thickness(inch):4.00 x 10.00 x 0.50
Load combination:not set
Seismic design: No
Anchors subjected to sustained tension:No
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
<Figure 1>
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Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
c:�4 np') 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie,com
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Mlrl ' Anchor Designer TIM Company: Pillar Consulting Group, Inc Date: 8/24/2018
Engineer: JJE Page: 2/4
Software Project:
Version 2.5.6163.37 Address:
w
Phone:
E-mail:
<Figure 2>
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10.00 CD
CD
00
O
6.00 O
O
C6
Recommended Anchor
Anchor Name:SET-XPO-SET-XP w/#5 A615 Gr.60 Rebar
Code Report: ICC-ES ESR-2508
1
f
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
i:ir:us;a;i:a,c:n:�-,:::�:o-t:•..i .; " 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie,com
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Anchor Designer TM Company: Pillar Consulting Group, Inc Date 8/24/2018
Engineer: JJE Page: 3/4
Software Project:
Version 2.5.6163.37 Address:
e
Phone
E-mail:
3_Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
N a(lb) Voax(lb) Way(lb) J(V.ax)2+(Voay)2(lb)
1 0.0 4250.0 0.0 4250.0
2 0.0 4250.0 0.0 4250.0
Sum 0.0 8500.0 0.0 8500.0
Maximum concrete compression strain(%o): 0.00 <Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force (lb):0
Resultant compression force(lb):0
Eccentricity of resultant tension forces in x-axis,e'W(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y
Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00
Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 O C)2
X
8.Steel Strength of Anchor in Shear(Sec.D,6.11
Vs (lb) Ogrour 0 QrgrowoVsa(lb)
16740 1.0 0.60 10044
9.Concrete Breakout Strength of Anchor in Shear(Sec.113.6.21
Shear perpendicular to edge in x-direction:
Vbx=min 17(la/da)02�da�o foca,'S;9Aa_\'f'Xa1"51(Eq. D-33&Eq. D-34)
la(in) do(in) Ja fo(psi) co,(in) Vb.(Ib)
5.00 0.625 1.00 3000 8.00 10396
OVcbgx=0(Avc/Avco)'!'a,,vYed,vYc,v`%n,vVb.(Sec. D.4,1 &Eq.D-31)
Avc(in2) Avco(in2) YeyV Y'i.V Yc.v Y'h,v Vbx(Ib) Q,Vobg,(Ib)
360.00 288.00 1.000 1.000 1.400 1.000 10396 0.70 12735
10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3)
0Vcpg=0mmIkcpNog,kcpNcbgl= 0minIkcp(ANo/ANaO)Yec,NaYed,NaYcp,NaNba kcp(ANc/ANco)Yec.NYedNYc,NYcp.NNbl(Sec, D.4.1 &Eq.D-41)
kcp AN.(in 2) ANaO(in 2) Yed,Na Yec,No Ycp,Na Nba(lb) Na(I b)
2.0 185.76 120.03 1.000 1.000 1,000 9955 15407
AN.(in2) AN-(in2) Y'ec,N 'Fe d,N VaN 'fcpN Nb(lb) Ncb(lb) 0
384.00 324.00 1.000 0.967 1.000 1.000 19320 22134 0.70
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
r „,;;,•;• ? Cc:;np=,.y 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
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Anchor Designer TM Company: Pillar Consulting Group, Inc Date: 8/24/2018
Software
Engineer: JJE Page: 4/4
o _ Version 2.5.6163,37 Project:Address:
A
Phone:
E-mail:
OVu,9(lb)
21570
11.Results
Interaction of Tensile and Shear Forces(Sec.D.7)
Shear factored Load,Vu2(lb) Design Strength,oV (lb) Ratio Status
Steel 4250 10044 0.42 Pass
T Concrete breakout x+ 8500 12735 0.67 Pass(Governs)
Pryout 8500 21570 0.39 Pass
SET-XP w/#5 A615 Gr.60 Rebar with hef=6.000 inch meets the selected design criteria.
12.Warninas
-When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension
and concrete pryoul strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per]CC-ES ESR-2508 Section 5.3.
-Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per
designer option.
Designer must exercise own judgement to determine if this design is suitable.
Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
i 11c:uo-`• ;)e,,:,.:+;•I::.. 5956 W,Las Positas Boulevard Pleasanton,CA 94566 Phone:925,560.9000 Fax:925,847.3671 www.strong tie.com
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Company Pillar Consulting Group, Inc. Aug 28,2018
11RISA
Designer JJE Checks
Job Number Checked By:
Model Name
Joint Coordinates and Temperatures
Label X fftl _ ft z Ifti Tenno[F1 Detach Fro..
1 N1 0 0 0 0
2 N2 0 0 9.41667 0
3 N3 _ 0 19.58334 0
4 N4 0 0 30.58334 0
5 N5 0 0 42.75001 0
6 N6 0 0 53250 1 0
7 N8 0 9.41667 0
8 N9 6 0 19.58334
9 N10 6 0 30.58334 0
10 N11 6 L 0 42.75001 0
11 N12 6 0 53.25001 0
12 N 14 31.16667 0 9.41667 0
13 N15 31.16667 0 19.58334 0
14 N16 31.16667 4
15 N17 31.16667 0 42.75001 0
16 N18 31.16667 0 53.25001 0
17 N20 6 0 -0.66667 0
18 N21 3116667 0 -0.66667 0
19 N2-2 0 13.23807 -0.6 667 0
. 20 N23 6 13.23807 -0.66667 0
21 N24 3116667 13.23807 -0.66667 0
70 1
23 N26 6 2.27 42 53.2 001
24 N27 31.16067 2.270342 53.25001 0
2 4.406251 42,75001 0
26 N44 0 6.881195 30,58334
27 N45 0 9.118814 19.58334 0
28 N46 0 11,186918 941667
9 N47 0 13jQ2456 0 0
30 N48 6 4.406251 .75 01 0
31 N49 6 6.881195 30.58334 0
32 N50 6 9.11 14 1
33 N51 6 11.186918 9.41667 0
34 N53 31.16667 4A06251 42.75001 0
35 N54 3116667 6.881195 30.58334 0
36 N55 31.16667 9.118814 19.58334 0
37 N56 31.16667 11.186918 9.41667 0
3 N38 18.583335 6.881195 30.58334
39 N39 18,583335 0 30.58334 0
40 1 N40 6 0 -8.66667 0
41 N41 31,16667 0 -8.66667 0
42 N42 6 14.5 -0.66667
43 N43A 31.16667 14.5 -0 6667 0
44 N44A 6 14.5 -8.66667 0
4 N45A 31.16667 14_ -8 66667 0
46 N46A 6 7.5 -0.66667 0
47 N47A 31,16667 7.5 -0.66667 0
48 N48A 1 6 7.5 -8.66667
49 N49A 31.16667 7.5 -8.66667 0
50 N50A 34.16667 0 53.25001
51 N51A 34.16667 13.23807 -0.66667 0
52 N52 34.16667 2,270342 53.25001 0
53 N53A 34.16667 4.406251 42.75001 0
54 N54A 34.16667 6,881195 30.58334 1 0
55 N55A 34.16667 9.118814 19.58334 0
56 N50A 34.16667 1 11.186918 9.41667 0
RISA-3D Version 16.0 5 [P:\...\2018\2018030\SD & DD\Trimmer Frame- Footing Mods.r3d] Page 1
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Company Pillar Consulting Group, Inc. Aug 29,2018
Designer JJE 9;50 AM
111RISAJob Number Checked By:
Model Name
Concrete Properties
Label k3a QLk u Therm 1 en i c Lambda Flex a ...Shear Stee...
1 Conc3000NW 3156 1372 1.5 .6 .145 3 1 60 60
2 Conc3500NW 3409 1482 .15 .6 .145 3.
3 Conc4000NW 36 44 1584 .15 .6 .145 4 1 60 60
4 Conc3000LVV 2085 907 .1 .11 3 .75 60 60
5 ConcH OLW 2252 979 15 .6 .11 3.5 .75 60 60
Conc4000LW 2408 1047 .15 11 4 .75
Point Coordinates
Label Z X
1 R3D N1 _ 0
RED N2 0 41667 0
R3Q N3 19.58334 0
4 R D N4 5
5 R3D N5 42.75001 0
6 R3D N6 53.25001 0
7 RDN8 9.467 6
8 R31D N9 19.5 334 6
9 R31D N10 30.58 34 6
0 R301 N11 42.75001
1 R3D N12 53-25001 6
12 R3Q N14 9.41667 311667
13 R301 N15 19.58334 31.16667
14 D N16 30,58334 31.16667
15 R D N 17 42.75 01 31.16667
16 R30 N18 53.25001 31.16667
17 R3D N - . 667
18 R3D N21 -0.66667 31 16667
19 RD 533 18-583335
20 D
21 R3D N41 -8.66667 31.16667
22 R3D N50A 53.2 001 34.1 667
23 R3D N65 6.231895 34.16667
24 R3D N73 35.97296 34.16667
25 R3D N74 8.66777 34.16667
26 R3D N 115 2 -2
27 R3D N116 _ 11.41667 -2
N117 21,58334 -2
29 R3Q N118 32:58334 -2
30 R3D N119 44,75001 -2
31 R3D N120 _ 55.25001 -2
2 R3D N121 -2 - -2
33 3D N122 7.41667 -2
34 R3D N123 17.58334 -2
35 R3D N124 2858334 -2
36 R3D N125 40.75
37 R D N126 51.2500 -2
38 R3D N127 2 8
39 R3D N128 11.417 9
R3D N129 21.583
41 R31D N130 32.583 9
42 R3D 1 1 - 4.75 10
43 R3D N132 _ 55.25 _ 10
44 R3D N133 _ 7.417 9
45 R3D N134 17.583 _ 9
46 1 _ 28,583 9
47 R3D N136 40.75 10
RISAFoundation Version 10.0.5 [N:\...\2018\201803MD & DD\Trimmer Frame-Footing Mods.r3d] Pagel
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Company Pillar Consulting Group, Inc. Aug 29,2018
111RI
�� Designer JJE Checks
Job Number Checked By:
. Model Name
Point Coordinates (Continued)
_ Label Z[ftl X
48 R3D N137 51.25 1 10
49 3D N138 -1 _ 7 8
50 RM N139 -2 4
51 R3D N140 -10.67 4
R3D N141 32.58334 20.583335
53 R3D N142 28.5$334 _ 20-583335
54 R3D N143 12,58334 16.583335
R3D N144 28.5 334 16.583335
56 R3D N145 55.25 32.917 _
57 R3D N146 55.25001 29.16667
8 R D N147 39.25 32.917
59 R D N 48 39.25 29.167
60 R D N149 2.583 32.917
61 R3D N150 32.5833429.1 667
62 R N1 7.41664 2, ;667
63 R3D N152 7.41664 31.66667
64 30 N153 8.41664 31.66667
65 R31D N154 8.417 32.917
66 R3D N155 3.0833 2.917
67 R3D N156 3.0833 2 6
8 R31D N157 -10.667 32.917
69 R3D N158 -10.66667 29.16667
70 R D N130 1 32.583 31 8,
71 R3D N131 1 44.750002 g.
72 R3D N135 1 28.583031
73 R3D 1 6 1 An 7r, g
4 R3Q N147 1 4 .75 32.917
75 R3D N140 1 40.75001 29.166969
76 R31D N128 1 11.41697
77 R3D N129 1 21.583031 8,
78 R3D N133 1 7.41697
79 R3Q N134 1 17.583031 8.
-11.67
81 N83 -2 8
82 N84 8.41667 29.16667
83 R D N145 1 55.25001 33.16667
84 R3D N147 2 40.75001 33.16667
85 R3Q N149 1 32.58334 33.16667
6 R30 N154 1 8.41664 3 .16667
87 R3D-NJ 55 1 _ 1.33333 33.16667
_
3D N156 1 1.33333 29,166958
89 R31D N157 1 -10.66667 33,16667
90 R31D N132 1 55,250002 8.
9 R3D N137 1 51.250002 8.
2 N92 0.177522 31.976897
93 N93 -0.801342 31.977736
4 N94 - .75425 31.039636
95 N95 0.222618 31.038785
96 N96 17 0432 30,104252
97 N 97 18.141954 30 104253
18.192104 10413
99 N99 17.16417 31.041835
100 N1 0 45.844842 31.979529
101 N101 44.80389 31.979582
102 N102 44. 40
103 N103 45.845363 31,042032
104 N 04 29.53334 19.583335
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Company Pillar Consulting Group, Inc. Aug 29,2018
IS Designer JJE 9:50 AM
111RJob Number Checked By:
Model Name -
Point Coordinates (Continued)
Label Z
105 N105 _ 28.58334 _ 19.583335 _
6 N106 28.58334 18.583335
107 N107 29,58334 18.583335
108 -5.2 2 84 7
109 N1 Q9 -6.335 7
110 N1 0 -6 335 -
111 N 1 1 -5.253738 6
71-2 N112 10.417722 1.202156
113 N113 10.420496 2.267987
114 NI 1 _42 9 2,267254
115 N 115 9.418049 1 2
N 116 20.584197 1.20 156
117 N117 20.586906 2.267987
118 N118 1 19 2.267254
119 N119 _ _ 19,584524 1.201947
120 N1201 4 7 1.202156
121 N121 _ _ 31.586906 2.267987 _
122 N122 30.588019 2.267254
123 N 123 30.584524 1.201947
124 N124 43.750006 1.
125 N125 43,750005 2,
126 N126 42.750003 2_
127 N 127 42.750004 1.
128 N128 52250008 1_
129 N129 52.250 08 -0.
130 N130 53250008 -0.
131 1 53.250008 1.
132 N13 -7.705181 31.979436
133 N133 _ -8.692427 31_97943
134 N1 4 -8.682182 31-041859
135 N1 5 -7.689855 31.041871
136 N136 -1.692 51 30.103068 _
137 N 1 -0.700876 30.102997
138 N138 -1.7 9327 31.040401
139 N139 2.169812 30.097368
140 N140 3.0833 30.082099
141 N 141 3.0833 31.027066
42 N 42 2.13951 31,033139
143 N 143 -3.756199 31.97946
144 N144 -4.743445 31.979454
145 N 145 -4.712875 31. 41907
146 N 14 -3.720 4
147 N 147 -9.679672 31.979424
48 N148 -10-666917 31,979418
149 N149 -10.666835 31.041835
150 N150 -9,674508 31.041 47
151 N161 -5.679714 30.104 43
152 N152 -4.682306 30.104361
153 N -5.705202 31,041895
154 N 154 0.280809 30.102354
55 N155 1.237905 30.101107
156 N156 1.187228 31.037447
157 N1 7 -7.674529 30,104307
158 N 158 -6.677121 30,104325
159 N 159 -6.697529 31.041883
160 N 160 -1.78395 31.978227
161 N 161 -2.768954 31.979466
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Company Pillar Consulting Group, Inc. Aug 29,2018
� A Designer 11E 9:50 AM
Job Number Model Name Checked By:
.
Point Coordinates (Continued)
_ Label
16 162 -2. 2 31.040928
163 _ _ N163 2.118795 31,974134
64 164 1,150855 31.975796
1 5 N165 -3.Q84898 30,104379
166 N166 -2. 874 .104 7
167 N 167 -9.669345 30 104271
68 6 -8,6T1 0-7 30.1 4289
169 N1693069 31.979448
170 7 -6.717936 1.979442
171 N171 23 2 9561 0425
172 N172 24.331 Q83 -30.104253
173 N1 3 24.359704 _ 31.041835
174 N174 23. 3177 -31-041835
175 N17 2.9 5643 72
176 N 76 1A-016407 30.107393
177 N177 -- 14.08116 31 4639
178 N17813.05450431.055734
179 N 179 19.173475 30.104263
180 N 180 20.204997 30.104253
181 N 181 20.24797 31.041835
182 N182 19.2200 7 31.041 5
18 83 15.169417 31.980561
184 N184 14.1444 31,983013
85 K1409 15.108513 31.042827
186 N18610,919545 30,165773
187 N187 11,9546454
188 N188 12,02939 31,07749
189 N189 11.004257 1. 261
190 N1 90 9.235991 32.183113
:19:11 N191 8.416813 32.266457
1921 N192 9.18 324 31.42 374
193 K11 01 7.926262 31,031279
4 N194 7.41664 31,125386
195 N195 7.41664 30 416681
196 N196 7,928829 30.39282
197 N1 7 9.018912 29.16667
198 K1409 8.971108 29.871363
lu N199 8.432687 29 7781
200 N200 29,4 869 30.104253
2 1 N201 30.52 212 30.104253
202 N202 30.527303 31-041835
203 MIMI9.49937 31.041835
04 N204 25,3U604 30,104253
205 N205 26.394126 30. 4253
206 N 06 26.41557 31,041835 _
207 N2 7 25.387637 31.041835
208 N20 2 . 152 9 31.97 41
209 N209 20.2 944 31.979418
210 N210 21.275904 31,041835
211 N211 31.551733 30.104253
212 N 12 32.583255 30.10425
213 N21 __ 32.r,8317 31.041835
214 N214 31.555237 1. 41 35
215 N215 27.461359 31,979418
216 N216 26.437014 _ 31.979418
217 N217 27,443503 31.041835
2181 N218 .217908 31.979418 I
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Company ; Pillar Consulting Group, Inc. Aug 29,2018
�1 C.A Designer JJE 9:50 AM
Job Nurnber Checked By:
Model Name
Point Coordinates (Continued)
Labe X fftl
219 N219 16.193563 31.979418
- N22.0 16.136237 31.041835
221 _ N221 2 .3 3979 31.979418
222 . N222 22,339634 1.979418
223 N223 22.30 837 11835
224 2 1
.98873
225 N225 12.1009Q532. 03787
226 N226 19.26 98 31.979417
7 N227 18,242 4
i-
228 N22
2-29 N229 16.078911 _ .104253
0 N230 11.092973 2.0
138853
231 N 1>14 1 10.12437 32.096983
2 2 N 32 10.043484 31.255417
2 3 233 7.923021 29.76927
234 N234 8.438224 0.361124
235 N2 5 9.016403 30.763453
236 N236 8.459629 30,954653
237 N237 8.8 7857 30.328335
238 N238 9.828 03 29.16667
239 N11110 9.768311 30.243201
240 N240 29.510051.97 4 7
241 N241 28.485705 31.979418
242 N242 28,471437 31.041835
243 N24 25-412669 31.979418
244 N244 24,388324 31,979418
245 N2 5 21.236518 30.104252
246 . N246 22.26804 30,104253
247 N247 31.55874 31.979418
8 N248 30.534395 31.979418
249 N249 27.425647 30.1042
250 N250 28A5716930.104253
251 N25 2.114604 30.104 01
252 N252 53.159739 30.104285
253 N253 53.159736 31.041857
254 4 52.114601 1.041867
255 N255 43.770376 30.10446
256 N256 44.803703 30.104541
257 N257 43.77702 31.042016
258 N258 47.934066 30.104366
-2a, N259 4 .97 20
6 48.979197 1
,0419
261 N 261 47.934063 31.04191
262 N2 2 41,777459 30,104197
263 N263 42.752667 30.104362
2 4 N264 42.7722231. 41 8
265 N265 41.810105 31,041777
266 N266 40.041897 31.987739
267 N267 39.25 32,045443
268 N268 39.25 31 042003
269 N269 40. 0617 31.041551
270 N270 54.204873 30,104269
271 N271 55.250008 30.10425 _
272 N272 5.5.250005 31.041835
273 N273 54,20487 31.041846
274 N274 50:024329 31.979444
275 N275 48.979194 31. 7945
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Company Pillar Consulting Group, Inc. Aug 29,2018
Designer JJE 9:50 AM
111RISAJob Number Checked By.
Model Name
Point Coordinates (Continued)
-- -- 2 fRl _ X fftl
276 N276 50.024332 31 1889
277 N2 7 45.8 006 30.104476
278 N27 46.888932 3 04382
279 N279 Ar QQQOOQ 31.041921
280 N2 0 52,114598 31.979434
281 N281 51.069464 31.979439
282 N282 51,069467 - 31,041878
2 3 283 43.771369 31,979491
_
284 N284 42. 9 31.979432
285 N2 - q 1.979455
286 86 46.8$ 925 1,979461
287 N287 1,779422 31.9794 2
2 40. 7616 31,980436
289 N 89 40.9 7658 31.041835
290 N290 40.04281 30. 96054
291 N291 40.876 91 30.103327
292 N292 54,2Q4868 31,97942
293 N293 53.159733 31.979428
294 N294 50.024335 0.104333
295 N295 510 7 30.104317
29 31.58334 17.58 335
297 N297 32.58334 17.583335
298 N298 32-58334 18.583335
299 . .N299 31.58334 18.583335
00 N300 29.58334 17. 83335
0 N3 1 30.58334 17.583335
302 N302 31,58334 19,583335
303 N303 30.58334 19.583335
304 -1 99246
305 N305 -2.050334 7
30 N 6 -2. 6
307 N30 -1.0290 6
08 -7 41 7
30 09 -6.335 5
310 N 10 -7.41875 6
311 N311 -14.10338 5
312 N 12 -2.052488
314 "11 -3.11212 6
-9.58625 7.
315 N315 -10. 7 7
316 N316 -10.67 6
317 N317 -9.58625 6
318 N31 a -1 1
319 N319
0 0 0 1
321N3 0.99 521 5
322 N322 5
323 N323 2
324 N324 996463 6
325 N325 _ -1
326 N326 -1 -2
327 N32 0 -2
28 N328 0 -1
329 N329 0.998925 3
N o a
3 1 N331 -0.005781 a
332 N332 ---------:0.002549 3
RISAFoundation Version 10.0.5 [NA---\2018\2018030\SD & DD\Trimmer Frame - Footing Mods.r3d] Page 6
Company : Pillar Consulting Group, Inc. Aug 29,2018
1 I Designer JJE 9:50 AM
Job Number Checked B
Model Name Y
Point Coordinates (Continued)
_ L el
333 f N333 -5.252789 5
334 N334 -4,175011
335 N335 -4.177812 6
336 N3 6 -1.022561 5
337 N337 04
38 __ N3 8 -0.01148 _ 6
339 _ N339 -7.41 75 7
40 40 - ,502
341 N341 - 502 g
3 2 N 42 275 7
343 N34 -4.174476 7
4 625
345 N345 -8 5025 5
4 4 1 1
347 7 1 2
34 0
349 N3 9 0,997163 7
350 N350 -0.007675 7
351 N351 1 -1
352 N352 1 0
353 N353 -1.001542 3
354 N354 -1 2
355 N355 8,426247356 3.332226
N 6 8.419846 2.268434
35 57 .43 26 3.329436
358 N3 8 8.416702 --0,932398
359 N359 8.41667 -2
N -2
361 N3Q1 9.41 n - .932398
362 N362 Q.474931 R ARI1 2
363 N363 8.440765 4,39269
364 N 64 9,450652 .38429
N3 9.49628 5.426367
366 N366 10,600734 7.200799
367 N367 10.677372 7.881034
368 N368 9.949072 7.864285
3 N 69 9.782766 7.198471
370 70 10.763964 8.461565
371 N371 10.909012 9
372 N372 10-25-35135 9
37 1 .07418 8.446616
7 7 7 7
75 N 7 6782 7.416703
376 N376 80412057.96717
377 N377 8.011905 8,486216
378 N 78 8.64 25 .950428
379 N379380 Kilian 65 179 8.471339
8,417616 1.202242
81 3 8.4 4 0.135203
3 2 2 9. 16734 0.135203
383 N363 10.425932 3.33188
384 N384 10.440048 4.38902
3 N3 5 10.41670 -0.9323 8
386 N386 10.416 34 0.135203
387 �I $7 1 .47 3 .420566 _
_ N3 8 10,527578 6.375845
389 N389 9.621012 6.381124
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Company Pillar Consulting Group, Inc. Aug 29,2018
Designer : JJE 9:50 AM
111RISAJob Number Checked By:
Model Name
_Point Coordinates (Continued)
. 390 9.355019 8.455517
91 _ N 91 9.269217 7.910326
392 WAG,) 9-OZ2603 7,359101
8.62Q372 7.536428
94 N3 4 7.416926 6.52 05
395 N 95 8.5462 6.61039
396 N396 18.592592 3.33222
397 N397 18. 8625 2.2 8434
398 N398 19,5966053.329436
39 N399 1 833 -0-932398
400 N400 8.5 34 -2
401 N401 19.58334 -2
402 N402 19.583307 -0.932398
403 N403 18.641147 5.451192
404 4 18.607 46 4.39269
. 405 N405 M616934 4.384293
406 N406 19,662507 .426367
407 N407 _ _ 20.766843 7.20079
408 N408 20.84344 7,881034
409 N409 20.115141 7.864285
410 N41 0 1-9.948876 7.19 471
411 N411 20.930017 8.461565
412 NA 1 21.075012
413 N 13 20.419565 9
414 N414 20.240213 8.44 16
415 41-6 17-58305 7.375837
416 N416 18.312878 7.41670
417 N417 1 A 207268 7.96717
18 KIA10 18.177936 8,486216
419 N419 18.812289 7.950428
420 N420 18.821211 8.471 39
421 N421 18.584091 1.202242
422 422 18.583274 0,135203
423 N423 19.583274 0.13 203
424 N424 20.592277 3.331883
425 N 2 2 .6 8 4.38902
426 N426 20.583307 -0.932398
427 N427 20.583274 0.135203
Aa N42820.639501 5.420566
429 N429 20 693738 6.375845
430 N430 19.7 7172 6.381124
1 N 1 052 B-455517
432 HAI') 19.435283 7.910326
433 N433 19.2 703 7.359101
434 4 4 18.786461 7.536428
435 N AA r, 583076 6.529058
36 N436 18.712346 6.614839
437 N437 29.592592 3.332226
438 N438 29586256 2.268434
439 N439 30.596605 3,329436
440 N440 29. 83307 - .932398
441 N441 2 I.58 -2
442 N442 30.58334 -2
443 N443 30.583307 -0.932398
444 44 41147 5,451192
445 N445 29.607046 4.39269
446 N446 30.616934 4.384293
RISAFoundation Version 10.0.5 [NA...\2018\2018030\SD & DD\Trimmer Frame -Footing Mods.r3d] Page 8
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Company Pillar Consulting Group, Inc. Aug 29,2018
11R1
�� Designer JJE111Z 9:50 AM
Job Number Checked B
Model Name Y
Point Coordinates (Continued)
Label - - - Z h x
447 _ N447 _ 30.662507 5.4263
448 N448 31.76 843 79
57
4 N449 - 31.84344 7.881034
450 50 N450 __ 31.115141 7.864285451 _
452 N451 30.948876 7.198471
452 N45 - - 0017 8.4 1565
- 32. 501 g
4 N4C4 1,419565 9
45 N455 31.240213 8.446616
56 N456 28.58305 7 37
457 N 57 29.312878 7.416703
458 4 8 29207268
7
N4 9 29.177936 8-486216
460 N460 _
461 N461 29,8212114 133
462 2 29,584091 q
46 N463 29.583274 0.135203 _
464 4 30.583274 0.135203
465 N4 5 31-592277 3.331883
466 N466 31.606328 4.3 02
467 N467 31.583307 -0.9 2 98
468 N468 31.583274 0.135203
469 N46931.639501 5.420566
470 N470 31.693738 6.375 45
471 N471 39187172 6.381124
472 N47230521052 8.455517
473 N473 30.435283 7.91032
N474 30.238703 7.359101
475 N47 ---297-86461 7,536428
476 N476 28.583076 6.529058
477 N477 29.712346 6.614a39
478 KIA*70 43.750002 7.
479 N479 43.750001 8
0N480 42.750001 8•
481 N481 42.750001 7.
4 2 43,750004 3.
483 N483 43.750004 4.
4 42.7500034
48 4 .750003 3.
486 N486 41.7 002
487 N487 41,750003
N488 42.750005 -2
489 N489 42.750005 -1
990 N490 43.750001
491 N491 43.75 10
492 N4 2 42.75 10
493 N493 42.75 9.
494 N4 4 41.7 00
495 KlAnr 41,75 5.
0001 q,
496 N496 42,750002 AN
497 N497 41.750002 1.
49 _ N4 8 41.750002 -0
499 N499 42,750004
500 N500 41.750001 7.
501 _ N5 1 41.750001
6.
502 N502 42.750002 6.
503 _ N503 41.75000
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Company Pillar Consulting Group, Inc. Aug 29,2018
11RISA
Checked
Designer JJE h AM
Job Number Checkeke
d By:
Model Name
Point Coordinates (Continued)
Label X Im
504 N504 41.750002 2.
505 N5 5 Al 7CZnnn7 -1
506 N5 6 4 -0
. 507 i 7 41.75 g,
508 8 41.75 8.
509 N509 4 '.7_500 3
510 N 1 .750003
11 52.250 04 5.
512 N512 52.250005 4.
513 k1r,111 53,250005 4.
514 N514 .2500 4 5.
515 N515 52,250009
516 N516 52. -2
517 N517 53.250 _2
518 N518 53.250009 _1
519 N519 54.25 006 3.
520 N520 54.2500
521 N521 53,250006 3.
522 N522 52.250003 7.
523 N52 52.250003 6.
524 N524 53.2 0003 6,
525 N525 53-250003 7
526 N526 54,250001 11
527 N527 54.25 IF
528 N528 53.25 10
529 N529 53.250001
530 N530 54.250008 1
531 N5 1 54.250007 2.
2 N532 53.250007 2
33 N533 54.250004 5.
534 N 34 54.25
535 KI r1l 5 54.250009 -1
537 N537 52.250006 3,
538 N538 52.250007 2.
5 _ N539 _ 54 250002 7.
540 N540 54.250002 8.
541 N541 5 .250002 8. _
42 N542 52.250001 9.
543 N543 52,250002 8.
544 N 544 1.118971 32.917
545 N545 0136807 32.917
546 N 46 -0,845357 32.917
547 N547 16-021585 29.16667
548 N548 17.056695 2916667
549 N549 18-091804 29.16667
50 N550 46.888922 32.917
551 N5 1 45.84 787 32917
552 N552 44.798652 32.917
553 N553 4 _ 20.583335
4 N 54 29.58334 20,583335
555 N555 -4.1675 8
556 N 56 -5.25125 8
F56
N557 -6.335 8
N558 11.416734 0.135203
N559 11.416766 1.202805
1 N5 0 11-416798 2.27 406
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111RISA
9:50 AM Company Pillar Consulting Group, Inc. Aug 29,2018
Designer JJE
Job Number Checked B
Model Name y
Point Coordinates (COnfinCled)
Label Z X Mill
561_ N561 _ 21.5 274 0.13 203
5621 N562 21.58 1I)r),)Qnr
563 N563 21.583208 2.270406
56 564 32.5 3274 0.135203
5 N565 32.583241 1.202805
566 N566 27
0406
567 N5 7 44.750008 _0
568 N 68 44,7500081
569 N 6 44.7 07 2
57 N - 1.250007 2.
571 N5 1 51,250008 1.
572 1.250008
573 N573 -6.7-3a343 32.917
574 N574 -7.720507 32.917
7 Nf:�7 -8-702671 32.917
576 N576 - . 4 758 29.166862
577 N577 -1,644269 29.166887
578 N 7 0.641781 29.166911
5 N579 2.208315 _ 29.166979
580 N5 0 -2.8096 6 32.917
581 N -319185 32.917
582 N582 -- - -4.774 14 32.917
583 N583 _ -9.68483 32.91
584 N -6.656714 29.166766
5 N 5 -5.654225 29.16679
586 ._ N586 ___ _ -4 651736 29J66814
587 N587 0.360708 29.166935
588 Kirloo -.a.66169229,16671 _
589 N 89 -7.659203 29.166742
590 Mann -1. 27521 32,917
591 10833 31.97203
92 KlAno5 2101136 32.917
593 N 93 -3.649247 29.166838
594 N594 -10,666753104253
595 N595 -9.664181 _ 29.166694
596 N5 -5.756179 32.917
597 N597 22.232243 29.16667
598 N598 _ 23,267353 29.16667
599 N599 24,302462 2 .16667
600 N600 11. 81146 29.16667
601 1 12.916256 29.16667
13951366 2916667
6 N603 19,126914 29.16667
64 64 4 67
605 N605 16.250 89 32.917
606 N606 15-230132 32.917
607 N607 14.20 375 32,917
608 N608 10,846036 29.16667
609 N609 10.126 48 32.917
610 N610 9.1 C,70AI 32.917
611 N611 7-91664 31.66667
612 N612 28,442901 2916667
613 N613 29.478011 29.16667
614 N614 30.513121 29.165567
615 N¢15 25.337 72 29.16667
61 N616 26.372682 2916 67
617 N617 22. 5431 32.917
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111RI
Company Pillar Consulting Group, Inc. Aug 29, 2018
SADesigner JJE 9:50 AM
Job Number
Model Name Checked By:
Point Coordinates (Continued)
Label _ Z
618 N618 21-354674 11017
619 _ _ N619 _ 2 .3 3 7 'A:) 17
620 N620 .54823 29.16667
621 N 21 2 .499972 32.917
62 N62 27,479215 32,917
623 N623 26.458458 32.917
624 N624 18.2924 2. 17
625 N 25 17.27164 2.9 1 7
626 . 26 2 6 32.917
62 N6 7 3,396186 32.917
28 N628 -13-188618 32.91
629 N629 12.167861630 32. 7
63 9. 1 32 917
631 N 14, 647 20.16667
632 N632 41.1471 2.917
633 3 .416 4634 29.707967
MCI 4 7 66 .1
636
N63N63 916 30.541486 2.917
2 20729 32.917
637 N637 25.437702 32.917
638 N038 2-1,197133 29,16657
39 N639 32.583085 31.97941
64 N 40 31.562243 32.917
641 N641 27.407792 .1
642 642 1.06 47 29.166756
643 N643 52.114607 2 644 1 7 5
N644 53.159741 29.166713
645 N 45 42.708397 29.166929
646 N 4 - 7
647 N647 44.798666 29.166886
648 N 48 46,888935 .166 42
4 64 47.934069 29.166821
650 6 4 .97 2 4 29,1667
99
6 1 N651 41.663263 29.16695
52 N 52 40 32.917
54204876 29166692
654 N 54 51.069461 32,917
655 N655 50.02432 32,917
N 56 48.979191 2. 17
657 N657 45.843801 _ 29.166864
658 i N658 53.15973 32.917
6 N659 _ 2.1 4 32. 17
660 N66 43.753517 32.917
661 NG 1 42.708382 32 017
2 N 2 47.934056 32.917
663 N663 41.663248 32.917
664 N664 3 .25 0
665 N66 30.0382
40.000005 .038 85
666 N6 6 5 .2 0 03 31.979418
667 N667 54.204865 32.917
668 N668 50.024338 29.166778
669 N669 30,58334 16.583335
70 N67 31.58334 g
671 N671 28.58334 17.5 335
672 N672 29,58334 16.583335
673 N673 32.58334 19.583335
674 N674 31`5833 5
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111RI
Company Pillar Consulting Group, Inc. Aug 29,2018
SADesigner JJE 9:50 AM
Job Number Checked B
Model Name y
Point Coordinates (Continued)
Lobel Z
75 N675 0 8
X NO
67 N676 -1 8
678 N677 -8.502
678 N678 -7.4 8 5 4
679_ EN 7 -6.33 4
680 N 4.1675 4
681, N681 -3.08 7 4 -
682 Kicon
- 8
683 N683 - 1.5 862
684 N684 _2
685 _ N685 -2 1
686 N0586 -2
87 KJA.Q7 2 4
N6 8 -2 -1
689 N689 2 2
690 KWnn
691 N 91 -6.25125 4
6921 N692 -1-01055 4
693 N693 -7,41875 g
U4 , N694 -3.08375
N695 _1 696 -9.58625
N697 2 0
N 2 1
69 N6 2 1
700 N700 1
01 N701 1
702 N702 2 -1
703 N703 _2
704 N704 7,416862 4.406609
705 N7 5 7,41683
3
0 N706 ,338008
7.4 798 2.270406
707 N707 7.416734 .135203
70 N708 7.4 6702 -0.932 98
709 N709 7.416894 5.473211
710 N71 _ 11,416926 6.529 58
711 N.71 1 11.416951 7.375837
2 N712 11.416985 8.5
713 N713 7.924988 g
14 N714 7.41698 8.5
6 71 P. 1 8.580435 g -
7 K171 7.41 7 .2
718 17 N71 11.41683 33800
N $ 11.416862 4.405609
719 N719 10.41667 -2
72 2 1 .4 6702 -n 0149140A
721 N721 11,416894 5.473211
722 N722 9.417 g
723 N723 17.58 142 4.40 09
21L N724 17.583175 3.338008
725 N725 17.583208 2. 0406
726 N726 17.583274 0.1 5203
727 N727 17. 3 07 -0.932398
728 N728 17.58310 473211
729 N729 21.583076 6.529058
7301 N730 2 .58305 7.375837
731 N731 21.58301 5
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'1' Company ; Pillar Consulting Group, Inc. Aug 29, 2018
RISADesigner JJE 9:50AM
Job Number
Model Name Checked By:
Point Coordinates (Continued)
Label
N7_ 2 18.09098
733 N733 d 17. 3015
734 -- N734 18.746435
8.
735 N. 735 17,583241 9
736 N736 21. 8 175 1.202805
737 N737 21 583142 __ 3 43 0 738 _ N738 - 20.58334 -2
739 N7 9 21.583307
741 � -0.02398
T 21.583 09 7 211
N741 158
74 N742 28.583149
743 N743 2$58 175 4.405609
744 N744 28.58320 3. 38008
74_ 28.583274 2- 7 4 6
746 0.135203 747 N746 7 -0 932398
748 N747 8 83 5.47 211
N 48
2.583 7
750 N749 32.58305 7.375837
751 N7 0 32.5 015
751 N751 29 090988
753 752 28.583015 8 5
75 2974,0435.
754 NZ54 28.583241 1.202805
75 32-583175
7 75G 142 3.33 00
75 3N757 31 58334 4.4026 9
5 2.5 3307 - .9-2398
759 N759 2.583109
7 6 5.473211
61 N761 30.583
762 7 2 44.750 3 6.
762 N763 44.7 000 7
4 44.75000
765 N765 44.750005
766 40.75 0
N7G 767 40. 5 -1
N767 14.750001 9.
768 68 40.75 6
7 _
77 N 70 4 5 4
771 N771 40.75 2
772 N772 77 40.75 N 1
40 7 7
774 40.75
7 N77 3.75 00
776 N776 44.750009 -2
777 N777 -1.
77 41.75 10
779 An-75 g
N77 44.750004 5•
781 N781 51.250003 G
781 1 51.25 04 5.
782 N7 2 - - 51,250005 4.
783 N783 51,250009 -1.
784 N78 55.250007 2.
785 N785 55.250006 3_
786 7 55250005
787 N7 7 51.2500 7
8 1788 55.2 00 1 9.
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'', ' ACompany Pillar Consulting Group, Inc. Aug 29, 2018
Designer : JJE 9:50 AM
Job Number
Model Name Checked By:
Point Coordinates (Continued)
789 N789 - - - - 55.250008 X f _
790 N7 0 - 55.2500 8 0
N791- 55.250004
793 792 55.2792
50003 6.
794 N79 54.2 001 _2
795 N7 4 5.25 00 _1
-�` -- - 51.25 006
7 N796 55.250003
797 N797 52.25 0
798 N798 rl.250001
9.
General Design Parameters
—,—,Label
Label N�ax Bending Chk [ MaxShear k T
[ 1 �- Bottom ov ri
1
45 45
Slab Rebar Parameters
a el r m r M To B ..Min To Bar ... ax o B S...Mi Bo r S... acin In... Reb r O io s
1 ical #5 45 16 16 1 16 1 O mize
Slabs
L I i in •teri I I i An jOffset
1 S1 1 Conc3000NW 0 0
2 2 18 Conc3000NW O
3 S3 18 oncBQ W 0 0
4 18 Conc30 ON 0 "
5 S - 18 Conc3000NW 0 0
6 S 18 Conc3000NW 0 0
7 S7 -- 18 Conc3000NW p
8 8 18 Conc3OOONVV 0 0
9 S9 18 Conc300nNW 0 E06
10 S10 I _ 18_ Conc3000NW 0
Design St6ps
e r An i fr m P.. No.of Design esi n Rul
OS1 90 5 T i al
S2 90 Rn Typical
3 DS is I
4 DS4 90 50 T ica
DS5 90 5
DS8 i a
7 DS1350 l
50 Typical
Qs514 0 50 Typical
9 D 0 50 Typical
10 D 16 50 ical
11 DS 7 12 0 Typical
DS24
1 50 T I
D 20 0 50 T ical
1 DS21 0 0
DS22 0 50 Typical
16 DS23 0 50
DS25 90 0 IYpical
Typical
8 D 26 90 50 Typical
19 DS27 50 Typical _
20 28 90 50 Typical
21_ DS29 90 50 _ Typical
RISAFoundation Version 10.0.5 [NA...\2018\2018030\SD & DD\Trimmer Frame - Footing Mods.r3d] Page 15
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Company Pillar Consulting Group. Inc. Aug 29,2018
111RISA
Designer JJE 9:50 AM
Job Number Checked By:
Model Name
Design Strips (Continued)
_ Label Rebar 6nalle from R. No.of Design Cuts_ -Design Rule
22 DS30 0 50 Tyl2ical
23 DS31 90 so Typical
24 DS32 0 50 T ical
Strip Reinforcing
- LabelC TC Top Bars G v r in .. o L B... v .. L Governing
1 DS1 039 13 #5 16in DS1-X25 .045 9 #5 1..iDS1-... .034 9 DS1-X26
2 D 2 .271 1 13 #5CCDjQoin DS2-X401 149 9 #5 1 .OS2-... 112 9 DS2- 3
3 DS3 .011 11 # 1Bin D -X15 -155 g #5 1..DS3-... 148 11 DS3-X41
DS4 1 12 #5C@16in DS4-X1 237 12 1#5g 1..DS4 .179 12 D 4-X4
5 DS5 .09 13 #5 16in D - 34 .101 10 #5 1..DS5-... .086 10 DS5-X34
6 DS8 0 N/A #5 1 6in NA .188 g #5 1-DSs-... 198 9 DS8-X37
7 DS13 .097 9 #5 16in DS13-X32 .029 12 #5 1.. DS13-.. 9 DS - 19
8 D 14 07 1 #5 16in DS14-X2 .042 12 #5 1..DS14- 046 9 DS14- 12
9 DS1 .008 14 #5 16in DS1 -X26 .049 11 #5 1..D315-. .054 11 DS15-X29
10 DS16 0 N/A # 16in 071 12 #5@1..DS16-.. .08 12 DS16-X29
11 DS17 -029 13 #5L&l6in DS17-X29 .037 12 #5@1..DS17-1 .05 _12__ DS -X29
1 N/A # 1 in NA .192 9 #5 1..DS24-,. .203 9 4-X2
13 DS20 .093 11 #5 16in iDS20-XI9 .211 11 #5 1..DS20-.. .198 11 D820-X3
50
14 D 21 6 14 #5 1 'n DS21-X49 _022 9 #5 1..DS21 37 9 DS21-X
15 DS22 17 11 # in D 2- 34 .482 14 #5 1.. DS22-.. .3 11 DS22-X45
16 23 4 #5 1 n 2 -X 59 12 #5 1..DS23-.. 3gr; 12 DS23-X12
17 DS2 041 11 #5 1 in D -X2 .1 11 #5 1.. DS25-.. 11 DS25-X2618 D 26 .012 14 #5 16in D 6- 036 #5 1..DS26-.. 9 DS26-X26
19 DS27 0 N/ #5 16in NA .06 1 #5 1.. DS27-., 1 27-X
-33
20 DS2 .00$ 13 #5 16in DS28- 5 .0 11 #5 1-!DS28-.. .104 11 DS28-X37
21 DS29 .002 13 #5 16in DS29-X9 .486 9 #5 1..DS29-1 327 1 9 DS29 37
22 D330 0 N/A #5 16i NA .124 12 #5 1..DS30-.. 12 DS30-X 7
23 DS31 138 13 #5 16in S31-X 1591 12 #5 1..DS31 .. 1 12 D 3 - 36
24 DS 2 034 11 #5 11 DS32-X26 .071 1 12 #5@1 .DS32-.. .064 12 DS32-X37
Envelope Slab Soil Pressures
I[Pressurelk I ari Pint
S1 1.761 1.9 5 R31D N1 5
2 S2 .679 1 3 1.354 1.995 R3D N14
3 S3 1 1 2 1.442 1.5 R3D N147
4 S4 .9 2 1.497 1.5 R3D N142
5 S5 .429 2 .644 1.5 R3D N127
S .607 2 .911 1.5 R3D N128
7 S7 .603 _ 4 1.203 1.995 R30 N12
1 2 7 1,5 R3D N135
9 S9 .842 2 1.262 1.5 R D N131
10 Silo46 _4_ 918 1.99 R3D-N132
Slab Overturning Safetv Factors (Bv Combination)
LC Slab Anglefdeal M -xx k- M - k- -zz k- - k- - Ms-zz/Mo-zz
1 2 S1 0 0 222.232 0 53.95 9.999+ 9.999+
2 S2 0 0 649,565 0 84.655 9.999+ 9.999+
3 2 S3 0 0 250.344 0 61.493 9.999+ 9.999+
4 2 S4 0 .115 45.308 .+4 45.469 9. + 9.999+
5 2 S5 0 0 2 .55 0 102.819 9.999+ 9.999+
62 S6 0 0 47.448 0 108.959 9.999+ 9.999+
7 2 _ S7 0 _ 0 43 101,227 9.999+ 9.999+
8 2 S8 0 0 _ _ 4.5 699 _. 0 118.94 + g.9gg+
9 _ 2 S9 _0 0 85 448 0 191,597 9.999+ 9.999+
RISAFoundation Version 10.0.5 [NA...12018\20180301SD & DDUrimmer Frame-Footing Mods.r3d] Page 16
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'RISA Designer JJE
Job Number 9:50AM
Model Name Checked By:
Slab Overturning Safety Factors (By Combination) (Continued)
-
LC _ Sla naletdggL Mq xx _ M -x ft o-zz k-R Ms-zz k-R M -xxlM - x zz/M -zz
10 2 S1 32. 37 .74 9.999+ 9+
11 3 S1 0 0 271.517 28.41 53.304 9. 9+ 1.876
1 3 S2 0 .259 5.922 76.917 9. 9 + 9.999+
13 3 S3 0 15.268 403 0.2 8.52 9 + g 4
14 4 0X2140.115
24.592 45.4 9.999+ 1849
15 3 S 0 3. 99 97.284 4.388 1.812
16 0 97.605 .99 + 99+
17 3 7 0 19 52 126.669 3.824 6.446
18 3 S8 4 .483 10 1 3 2.4 3
19 3 S9 0 Z626 172.918 8.706 9.999+
20 3 S10 0 17.303 297 3 --30,745 107.3761 .4 3
21 4 S1 0 27.979 208.596 2.959 -53-304 7.4559.9 9+
22 S2 0 133.87 631.08 3.46 7 917 4.714 g 999+
2 S3 0 58.7 8 403. 8 0 62.93 6.867 9.9.99+
4 1.549 46.799 .254 45.469 9.999+ 9.999+
25 4 S5 0 26.965172.164 13.074 22 .528 .385 9.999+
26 4 S6 0 27.77 47-255 68.778 152.501 1.701 2
,217
27 4 S7 0 0 64.587 0 110.296 9.999+ 9.999+
28 4 S8 0 17.331 48.499 12-06414 6 2.798 9.999+
. 29 4 S9 0 24.891 63.758 10.962 258.211 2.562 9.999+
30 4 S10 0 23,527 44,375 0 132.982 1.886 9.999+
31 5 0 0 184.562 28.411 31.982 9.999+ 1.126
32 5 2 0 89.726 .922 46.15 + 7.793
3 S3 15,268 242.148 30.254 35,114 9.999+ 1.161
4 0 0 28,174 24.592 27.281 9. 9+ 1.109
35 5 0 -5AML jA4, 5 7 2.633 1.087
36 5 S6 .021 0 59.62 99+ +
37 5 S7 0 9 98 22.898 19.652 76.001 2.2914 3.867
38 5 S8 0 22.1214 1.4
39 5 89 0 9.184 47.971 12.626 103,751 5.224 8.217
40 5 10 0 17 17.834 30.745 .42 31 2096
41 6 S1 27.979 125.158 2.959 31.982 4.473 .999+
2 6 S2 0 133.87 .64 46,15 2,828 +
43 6 S3 0 58.768 242.148 0 39.528 4.12 9.999+
44 6 S4 0 1.549 28.08 .254 27.281 9.999+ 9.999+
5 6 S5 0 2 .96 103.298 13.074 137.117 3.831 9.999+
46 6 SIS 0 27.778 28.353 68.77 .501 1021 1.33
47 6 S7 0 0 49.322 0 75.746 9.999+ 9.999+
48 6 S8 0 17.331 29.09 12.064 84. 99 1.679 6.996
49 6 S9 0 24.891 38.255 10.962 1 154.926 1537 9.9gg+
50 1 6 S 0 0 23.527 26.625 0 I 90,031 1.132 9_999+
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Company Pillar Consulting Group, Inc. Aug 28,2018
111RISA Designer JJE Checked
PM
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Job Number Checked By:
Model Name
Joint Coordinates and Temperatures (Continued)
Label Y Iftl Z j T m Detach Fro..
57 N57 31.16667 10.23807 -0.66667 0
58 N58 31,16667 1.406251 42.75001
59 N59 31-16667 3.88119 0.5 ,34 0
60 31-16667 8 19.58334 0
61 N61 31.16667 8.18691 9.41667 0
62 N62 34,16667 11.834764 6.231895
3 _ N63 34.16667 11.635427 7.211825 0
4 N64 34-16667 11.436 89 8,191756 0
5 _ N65 4-1 667 0 6,231895 0
N66 31.16 67 11.834764 6,231895
67 N67 34.16667 5.784839 35.97296 0
68 N 8 34,16667 5.635335 36.70790
69 N69 34.16667 5.38 164 37.932822 0
70 N7Q 34,16667 5.23666 3 6777
71 N71 31,16667 5.784839 35.97296
72 N72 31.16667 5,23666 38.66777
73 N73 34.16667 _ 0 35.97296 0
74 N74 34.1 rp6E37 0 38.66777
75 N75 6 .5 42.75001 0
76 N76 31.16667 .5 42,75 01 0
77 N77 6 3.865 _ 45.410563 0
78 N78 31.16667 3.865042 45.410563 0
79 N79 6 _ 5.260404 38.551047 0
80 N80 31.16667 5.260404 38.551047 wo
1 N81 6 7.95146 25-321979
82 N82 31.1 667 7.95146 25-321979
83 N83 6 2.83333 30.58334
84 N 4 31.16667 2.83333 30.58334
85 N85 6 14.5 -4.666 7 0
6 N86 31.16667 14.5 -4.66667 0
87 N87 6 5.110901 39.285995 0
88 N88 31 16667 5_ 10901 39.285995
9 N 9 31.16667 11-6 5427 7,211825 0
90 N90 311666 _ 11.436089 8.1 1756 0
91 N91 31.16667 5.635335 36.707908 0
92 N92 31,16B67 5.386164 37.9328 2 0
93 N93 6 _ 9 -8.66667 0
94 IN 94 31.16667 9 - .66667 0
95 N95 6 5.75 -8.66667 0
96 N 6 31.16667 5.75 -8.66667
97 N97 27,91667 9 -8.66667 0
98 N98 9.25 9 -8.66667 0
99 N99 6 4.25 -0.66667 0
100 N100 31,16667 4.25 -0.66667 0
101 N101 _ 27.91667 7.5 -0,66667 0
102 , N1 2 9.25 7.5 -0.66667 0
103 N103 24.91667 14.5 -0.66667 1 0
104 N 1 4 24. 1667 14.5 -8.66667
105 N 105 24.91667 7.5 -0.66667 0
106 N106 24 91667 9 -8.6 667
107 N 07 12.25 14.5 -0.66667 0
108 N 108 12,25 14 _-B-WO67 0
109 N 109 12.25 7.5 -0,66667 0
110 N110 12.25 9 -8 67 0
111 N 111 18.583335 9 -8.66667 0
1-12 N112 18.583335 7. -M6667 0 __ I
113 N113 18.583335 1 1 -8.66667 0 _-
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Company Pillar Consulting Group, Inc. Aug 28,2018
5:48 PM 11RISAJob Designer
Number JJE Checked By:
Model Name
Joint Coordinates and Temperatures (Continued)
Label X1ftl Y 11111 Z Iftl 'rem F De_ta_ch_Fro._
114 N114 18,583335 14 5 -0.66 67
115 N 115 _ __ -2 0 2 0
116 N 116 -2 0 11.41667 0
117 N117 -2 0 21.58334 0
118 N118 -2 0 32.58334
1191 N1 _ -2 0 44.75001 0
120 N12 -2 0 55.25001 0
121 N 121 -2 0 -2 0
122 N122 -2 0 7.41667
123 1 -2 0 17.58334 0
124 N 124 -2 0 28.58334 0
125 N125 -2 0 40.75001 0
126 N 126 1.25001 0
127 N127 8 0 2
128 N128 11.41667 0
129 N129 8 0 21_58334 0
130 . N130 8 0 32.5 34 0
131 N 131 8 0 44.75001
132 N1 8 0 55.25001 0
133 N133 8 0 7,41667 0
134 N134 8 0 17,58334
135 N135 8 0 28.58334 0
136 __ 0 40.75001 0
137 N137 8 0 51,25001 0
138 N138 8 0 -10.67 0
139 N139 4 0 -2 0
140 N140 4 0 -10.67
141 N141 20.583335 0 32.58334 0
142 N14220.583335 0 2a,58334
143 N143 16,583335 0 32.58334 0
144 N144 0 28.58334 0
145 N145 33.16667 0 55.25001 0
146 N146 2916 67 0 55,25001 0
147 N147 33.16667 0 40,75001 0
148 N 148 29.1(3667 0 40.750
149 N149 33.16667 0 32.58334 0
150 N150 29.16667 0 32,58334 0 1
151 N151 29.16667 0 7.41664 0
152 N1 2 31.66667 0 7.41664
153 N 153 31.66667 0 8.41664
154 N 1 4 33.16667 0 8.41664 0
155 N155 33-16667 0 1,33333 0
156 N156 29.1 67 0 1.33333 0
157 N1 7 33.16667 0 -10,66667 0
158 N158 29.16667 0 -10.66667 0
159 N159 6 12.23807 -0,66667 0
160 N 160 31.16667 12.23807 -0.151515157 0
161 N161 6 1.270342 53.25001 0
162 N1 2 31.16667 1270342 53.25001
163 N 163 6 3.406251 42.75001 0
164 N164 6 5.881195 30.58334 0
165 N 165 6 8.118814 19.58334 0
166 N166 6 10ABB918 9.41667
167 N167 31.16667 3.406251 42.75001 0
168 N 168 31.16667 5.881195 30.58334 0
169 N169 31.16667 _ 8.118814 19.58334 0
170 N170 31-16667 - _ 10-186918 667
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Company Pillar Consulting Group, Inc. Aug 28,2018
IIRISA
Designer JJE Checked
kPM
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Job Number Checked By:
Model Name
Joint Coordinates and Temperatures (Continued)
Label X[ftl Y iftj z rft] Temo IFI Detach Fro...
171 N 171 6 13.5 -0.66667 0
172 N 172 31.16667 13.5 -0 6 6
173 N173 _ 6 13.5 -8.66667 0
174 N 174 31.16667 13.5 -8.66667 0 _
175 N175 6 4.110901 39.285995 0
1 N17 31.16667 4.110901 39.285995 0
177 N 177 _ 6 3.001 11 49.653 4
1 N 178 31.16 67 3.001911 49.653664
Joint Boundary Conditions
Joint Label Z X Rot.k- r Y R - r
1 N1 Reaction CS10000 Reaction
N20 Reaction Reaction Reaction Reaction Reaction Reaction
3 N2 Reaction CS10000 Reaction
4 N Re action Reaction Reaction Reaction Reaction Reaction
N3 Reaction CS10000 Reaction
6 N9 Reaction Reaction Reaction Reaction Reaction Reaction-
7 N4 Reaction CS10000 Reaction
8 N10 Reaction React-ion Reaction Reacti n Reaction Reaction
9 N5 Reaction CS10000 Reaction
10 N11 Reaction Reaction Reacfion Reaction Reaction Re ion
11 N6 Reaction CS10000 Reaction
2 N12 Reaction Reaction Reaction Reaction Reaction
13 N 1 Reaction Reaction Reaction Ration Reaction Reaction
14 N14 Reaction Reaction Reacti n Re2ction Reaction Reaction
15 N15 Reaction Reaction Reaction Reaction Reaction Reaction
16 N16 Reaction Reaction Reaction Reaction A Reac'on Reaction
17 N39 Reaction Reaction Reaction Reaction Reaction Reaction
18 N17 Reaction Reaction Reaction Reaction eacti n Reaction
19 N18 Reaction Reaction Reaction Reaction Reaction Reaction
20 40 Reaction Reaction Reaction Reaction Reaction Reaction
21 N41 Reaction Reaction Reaction Reaction Reaction Reaction
22 N42
23 N43A
24 N44A
25 W!
26
7 N47A
28 N48A
29 N49A
30 N 0A Reaction CS10000 Reaction
31 N 5 Reaction CS10000 Reaction
32 N73 Reaction CS10000 ReaQtjon
33 N74 _ Reaction CS1 000 -Reaction
34 N75
35 N76
36 N83
37 4
38 N93
39 N94
4 N95
41 N96
42 N 7
43 N98 _
44 N99
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Company Pillar Consulting Group, Inc. Aug 28,2018
111RISAJobigner Number ; JJE Chec5:48k d By
Model Name
Joint Boundary Conditions (Continued)
,loins L_abe_I_ _X jk/in Y[krin Z ik/inJ X Rotlk-Nr Y_Rot.k-ft/rad Z R k_ftiradl_
45 N100
46 1 _ N101
47 N102
48 N103 _
49 N104
50 N105
51 N 06
52 N107
N108
5N109
55 N110
56 N115 ReactionReaction Reaction Reaction Reaction
57 N116 Reaction Reaction Reaction Reaction Reaction Reac ion
58 N117 Reaction Reaction Reaction Reaction Reaction Reaction
59 N118 Reaction Reaction Reaction Reaction Reaction Reaction
0 N119 Reaction Reaction R ac ion tin Reaction
1 N120 Reaction Reaction Reaction Reaction Reaction Reaction
62 N121 Reaction Reaction Reaction Reaction Reaction Reaction
63 N122 Reaction Reaction Reaction Reac ion Reaction Re ction
4 N123 Reaction Reaction Reaction Reaction Reaction Reaction
65 N124 Reaction Reaction Reaction Reaction Reaction Reaction
66 N125 Regction Reaction Reaction Reaction Reaction Reaction
67 N126 Reaction Reaction Reaction Reaction Reaction Reaction
68 N127 Reaction Reaction Reaction Reaction Reaction Reaction
69 N128 Reaction Reaction Reaction Reaction Reaction Reaction
_70 N129 Reaction Reaction Reaction actin Reaction Reaction
71 N130 Reaction Reaction Reaction Reaction Reaction Reaction
72 N131 Reaction Reaction Reaction Reaction Reaction Reaction
73 N132 Reaction Reaction Reaction Reaction Reaction Reaction
74 N133 Reaction Reaction Reaction Reaction Reaction Re ct
75 N134 Reaction Reaction Reaction Reaction Reaction Reaction
76 N135 Reaction R c ' Reaction Reaction Reaction Reaction
77 N136 Reaction Reaction -ReaGtion Reaction Reaction Reaction
78 N137 Re actiga— Reactioneac on Reaction Reaction Reaction
79 N138 Reaction Reaction Reaction Reaction Reaction Reaction
80 N139 Reaction Reaction Reaction ction Reaction Reaction
81 N140 Reaction Reaction Reaction Reaction Reaction Reaction
82 N141 Reaction Reaction Reaction Reaction Reaction Reaction
83 N142 Reaction Reaction Reaction Reaction Reaction Reaction
84 N143 Reaction Reaction Reaction Reaction Reaction Reaction
85 N144 Reaction Reaction Reaction Reaction Reaction Reaction
86 N145 Reaction Reaction Reaction n R a ion
87 N146 Reaction Reaction Reaction Reaction Reaction R action
88 N147 Reaction Reaction Reaction —Reaction Reaction Reacdon
89 N148 Reaction Reaction Reaction Reaction Reaction Reaction
90 N149 Ration —Reaction Reaction Reaction -R-eaction Reaction
91 N150 Reaction Reaction Reaction Reaction Reaction Reaction
2 N1 1 Reaction Reaction eaction Ration Reaction Reaction
N152 Reaction Reaction Reaction Reaction Reaction Reaction
4 N153 Reaction Reaction c ion Reaction Reaction Reaction
95 N154 Reaction Reaction Reaction Reaction Reaction Reaction
96 N155 Reaction Reaction Reaction Reaction Reaction Re i
97 N156 Reaction Reaction Reaction Reaction Reaction Reaction
98 N157 Reaction Reaction Reaction Reaction Reaction Reaction
99 N158 --Reaction Reaction Reaction Reaction Reaction Reaction-
1001 N171_
jOtL N172 l
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Company Pillar Consulting Group, Inc. Aug 28,2018
111RISA
Designer : JJE Checked
PM
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Job Number Checked By:
Model Name
_Joint Boundary Conditions (Continued)
Joint Label X_fk/in_1 Y Lkj;i flL Z(Win) X Rot.lk-fUrad Y[Rot fk-ft/rad] Z Rot.fk-ft/radl�
1021 N173 l �-
11031 N174
Hot Rolled Steel Section Sets
Label _ Shape Tvoe Design List rill Design,..8JLn2l I f in4 17 n4 [in4�
—CHR1A W10x33 I Beam None A992 ATy 71 36.61 171 ..583_1
Hot Rolled Steel Design Parameters
Label h e LenathIftl Lbvvffti Lbzz[ftlLcomo botfL-or . Kvv Kzz Cb Function
1 I M1 W8x31 2.27 Lbvv Lateral
2 M2 W8x31 2,27 Lb Lateral
3 M3 W8x31 2.27 Lbvv Lateral
4 M5 W8x31 1 .238 Lbyy Lateral
M6 W841 13.238 Lbvv Lateral
M7 W12x4O 55.021Lbyy Lateral
7 M8 W12x40 55.021 Searnent LbVV Lateral
1 2x4O 55,021 Segment Lbyy Lateral
9 M10 W8x31 4.406 Lbvv Lateral
12— M11 W8x31 4.406 Lbvv Lateral
11 M12 W8x31 4.406 Lbvv Lateral
M13 W8x31 6.88 Lb Lateral
13 M14 W8x31 6.881 Lbvv Lateral
M15 W8x31 6.881 Lbvy Lateral
1 M16 W8x31 9.119 Lbvv Lateral
16 M17 W8x31 9.119 Lbyy Lateral
17 M18 W8x31 9.119 Lbvv Lateral
1 M19 W8x31 11.187 Lbvv Lateral
19 M20 W8x31 11,187 L _ Lateral
20 M21 W8x31 11.187 Lbyy Lateral
21 M22 W8x31 13.102 Lbvv Lateral
22 M22A W8x31 6-881 Lbvv Lateral
23 M23 HSS8x6x4 14.5 Lbvv Lateral
24 M24 HSS8x6x4 14.5 Lbyy Lateral
25 M25 H S8x6x4 14,5 Low Lateral
26 M26 HSS8x6x4 14.5 Lbyy Lateral
27 M27 HSS8x8x4 25.167 L-bvv Lateral
28 M28 HSS8x8x4 25.167 Lbvv Lateral
29 M30 HSS8x8x4 8 Lbvv _ Lateral
30 M31 HSS8x8x4 5-1 7 Lbvv Lateral
31 M32 HSS8x8x4 8 Lbvv Lateral
2 M33 HSS12x8x4 8 Lbyy Lateral
33 M34 HSS12x8x4 8 Lbvv Lateral
34 M35 W8x31 2.27 Lbvv Lateral
35 M36 C8x11.5 8.04 Lbvv Lateral
36 M37 C8xl1.5 3 Lbyy Lateral
37 M38 C8x1 1.5 3 Lbvv Lateral
M39 c8xl 1.5 3 Lb Lateral
39 M40 C x11. 3 Lb Lateral
40 M41 C8x11 Lateral
41 M42 C x1 1.5 1 3 Lbvv Lateral
42 M43 W.56.2
Lb I Lateral
43 M44 Lb Lateral
44 4 Lateral45 M46 . L Lateral
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111RISA Designer ; JJE Checks
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Job Number Checked By:
Model Name
Hot Rolled Steel Design Parameters (Continued) -
Label Shape Len thfftl LAY ft Lbzz tt L ftl Lcom -or ... Kzz C ngfion
46 M47 C x11.5 4.243 1 Lbvv Lateral
47 M48 C8x115 4.243 LbVV. Lateral
48 M49 C8x11.5 4.243 Lbyy Lateral
49 M50 C8xl1.5 4.243 Lbvv Lateral
50 M51 C8x11.5 4.243 Lbyy Lateral
51 M52 HSS3x3x3 11.835 Lbvv Lateral
52 M53 I WC8x11.53 Lb Lateral
53 M54 Lateral
54 M55 ALb Lateral
55 M56 Lateral
7 Lateral
7 5 C8x . Lateral
58 M59 W1 2x4O 31,167Lbyy Lateral
59 M60 W12x40 31.167 Lbvv Lateral
60 M61 W12Y,40 31.167 Lbyy Lateral
1 M62 W 2 40 31.167 Lbvv Lateral
6 M63 W12X40 31.167 Lbyy Lateral
63 M64 L5x3x4 1 14.342 Lbvv Lateral
4 M65 L5x3x4 14.342 Lbyy Lateral
65 M66 LWA 14. 2 Lbvv Lateral
6 M67 3 4 1 Lbyy Lateral
67 M68 L5x3x4 15.116 _ Lbyv Lateral
68 M69 --L5x3x4 1 . 7 Lbvv Lateral
69 M70 L5x3x4 15.116 Lbvv Lateral
70 M71 L5x3x4 13,657 Lbyy Lateral
71 M72 C6x8.2 .29 Lb Lateral
C6x8.2 4 Lb Lateral
73 M74 C6x8.24.29 Lb Lateral
74 75 C Lb Lateral
75 M76 C6x8.2 7,34 L Lateral
76 M77 C6x8.2 Lateral
77 M78 W12x40 25.167 Lb Lateral
7 7 --L4x3x4 2 Lateral
79 M80 L4x3x4 8.062 Lb __. Lateral
8 M81 L4x3x4 8.062 Lb Lateral
81 M82 L4x3x4 8.062 Lb Lateral
82 ' M83 W12x40 25.167 Lb Lateral
8 M84 C8x11.5 3 _ Lb Lateral
8 M85 C x1 5 3 Lb Lateral
85 M86 8x11.5 3 __ Lby_ Lateral
6 M87 8 11.5 3 L Lateral
87 M102 HSS8x8x4 25.167 Lbvv Lateral
88 M102A HSS6x6x4 4.596 Lbyy Lateral
8 M103 HSS6x6x4 4.59 Lateral
90 104 HSS6 6 .596 Lb Lateral
91 M105 HSS6x6x4 4.596 MLb
Lateral
92 M106 C6x8.2 5.5 Lateral
93 0 C6x8.2 5. Latera94 M108 C6 .2 .5 Lateral
95 109 C6x8.2 7 Lateral
9 M110 x8.2 7 Lb Lateral
97 Mill C6x8.2 7 Lb Lateral
M112 L4x4x4 9.384 Lbyy Lateral
9 M113 L4x4x4 9.44 Lbvv Lateral
100 M114 L4X4X4 9.44 L _y Lateral
101 M115 L4x4x4 9.384 Lb Lateral
102 11 4 .325 I Lateral
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11RISA
Designer JJE Checked
kPM
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Job Number Checked By:
Model Name
Hot Rolled Steel Desiqn Parameters (Continued)
Label Shag�. L n th ft LbyyLft LbzzIft1 LconnD to,fft]Lcomp botjfft)L-torq _ _ Kyy�-_ Kzz Clb Functior
103 M117 L4x4x4 18.388 _ Lb !. _ _ Lateral
104 M118 L4x4x4 1 8.388 Lbvv Lateral
105 M119 L4x4x4 8.325 Lbvv Lateral
106 M120 HSS4x4x41 27,353Lbyy Lateral
107 M121 HSS4x4x4 27.353 Lb _ Lateral
1 HaS_4x4 2x5-4j_ Lbyv Lateral
109 M123 HSS4x4x4 25.414 Lbvv Lateral
110 M1 4 HSS4x4x4 26.688 Lbyy Lateral
111 M125 HSS4x4x4 26.688 Lbvv Lateral
HSS4x4x4 2T557 Lbyy Lateral
113 M127 HSS4x4x4 27.557 Lbvv Lateral
4 M128 HSS4x4x4 27.221 Lbyy Lateral
115 M129 HS54x4x4 27 221 Lb _ Lateral
116 M1 0 HSS4x4x4 27.189 Lbyy Lateral
117 M131 HSS4x4x4 27.189 Lbvv Lateral
4 2 051 Lbvvi Lateral
H1-1�90
M133 HS 4x4x4 26.408 LbLateral
M120A W12 40 25,1671 Lbyy Lateral
Hot Rolled Steel Properties
Label = lksil G fksil— F
1 A992 290 0 11154 .65 .49 50 1 1.1 65 1.1
2 AaQ Qr.3629000 11154 5 49 36 1.
3 A572 Qr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1
A500 Gr.B RND 29000 11154 .3 .65 .527 42 1 1.3
5 IA500 Gr.B Red 29000 11154 .3 .65 .527 46 1.4 -5-8-
6
1 A53 Qr.Q 1 29000 1 11154 9 35 1.6 60 11
7 1 108.5 _ 29000 1 11154 .55 .49 50 1A 1 65 1.3
Basic Load Cases
BLC Description Cateaory XGra..YGra..ZGrD_. r{ rface{Plate/Walp
1 STRUCTURE DL
2 EQUIP CIL - — 5
3 CATWALKS_ DL 4
4 LIVE _ LL
5 E X ELX 11
6 E Z ELZ 11
7 BLC 1 Transient Area Loads None 316
8 BLC 2 Transient Area Loads None 354
9 BLC 3 Transient Area Loads None 43
10 BLC 4 Transient Area Loads None 43
11 BLC 5 Transient Area Loads None 57
12 BLC 6 Transient Area Loads None 141
_ Joint Loads and Enforced Displacements
Joint Label L,L)MM_ Direction Magnitude((k k-ft) in ra k's^2! k*SA 2'
No Data to Print ...
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111RISA Designer JJE Checked
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Job Number Checked By:
Model Name
Member Point Loads _-
Member Label Qirction No Data to Print.Magnitudefk K-JU Locationfft
_
Member Distributed Loads (BLC 7 : BLC 1 Transient Area Loads)
Member I Direction Start ni1udeIWft.F.ksfi End M klft... LD-carI U% nd L
1 M8 Y -.013 -.013 0 2.293
M8 Y -.013 -.044 2.293 4-585
3 M8 Y -.044 - 4.585 6.878
4 M8 Y -.068 -.037 6,878 9.17
M8 Y -.037 -.019 9.17 11.46
MS Y -.019 13.755
7 M8 Y -.036 -.078 13.755 16.048
8 M8 Y -.078 -.109 16. 48 18.34
9 M8 Y -.109 -.078 18.34 20.633
10 M8 Y -.078 -.03 20.633 22.925
11 M8 Y -.03 -.066 22.925 25.21
12 M8 Y -.06 - 4 25.218 27.51
13 M8 Y -.124 -.124 27.51 29.803
14 M8 Y -.124 -.066 29.803 32.096
15 M8 Y -.066 -.029 32.096 34.388
16 M8 Y -.029 -.073 34.388 36.681
17 M8 Y -.073 -.152 36.681 38.973
18 M8 Y _ -.152 -.138 38.973 41.266
19 M8 Y -.138 -_051 41.266 43.558
20 M8 Y -.051 1 43. 58 45.851
21 M8 Y -.051 -.137 45.851 48.143
22 M8 Y 1 -.137 -.151 48.143 50.436
3 M8 Y -,151 -.072 50.436 52.728
4 M8 Y -.072 -.015 52,72a 55,021
25 M9 Y -.013 -.013 0 2.293
26 M9 Y -.013 -.044 2.293 4.585
27 M9 Y -.044 -.068 4.585 6,878
28 M9 Y 1 -.068 -.037 5,878 9.17
2 _ M9 Y -.037 -.019 9.17 11.463
30 M9 Y -.019 -.036 11.4 13-755
31 M9 Y -.036 -.078 13.755 16.048
32 M9 Y -.078 -.109 16.048 18.34
33 M9 Y -.109 -.078 18.34 20.633
34 M9 Y -.078 - 03 20.633 22.925
35 Y -.03 -.066 22.925 25.218
3 -.066 -.124 25219 2751
37 M9 Y -.124 -.124 27.51 29.803
38 M9 Y -.124 - 29,803 32.096
39 M9 Y -.066 -.029 32.096 34.388
40 M9 Y -.029 -.073 34.388 36,681
41 M9 Y -_07 -.152 36.681 38.973
42 M9 Y -152 -.138 38.973 41.266
43 M9 Y -.138 -.051 41.266 43.5 8
44 M9 Y -.051 -.051 43.558 45851
45 M9 Y -051 -.137 45.851 48.143
46 M9 Y .137 -.151 48.143 50.436
47 M9 Y -.151 -.072 50.436 52,728
4A M9 Y -.072 -.015 52.728 55.D21
49 1 M59 Y -.036 -.1 4 &96a 1 7.936
50 M59 Y -.104 -.172 7.936 8.904
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111RINAa- A
Designer JJE Checked
PM
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Job Number Checked By:
Model Name
Member Distributed Loads (BLC 7 : BLC 1 Transient Area Loads) (Continued)
Member Labe it ctio n Start Ma nitude k end Magnitude k/ft...Start Lo ° End Location[fA2/1-
51 M59 Y -.172 -.24 8.904 9.872
52 59 Y -.24 -.30$ 9.872 10.84
53 M59 Y -.30 -.342 10.84 11.808
54 M59 Y -.342 -342 11,808 12.77
55 M59 Y -.342 -.342 12.776 13.744
56 M59 Y -.34 -.342 13,744 14.712
57 M59 Y -.342 -.342 14.712 15.679
F78 M59 Y -.342 -.342 15.679 16.647
M59 -.34 16.647 17.61
M59 Y -.342 -.342 17.615 18.583
M_59 Y -.342 -.342 18.58 19.551
2 M59 Y -,342 4 19.551 1
63 M59 Y -.342 -.342 20.519 21.487
M59 Y -.342 -.342 1 7 .4
5 M59 Y -.342 -.342 22.455 23.423
66 Y _ -.342 -.342 2 24.391
6 M59 Y - 42 -.342 24.3 1 25.359
68 M59 Y -.342 -.308 1 25.359 26.327
69 M59 Y -.308 -.24 26.327 27.295
70 M59 Y -.24 - 172 27.295 28.263
71 M59 Y -_172 -.104 28.263 29.231
72 M59 -.1 4 -0 29.231 30.199
73 M60 Y .0004317 -.065 6 6,968
74 M60 Y -. 65 -.13 6.968 7.936
75 M60 Y -.13 -.195 7,936 8.904
76 M60 Y -.195 -.26 8,904 9,872
77 M60 Y -.26 .872 10.84
78 M60 Y -.325 10.84 11.808
79 M60 Y -.358 -.358 11.808 12.776
80 M60 Y -.358 -.358 76 13.744
81 M60 Y -.358 -.3 13.744 14.712
2 M60 Y -.358 -.358 14.712 15,679
83 M60 Y -.358 -.358 15.679 16,647
4 M60 Y -,358 -.358 16.647 17,615
85 M60 Y -358 -.358 17.615 18.583
86 M60 Y -.358 -.358 18.583 19.551
87 M60 Y -.358 -.358 19.551 20.519
88 MQO Y -.3 -358 20.519 21.487
89 M60 Y -.358 -.358 21.487 22.455
90 M60 Y -.358 -358 22.455 21423
91 M60 Y -.358 -.358 23.423 24.391
2 M60 Y - - 24.391 25-359
93 M60 Y -.358 - 325 25.359 26.327
94 M60 Y -325 - 6 26.327 27.295
95 M60 Y -.26 -.195 27.295 28.263
96 M60 Y -.13 28-263 29.231
97 M60 Y -.13 -.065 29.231 30.199
98 M60 Y -. 65 . 004 17 30.199 31.167
99 M61 Y 02 -.0 6 6 6.968
100 M61 Y -. 66 - 1 7,936
101 M61 Y -.1 3 -.2 1 7.936 8.904
102 M61 Y -.20 -.268 8.904 9.872
103 M61 Y -.268 -.318 9.872 10.84
104 M61 Y -.318 -.333 10.84 11.808
105 M61 Y -.3 -.3 118 12.776
106 M61 Y -.333 -.333 12 776 13,744
107 61 Y -.333 -.333 13.744 14.7-
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Job Number Checked By:
Model Name
Member Distributed Loads (BLC 7 • BLC 1 Transient Area Loads) (Continued)
Member Label __ 1)ireGgp.n Start Magni ude k/ft F ksf11 End M ni ude k/ft,.. S art Locati n ft% En ocation °
108 M61 Y -.333 - 14.712 15. 79
109 M61 Y -.33 -.333 15.679 1 16.647
110 M61 Y -.333 -,333 16,647 17.615
111 M61 Y -.333 -.333 17.Q15 18.583
12 M61 Y -.333 -333 1 18.583 19.551
113 M61 Y -.333 -.333 _ 19.551 20.519
114 M61 Y - -.333 2 19 21,487
115 M61 Y -.333 - 21.487 2-2.455
116 M61 Y -.333 -.333 22,455 23.423
117 M61 Y -.333 -.333 23.423 24.391
118 M61 Y -.333 -.333 24.391 25-359
119 M61 Y -_333 -.318 25.359 26.327
120 M61 Y -.318 -.268 26.327 27.295
21 M61 Y -.268 -.201 27.295 28.263
M61 Y -.201 - 28.263 _ 29.231
123 M61 Y 3 -066 29.231 30.199
124 M61 Y -066 .002 30 199 31,167
125 M62 Y -_03 -.Q8 6 6.968
126 M62 Y -.088 6.968 T 936
127 M62 Y -.132 -.161 7.936 8.904
128 , M62 Y -.161 --176 8,904 9.872
129 M62 Y -.176 -.176 9.872 10.84
130 M62 Y -.176 -.176 10.84 11.808
131 M62 Y -.17 -.176 11.808 12.776
132 M62 Y -.176 -.176 12,776 13.744
133 M62 Y - -.176 13.744 14,712
1 -.176 -.176 14.712 15,679
135 M62 Y -.176 -.176 15.679 16.647
136 M62 Y -.176 - 1 47 17.615
137 M62 Y -.176 -.176 17.015 18.583
M62 Y -.176 - 1 18.583 19.551
139 M62 Y -.1 6 -.176 19.551 20.519
140 M62 Y -.176 -176 20,519 21.487
141 M62 Y -.176 -.176 21.487 22.455
142 M62 Y -.176 -.176 22.455 23.423
143 M62 Y _ -.176 -.176 23.423 24.391
144 M62 Y -.176 -.176 24.391 25.359
145 M62 Y -.176 -.176 25.359 26.327
146 M62 Y -.176 -.176 26.327 27.295
147 M62 Y -.176 -.161 27.295 28.263
148 M62 Y -161 -.132 28.263 29.231
149 M52 Y -.132- - 8 29.231 30.199
150 M62 Y -.088 -.03 30.199 31.167
151 M63 Y -.016 -.046 6 6.968
152 M63 Y -.046 -.061 6.968 7,936
153 M63 Y -.061 -.061 7.936 8.904
4 M63 Y -.061 -.061 8.904 9.872
155 M63 Y -,061 -.061 9,872 1Q.84
156 M63 Y -.061 -.061 10.84 11,808
157 Y -.061 -. 61 11.808 12.776
la M63 Y -.061 -.061 12 776 13.744
159 M63 Y -.061 -.061 13.744 14.712
160 M63 Y _ 1 -.061 14.712 15.679
161 M63 Y -.061 -.061 15.679 16.047
-a2 M63 Y -.061 -.061 16.647 17,615,
163 M63 Y -.061 -.061 17.615 is. 83
1 4 M63 I Y _ -.061 -.061 18,553 19.551
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Company Pillar Consulting Group, Inc Aug 28,2018
111RISA
Designer JJE Checked
PM
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Job Number Checked By:
Model Name
Member Distributed Loads (BLC 7 ' BLC 1 Transient Area Loads) (Continued)
Member Label Direction Start Mag nitud k/ Ma nitude k/ ... start LocatignIft,%1End Lo on ft%
165 M63 Y -.061 1 -.061 19.551 20.519
166 M63 _ __ Y -_061 --061 2151 21.4 7
167 _M63 Y -.061 -.061 21.487 22.455
168 _M63 Y -.061 -.061 ±::22.455 23.423
169 M63 Y -.061 -.061 23.423 24.391
170 M63 Y -.061 -.061 24.391 25,359
63 Y -.061 -.061 25.359 2 27
1�1��
172 M63 Y -.061 -,061 26.327 27.295
173 M63 Y -.061 -.061 27.295 28.263
174 M63 Y 1 -.061 28.263 29.231
175 M_63 Y -.061 -.046 29.231 30.199
176 M63 Y -.046 -.016 3019931,167
177 M78 Y -.018 __-.052 .968 1.936
$ M78 Y - -.086 1.936 4
179 M78 Y -.086 -.12 2.904 3.872
180 M78 Y -.12 - 154 3.872 4.84
181 M78 Y -.154 -.17 4.84 5-8
08
182 M78 Y -.17 -.17 5.808 6.776
183 M78 Y -.17 17 6-776 7.744
184 M78 Y -.17 -.17 7.744 8-712
185 M78 Y -.17 -.17 8.712 9.679
186 M78 Y -.17 -.17 9.679 10,647
187 M78 Y -.17 -.17 10-6 7 11.615
188 M78 Y -.17 -,17 11.615 12.583
189 M78 Y -.17 -.17 12.583 13.551
190 M78 Y - 7 -.17 13.551 14.519
191 M78 Y -.17 -.17
14.519 15.487
192 Y -.17 -.17 15,487 16.455
193 78 -.17 --17 16.455 17.423
194 M7 Y -.17 -.17 17.423 18.391
195 M78 Y -.17 -.17 18.391 19.359
126 7 -.17 -.154 19.359 20.327
197 M78 Y - 154 -.12 20.327 21.295
198 M78 Y -.12 -.086 21.295 22 3
199 M78 Y -.086 --052 22.263 23.231
-200 M78 Y -.052 -.018 23.231 24.199
201 M83 Y .002 -.063 1.332e-14 .968
202 M83 Y -.0 3 -.115 .968 1.936
203 M83 Y -.115 -.151 1.936 2.904
204 M83 Y -.1 1 -.188 2 904 72
205 M 3 Y 1 -. 88 -.206 3872 4.84
206 M83 Y -.206 - 4.84 5.
808
207 M83 Y -.206 -.206 5.808 6.776
8 M83 Y -.206 -.206 6.776 7.744
209 M83 Y -.206 -.206 7742 8.7712
210 2
83 Y - 6 .
9,679
211 M83 Y -,206 -.206 9.679 10.647
212 M83 Y - --206 10.647 11.615
13 M83 Y -.206 -.206 11.615 12.583
214 M83 Y - -.206 12.583 13.551
215 M83 Y -.206 -.206 13,551 14.519
216 M83 Y -.206 -206 14.519 15.487
217 M83 Y -.206 -.206 15.487 16.455
218 M83 Y -.206 -.206 16.455 17.42
219 M83 Y _ -.206 -.206 17.423 18,391
220 M83 Y 206 -.206 18.391 19.359
221 M83 - -- - Y _ ,206_ _ J206 19.359 20.327
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Company Pillar Consulting Group, Inc. 5:48 PM
� Designer JJE Checked By:
Job Number
Model Name
Member Distributed Loads (BLC 7 BLC 1 Transient Area Loads) (Continued)
ni u e k/ft.. Start LgGatio ft° End Loc i n ft
Member Lab-� _Direction s n 206 k k �'-�- 188 2 27 21 295
222 M83 Y -.188 -.1 21.295 22.263
22 M 3 Y .115 22.263 23.231
224 M8 Y 1 - 4.1
22 M83 Y
226 8 Y -.0 .00 2a.1 25 7
227 11 -.031 -.09 2.193e-14 g 6
1.
228 M 120A Y -.09 - 68
-.134 -.16 1. 2.904
229 M12 A _.163 - Z8 -90 3.872
1 OA 3. 2 4.84
231 M120A -.178 4 5,808
232 M120A .178 78
-,178 -. 8 5.808 •7
23 M12 A Y -.17 -.178 6.776 7.744
234 M120A -.178 7.744 .712
2 M120A _'178 78 -.17 U. .6
236 M 12 A _ 17 - 178 9.67 0.647
237 12 Y _ 17 10.647 11.61
2 8 12 A Y -.178 11.615 12, 83
239 M120A Y -.178 _ -.178
40 M12 A Y 8 -.178 12 8 13. 1
241 M120A -.178 -.178 13.551 14.519
.178 5.48 7
242 M120A Y 16. 55
-.178 178 15.487
2 1 .455 17.4
-.178
244 M120A Y-- _ 78
- 178 .4 1 .3 1
245 M120A Y '•1 3 1 19.359
246 M120A -. 7 -.1 8
24 M120A Y -.178 -.178 1935 21
4 1208 Y -.17 _ 2 .3
249 M120A Y _ - 178 -.163 2129 22.261
120A Y - -.1 4 22.2
63 24.19
:134 -.0 23.231
25
2 1 M 20A Y -,0 1 4.1 2 .167
M120A Y -.021 -.061 1.936
253 27 -.0 1 -10 1 3 2. 0
2 4 27 -.101 -.141 2.904 3.872
255 M27 Y - 141 - 141 3.872 4 84
56 M27 Y -.161 .87 .808
257 M27 Y -.161 .7
258 M27 Y -.1 G 1 -.161 6.776 7.74
-.161 _ -
259 M27 Y 1 _1 1 7.744 8.712
260 M .161 -.161 8.71 .6 9
-
261 M27 Y _ 1 .67 1 7
262 M27 --161 1 :6 7 11.615
263 27 - 1 111.61
12 83
264 M27 Y
-.161 -.161 8 13,5 51
265 M27 Y - 1 1 1 1 551 14. 9
266 M27 -.161 14.51 15.487
267 _ M27 _ 61 -.161 15.487 1
268 M27 -.1 1 -.161 16,45 17.423
269 M27 -.161 -. 61 17,423 8.
270 27 _ 1 1 18,391
271 M27 Y -161 19.359 20.327
272 M27 -.1 1
273 M27 Y -. 61 -.141 20. 27 21.295
41 - 0 21 22.263
Y -
274 27 -.101 -.061 22.263 23.231
275 M27 _ 21 23.2 1 24.19
276 M 7 -.021 -.061 8
277 M28 Y -.101 32, 0
278 M28 Y -.0 1
i3
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Company Pillar Consulting Group, Inc. 5:48 PM
Designer JJE Checked By:
Job Number
111RISA
Model Name
Member Distributed Loads (BLC 7 • BLC 1 Transient Area Loads) (Continued)
m�er-Label Di c i Start Mao nitud O.F'ksfl. End -14ude Ic/ ...S 2.9 tin °/ "A4
279 M28 Y -.14 -.161 872
28 M2 -.161 -.161 4.84 281 M28 Y - 1 1 5. 08 6.
2 M2 __16 -.161 .7 7.744
28 28 Y -.1 1 -. 61 7.744 7
284 M28 1 1 _ 1 8.712 .67
28 28 Y -.161 - 161 9 7 10,647
28 - 61 -.161 10.64 1 61
287 M28 Y - 61 - 1 11. 15 1
2 M28 Y -.1 1 -.161 12.583 13. 51
2 9 M28 -.161 -.161 13.551
2 M28 -.161 -.161 51 15.487
291 M28 Y _1 1 4 7 1 .4
2 M2 Y -.161 -.16 6.455 17.423
293 M28 Y -.16 2
4 1 M2 •3
-.161 18.391
295 M28 Y -.161 20. 27
296 M28 Y -.161 19. 5
297 M28 Y -.1 1 -.141 20.327 21.2 5
298 M28 Y -.141 -.1 21 295 22.263
2.263 23.231
299 M28 Y -.101 -.061 2
300 N12 Y -. 61 - 21 23.2 1 2 .19
301 M33 _ Y - 22 -.06 6 61 -16 2
02 M33 Y -.06 - 99 1
303 M33 Y -.0 .138 2
8 -.157 3 4
3 4 M33 Y _157 - 138
3 M33 -.099 5 6
06 M 3 Y -13 6 7
307 M33 Y -.099 -.06
308 Y -.06 -0 2 7
9 M34 Y - 22 -.06 0
310 34 -.0 -.099 3
311 4 Y -038 -.1 7 2 4
3 -.138 4
313 M34 Y -.157
314 M Y -AR -099
315 M34 Y -.099 -.06 6
31
M34 _ Y -.06 -.022 7
Member Distributed Loads (BLC 8 : BLC 2 Transient Area Loads
r r i n M kl ai u
i ° i °
1 M27 Y -.042 - 122 .968 1.936
2 M27 2 2 1.936 2.904
72
3 M27 -.1 - -.282 2.904 3-.322 4.84 5.8 8
8 4
4 27 Y -.282 -. 22 7
5 M27 Y -.322
6 M27 Y - 22 -.322 .8 8 6.77
7 M27 Y -.322 -.322 6.776 7.744
8 M 7 Y - 322 -. 22 .744 8.712
-.322 -.322 8.712 9.679
9 M27 Y .3 -.322 9.679 • 7
10 M27 Y 22 -.322 10. 47 11.615
1 M _27 -- - _ 22 11.615 12.5
12 M27 - - 2227 12.583 13.551
_
Y -.322 -.322 51 14. 1
3 - -. 22 -.322 13.5
14 M27 - -. 22 -.322 14.`1
15 M27 Y -
Page 14
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Company Pillar Consulting Group, Inc, 5A8 PM
®����� Designer JJE Checked By:
® Job Number
Model Name
Member Distributed Loads (BLC 8 : BLC 2 Transient Area Loads) (Continued) °
mtud kl ... S art Lo i ° n Loca ion
Memb r Label Direction ni322 k!ft F - 22 1 .4 7 16.455
16 27 Y -.322 .455 17.42
1 M27 Y -.322
18 M27 Y -.322 -.322 17.423 18.391
-.322 1 391 1 .3 9
g 27 Y -.322 -.322 19.35 0.327
M27 Y -.322 -.282 20.327 .295
2 M27 Y 2 _2 2 21 295 22.263
22 27 Y 22.263 2 .231
23 M27 Y -.202 - 142
24 M27 Y -. 2 -. 42 23.231 24.19
M2 -.042 -.122 .9
1.936
-.122 -.202 9 2. 04
26 Y -.202 -.282 _1 04 3. 7
27 M28 -.282 -.322 3.872 4. 4
2 M28 -,322 -.322 4. 4 5.80
29 28 - 22 _�_ -.322 .808 6.77
0 M28 Y -.3 2 -.322 6.7 7. 4
3 M28 2 -.322 7.144 8.7 2
32 8 Y -.322 8.712 9.679
33 M28 Y -.322
4 M28 Y -.322 -.322 9.679 10. 47
35 M28 Y -.322 -.322 1 647 11.
_• 22 -.322 11.6 12.583
83
2$ -.322 12.5$3 1 51
37 M 8 Y -.322 14.51
38 M28 -.322 _.322 14.519 15.487
3 M28 Y -.322 - 2 5.487
4 M28 Y -.322 -.322 1 .45 1 .
42 28 - 2 _ 17.423 8.3 1
1
43 M28 Y 18.391 19.359
-.322 -.322
22 - 2 20.327
-
44 Y -•322 -282 20.32745 1.2
46 M2 Y _•2Q2 _.122 22.263 2 .231
47 M2 -.122 -.04 93 231 9
Y -.044 -.121 6.6 1 16 1
49 M 3 -.121 -.198 1
50 33 Y -.19 -.276 2 3
51 3 - 76 -.315
52 M33 Y -.276 4 5
53 M33 Y -315
54 M 3 Y -.276 --121 6 7
5 M33 Y -.198 8
56 M33 -.121 -. 44 1
7 M 3 Y -0 _ -.121 2
58 M34 Y -121 - 1 8 3
4 -.198 -.27 3
g 4
60 M34 Y . 15 -.31 4
-
61 M 4 -.27 -.198 5
62 3 -. 98 -.121 6 7
6 M34 Y -044 _ 7 8
64 M34 .12 3� 36 35.3 3
65 8 Y -0 9 -.058 -39 .426
6 M8 -.137 36.426 37.459
67 M8 Y -.0137 -17 7.4 9 38.4
M8 _ -.176 38.49 39.526
6 8 Y -195 -.195 39.526 40. 5
7 M Y -.176 _ -.176 40.5 9 41.592
71 MS Y _ 137 -.0 8 2 42.6
72 M -- Page 15
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Company Pillar Consulting Group, Inc. 5A8 PM
11RISA Designer JJE Checked By:
Job Number
Model Name
Member Distributed Loads (BLC 8 • BLC 2 Transient Area Loads) (Continued)
Member Label ctio ,4t�rt Maanitu a k/ F ks End Ma nd k/ .-Start Locab °o E n i o
73 M8 Y -.098 -.059 42.625 43 6 8
MS 04 4 58 44 691
Y 9 -
75 M8 Y -.04 -0 9 44.691 724
76 M8 y -.0 7 45,724 46 757
77 M8 Y -.097 -.136 46.757 47.79
Y _136 -. 7 47.79 4 2
M8 Y -.175 - 194 48,823 49.856
80 M y -. 94 - 4 5
M8 Y -.17 -.13 0.8 9 51.92
M8 -1 -.0 7 922 52. 55
M y -.097 -.059 52.955 53,988
8 _ 5 _ 2 5 528a- 55.021
85 M9 Y -.02 9 34.36 393
9 y _ 5 3 3 .42
7 M Y -.098 -.137 6.426 37.459
8 M9 y -.137 -.176 37.459
89 M9 -.176 -.1 5 8.493 39 26
90 M9 Y -.19 -.176 26 40.55
91 g -.176 -.137 40.559 4 .592
9 M9 Y -_137 -.0 41.592 42.6 5
93 M9 Y -.0 8 - 42.625 8
94 M9 Y -.05 - 4 43.65844
3.658 44.6 1
95 M9 Y -.04 -059 44.69 45. 24
96 M9 4597 .724 46.757
M9 Y -.0 7 -.111998 46.757 47.79
M9 -.136 - 75 47 14 4 3
99 M -.175 -.1 4 48,823.
49.856
100 Y -.194 - 175 49 85 50.88
101 M9 -.136 50.88 51.9 2
2 Mg Y -.136 -.097 51.922 2.988
10 M9 021
-.097 -.059 2.9 5 53.
4 y - 9 -_02 53.988 5 21
M59 -.04 -.126 6.968 7, 34
10 M5 Y -.126 - 7 9
107 M59 Y -.208 -291 8.904 9.874
1 8 M59 -.2 1 -.374
9.87
109 M59 Y -.374 -.415 10.84 11.80
11 5g Y -.415 -.415
11.80 12.776
1 1 -.415 12.776 13.744
M59 Y -.415
112 5 -.415 -.415 13 744 14.71
113 M59 -.415 -.415 4.712 15.679
y -.415- -.41 .6 1 . 4
114 -.415 -.415 16.647 7.6 5
115 M59 -.41 17.61 1 8
1 M5 - 1 19.551
117 M59 Y -.415 -.415 8.583
y --415 -.4 5 51
118 M5 -.4 _.415 20.519 21.487
119 M59 y 415 -.41 21.4 7 22455
120 M y -. 423
121 M59 Y -.415 -.415 23
-.415 ..
4 24.391
12 M59 y
.415-.415 -.415 24 391 25.3
59
123 M59 y 26.3 7
124 M59 Y -.415 -.374 2 -
125 M59 Y 74 -.291 27.295 27.2
126 , M59 -.2 -208 28.263 8.233
27 Y - -.126 2 .263 .1
j812 M59 -.12 -.043 29.2 1
2 M 0
6.968 Z.
Footing Mods.r3d] Page 16
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Company Pillar Consulting Group, Inc Aug 28,2018
Designer JJE 5:48 PM
Job Number
111RISA
D Checked By:
Model Name
_Member Distributed Loads (BLC 8 BLC 2 Transient Area Loads) (Continued)
60 Y - 14 End Ma nitud k/ft... to c n ° En L i °
Member el Dir ctio 2 7 6 4
.
3 M60 Y -.223 -.2 8 .904 9.872
132 M60 -2 8 -.37 8 10.84
1 3 60 -7 .373 -. 1 1 84 11 0
M6 Y 1 -4 1 1 12,776
1
134 M60 -.411 -.411 12.776 13.744
136 M60 Y -.41 -. 11 1 .7 14.712
137 M60 Y -.4 -.411 14.712 15.67
138 M -.411 A
139 M60Y 1 1 16.6 7 17.615
140 moo -.411 11 17. 1 8 583
141 M60 -.411 -.4 1 18.583 1 5
142 M60 Y -.411 -.411 19 1 2 .487
1
143
M60 -.411 -.4 120,51921
144 M60 Y -.4 -,411 21.48 2 .4
145 M60 Y -.41 -.411 22.455 23.42
146 M60 Y -,411 -.411- 23.423 24, 91
147 M60 Y -.41 -.411 24.391 25.359
1 8 M60 Y -. 11 -373 26. 27
149 M60 Y -.373 -.298 26.327 27.295
1 M60 Y -.2 -.223 9 28.2 3
151 M60 Y -.223 -.14 28.26 29.231
2 M60 Y -.148 -.07 29.2 1 3 .1 9
3 M78 Y -.021 -.063 .968 1.936
154 M78 Y --063 4 1 2,904
155 M78 Y -.104 -.145 2.904 3.872
15 7 - 45 8 3.512 4.84
157 78 _ Y - 186 -.207 4.84 5.776
Y -.207 -.207 8 7 08
76
1 M78 Y -.207 -.207 77 7.744
160 M78 Y -.2 -.2 7.7 4 8.712
161 M78 -.207 7 71 9. 79
162 M Y -.207 -207 79 10 647
1 M78 Y -.207 -.207 10.647 11.615
61 5164 M78 -.207 -.207 11.583 1 58
16 M7 -207 -.207 2.583 14. 51
M78 -. 7 -.207166 13.551
14.519
167 78 Y -.207 -.207 .519 15.487
68 M7 Y -.207 -.2 7 16.455
169 M78 Y -.207 -.207 16.455 17.423
170 M7 7 07 17.423 1 1
171 M78 Y -.207 -.207 18.391 1 59
17 7 Y -.207 -. 86 1 359 20. 7
73 M7 Y -.18 -.145 20 27 21.2 5
17 78 - 45 - 1 4 2 22.2
175 M78 Y--- -.104 -.063 22.263 23.231
1 6 M78 -.06 -.021 23.231 24.199
7 M -.0 -.0 4 24.066 25.002
178 M8 Y -054 -.089 2 .002 25.937
79 M8 -.089 -. 24 25.937 2 7
180 M8 26.87 27808
1 1 M8 Y -.159 -.176 27. 0 28.744
182 MS Y - -.1 9 28.744 7
183 M8 Y -.159 -.124 29.679 30.614
1 4 M8Y -.124 -.08 3 .61 1.
185 M8 k
-.089 -.054 31.5 32.486
M 4 -.019 32.485 33 421
1186 17
RISA-3D Version 16.0.5 [P:\...\2018\2018030\SD & DD\Trimmer Frame- Footing Mods.r�a� rays
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Company : Pillar Consulting Group, Inc. Aug 28,2018
111RISA
Designer JJE Checked
PM
ke
Job Number Checked By:
Model Name
Member Distributed Loads (BLC 8 - BLC 2 Transient Area Loads) (Continued)
__ Member Label Direction t n' klft En Ma nit de k! ...start L i °/ cation
187 - Y -.019 -.054 24.066 25.002
188 M9 Y -QS 4 -.089 1 25.002 1 25.937
189 M9 Y -.089 -.124 1 25.937 1 26.873
190 _ M9 Y -.124 - 159 26.873 27.808
191 M9 Y -.1 9 -.176 27.808 28.744
192 M -.176 159 28.744 29.679
19 M9 Y -.159 -.124 29.679 30.614
194 M 9 Y -.124 -,089 30.614 31.
55
195 M9 Y -.089 4 31.55 32.485
196 M9 Y 4 -.019 32,485 a3.421
197 M60 Y -.017 -.051 6 6.968
M6 1 -.017 30199 31-167
vl �
61 Y -.017 -.051 6 6.968
936
1 Y -.16106 .968 7.61 Y -.40 -.65 7.936 8.904
61 -.65 - 8.904 9. 72
61 Y -. 95 -1.034 9.872 10.84
20461 Y -1.034 -1,051 10.84 11.808
205 M61 Y -1051 -1.051 11.808 12.776
206 M61 Y -1.051 -1.051 12.776 13.744
207 M61 Y -1051 -1051 13.744 14.712
208 M61 Y -1.051 -1.051 14,712 15.679
20 Y -1:051 -1.051 15,679 16 647
210 1 Y -1.051 -1.051 16.647 17.615
211 M61 Y -1.051 -1.051 17.615 18.583
212 M61 Y -1.051 -1.051 18.583 1
9,551
21 M61 Y -1.051 -1.051 19.551 20.519
14 M61 Y -1.05 -1.051 20.519 21.487
215 M61 Y -1.051 -1.051 21.487 22.455
216 M61 Y -1.051 -1.051 22.455 23.423
17 M61 Y -1. 1 -1.051 23.423 24.391
218 M61 Y -1.051 -1.051 24.391 25.359
219 M61 Y -1.051 -1.034 25.359 26.327
220 M61 Y -1.034 -.895 26.327 27.295
221 M61 Y -.895 -.65 27.295 28.263
22-2 M61 Y -.65 -.406 28.263 29.231
23 M61 Y -.406 -.161 29.231 30.19
224 M61 Y -.051 -.017 30.199 1.167
2-25 M8 Y -.103 -.287 14.25 15.36
226 M8 Y -.287 -.471 15.36 16.47
227 M8 Y -,47 -.655 16.47 17.58
228 M8 Y -.65 47 17.58 18
9 O9
229 M8 Y -.747 -.655 18-69
-.655 -.471 19. 01
231 M8 Y -.471 -.287 20,911 22.021
232 Y -287 -1 21 23131
232 M9 Y -.103 -.287 14.25 15.36
2 4 M Y -.287 -.471 15.36 16.47
235 M9 Y -.47 -.6 5 1 47 17.5
236 M9 Y - - 17.58 18.69
237 M9 Y -747 -.655 18.69 19.801
238 M9 -.655 -.471 19.801 20,911
239 M9 Y -.471 -.287 20.911 22.021
239 M9 Y -287 -.103 22.02 23.131
241 N�83 Y -.185 -.421 68 1.936
242 M83 LY -.4 1 -.632 1 3 2�0
24 83 Y -.632 -.843 2.9 4 3.872
RISA-3D Version 16.0.5 [P:\...\2018\2018030\SD & DD\Trimmer Frame - Footing Mods.r3d] rage 18
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Company Pillar Consulting Group, Inc. Aug 28,2018
11RIS Designer : JJE Checked
PM
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Job Number Checked By:
Model Name
Member Distributed Loads (BLC 8 : BLC 2 Transient Area Loads) (Continued)
Abel ire tion Start magnitude k/ft F s End Macinitud k/ ... tart Location % End ovation
244 M83 Y -.843 -.948 3.872 4.
45 M83 Y -.948
246 M83 Y -,948
-948 5,808 6.7
247 M83 Y -.948 -.948 6.776 7.744
248 M Y -.948 -.94 7.744 8.712
249 M83 Y -.948 -.948 8.712 9.679
250 M83 Y -.948 9.679 10.647
251 M Y -.948 -.948 10,647 11.615
252 M83 Y -.94 -.948 11.61 12.583
3 M83 Y -.94 -.948 12,583 13.5
51
q M183 Y -.94 - 14. 19
255 M83 Y - 48 -.948 14.519 15.487.
256 M83 Y - -.948 15.487 16.
455
257 M83 Y 48 -.94 16.455 17.423
Y 8 -94 17.423 18.391
259 8 Y -948 - 4 18.391 19.359
260 M83 Y - 48 48 1 .3 20.327
261 M83 Y -.948 -.843 20.327 21.295
262 M83 Y -.843
-.632 212 5 22.26
263 M83 Y -.632 -.421 22.263 23.231
264 M83 Y -.421 -.185 23.231 24.199
265 M8 Y -.024
-.037 0 3.301
266 M8 Y -.037 -.087 3,301. 6.6
03
267 M8 Y -.087 -.08 6.603 9.904
268 8 Y -.08 -.015 9.904 13,205
269 M Y -.015 0006624 .205 13.506
1
70 9 Y -024 -.037
271 M9 Y -.037 -.087 3.301 6.60
6.603 9.9 4
273 M9 Y -08 -015 9.9 4 13.205
274 M9 Y -.015 -.0006624 13.205 16.50
275 M62 Y -.051 -.15 6
6.968
276 M62- Y -.15 -. 24 6 968
277 M62 -.2 4 -.273 7. 6 49.872
04
27 M62 Y -.273 -.298 .90 279 M 2 -298 -.298 9. 72 84280 , M62 98 -.298 10.84 808
2 1 Y -.298 -.298 11.8 12.776
282 M62 Y -298 -.298 12.776 1 .744
q32 62 Y -.298 -.298 13 744 14.712
M62 Y -.298 -.298 14.712 67 M62 Y -298 15 79 16.647
M Y -.2 -. 98 7 17.515
M62 Y -298 -.29 17.615 18.583
287 M62 Y -.2 8 -.298 18.583 19.551
289 M62 -.298 -.298 19. 51 20.51
290 M62 Y -.298 -.298 20.519 21.487
291 2 Y -.298 -.298 1.48 2 .
455
292 M62 Y -.29 -.298 22.455 23,423
293 M62 Y - -.29 23.423 24. 1
294 M62 - -.298 .3 26,
295 M62 Y -.298 -.298 25.359 26.325
296 2 Y -.2 8 8 26.327 27.2 5
297 M62 _ Y -.298 -.273 27.295 28.263
298 M62 Y -.273 24 28.263 29.231
299 M62 Y -.224 -.15 29.231 30199
300 62 Y -.15 --051 30.199 31.167
RISA-3D Version 16.0.5 [PA...\2018\2018030\SD & DD\Trimmer Frame - Footing Mods.r3d] Page 19
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Company Pillar Consulting Group, Inc. Aug 28,2018
Designer JJE 5:48 PM
Job Number Checked By:
Model Name
Member Distributed Loads (BLC 8 • BLC 2 Transient Area Loads) (Continued)
M abel Direction St Ft_Megnity_k/ft,F ks End ni k! ...S L do ° catio 0
-. 6 6.9
68
301 M63 Y -.027 36
30 M63 -. 78 - 104-1 4 6. 68 7.
303 M63 Y -.104 -.104 7.936 9.872
4 M63 Y -.104 -.1 4 .90 .872
3051 M63 Y -.104 -.104 9.872 10.84
p M6 4 -.104 10.84 11.606
3 7 M63 __� -.104 - 4 11.808 2.77
Y _ - 12.776 13,744
308 -M63309 M6 -10 -.104 13.744 14.71
310 M63 -104 - 0
14,112 15 79
Y
311 M 3 Y -.1 4 -.104 15. 79 19,647 16.641
7.51
12 M6 - 4 - 1 4
1 M63 -,104 4 17. 18. 8
.551
14 M 3 - 4 -.104 18. 1
1 M63 Y -.104 -.104 1 .551 051
31 M 4 20.519 2 . 7
17 M63 Y -.104 -.1.04 21.487 22.455
31 M63 Y -,104 -_104 22.455 23
319 M6 Y -.10 -.1 4 23.423 24.391
20 M63 -.104 -. 4 24.391 25.359
321 M6 Y -.104 - 104 25.359 6.327
322 M Y -.104 -. 4 26.327 27.295
32 M63 Y -.1 4 4 27.295 2
8.263
24 M63 Y -104 -. 04 28.26 2 2 1
32 M63 -.104 -.078 29. _-3r 99
67
326 Y -0 8 -.027 .1 3. 8
327 M83 -.026 -.075 1 8 6e-14 .9 8
328 3 Y -. 75 - 2 24.19 25,
167
329 Mi OA Y -,0 -.153 1.199e-14 .968
2
30 M120A Y -153 -.228 .966 1.936
.1
331 M120A Y -.22 -.277 1.936 2.904
332 120A Y -.277 -.302 2.9Q 3,872 484.
333 2 A Y -.302 2 2 84
3 M 1 A Y 2 -.302 4.84 5.808
335 M120A Y -.302 -.302 5.808 6.776
33 1 A Y -.3 2 -.302 6 776 7.74
12
3 7 M120A Y -.302 -.302 7.744 9 779
3 8 M 1 20A 2 -.302
9 M120A Y -.302 -.302 9.679 10 647
33 120A Y -.30 -302 10 647 11. 15
4
341 M120A Y - 02 -.302 1.615 12.58
34M120A - -.302 1 8 1 1
2
43 M120 Y -.302 -.302 13.55 14,519
4 M A Y -,302-- - 14.519 .487
345 M 120A Y -.302 -.302 1 .487 1
2 _ 4 5 17.423
34 12 -.302 -.302 17.423 18.391
34 M120A _ 0 -.302 .35
348 12 A Y 2 -.302 1 .3 20.327
34 120A 7 21,295
35 M1 OA _.3 2 -.277 2 .29 22.263
351 M120A Y -27 -228 22.263 23.231
352 M120 _ 28 -.153 23.2 1 4.199
35 120A Y - -
3 4 M120A Y _ -.153 -.052 24.199 25,167
�]
Member Distributed Loads BLC 9 : BLC 3 Transient Area Loads n
ne i i n nn Footing��ll,.-! '2r11 PanP20
RISA-3D Version 16.0.5 [P:\..\2018\2018030\SD & DD\I Ammer Frame-Footing Mods.r3d] P
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Company Pillar Consulting Group, Inc. Aug 28,2018
111RISA Designer ; JJE Checked
PM
ke
Job Number Checked By:
Model Name
Member Distributed Loads (BLC 9 : BLC 3 Transient Area Loads) (Continued)
_ Membef�abgt Dir cti n Start Magnitude[k/fl.F.ksfl 6n M nitud / .. t1QpLfL%sl. Endo lion ft°/
1 M58 Y -.077 -.077 0 jV
2 M59 Y -.155 -.1 3 M60 Y -.162 -.162 5.551 e-17 4 M61 Y - 77 - 177 1.887e-155 M62 Y -.173 -.17 .2 -15
3 Y -08 -.08 0 6
7 M41 Y -.01 -.115 0 75
M41 Y - 15 -.1 7 .75 1.
M4 Y -.187 -.122 1.5 2.25
10 M41 Y -.122 - 1 2.25
11 M 2 Y -.0 -.08 0 3
12 M57 Y -.05 -046 0
13 M57 Y -.046 -•029 .6 1.2
14 7 Y - 0 -.029 1.
15 1 M57 Y -.029 -.046 2-4
16 M57 Y -.046 - 2.4 3
17 M87 Y -.006 -.006 3.783e-14 3
M38 Y -.034 --106 0 .6
9 M38 Y -.106 -.084 .6 1.2
20 M38 Y -.084 4 1.2 18
21 M38 Y -.084 -.106 1.8 2.4
22 M3 Y -.106 - 34 2.4 3
23 M39 Y -.167 - 167 0 3
24 M - 007 -.158 0 -6
25 M40 Y -.158 -.151 6 1.2
26 M40 Y -.151 - 151 1.2 1.8
27 M40 Y -.151 -.158 1.8 2.4
28 VI40 Y -.158 -.007 2.4
29 M56 Y -05 _ -.056 0 _6
30 M56 Y -.056 -.034 1.2
1 M56 Y -.034 -.034 1 1.8
32 M56 Y -.034 -1056 1.8 2-4
33 M56 Y -.056 --058 2.4
34 M85 Y -.009 -.009 0
3-5- M86 Y -.006 -.006 .786e-14 3
3 M37 Y -.043 -.05 0 1.5
37 1 M37 Y -.05 -.057 1.5 3
38 M53 Y - 95 - 0 .6
39 M53 Y -. 63 -.047 .6 1.2
40 M53 Y -. 4 - 0 5 1.2 1.8
41 M5 Y -.055 067 1.8 2.4
42 1 M53 Y -.067 -.075 3
4 M84 Y __ -.007 ___ _ -.007 1 943 -16 3
Member Distributed Loads (BLC 10 ' BLC 4 Transient Area Loads)
Member Label Direction Start M nit F k nd Ma i ude L n ° End Lo tion[ft.%l
1 M58 Y -.206 - 0 6
2 M59 1 Y 1 -.413 -.413 0 6
3 M60 Y -.432 -.432 5-551 e-17 6
4 M61 Y -.473 -.473 1.887e-15 6
M62 Y -.463 -.463 3.22e-15 6
6 _ M63 Y -.214 _ _ -.214
7 M41 Y -.027 -.306 0 .75
8 M41 Y -.306 __ -A99 .75 1.5
9 M41 Y -.499 -.326 1.5 2.25
10 M41 Y -a226_ 27 2.25__ 3
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Company Pillar Consulting Group, Inc. Aug 28,2018
111RISA
Designer JJE Checked
PM
ke
Job Number Checked By:
Model Name
Member Distributed Loads (BLC 10 : BLC 4 Transient Area Loads) (Continued)
_ Member Label Dire _$.tart,M itu F ks End M i u art Locationift.0 End
11 M42 Y -.214 -.214 0 3
12 M57 Y --132 -.122 0
13 M57 Y -.122 -.078 .6 1.2
14 M57 Y -.078 -.078 1.2 1.8
15 M57 Y -_078 -.122 1.8 2.4
M57 Y -.122 -.132 2.4 3
17 M 7 Y -.015 -.015 3.783e-14 3
18 M38Y -.091 -.282 019 .6
M38 Y -.282 --223 .6 _ 1.2
M38 Y --223 1 1
21 M38 Y -.223 -.282 1.8 2.4
22 M38 Y - --091 2.4 3
23 M39 Y -.444 -.444 0 3
24 M4 -.018 -.421 0 .6
25 4 _ -.421 -.402 .6 _ 1.2
6 M4 -.402 -.402 1• 1-
27 M40 Y -.4 2 --421 1.8 2.4
28 M40 Y -,421 -.018 2.4 3
29 M56 Y -.155 -.148 0 .6
30 M56 Y - 1 -.091 .6 12
31 M56 Y -.091 -.091 1.2 1.8
2 M56 Y -.091 -.149 1.8 2.4
33 M56 Y -.149 -.155 2A 3
34 M85 Y -.025 -.025 0 3
35 M86 Y -.015 -.015 3.786e-1
36 M 7 Y -.114 -.133 0 1.
37 M37 Y - -.152 1.5 3
38 M53 Y -.2 2 -.168 0 - 6
39 M53 Y -.168 -. 2 6 _ 1.2
4n i M 5 3 Y 1 -.12 -.146 1.2 1.8
41 M 3 _ Y -.146 -.178 1.8 2.4
42 M53 Y -.17 -.199 2.4 3
43 M84 Y , -.02 -.02 1.943e-16 3
Member Distributed Loads (BLC 11 BLC 5 Transient Area Loads)
Member Libel Directiol, Start Ma ni u kl F End Magnilude k/ft... Sta L tin ° ca ion t%]
1 M 9 X .455 .455 6 31.167
2 M60 X .464 .4 6 4 6 1 31.167
3 M61 X .84 84 31.167
4 - 6 31,167
5 M63 X .099 99 6 31.167
7 .103 -103 5.107e-15 25.167
M83 X .124 .124 4.219e-15 25.167
12 A X .107 .107 1. 16e-14 25.167
M27 X .292 .292 606e-15 25.167
10 M28 X .292 .292 7.327e-15 25.167
11 M78 x .123 A 23 7. 83e-15 25.167
12 M83 X .515 .515 5.107e-15 25.167
13 M83 X .06 .06 1.826e-14 25.167
14 M120A X .182 .182 1.515e- 4 25.167
15 M58 X .046 .046 0 6
16 M59 X M3 .0930 6
17 M60 X -097 .097 5,551 e-17 6
18 M61 X .106 .1 6 1.887 -15 6
19 M62 .104 .104 3.22e-15 6
20 M63 .048__ 0 6
RISA-3D Version 16.0.5 IPA...\2018\2018030\SD & DD\Trimmer Frame- Footing Mods.r3d] Page 22
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Company Pillar Consulting Group, Inc. Aug 28,2018
111RISA
PM
Designer JJE Checked
ke
Job Number Checked By;
Model Name
_Member Distributed Loads (BLC 11 • BLC 5 Transient Area Loads) (Continued)
br LabelW---M-4
Dire_cliszn __5>;Prt Magnitud k/ F M i e k/ft... Start Lo 0 i n ft° E L 7 i n
21X .006 .069
2 0 2 .75 1.
23X 112 .073 1.52.25
2X 073 .006 225X 048 .0 03
2GX 027 0 .6
27X 27 .018 G 1.2
2 8 .018 1.2 1.
29 M 7 X .018 .027 2.4
30 7 x • 27 3
31 M87 X .003 .003 3.Z -1 3
-6---
33 M38 x •06 .6
1.2
0 1.2 1.
5 M38 x .05 tE'Q!21
63 .8 2.4
M X 2
37 M39 x1 .1
38 M40 X 04 •09
3 M40 X .0 .09 .6 1.2
4 M40 .0 9 1 2 1.
4 M40 X .09 •0 1. 2 4
42 40 X 095 .004 2.44 .6
43 M56 x .035 .033 0
44 M56 X 33 21
45 M5 21 021 1.2 1.8
46 M56 x .021 .033 1.8 4
47 M 6 X 3 .035 2.4 3
48 8 .00
49 M85 X .00 .003 3.786e-14 3
50 M37 X .026 03 0 1.5
03 1.5
52 M53 X 5 .038 .6
53 M X .038 .02 1.2
54 X 28 .03 2 .8
55 M53 X .033 .04 1.8 2.4
56 53 4 .045 2.4
57 M84 X .004 .004 1,9 3e-1 3
Member Distributed Loads (BLC 12 • BLC 6 Transient Area Loads)
M r Direc' a i En Magnitude[ ..S a i n Lo ' °
1 M8 __ Z .255 .255 0 2.038
2 Z .25 30 038 4,076
3 M8 .30 -3 4.076 6.113
4 M8 Z 3 .246 .113 8,151
5 M8 Z .246 .293 .151 9
6 8 Z .293 .293 10.189 1 27
7 M8 Z 293 .274 12227 14.265
8 M8 Z .274 .302 14.2 5 1 02
M8 z .302 .302 16.302
10 M8 Z .3 2 .23 18,3420.378
11 M8 Z 23 20. 78 2 .416
12 .331 22.416 24,454
M8 Z 22
1 M8 _ Z 331 - .32 24.454 26.492
44 M8 Z .32 256 26.492 28.52
15 8 Z .256 .256 28.529 30.567
16 M8 - Z .256 .256 30.567 26Q5
ods.r3d] Page 23
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Company Pillar Consulting Group, Inc Aug 28,2018
�+� Designer JJE 5:48PM
J\ Job Number
111RI
Checked By:
Model Name
Member Distributed Loads (BLC 12 ' BLC 6 Transient Area Loads) (Continued)
Member 1�21_el D�recuon �_ S i d klft F ks End Ma i ud k/ .. L icon ft o/ l o ion °o
17 Z .256 .27 2.605 34.643
18 LM8
Z .27 34. 4 6. 1
19 Z 284 .284 36.681 38.718
Z .284 .2 4 8.718 756
21 Z 284 .284 40.756 42.794
22 - 284 42. 4 3
2 Z 28 .281832 46. 7
281 .281 4 7 4 7
2 Z .281 .2-1 48.907
26 8 .28183
0. 2.9
27 M8 Z 2 1 .2 1 52.98 55.021
2 Mg Z .2 7 2. 8
29 9 Z .227 .27 2 038 4.076
30 M9 Z .276 272 4,076 .11
k34
M9 Z 272 .218 6113 8.15
21 g 72 1 9
265
M Z .273 .18 12.227
M Z 272
M9 Z .27 .246 12.227 14.
M Z 24 .274 14.265 16.302
3 M9 Z .274 .274 16, 02 18.34
37 M9 Z 7 .206 18.34 20,378
38 M9 Z .206 .195 20. 7,2.416
39 M9 Z .195 22 416 2 454
40 M9 Z 4.4 4 26.492
41 M9 Z .289 .2 26.492 28.529
42 .231 .231 28 5 30.567
43 M9 Z .231 .231 30.567 32.60
44 M9 Z 23 .244 . 05 3 .64
45 M Z .244 .256 34. 43 6.68
4 M9 Z 25 .256 36.6 1 38.718
47 M9 Z .256 .25 3 .718 4 .75
48 M9 Z .25 .256 40.7 6 42.794
49 M Z . 56 .25 42.7 4 44.832
50 M9 Z .2 44.832 46.8
51 M9 Z 254 .254 46.87 8.907
52 M9 .254 4 .9Q1 50.945
53 Z .267 .266 50. 45 52.983
54 9 Z 66 .2 5 . 21
55 M33 Z .919 .919 2. 09 - 4 8
56 4 Z 9 .919 991 a-14 8
57 MS Z 302 .302 34.36 55 21
8 M 2 2 . 1 34. 2
59 M8 Z 277 23 .
M9 .2 7 .27 3.1 1 4. 6
61 M8 Z 1.46 1.4 14.25 2 .131
Z 1 46 1.46 14.25 .1 1
62 M9 .428 428 .018 14.248
63 M8 1- 428 .018 14.248
6 M9 Z .028 0 2. 3
65 7 Z .028 8
66 M7 28 028 76 6.113
67 7 Z .028 1 3 8.1 1
68 M7 Z .028 .02
69 M7 Z .021 8.151 10.189
7 M7 Z .021 . 21 10.189 12.22
71 M Z 21 .Q27 12.227. 14.265
72 M7 Z 027 27 14.26 1 .302
3 107 Z 27 27 16.302 18.34
er Frame- Footing Mods. Page 24
RISA-3D Version 16.0.5 [PA...\2018\2018030\SD & DD\Trimm
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Company Pillar Consulting Group,Inc. Aug 28,2018
Designer JJE 5:48 PM
Job Number
111RISA
Checked By:
Model Name
Member Distributed Loads (BLC 12 • BLC 6 Transient Area Loads) (Continued)
Member Label Lair n __Start Madniludefk/fl F kstl End MaQnitudefk/ft... Start Lo ti °/ o i n °
74 M7 Z 27 27 18. 4 20. 78
7 M7 Z .0 27 20. 7 22.4 6
76 M7 027 .0 2 22.416 4.454
77 M7 Z 032 .031 24.454 26.492
78 M7 Z 031 .025 2 92 8.52
79 M7 Z .025 .025 28.529 3 .5 7
8Q M7 Z .025 025 30.5 7 32.605
81 M7 Z
02 .026 32.605
681
2 7 Z .026 .027 4. 4 36 71
83 M7 Z .027 7 36.58 38.71
8 M7 Z .027 27 38,718 40.7 6
8 M7 Z 027 .027 40 42.794
M7 Z .02 27 42.7 4 4. 32
8 M7 Z 027 .027 44.832 7
88 M7 Z 27 .027 46.87 50.9089 �
M7 Z . 27 7 488
45
0 7 Z 927 5 .945 52. 83_
91 M7 Z .027 .027 52.98 5.002.1
9 Z .014 .014 0 2.063
3 M9 Z .014 .014 2.063 4.127
9 M9 Z .014 14 4.127 6.19
5 M9 Z .014 .014 6.1 8.253
9
96
M9 Z .014 12 8.253 10,316
97 M9 Z .0012 .001 10.316 12.38
98 Z 38 6.4
43
9 M9 Z 01 .00 14.443 1 .23
100 4 0 23
101 M46 _Z .016 .015 2.2 4.466
1 2 M4 Z .015 66
103 M46 Z .01 .013 6 699 8.9 2
1 46 1 . 13 2 1.16
105 M46 Z 013 . 13 11.16 13.398
4 13 p 13.398 15. 1
107 M9 Z .009 .012 1 .506 18 7
108 M9 Z .012 .01 18.57 20.633
109 M9 Z 016 .016 20.633 22.696
110 M9 Z .016 .012 22.696 4.759
.012 .012 4. 26.823
111 M9 Z
112 M9 Z 012 12 2 23 8. 6
49
113 M9 Z 30,949
12 5 30.913
1 Mg Z 015 .016 .949
1 M Z 16 4 3 013 35.076
116 M9 Z 014 .011 0 7
117 M9 1 .011 37 1 3 . 2
118 M9 .011 14 02 41-2
41.266 43.329
119 M9 Z .014 .013
1 M9 Z 01 .009 43.329 45.392
121 M9 Z .009 2 45. 92 47. 56
122 M Z .002 4.451 e- 4 4 .519
123 M43 2 .00 15 02 2.325
12 M4 .015 016 75
125 M43 Z .0 6 .013 4.65
26 4 Z 1 13 6.975 9.3
127 M43 Z 013 13 9.3 11.625
12 _ M44 Z 25
013 13 4. 2 e- 1 .2
1.25
129 M4 Z .006 .014 12 2.5
130 M45 Z
RISA-3D Version 16.0.5 [P:\...\2018\2018030\SD & DD\Trimmer Frame Footing Mods rid] Page 25
,1
Pillar Consulting Group, Inc. Aug 28,2018
Company 5:48 PM
�+� Designer JJE Checked By;
V` Job Number
111RI
Model Name
Member Distributed Loads (BLC 12 : BLC 6 Transient Area Loads) (Continued)
em r a Dir io start Magnitude[k/R F.ksfl nd Ma 0' de it... to L 2 6 n °° nd L 3 75n ft°
131 M45 Z .015
1 2 M45 Z 013 . 1 1
133 M45 Z .014 .012 6.25
134 M9 Z -.000 5 4 7 46.218
135 M9 _ z .004 .012 48.218 4 .418
48.
.012 13 0.619
1 M9 0 1.6
.0013 0
137 M36 Z 13 1 608 3. 16
1 M 6 .013 .0 3.216 4.824
139 15 4. 4 6.4
0 Z 01 6A32 8.04
141 M36 Z - .015 .003
Member Area Loads BLC 1 : STRUCTURE
Joint Direction D n m de ks
J i t 6 oin G -.033
R-2PH
26 N23 N24 N27 Y Tw�U�42 44A 45A N43A Y w
Member Area Loads BLC 2 : EQUIP)
J mt A 41nt B _�91L1L` — in it ' n Distribib aanitudee[ksfl
1 N42 N44A N45A N43A Y Two Wa -.04
2 N50 N23 N24 N 5 Y TwoWa -.036
3 N49 N50 N55 4 Y Two Wa
fN87 N49 88 Y Two Wa 19
5 N26 N 7 N88 N2 Y Two Wa -.056
Me►nber Area Loads BLC 3 : CATWALKS
Matude
J int J tB o'n Joint Direction Di trAibuBion -.015
1 N25 EN22 N23 N26 Y -B -. 15
2 N9 N69 N52 Y _ 15
72d
3 _ N9 N90 64 8 Y A-B
4 N89 N24 1 1 N63
Member Area Loads BLC 4 : LIVE
_Joint A _ Joint B J inAN6
Directi n Di tri dio Ma91�0 �k�
1 N25 N22 N23 Y A-B
Y A-B -.04
�. 2-- N27 N92 N A_B -.04
3 1 N91 N90 N64 A-B -.04 N8 _ N24 N51A
Member Area Loads BLC 5 : E X
Jo' i D D _ i i i n k
Joint A �!_' B A_B 02
1 N26 2 N24 N27 X A-B 24
2 N42 N44A N45A 43A X 049
3 N4 N44A N45A N43A X A-B 02
4 N50 N2 N24 N55 _B 2
5 N49 N50 N55 N54 X A-B .11
N87 N49 N A-B .034
7 N26 _ N87 N88 N27�6 X A-B 9
8 N2 N 2 2 - A_B .009
9 N27 N92 �N�69 � N52 X A-B .0091 N91N N68 .009
11 N8 _� N24 N63_ X A-B
RISA-3D Version 16.0 5 [PA...\2018\2018030\SD & DD\Trimmer Frame- Footing Mods.r3d] Page 26
1
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Aug 28,2018
Company Pillar Consulting Group, Inc. 5:48 PM
IIIRISA
Designer JJE Checked By:
Job Number
Model Name
Member Area Loads (BLC 6 : E Z
Jo:c:t C Join, D it i n Di rib n piLa nude ks
Joint __�m B -- B_C 02
�1 N2 N23 _N24 _ N27 Z B- 4
2 42 44A N4�l1 N43A Z B C .049
3 N42 N44A _N45A N43A in 024
4 5 23 N24 N55 Z B C .022
5 N49 N50 N55 N88 Z B 11
6 N87 N4 N B-C .034
7 N2 N87 N88 27 Z C 0 9
8 N 5 N 2 N23 N26 Z B-C 09
g 7 N92 N 9 N52 09
10 1 N 4 N6 Z B_ .009
1 N89 N24 N51A N 3 Z B'C -
Load Combinations
L L F F
scription S PD---SR... BL F... BL F... LC F_. B F B
... F.. .. .. ... ... .
1 STRUCTURE Y 1 1
2 E IP Y 2 1
3 DL Y DL 1
4 L Y LL 1
5 Y X 1
6 LZ E 1
7
g DL+LL Y DL 1 ELX 1
DL+O 7 E X
11 DL+0.7 E Z Y DL 1 ELZ .7
0 DL+0.7 E X Y DIL 6 ELX .7
13 0. DL+0.7 E Z _ L .6 ELZ .7
1
15 LRFD
16 1. DL Yes Y DL 1.4
17 1-2QL+1.6 L Yes Y DL 1.2 LL 1.6
18 1.2DL+LL+E X Yes Y DL Z LL 1 ELX 1
19 2DL+LL+E Y Y DL t•Z LL 1 LZ 1
20 0. DL+E X Yes --
DL 9 ELX 1
21 0.9DL+E X 11vol Y DL 9 ELZ 1
Envelope Joint Reactions
k X-ft LC MY lk - 6
oint x k LC Y 0 16 16
1 N1 max 29 16 1 j29C. 0
2 min .0 17 16
3 N2 max 1.428 16 14.468 17 6 1.262 18 .107 20 26.006 20
4 min -7.25 2
21 -4.431 21 -.0 3 16 -30 16
5 N max .4 16 0 16 - 165 20 0 6 0 16 0 16
6 1 17 18 0 16 -.318 19 0 6 0
7 N max .821 1 20.9 3 1 .486 18 1.2 18 -.001 2 1 42 20
min .1 2 20 -.763 21 -6.41 21 -3.2 7 21 16 - .07 16
N3 max .584 16 0 1G .319 18 0 6 0 16 16
10 min .215 18 16 -.033 21 0 16 0 16
11 N9 max 1 3 16 25.88 19 2.105 20 3.215_ 18 002 20 1.385 20
16
min 84 20 .677 20 -L
in - . 41 21 -.006 16 -3.486 16
max .555 16 0 16 .4 18 0 1614 16
13 4 16 -.162 0 6 16
15 N1 max 11565 111 7 16.308 17 2.78
10.752 20 -4.4 5 20 -4.3 1 -1o.1as 21 -.012 2 -1.373 1
16 min P 27
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Company Pillar Consulting Group, Inc. Aug 28,2018
111RISA 5:48 PM
Designer JJE Checked B
Job Number y:
Model Name
Envelone Joint Reactions (Continued)
Joint X W Y KL k LC Mk-ft LC Y k-H LC Z - LC
131 N155 max 0 16 0 1 0 16 0 16 0 16 0 16
16
132 in 1 0 6 0 1 0 1 1
133 N156 max 0 1 16 0 16 0 16 0 16 0 16
134 1 0 0 16 16 1 0 16
16
135 N157 max 16 0 16 1 16 0 16
1 min 0 16 0 6 0 16 16 16
137 N15 max 1 0 0 16 0
mi 0 1 0 16 1 0
139 Tot Is' max Q 17 238.98 17
140 in-103.603 1 15 .632 2 -103.599
RI3A-3D Version 16.0.5 [PA...\2018\2018030\SD & DD\Trimmer Frame- Footing Mods.r3d] Page 30
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SPECIAL INSPECTION AND TESTI' PILLAR
AN GENERAL NO'► �' GENERAL DESIGN CRITERIA I VICINITY MAP - _
• THEO APPROVED
13Y EBUIL BUILDING
OFFSENTAT INSPECT
HIREPORTIONS
OF
O KREQ IRINAGENCY, CONSULTING
APPROVED BV THE BUILDING OFFICIAL,TO INSPECT PORTIONS OF THE WORK REQUIRING SUCH NOTE:ALL ELEVATIONS ARE APPROXIMATE 8 FOR REFERENCE ONLY.CONTRACTOR TO VERIFY ALL
INSPECTION.SPECIAL INSPECTIONS ARE SEPARATE FROM AND IN ADDITION TO REQUIRED DIMENSIONS PRIOR TO CONSTRUCTION
MUNICIPAL AGENCY INSPECTIONS AND BUILDING PERMIT CHECK-OFFS THE LIST BELOW SPECIFIES DESIGNS REPRESENTED IN THESE DOCUMENTS IS FOR FOUNDATION AND ANCHORAGE OF
PORTIONS OF THE WORK REQUIRING SPECIAL INSPECTIONS.THE INSPECTIONS ARE DEFINED AS ATTENTION:THE WASHINGTON STATE'CALL BEFORE YOU DIG LAW,RCW 19.122,REQUIRES ANYONE NEW EQUIPMENT ONLY.THE DESIGN OF THE EQUIPMENT IS BV OTHERS FOUNDATIONS GROUP INC.
1B91h ST NE
EITHER PERIODIC(P)OR CONTINUOUS(C)AS DEFINED PER 20151NTERNATIONAL BUIDLING CODE, PERFORMING ANY TYPE OF DIGGING TO CALL AND HAVE UNDERGROUND UTILITIES LOCATED AT REACTIONS WERE DERIVED BY USING EOUIPEMENT LOADS PROVIDED BYTHE EQUIPMENT 19701 ST NE
CHAPTER 2 SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS AND TESTING AND LEAST TWO BUSINESS DAYS BEFORE THEY DIG UNDERGROUND UTIUTES CAN BE LOCATED BY MANUFCACTURER.
PROVIDE REPORTS TO THE BUILDING OFFICIAL,THE ENGINEER OF RECORD AND THE PROJECT CALLING THE UTILITIES UNDERGROUND LOCATION CENTER AT 800-424-5555. 0
OWNER,REPORTS SHALL BE IN CONFORMANCE WITH THE REQUIREMENTS OF IBC 1704.2.4. THIS EQUIPMENT IS TO BE INSTALLED IN AN EXISTING PRE-ENGINEERED METAL BUIDLING PROJECT LOCATION:
EXCAVATION,TRENCHING,SHORING,AND SHIELDING SHALL BE THE RESPONSIBILITY OF THE THE INTENT OF THIS DESIGN IS TO NOT DISTRUB OR ALTER THE EXISTING BUILDING IN ANY 19408 68th DRIVE NE
STEEL CONTRACTOR PERFORMING THE WORK,THESE DRAWINGS ARE NOT INTENDED TO PROVIDE MEANS WAY. ARLINGTON,WA 98223
I
READ i RE. F.STD. CON F� EM RKS OR METHODS OF CONSTRUCTION
AT THE TIME THAT OUR OFFICE WAS HIRED,SOME FOUNDATION EXCAVATION,REINFORCING -
YES FABRICATION OF STRUCTURAL 1705.2 X SEE OSSC FOR ALL WORK SHALL BE IN ACCORDANCE WITH THE MOST CURRENT EDITION OF THE WASHINGTON STEEL PLACEMENT AND EMBED PLATE FABRICATION AND PLACEMENT HAD ALREADY TAKEN l-"7
ELEMENTS EXCEPTIONS STATE BUILING CODE,AND OTHER GOVERNING,CODES,LAWS,RULES AND REGULATIONS PLACE.THESE DRAWINGS SHOW THE FINAL CONDITION,BUT ALSO REFLECT EXISTING `9l NE lI- I w
CONDITIONS(EX,EXISTING ROUND BAR WELDED TO EMBED PLATES). 195d hu 2
YES MATERIAL VERIFICATION OF 1706.2.2.1 AISC 360 X IMANUR THE CONTRACTOR SHALL COORDINATE WORK WITH OTHER TRADES,SPECIAL INSPECTION& a
WELD FILLER METALS TABLE A3.5 DERTIFIED TEST TESTING,OTHER PLANS&SPECIFICATIONS,REGULATORY AGENCIES,THE AUTHORITY HAVING CODES&STANDARDS s ' 835 NW 23rd ST
1705.2 .AWS A5 ..PORTS JURISDICTION,AND THE ENGINEER-OF-RECORD DISCREPANCIES,ERRORS AND CONFLICTS SHALL CORVALLIS,OR 97330
YES VERIFY USE OF PROPER WPS'S X WELDING BE BROUGHT TO THE ATTENTION OF THE E,O.R.AS SOON AS POSSIBLE UPON DISCOVERY. 2015 WASHINGTON STATE BUIDLING CODE S 541-752-9202
PROCEDURE ASCE 7-2010 WAS REFERENCED FOR BUILDING DESIGN LOADS 8 DESIGN CRITERIA + WWW,pILLAR-INC.COM
SPECS. MECHANICAL,ELECTRICAL AND PLUMBING SYSTEMS SHALL BE DESIGN-BUILD BY OTHERS, I
COORDINATED BY THE GENERAL CONTRACTOR AND OWNER SUBMIT MECHANICAL AND DESIGN LOADS&INFORMATION - -- -
YES VERIFY USE OF WELDER X ELECTRICAL PLANS TO ENGINEER-OF-RECORD FOR REVIEW A)EQUIPMENT STRUCTURE WEIGHT 53,000 LEIS-PER EQUIPMENT MFR 192nd ST NE
QUALIFICATIONS (vivrsmrwamcam -
YES SINGLE PASS FILLET WELDS LESS 1705.22.1 AWS D1.1 X VISUALLY SITE LAYOUT,PLANNING AND CIVIL ENGINEERING DESIGN BY OTHERS COORDINATE THESE PLANS B)EQUIPMENT DEAD&LIVE LOAD 10%D00 LEIS-PER EQUIPMENT MFR
THAN OR EQUAL TO 5/16' TABLE SECTION INSPECT PER AND THE BUILDING DESIGN WITH SITE CIVIL REQUIREMENTS AND LAND-USE CONDITIONS OF C)WIND LOAD INFORMATION: NIA(INDOOR) No. Dawlptlon Date
1705.26 AWSD1._7_09 APPROVAL D)SEISMIC LOAD INFORMATION:
D.1 METHOD ASCE 7-10 CHAPTER 15-NON-BLDO STRUCTURE 191a0PL N,
YES COMPLETE AND PARTIAL JOINT 1705.22.1 AWS 131.1 X VISUALLY THE DESIGN REPRESENTED ON THESE DOCUMENTS SHALL BE USED FOR ONLY THE PROJECT AND D.2 DESIGN SPECTRAL ACCELERATIONS: BOB-0 762;SDI=0438 ''-
PENETRATION(CJP&PJP) TABLE SECTION INSPECT PER D.3 SITE CLASS: D 17.1
GROOVE WELDS 170&2 6 AWS 01.1 6.9 LOCATION NOTED D.4 STRUCTURAL SYSTEM,R 1 25(OTHER SELF SUPPORTING STRUCTURES) -'
-I
YES MULTIPASS FILLET WELDS 17052.2.1 AWS 01.1 nX
VISUALLY THESE DRAWINGS&THE DESIGNS REPRESENTED HEREIN REMAIN THE EXCLUSIVE PROPERTY OF F)SOIL BEARING CAPACITY:
TABLE SECTION INSPECT PER PILLAR CONSULTING GROUP,INC MODIFICATIONS OR REPRODUCTIONS,IN WHOLE OR IN PART,OF F.1 ALLOWABLE BEARING CAPACITY 1500 PSF WITH V3 ALLOW INCREASE FOR SHORT
1705.2 6 _AW_S Ot.1 6A THESE DRAWINGS IS PROHIBITED WITHOUT THE EXPRESS PERMISSION OF PILLAR CONSULTING TERM
YES SINGLE PASS FILLET WELDS 1705.2.2.1 AWS D1.1 VISUALLY GROUP,INC.COPYRIGHT. F.2 GEOTECHNICAL INVESTIGATION BY: NIA-PRESUMPTIVE LOAD-BEARING VALUES
GREATER THAN 5116' TABLE SECTION INSPECT PER USED PER TABLE 1806 2 OF 20151BC 1U.1,ST NE
1705.2 6 AWS D1.1 6,9 GENERAL NOTES 8 TYPICAL DETAILS SHOWN ON DRAWINGS APPLY TO ALL DRAWINGS UNLESS
SHOWN OR NOTED OTHERWISE
CONCRETE T VICINITY MAP
REQ'D 1tE NO or VEMFICATM M REF.STD. CON EEd R MARK
SCALE:1'=NTS
YES 7 REINFORCING STEEL AND 1705.3, ACI 318: X
PRESTRESSING TENDON 1910.4, 3.5,7.1-
PLACEMENT 1901.3.2 7.7
I
PLACEMENT OF BOLTS&EMBEDS 1705.3, ACI 318: X ALL BOLTS TO
INSTALLED IN CONCRETE 1908.5, 1.3.2.c, BE VISUALLY
1909.1 &1.3, INSPECTED
YES VERIFY USE OF REQUIRED MIX 1705.3, ACI 318; X X
DESIGNS) 1911. CH 4,5.2_ CITY OF AR,LINGTON
1910.2. SA
19013 BUILDING DEPARTMENT
1901.3.1
YES PLACEMENT OF CONCRETE 1705.3 AC,2.c, X APP OVED
1.3,2.c,
YES SLUMP,AIR CONTENT, 1705.3 ASTM X FABRICATE W
TEMPERATURE AT TIME OF C172,C31 SPECIMENS AT
SAMPLING FOR STRENGTH TESTS C143, TIME FRESH POST INSTALLED CONCRETE ANCHORS
C231, PLACED. IS REQ Dt INSPECTION.TESTING or VERIFICATION Z2 REF.STD. CON PLR REMARKS DATE BY
TAKE MINIMUM YES INSPECTION OF ANCHORS 1909.1 ICC X INSPECTIONS TO FL-i 111
SAMPLES PER INSTALLED IN HARDENED EVALUATIO INCLUDE ITEMS
ACI 3185.&2. CONCRETE N REPORT; LISTED WITHIN OCHANGES
ICECOPYOFFAUTHORIZED O
UNLESS APPROVED BY THE O
SEE AC1318 ACI 318: SPECIAL '"�
5.&2A FOR 17,&2.41 INSPECTIONS BUILDING INSPECTOR L
YES CONCRETE STRENGTH TESTS 1705.3, ASTM X CYLINDER SECTION OF ICC
1803 ACI 3188 QUANTITY AND EVALUATION 4-4
SIZE. REPORT L 1-D
(_3 (4 ) (5, sJ <7 1, 8 1 9 ,10)
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DIGITAL SIGNATURE
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(,E - -
a�ua£s: o9-zeta
-- Pro)ecl number 2018030
Dale 8128/18
Drawn by JNC
Checked by JJE
Revlekm �
C4 EQUIPMENT LOADING-PER EQUIP MFR _ (1 Bl�ILbtNCZKE�!PLAN S U. m
so.I 3/18"=1'0` 60.1. 1/32"a vo \L scale As indicated
NOTE: REBAR STANDARD HOOKS PILLAR
IF(E)REBAR IS HIT DURING DRILLING, BEND DIMENSIONS
STOP
&NOTIFY E O R, I7 DETAILING DIMENSION—I CONSULTING
180 DEGREE
7• STANDARD HOOK d~ BAR 'a
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SIZE 49WAM GROUP, INC.
' 6• 1'� D-4 rneuu
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BASE PL PER N3 21T4" 1 1w
EOPMTMFR 4d or2-1/2"MIN.y'- 114 31
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�1 POST INSTALLED BASE PLATE 135 DEGREE �" HOOK EXTENSIONFORIIbAND 541.LAR-I C
11/2"=1'-0" EPDXY ANCHOR NOTES STANDARD HOOK D ry, SMALLER BARS,6dISALLOWED. WWWpILLAR-INC.COM
'EPDXY'SHOWN ON DRAWINGS SHALL BE SIMPSON SET-XP. I� 2)FOR 135-DEGREE HOOKS -
'd'=BAR DIAM 6 DESIGNATED AS'SEISMIC',THE aauOs caxwawc ,
INSTALLATION OF ANCHORS SHALL MEET ALL REQUIREMENTS OF ICC REPORT ESR-2508 MINIMUM HOOK EXTENSION
\ SHALL BE THE LARGER OF 6d OR No. DeslslpBon Dale
TOE TO EXISTING W @ 16"OC,
SPECIAL INSPECTION IS REQUIRED PER ICC ESR-3014 AND 2014 OSSC SECTION 1704 3•MIN.
WILD
COL 8 PL W12" _ LOCALLY CHIP BACK CONCRETE HOLES SHALL BE DRILLED WITH A HAMMER DRILL AND CARBIDE BIT CONFORMING TO ANSI B212-1984.
JIT14 ; WRAP
AS REQUIRED FOR INSTALLATION
B'COLUMN BY AT EA SIDE OF BAR LOCK COUPLER(TYP)
EQUIP.MFR. - (�BL013 ROD RFBARI BET DIA EMBED
� pDl DAYTON SUPERIOR >2 Id-l—sfe• s• REINFORCING STEEL NOTES
L3X3X1/4 X 4' / 4 S/CA BAR LOCK COUPLER 5/B• 85
EA SIDE - @ EA END OF SLAB BAR STEEL REINFORCEMENT MATERIAL FOR CONCRETE OR MASONRY SHALL BE AS INDICTED BELOW.
EMBED PL -- NEW.@ EVERY UNLESS SPECIFICALLY NOTED OTHERWISE,ALL REINFORCING BARS AND WIRE SHALL BE
NOTE:DO NOT WELD COLUMN I �, OTHER SLAB BAR(IE. DEFORMED:
DIRECTLY TO EMBED PL,WELD / 32-OC) EXISTING iM @ i6'OC ALL BARS(UNLESS NOTED OTHERWISE) ASTM A615,GR 60
T/CONCRETE SLAB
L3X3 TO EMBED PL AFTER ALL ALL BARS TO BE WELDED ASTM A706
EQUIPMENT HAS BEEN ISNTALLED, l T EXPANSION ANCHOR NOTES - - DEFORMED BAR ANCHORS ASTM A496
'EPANS11 1{-- O WELDING OF REINFORCING BARS SHALL BE ALLOWED ONLY WHERE SPECIFICALLY INDICATED OR
• (o WEDGEION ANCHORS"OR'WEDGE ANCHORS"SHOWN ON DRAWINGS SHALL BE SIMPSON STRONG-BOLT 2 APPROVED BY THE ENGINEER-OF•RECORD, WELDING SHALL BE IN ACCORDANCE WITH THE r�
WEDGE ANCHORS REQUIREMENTS OF AWS D1 A,WITH ELECTRODES: VL
(E)3l4•A36 ROUND I I r ,. ? ASTM A36 STEEL TO REBAR 70 KSI ELECTRODES cr
/ BAR(TYP OF 4) 'D IW I i ` INSTALLATION OF ANCHORS SHALL MEET ALL REQUIREMENTS OF ICC REPORT ESR-3037 ASTM A50 STEEL OR STRONGER TO REBAR 90 KS I ELECTRODES
REBAR TO REBAR 90 KSI ELECTRODES
I^I I PERIODIC SPECIAL INSPECTION IS REQUIRED PER ICC ESR-3D37 AND 2014 OSSC SECTION 1704.
8'COMPACTED FABRICATION OF REINFORCMENG SHALL BE IN ACCORDANCE WITH ACI 301 AND THE TOLERENCES
_ CRUSHED ROCK HOLES SHALL BE DRILLED WITH CARBIDE-TIPPED MASONRY DRILL BITS COMPLYING WITH AN518212.1S19B4 OF ACI 1/7 BEND RE RJFRCEMENT COLD UNLESS OTHERWISE APPROVED IN THE SHOP.FIELD
FILL &DUST AND DEBRIS SHALL BE REMOVED FROM THE DRILLED HOLE
I I I—I i I I f I�I 11-I( BENDMIp OR STRAIGHTENING OF REINFORCEMENT PARTIALLY CART INTO CONCRETE IS PROHIBITED10' (1 WITHOUT PRIOR APPROVAL 8Y THE ENGINEER-OF-RECORD.EPDXY COATED REINFORCING SHALL
THE ANCHOR MUST BE HAMMERED INTO THE PREDRILLED HOLE TO A DEPTH OF•h"(NOM)&THE NUT MUST
54lMkp Y- ' I —I BE TIGHTENED TO THE SPECIFIED TORQUE BE FABRICATED AND HANDLED R ACCORDANCE WITH ASTM D Al AND A775. DUAL COATED BARS
REINF.PER SHALL BE FABRICATED IN ACCORDANCE WITH ASTM 03083 AND A1055.BEND DIAMETERS
FOR
(E)&LOG FTG - M GALVANIZED BARS SHALL SE IPf CONFORMANCE WITH ASTM A787,WITH DAMAGE TOUCH-UP IN r -I
ANCNORO.D. BRIaIAMETER N011111 L EFFEGHYE NEN.HOLE READ ACCORDANCE WITH ASTM A700. W
ELEVATION 0(a) tl(bll) EMBED. MIN EMBED. DEPTH INSTALLATION
h(norn) h(er) NW TORQUE
AJe I PLACEMENT OF REWFORGNG STEEL SHALL BE IN ACCORDANCE WITH THE LATEST EDITION Of ACI
%14 COL TO PL(11NOLE TAB) 10`�N)FTG BLDG EDGE a e' aw' 17a6 11TJ' 2' 30 301,ACI 318.CHAPTER 7,AND APPROVED SHOP/PLACEMENT DRAWINGS AND PLANS.PROVIDE ALL
I ACCESSORIES NECESSARY TO SUPPORT REINFORCING IN POSITION SHOW ON PLANS BAR
IR" 1? 23M' 21N" 3' 60
50.2 1 1/2"=1'-0" S0.2J 3/4"=1'-0" SUPPORTS FOR SUPPORTS BARS SHALL BE CLASS 1 WIRE,PRECAST CONCRETE R NL•PLASTfC
�_ sre° aBr aaur law' 36e' Ip
SHALL BE BAR SUPPORTS FOR COATED BARS,MATERIAL.
EACH
BARS R STAINLESS STEEL BARS
aw• sw• 41re' Saw' d 3A' 150 SHALL BE CLASS 1A WIRE OR ALLPI.ASTK:IMTERIAL.EACH REINFORCING BAR SHALL BE WIRED TO
ACROSS BAR AT A SPACING NO GREATER THAN 24"OC.ALL DOWELS,ANCHOR BOLTS AND OTHER v]
1 EXTEND 12"WIDE X IB'DEEP 31{fd'X 4"CS 5•S82 HAR"WETWARE TO BE ETTING"ORSSTABSING"ET IN CRETE IS NOT SHALL BE PERMITTED,D IN PLACE PRIOR TO PLACEMENT OF CONCRETE. 1"
B"COLUMN BY FCONCRETE TO OG AT LOCATIONSEXISTING
BLDG PER PLAN I I� INDICATES SIMPSON STRONG-BOLT 2 WEDGE ANCHORS
EQUIP.MFR I SH (ECBDLDG L WOICATES ANCHOR MATERIAL SPECIFIED PER PLANS.WHERE PLANS DOSPLICES IN CONTINUOUS ONO PROVIDE SPECIFIC LAP LENGTHS.THE LENGTH IN REINFORCED CONCRETE ELEMENTS SHALL ASHALL �1 O
(2)#S X 3'-0"@ 6"PETCH. 'CS'=CARBON STEEL BE AS SPECIFIED IN THE'REBAR DEVELOPMENT LENGTH&LAP SPLICES'TABLE AND APPLICABLE O
DRILL&EPDXY INTO 'S5'•STAINLESS STEEL NOTES.WHERE LAP SPLICE CLASS(I EL CLASS A,CLASS B)ARE NOT SPECIFICALLY INDICATED,A Q,
EMBED PL EXISTING BLDG FTG. INOICATES EFFECTIVE EMBEDMENT=NaQ 'CLASS S'LAP SPLICE SHALL BE USED,IN ACCORDANCE WITH THE'REBAR DEVELOPMENT LENGTH& O
1 I LAP SPLICES•TABLE AND APPLICABLE NOTES SPLICES SHALL NOT BE MADE UKESS SPECIFIED OR
INDICATES ANCHOR DIAMETER d(e) r
_ =
T/CONCRETE SLAB Ems-EDGE OF FOOTING APPROVED BY THE E.O.R.
BEYOND(PER PLAN) tL4
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(E)ROUND BAR Z. •,�• BMW GREATER COVERTS SPECIFIED PER CLANS,COVER AN REINFORCEMENT IN CAST-IN- w
O PLACE CONRETE(NONPRESTRESSED)SHALL NOT BE LESS THAN THE FOLLOWING:ffYP OF 4)
CONTRACTOR TO1.!!! ". A) CONCRETE CAST AGAINST B PERMANANTLV EXPOSED TO EARTH
CUT OFF HOOK ? B) CONCRETE EXPOSED TO EARTH OR WEATHER
- -' (TYP) ": (' -d(c+Q BI)#6 THROUGH#18 BARS 2"
6'COMPACTED dla) 82)95 AND SMALLER BARS,W31 OR D31 WIRE,AND SMALLER
(N)REBAR OR D2L !-I I _ CRUSHED ROCK E s C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 3l4' [T]WELDED TO PL(TVP.) jj ^• � FILLi-I-1�E _ L O� rr llREINRPER - -I - _ V(E)BLDG FTG CONCRETE NOTES-
ELEVATION CONCRETE SHALL BE MIXED,PLACED AND CURED IN ACCORDANCE WITH THE REQUIREMENTS
13 COL TO PL(WELDED) 9 (N)FTC3 IG E�TIE FOUND IN ACI318 AND ACI 301,MOST CURRENT EDITIONS,AND PROJECT SPECIFICATIONS u W�
50.2 1 1/2"=1'-0" S0 2 3/4"=1'-W REINFORCING SHALL BE PLACED IN ACCORDANCE WITH CONCRETE REINFORCING STEEL
INSTITUTE(CRSI)'MANUAL OF STANDARD PRACTICE",AND THE REQUIREMENTS OF ACI 3D1,
IASTEST EDITIONS.
CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL(AS IN WALLS)SO AS TO
T'•2• (N)REINFORCING WHERE CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES,HOPPERS AND VERTICAL CHUTES OR
REO'D PER PLAN& STRUCTURAL STEEL CONSTRUCTION NOTES TRUNKS SHALL BE USED CHUTES OR TRUNKS SHALL BE CONFIGURED 50 THAT FREE nQY T,S
N7. -CHANNELS&ANGLES ASTMA36,Fy 36 ksl HORIZONTAL CONSTRUCTION JOINTS SHALL HAVE THE ENTIRE SURFACE REMOVED TO EXPOSE
ION OPDETAILS UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED SIX FEET. A
7" 7" T STRUCTURAL STEEL MEMBERS,UNLESS NOTED OTHERWISE,SHALL BE OF THE FOLLOWING GRADE:
#e ION REBAR WELDED
5" 6' •PLATES ASTM A36,Fy 36 ksi CLEAN AGGREGATE SOLIDLY EMBEDDED.SEE PLANS AND DETAILS FOR LOCATION AND TYPE OF DIGITAL SIGNATURE
TO PL W/7116'FILLET(ALL ,WELD FILLER MATERIAL, Fy 70KSI U.N,O. CONSTRUCTION JOINT
4' 4' I/ AROUND)USING E70 DIMENSION PER PLAN - 0&2618
�— ELECTRODE BOLT HOLES SHALL BE DRILLED 1/16'DIAMETER LARGER THAN BOLTS,U.N.O.FLAME CUTTING OF BOLT CONCRETE SHALL BE HARDROCK CONCRETE(UNO)AND MEET THE FOLLOWING DESIGN CRITERIA: - No07
OPTION N2: T vp HOLES IS NOT PERMITTED.ALL NUTS SHALL BE INSTALLED SNUG TIGHT,U,N 0,LOCK ALL NUTS BY FILING A�af✓rl'V��
314 NELSON D2L 7YP.. REBAR PER (E)SLAB- THREADS OR WITH AN OWNER APPROVED THREAD-LOCKING FLUID. MINIMUM 28 DAY MAXIMUM
DEFORMED D a WELDED TO PL U G ANCHOR P Ev ON-GRADE PRESSNE STRENGTH AGGREGATE SIZE
STUD WELDING GUN PER STEEL CONSTRUCTION SHALL CONFORM TO DISC CODE OF STANDARD PRACTICE FOR STRUCTURAL STEEL LOCATION CQM
e BUILDINGS&BRIDGES(COUP),LATEST EDITION AND THE REQUIREMENTS OF DISC 38606'SPECIFICATION
AWSDi 1 SECTION 7
- ^ L - - FOR STRUCTURAL STEEL BUILDINGS,131h EDITION,WITH LATEST AMENDMENTS &FOREDO FOOTINGS 5000 PSI 1 1/2'Ld
PINE$; OY-21.1Y
in a (�I{j' - 02-VENT HOLE �j' WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1&OTHER APPLICABLE AWS SPECIFICATIONS FOR ARC 'COORDINATE WATER TO CEMENT RATIO AND OTHER REQUIREMENTS WITH FLOOR COATING PmJecl number 2018030
AND GAS WELDING FOR BUILDING CONSTRUCTION.
FOR INTERIOR SLABS-ON-GRADE AND ALL OTHER SLABS RECEIVING ADHERED FLOORING FINISHES Dd1e 0e12el1 e
! I (E)3f4•A36 EMBED PL Ell ALL WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS,AND SHALL BE INSPECTED AND (I.E.GLUED,ETC),THE MAXIMUM WATER/CEMENT RATIO SHALL NOT EXCEED 046 prewn by JNC
6"CRUSHED STONE(MIN)
—III TESTED AS REQUIRED BY A CERTIFIED AGENCY IN COMPLIANCE WITH AWS OCI,AND APPROVED OR
_ I I(-1'I I I UNLESS OTHERWISE INDICATED OR APPROVED,STRUCTURAL STEEL SHALL BE SHOP PRIMED THE AUTHORIZED BY THE MUNICIPAL OR GOVERNMENT AUTHORITY HAVING JURISDICTION(AHJ) CONCRETE MIX DESIGN AND TESTING SHALL MEET THE REQUIREMENTS OF CHAPTER 3,4 AND 5 OF Checked by 0JE
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TOUCHING UP DAMAGE FROM ERECTION,WELDING OR OTHER CONSTRUCTION ACTIVITIES UNTIL THE
PLAN O• J
BUILDING IS COMPLETELY ENCLOSED AND PROTECTED BY A FULLY FUNCTIONAL HVAC SYSTEM.PAINT `
12 EMBED PLATE 8 TYPICAL FOUNDATION REINFORCING STEEL PER OWNERS SPECIFICATIONS. n
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COMMERCIAL REMODEL
PERMIT APPLICATION
IN Department of Community& Economic Development
City of Arlington - 18204 59th Ave NE •Arlington, WA 98223 - Phone(360)403-3551
The following minimum information is required for your Commercial/Multi-Family Building Permit
Application.
Mark each box to designate that the information has been provided. Please submit this checklist as part
of your submittal documents. Incomplete applications will not be accepted.
❑ One(1) City of Arlington Commercial/Multi-Family Permit Application
(One(1) permit application per building or structure is required)
❑ One(1) City of Arlington Commercial/Multi-Family Submittal Requirements Form
❑,,/ Two(2)Architectural Drawings
IJ Two(2) Structural Drawings
LAY Two(2) Structural Calculations
❑ One(1) Project Specification Manuals(if applicable)
❑ One(1) NREC Code Compliance Forms
❑ One(1) Special Inspection Requirements Forms
❑ One(1) Occupant's Statement of Intended Use Form
Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then
ROLLED TOGETHER IN COMPLETE SETS>
An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications.
To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by
email to Pre App Appointment Request.
I acknowledge that all items designated above are included as part of this application.
REV 2015 Page 1 of 7
LYA Y O�
COMMERCIAL REMODEL
r�rG1 PERMIT APPLICATION
Department of Community&Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
A. FEES DUE AT TIME OF PERMIT ISSUANCE
B. CODES
The City of Arlington currently enforces the following:
International Codes
1. 2015 International Building Code(IBC)
2. 2015 International Residential Code(IRC)
3. 2015 International Mechanical Code(IMC)
4. 2015 International Fuel Gas Code(IFGC)
5. 2015 International Fire Code(IFC)
6. 2015 International Plumbing Code(IPC)
7. 2015 International Property Maintenance Code(IPMC)
8. 2015 International Existing Property Code(IEBC)
9. 2015 Washington State Energy Code(WESC)
10. 2009 Accessible& Usable Buildings and Facilities(ICC/ANSI 1417.1)
Washington State Amendments
1. WAC 51-50 Washington State Building Code
2. WAC 51-51 Washington State Residential Code
3. WAC 51-52 Washington State Mechanical Code
4 WAC 51-54 Washington State Fire Code
5. WAC 51-56&51-57 Washington State Plumbing Code and Standards
6. WAC 51-11 Washington State Energy Code
7. WAC 296-46B Electrical Safety Standards,Administration, and Installation
C. CITY OF ARLINGTON DESIGN REQUIREMENTS
Design Wind Speed: 85 miles per hour(Exposure C)
Ground Snow Load: 25 pounds per square foot
Seismic Zone: D2
Rainfall: 2 inches per hour for roof drainage design.
Frost Line Depth: 12 inches
Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2& IRC R401.4.1)
D. PLANS AND DRAWINGS
Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum
30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled
dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not
for construction,that have red lines,cut and paste details or those that have been altered after the design professional has
signed the plans.
Please Note:A separate submittal of plans is required for each building or structure.
REV 2015 Page 2 of 7
GNP V O1.1,
COMMERCIAL REMODEL
7�l�v��o� PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
DETAILED SUBMITTAL REQUIREMENTS
Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents
A. ❑ SITE PLAN—REQUIRED WITH ALL SUBMITTALS
(May be included as part of the Architectural Drawing cover Sheet)
1. Drawing shall be prepared at scale not to exceed 1"=20 feet.
2. Show building outline and all exterior improvements
3. Provide property legal description and show property lines.
4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for
irregular plan shapes).
5. Show building setbacks,easements and street access locations.
6. Indicate North direction.
7. Indicate finish floor elevation for the first level.
8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation
contour lines.
9. Show the location of all existing underground utilities, including water, sewer,gas and electrical.
10. Flood hazard areas, floodways, and design flood elevations as applicable.
B. ❑ ARCHITECTURAL DRAWINGS
1 ❑ Cover Sheet
a) Building Information
1. Specify model code information.
2. Construction Type.
3. Number of stories and total height in feet.
4 Building square footage(per floor and total)
5. IBC Occupancy Type(show all types by floor and total).
6. Mixed-use ratio(if applicable)
7. Occupant load calculation(show by occupancy type and total)
8. List work to be performed under this permit
b) Design Team Information
1 Design Professional in Responsible Charge
2. Architects
3 Structural Engineers
4 Owner
5 Developer
6 Any other Design Team Members
2. ❑ Floor Plan
a) Plan view 1/8"minimum scale. Details a minimum %-inch scale.
b) Plans must show the entire tenant space.
c) Specify the use of each room/area.
d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces)
e) Show ALL exits on the plans; include new, existing or eliminated.
f) Show Barrier-Free information on the drawings.
g) Show the location of all permanent rooms,walls and shafts.
h) Note the uses in the adjacent tenant spaces, if applicable.
i) Provide a door and door hardware schedule
j) Show the location of all new walls,doors, windows, etc.
REV 2015 Page 3 of 7
COMMERCIAL REMODEL
PERMIT APPLICATION
\: G
Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551
k) Provide details and assembly numbers for any fire resistive assemblies.
1) Indicate on the plans all rated walls,doors,windows and penetrations.
m) Provide a legend that distinguishes existing walls,walls to be removed and new walls.
3. ❑ Reflected Ceiling Plan
a) Plan view 1/8"minimum scale. Details a minimum%-inch scale.
b) Provide ceiling construction details.
c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details.
d) Show the location of all emergency lighting and exit signage.
e) Detail the seismic bracing of the fixtures.
0 Include a lighting fixture schedule.
4. ❑ Framing Plan
a) Specify the size, spacing,span and wood species or metal gage for all stud walls.
b) Indicate all wall, beam and floor connections.
c) Detail the seismic bracing for all walls.
d) Include a stair section showing rise,run, landings, headroom, handrail and guardrail dimensions.
5 ❑ Storage Racks(if applicable)
a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height.
b) Eight feet or less, show a positive connection to floor or walls.
NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes.
C. ❑ SPECIAL INSPECTION
1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare
a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building
permit to comply with IBC 106 1.
D. ❑ WASHINGTON STATE ENERGY CODE
1. One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms.
E. OCCUPANT'S STATEMENT OF INTENDED USE
1 The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a
Hazardous Materials inventory Statement(HMIS). Contact the Arlington
REV 2015 Page 4 of 7
COMMERCIAL REMODEL
IN PERMIT APPLICATION G'��,
Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are
issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application
and may also require separate plan review.
Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish
County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the
approval letter or the approved plans. Contact the Snohomish County Health District at(425) 339-5250 with any questions
or for more information.
An intake appointment is required for all large Tenant Improvement Building Permit Applications.To determine if your
project requires an intake appointment,to schedule an appointment or to ensure that you have the most current
information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.go_v
Application by courier or mail will not be accepted.
Incomplete applications will not be accepted.
I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be
considered a complete submittal.
REV 2015 Page 5 of 7
COMMERCIAL REMODEL
s •
�•� o PERMIT APPLICATION
'IN t.r
Department of Community& Economic Development
City of Arlington - 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551
THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2) SETS OF CONSTRUCTION PLANS, TWO(2) SETS OF
SPECIFICATIONS, TWO(2) SETS OF STRUCTURAL CALCULATIONS, ONE(1)SETS OF NREC ENERGY CODE
APPLICATIONS AND ONE(1) OCCUPANTS'S STATEMENT OF INTENDED USE.
Type of Permit: V16101mmercial Remodel ( ) Commercial Addition ( ) Tenant Improvement
Project Address: /y(�G �g (�(l,(V,4 Nt� 4Z . Parcel ID#:
Project Description: �QLlON�lEe i ASW6177//✓/ Legal Description
Project Valuation: r'! `t • sal ODU �
Owner: k�'s1_91n) Al_+t S/ "V6v _S Phone Number:
Address: k1f City: State4nL1 Zip Code: 9J 2-2 2,
Contact Person: F Phone Number: I
Cell Phone: ��U -333 Q�FS� E-mail: A Pyle-" hw�/ . 6v"
Address: ^-54M AL City: 9-f V"I4 State: S ti✓t Zip Code:
Contractor: �F � vS� /��v�C Phone Number:
Address: City State: C�11, Zip Code:
Contractor's License Number: Expiration:
Plumbing Contractor: Phone Number:
Address: City: State: Zip Code:
Contractor's License Number: Expiration:
Mechanical Contractor: Phone Number:
Address: City: State: Zip Code
Contractor's License Number: Expiration:
REV 2015 Page 6 of 7
COMMERCIAL REMODEL
CstO
PERMIT APPLICATION
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Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
Project Name/Tenant
Site Address 19yG''6 6,00el✓E A/6 Bldg./Unit/Suite
IBC Construction Type IBC OccupancZTpe ?�Description of Use Gr�MBef�t_. ��c1A441� 'elAa141iZ/
Building Square Footage 2�gL/ St fi• Number of Stories
Square Footage per Floor
Will there be any installation, modification or removal of the following?(Check all that apply)
❑ Automatic fire extinguishing systems
❑ Compressed gas systems
❑ Fire alarm and detection systems
❑ Fire pumps
❑ Flammable and combustible liquids(tanks, piping etc...)
❑ Hazardous materials
❑ High piled/rack storage
❑ Industrial ovens/furnace
❑ Private fire hydrants
❑ Spraying or dipping operations
❑ Standpipe systems
❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft)
Provide details on any of the above checked items
Installation,changes,modifications or removal of any of the above may require additional submittals, information,or permits
during the plan review or construction process.
I hereby certify that the abo a information is correct and that the construction on, and the occupancy and the use of the above-described
property will be in ce with the laws, rules and regulation of the State of Washington.
Signat
Z r �3
Print Applican Name Date
FOR STAFF USE ONLY
Permit# Accepted By Amount Received Receipt# Date Received
REV 2015 Page 7 of 7
CITY OF ARLINGTON
238 N. OLYMPIC AVE - ARLINGTON, WA. 98223
PHONE; (360) 403-3551
BUILDING PERMIT
Address:19406 68th Drive NE Permit#:2153
Parcel#:31051400300200 Valuation:50000.00
OWNER APPLICANT CONTRACTOR
Name:WESTERN FOREST PRODUCTS US Name:Dave Garcia Name:West Coast Industrial System Inc
LLC Y
Address:800-1055 W GEORGIA STREET Address:19406 68th Drive NE Address:PO Box 2067
City,State Zip:VANCOUVER,BC V6E3P3 City,State Zip:Arlington,WA 98223 City,State Zip:Lebanon,OR 97355
Phone: Phone:360-333-0688 Phone:541-451-6644
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Commercial Alteration CODE YEAR: 2015
STORIES: I CONST.TYPE:
DWELLING UNITS: 0 OCC GROUP:
BUILDINGS: I OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;
NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S
COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWF TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICA 'OF OCCUPANCY HAS BEEN GRANTED. IBCI l0/IRC1I0.
SAL TA TICE:Sales tax relating onslriction and construction materials in the City of Arlington must be reported on your sales tax return form
an co of Arlington#3101.
49u Z /—c
ignature Print Name Date Released By Date
CONDITIONS
Adhere to approved plans.
THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION
ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
9/12/2018 Building Permit Fee $929.93
9/12/2018 Building Plan Review Fee $604.45
9/12/2018 Processing/Technology Fee $25.00
9/12/2018 State Building Code Surcharge Fee $25.00
Total Due: $1,584.38
Total Payment: $0.00
Balance Due: $1,584.38
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
Permit#: 2153
Permit Date: 09/12/18
Permit Type: COMMERCIAL ALTERATION
Project Name: Western Forest Products
Applicant Name: Dave Garcia
Applicant Address: 19406 68th Drive NE
Applicant, City, State, Zip: Arlington,WA 98223
Contact: Dave Garcia
Phone: 360-333-0688
Email: dgarcia@westernforest.com
Scope of Work: Equipment Installation
Valuation: 50000.00
Square Feet: 0
Number of Stories: 0
Construction Type:
Occupancy Group:
ID Code:
Permit Issued: 09/12/2018
Permit Expires:
Form Permit Type:
Status: COMPLETE
Assigned To:
Property
Parcel# Address Legal Description Owner Name Owner Phone Zoning
WESTERN FOREST
31051400300200 19406 68TH AVE NE PRODUCTS US Planing
Sawmills&
ning Mills
LLC Pla
Contractors
Contractor Primary Contact Phone Address Contractor Type License License
West Coast Industrial Blaine Belveal 541-451-6644 PO Box 2067 CONSTRUCTION
System Inc CONTRACTOR
Inspections
Date Inspection Type Description Scheduled Date Completed Date Inspector Status
09/11/2018 R02.FOOTING Re-bar in place all 09/11/2018 BUILDING Approved
clearances met
Fees
Fee Description Notes Amount
Building Permit Table 4-1 $929.93
Building Plan Review Table 4-2 $604.45
Processing/Technology $25.00
State Surcharge- 1 st DU Residential- 1 st Unit $25.00
Total $1,584.38
Attached Letters
Date Letter Description
09/12/2018 Building Permit
Payments
Date Paid By Description Payment Type Accepted By Amount
09/12/2018 David Garcia 71701399 cc $1,584.38
Outstanding Balance $0.00
Uploaded Files
Date File Name
09/12/2018 3928232-2153 Issued Permit.pdf
09/12/2018 3928233-2153 Application.pdf