HomeMy WebLinkAbout19600 63RD AVE NE_BLD1111_2026 CITY OF ARLINGTON
238 N. OLYMPIC AVE - ARLINGTON, WA. 98223
PHONE; (360) 403-3551
BUILDING PERMIT
Address:19600 63rd Ave NE Permit#:1111
Parcel#:00746300001500 Valuation:244000.00
OWNER APPLICANT CONTRACTOR
Name:SNOHOMISH CO PROP MGMT Name:SSI Shredding Systems Inc. Name:SSI Shredding Systems,Inc.
Address:3000 ROCKEFELLER AVE M/S 404 Address:9760 S.W.Freeman Drive Address:9760 S.W.Freeman Drive
City,State Zip:EVERETT,WA 98201 City,State Zip:Wilsonville,OR 97070 City,State Zip:Wilsonville,OR 97070
Phone: Phone:425-388-7519 Phone:
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: 0 CONST.TYPE:
DWELLING UNITS: 0 OCC GROUP:
BUILDINGS: 0 OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI l0/IRC110.
SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form
and Cit rlinglon#3 01.
01
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Signature Print Name Date eleased By batc
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
8/5/2016 Building Permit Fee $2,503.07
8/5/2016 Building Plan Review Fee $1,627.00
8/5/2016 State Building Code Surcharge Fee $4.50
Total Due: $4,134.57
Total Payment: $0.00
Balance Due: $4,134.57
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
SSI SHREDDING SYSTEMS
PROJECT:
NORTH SNOHOMISH COUNTY TRANSFER STATION
ARLINGTON, WASHINGTON
SMITH MONROE GRAY ENGINEERS INC.
8625 SIN CASCADE AVENUE, SUITE 600
BEAVERTON, OR 97008
PHONE: (503) 643-8595 FAX: (503) 643-8610
GENERAL SPECIFICATIONS: STRUMRAL CONCRETE:- TABLE 1704.4
1- ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE 2012 INTERNATIONAL BUILDING I. ALL CONCRETE AND REINFORCING STEEL SHALL CONFORM TO AMERICAN CONCRETE REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
CODE AND THESE CONTRACT DRAWINGS AND SPECIFICATIONS. IN THE EVENT OF INSTITUTE STANDARD ACI-31B-11. -
CONFLICT,THE ENGINEER SHALL BE NOTIFIED. THE MORE STRINGENT WILL GENERALLY REFERENCED IBC
APPLY, 2. ALL CONCRETE SHALL BE CONSOLIDATED BY SUITABLE MEANS DURING PLACEMENT AND VERIFICATION AND INSPECTION CONTINUOUS PERIODIC
SHALL BE THOROUGHLY WORKED AROUND REINFORCEMENT,EMBEDDED FIXTURES AND INTO STANDARD REFERENCE
2, ALL DIMENSIONS AND DETAILS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CORNERS OF FORMS
FABRICATION AND CONSTRUCTION.
3. CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS 1. INSPECTION OF REINFORCING STEEL. — X ACI 31 B:3.5.7.1-7.7 19104
3. CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS,METHODS,TECHNIQUES,SEQUENCES,
AND PROCEDURES REQUIRED TO PERFORM THE WORK. 4. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60 UNCOATED DEFORMED BAR.
4, DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE 5. MAXIMUM CONCRETE SLUMP SHALL BE 4 INCHES. 2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH _ _ AWS D1 4
CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO TABLE 1705.22,ITEM 28 ACI 318:35.2
DETAILS SHOWN,SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW 6. PLACEMENT OF STEEL SHALL BE AS SHOWN ON THE DETAILS AND WITHIN A TOLERANCE
i 1 AND APPROVAL BY THE ENGINEER OF}J/B"FOR DEPTH OR SPACING AND-3/13"FOR COVER.
p ( t 4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE — ACI 318: 19091
1 t 7. ALL EXPOSED CONCRETE CORNERS SHALL HAVE A 3/4"CHAMFER UNLESS NOTED MEMBERS X J.B 6,B 1 3,21.1.8
DESIGN LOADS: OTHERWISE.
�• i • t ���• --� 7 ) 1 SSI COMPACTOR MODEL 2500 SPH _ X ACI 318: 19042,1910,2.
B. ALL FORMS SHALL BE CLEAN,WITH NOT WATER OR LOOSE MATERIAL PRESENT. 5. VERIFYING USE OF REQUIRED DESIGN MIX
t a CH.4,5.2-5.4 1910 J
DEAD LOAD 140 KIPS 9. CONCRETE COVER FOR REINFORCING STEEL AND OTHER EMBEDDED STEEL SHALL BE AS
SHOWN ON DRAWING OR AS SPECIFIED IN ACI 318-11.
6. AT THE TIME FRESH CONCRETE IS SLUMP
TO FABRICATE SPECIMENS ASIM C 172
i - • - LIVE LOAD 35 KIPS(TRASH) FOR STRENGTH TESTS,PERFORM SLUMP AND AIR CONTENT TESTS,AND X — ASTM C 31 1910.10
O •• "� 10, ALL FOOTINGS ND S BE PLACED ON UNDISTURBED SOIL AT LEAST UL INCHES BELOW DETERMINE THE TEMPERATURE OF THE CONCRETE ACI 318:5.6,S.B
LIVE LOAD(HORIZONTAL) 40 KIPS ORIGINAL GROUND SURFACE DR ON 6 INCHES OF COMPACTED GRANULAR FILL,UNLESS
e i NOTED OTHERWISE.
_ ,.. 7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION 1910 6,19107,
SEISMIC LOADS 11. REINFORCEMENT SPLICE LENGTHS SHALL BE AS NOTED ON DRAWINGS. IF NOT SHOWN, TECHNIQUES X — ACI 318:5.9,5.10 16,
Pwxnr SPLICE LENGTHS FOR UNCOATED REBAR SHALL BE AS NOTED BELOW:
�•� p••`• i MAPPED SPECTRAL RESPONSE ACCELERATIONS BAR CLASS A
• 4 �•„ Y SHORT PERIOD,Ss 1.066 q #4 29" 37" B. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE — X ACI 318:5.71-5.13 1910,9
f p, a+ 1 SECOND PERIOD,S1 0.415 q #5 36- 46" AND TECHNIQUES
SITEjj''� B SITE CLASS D 16 43 56'
k W R �,--,/ S OO a`• DESIGN SPECTRAL RESPONSE COEFFICIENTS
SHORT PERIOD,Sds 0.763 9 12 INSPECT FORMWIXtK FOR SHAPE,LOCATION AND DIMENSIONS OF THE V
y • +�•� ` •.a 1 SECOND PERIOD,Sd1 E439 9 C ANDSTANDARDS, CONCRETE MEMBER BEING FORMED — X ACI JIB:6.1.1
L� 'N SEISMIC DESIGN CATEGORY D 1. INTERNATIONAL BUILDING CODE,IBC 2012
�iFW44�uIs' ..�• ! SEISMIC FORCE RESISTING SYSTEM
ELEVATED TANKS,VESSELS,BINS OR
1 4 V HOPPERS ON UNBRACED LEGS OR 2. AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND
t t t ASYMMETRICALLY BRACED LEGS OTHER STRUCTURES,ASCE 7-10
i A RESPONSE MODIFICATION FACTOR,R 2,D
3 AMERICAN CONCRETE INSTITUTE BUILDING CODE REQUIREMENTS FOR STRUCTURAL
EQUIVALENT IM LATERAL FORCE PROCEDURE
. # • `• — CONCRETE,ACI 318-11
CJ M SEISMIC IMPORTANCE FACTOR,le 1.0
e „.••. SEISMIC RESPONSE COEFFICIENT,CS 0.23(RIGID NONBUILDING STRUCTURE)
O SEISMIC BASE SHEAR,V 40.0 KIPS
PROPM ADDRESS:
19600 53RD AVENUE NE
'DPP AREA MAP B1175TON,WA 98223
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C$t MONROE GRAY ENCNIEERS,INC.(SMG). _ BeaVednn,OF 6`0 B700B
THE DESIGN SHOWN IN THIS DMWRIG Is .i " NORTH SNOHOMISH COUNTY TRANSFER STATION
511E SPECIFIC AND SHILL BE USED ONLY 1
FOR ME PROJECT SHOWN ON THE TALE Smith Monroe Gray Phone 60 643.0685
C. BLOCK IF THb DRAWING IS NOT STAMPED Y �y Fax:5038438610 COMPACTOR FOUNDATIONS
WITH AN ENCINEETS SFAS,THE MANIC 1 � ENGINEERS, INC.
ANY IMVE BEEN REPRODUCED FROM AN NU SHEET AND NOTES
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MDNRDE DRAY ENGINEERS,INC.(SIG). : MoTTHE DESIGN SHUWN IN THIS DW,WR,G 6 c Be�Yerm�,oresor,wooe NTH SNOHOWSH COUNTY TRANSFER STATION
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59'-6" � 102' 127'-6"
47'-6" / EXISTING ASPHALT YARD
15' EXISTING RETAINING CURB
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EXISTING 2500SPH COMPACTOR
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7'-2"
EXISTING SUMP/DRAIN EXISTING SUMP/DRAIN
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29'-8" 42'-8"
OLD 4500 COMPACTOR EXISTING CONCRETE PAD
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2'
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30'-6" 10'— 23'-0" —10'
24" DEEP PAD UNDER COMPACTOR PEDESTALS ❑
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27'-2"
ILE
EXISTING SUMP/DRAIN
EXISTING ASPHALT YARD
33'-6"
26' 161'
102'
TRAWL/CDNTAMER
O O O LEVEL TRUCK TRAILER LOADING AREA
NOTES:
1) POUR 10" CONCRETE SLAB OVER ENTIRE DEMO AREA �OPREUIVIINARY OR 10797 :2/12/16 DM DM
USE #6 REBAR ® 12" O.C. BOTH DIRECTIONS TOP AND BOTTOMR CHANGE DESCPoPnaN I DATE !DRAWN APPR.
2) POUR 24" CONCRETE SLAB UNDER PEDESTAL LOCATIONS SSI Shredding Systems, Inc.
USE #8 REBAR ® 12" O.C. BOTH DIRECTIONS IN PEDESTAL AREAS TOP AND BOTTOM y�SWrmomon AYm
3 USE 4000 PSI CONCRETE 3000 PSI 7 DAYS Q°97D r(50) -
/ ) PHASE FOUR t ��#p.iil�)�_,ra
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SLOPE TO EXISTING GRADE AND SUMP/DRAINS COMPACTOR BAY AND YARD
6) USE MAXIMUM 3" SLUMP WEIGHT DATE DRAWN BY SCAU usA�
7) BRUSH FINISH FOR NON—SKID SURFACE 2/12/16 D Miller 1/4" = V-0' 1-4a
DRAWING NUMBER SHEET REV,
80-4389—D 5of5 0
59'-6" I 102'
EXISTING ASPHALT YARD
EXISTING RETAINING CURB
FRONT OF TRANSFER STATION BUILDING EXISTING CONCRETE PAD
EXISTING 2500SPH COMPACTOR
.. — 12'
IRA I&
27'-2"
EXISTING SUMP/DRAIN
EXISTING ASPHALT YARD
33'-6"
26' 161'
PHASE 0 N E 0 PRELIMINARY DR 10797 2/12/16 DM DM
REV. CHANCE DESCRIPnON DATE DRA11N APPR.
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muliT DATE ORA%%BY SCALE iiLT]6ML
2/12/16 D Miller 1/4' = 1'-0' I-0
DRAWANG NUMBER SHEET REV.
80-4389—D 2of5 0
59'-6" I 102'
EXISTING ASPHALT YARD
FRONT OF TRANSFER STATION BUILDING EXISTING CONCRETE PAD
EXISTING 2500SPH COMPACTOR
1
2'
30'-6" —10'
27'-2"
1
12'
24" DEEP PAD UNDER COMPACTOR PEDESTALS EXISTING ASPHALT YARD
33'-6"
26' 161'
102'
Ev
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+ O O O LEVEL TRUCK TRAILER LOADING AREA
1
NOTES: 0 PRELIMINARY DR 10797 2/12/16 DM DM
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ADD NEW CRUSHED ROCK TO MAINTAIN 6" —12" UNDER SLAB
5) USE ACI 18, 2011 OR LATEST EDITION FOR CONCRETE SPECIFICATION SLOPE TO EXISTING GRADE AND SUMP/DRAINS 'auDHT DAit COMPACTOR BAY AND YARD
DRAM 8Y SCALE iRi mu2/12/16 D Miller 1/4' = 1'-0' 1-b
6) USE MAXIMUM 3" SLUMP DRAOND NUMBER SHEET Rev.
80-4389—D 305 0
59'-6" f
EXISTING ASPHALT YARD
FRONT OF TRANSFER STATION BUILDING
15'-6"
161'
IL EXISTING 2500SPH COMPACTOR
MOVED TO NEW POSITION
27'-2"
0[EXISTING SUMP/DRAIN
EXISTING ASPHALT YARD
33'-6"
26' 161'
PHASE THREE 0 PREUMINARY DR 10797 2/12/16 DM OM
REV. CHANCE DESCPoP710N I DATE DRA%0 APPR.
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2/12/16 D Miller /4' = 1'-0- 1"49
DRAW NUNBEA SHEET REV.
80-4389—D 4of5 0
COMMERCIAL REMODEL
91ING '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: X Commercial Remodel ( ) Commercial Addition ( ) Tenant Improvement
Project Address: 19 6 l7o Ave .!�4con 11� A Parcel ID#:
Project Description: �e^��� k p)acd 6u^�R �4�_F%t..l1 Ehtn)A%^ Legal Description:
Project Valuation:V2yN,1100 t/'
Owner: S+`d�o r`�S�n (_Q V^4!/ Phone Number: L4-1 311
)
Address: �o�0 oc�ce tier Qv1t11. City: ac } State: W^ Zip Code: 941�4
Contact Person: /M�eLatI Sj, 11V1 Phone Number:
Cell Phone: E-mail: Mi 4&e I. Srh,N, n 6 n o 9.o. v In
Address: 3ID,00 Il?odra Q IItr AVt. City: Eve{ei+ State: WA Zip Code: 9g1o�
[Contractor: Q55- SkreJJiev, 5!2Sie^S �`C. Phone Number:
Address: ! 7 6 0 S.W, J�ee f-,I,n Drt vt City: State: Zip Code: 70 70
Contractor's License Number: S 5 f S I'I 5 S `b 9 O L Cr Expiration:
Plumbing Contractor: Phone Number:
Address: City: State: Zip Code:
Contractor's License Number: Expiration:
Mechanical Contractor: Phone Number:
Address: City: State: Zip Code:
iContractor's License Number: Expiration: --
REV 2015 Page 6 of T
COMMERCIAL REMODEL
ING'to PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE -Arlington, WA 98223 • Phone(360)403-3551
Project Name/Tenant Norii Area 0-t• 1"A+ASttr 14Au^
Site Address 19600 6 3" Ave, AC Ar l;,,�., WA Bldg./Unit/Suite
IBC Construction Type ripe 1-8 IBC Occupancy Type r)
Description of Use Solt WPs-ft tfAl\At 544i,,\
Building Square Footage 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/fumace
❑ 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.
hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-described
property will be in accordance with the laws, rules and regulation of the State of Washington.
Applicants Signature
Print Applicants Name Date
STAFF USE ONLY
I I Received
1. [I ( AI Ih 0 d anti;
Permit# Ac p Amount Received Receipt# Date Received
REV 2015 Page 7 of 7
Smith Monroe Gray
ENGINEERS, INC.
8625 SW Cascade Ave.,Suite 600
BEAVERTON,OREGON 97008
PHONE 503.643.8595 FAX 503.643.8610
SSI Shredding Systems
K. Dupuis 07/15/16
STRUCTURAL CALCULATIONS
16-132B FOR
North Snohomish County Transfer Station
Compactor Foundations
SHEET: 1 OF 26
CONTENTS:
Objective and parameters 2
Seismic load 4
Load distribution 8
Pedestal reactions 9
Pedestal foundation 12
Truck slab 17
Pedestal anchorage 19
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DESIGN REFERENCES:
IBC 2012
ASCE 7-10
ACI 318-11
Calc_cover sheet.xls
3
North County Recycling and Transfer Station
19600 63`d Avenue NE
Arlington,WA 98223
48.17499440 N
122.14744720 W COMPAt raft
LOCAT (ON
=,II= CLIENT SSI Shredding Systems
PROJECT Snohomish County Transfer Station
Smith Monroe Gray 2500SPH Compactor Foundations
E N G I N E E R S, I N C . E3, K. Dupuis DATE 07/08/16 REV.
JOB NO. 16-132B SHEET OF
SEISMIC BASE SHEAR
Using IBC 2012 and ASCE 7-10 Codes
For Nonbuilding Structures Not Similar to Buildings
Risk Category= II IBC 2012,Table 1604.5
Importance Factor,I= 1.00 ASCE 7-10 Table 1.5-2
Soil.Site Class= D ASCE 7-10 Chapter 20
Location = 48,175 °N 1 122147 °W
Spectral Accel.,Ss= 1.066 ASCE 7-10 Figures 22-1, 22-3,22-5&22-6
Spectral Accel.;S1 = 0.415 ASCE 7=10;Figures 22-2,22.4, 22-5 8 22=6
Long, Trans. Period,TL= 6 sec.ASCE 7-10 Figures 22-12 thru 22-16
Height, h= 10 000 fl.
Total Seismic Weight,W= 17500 kips ASCE 7-10 Section 15.4.3
Actual Calc. Period,Tc= 0.014 sec. Determined by independent analysis.
Structure Type= 04c Elevated tanks;Vessels, bins or hoppers single pedestal or skirt
supported-welded steel
Results: (ASCE:7-10 Table 15.4-2)
Site Coefficients:
Fa= 1,074 IBC 2012 Table 1613.3.3(1)
Fv= 1.585 JIBC 2012 Table 1613.3..3(2)
Maximum Spectral R s o se Accelerations for Short and 1-Second Periods:
SMS= 1 144 SMs=Fa*Ss, IBC 2012 Eqn. 16-37
SMi = 0.658 SMi =Fv*S1, IBC 2012 Eqn. 16-38
Desicin Spectral Response Accelerations for Short and 1-Second Periods
SDS= 0.763 SDS=2*'SMsl3, IBC 2012 Eqn. 1&39
So1 0.439 SD1 =2*SMi/3, IBC 2012 Eqn. 16-40
Seismic Deslan Cateaorv:
Category(for SDS)= D IBC 2012 Table 1613.3.5(1)
Category(for SDI)= l) IBC 2012 Table,1613.3.5(2)
Use Category= D Most critical of either,category case above controls
Fundamental Period:
Period Coefficient, CT= 002 ASCE 7-10 Table 12.8-2
Period Exponent,x= 0.75 ASCE 7-10 Table 12.8-2
Approx. Period,Ta= 0.112 we., Ta=CT*hn^(x), ASCE 7-10 Eqn. 12.8-7
Upper Limit Coef.,Cu= 1.4 ASCE 7-10 Table 12.8-1
Period max.,'T(max)= 0.157 sec, T(max)=Cu"Ta, ASCE 7-10 Section 12.8-2
Fundamental Period,T= 0.014 sec., T=Tc<=Cu"Ta, ASCE 7-10 Section 12 8.2
Rigid or Flexible? Rigid Criteria:If T<0.06, then Rigid, else if T—0.06,then Flexible
Seismic Design Coefficients and Factors:
Response Mod. Coef., R= 2 ASCE 7-10Table 15.4-2
Overstrength Factor;S!o= 2 ASCE 7-10 Table 15.4-2
Defl.Amplif. Factor,Cd= 2 ASCE 7-10 Table 15.4-2
CS= 0.381 CS=SDS/(R/I),ASCE 7-10 Eqn. 12.8-2
CS(max)= 15.661 For T<=TL,•CS(max)=SIM/(T*(R/I)),ASCE 7-10 Eqn. 12.8-3
CS(min)= 0.034 Cs(min)=0.044*SDS*I—0.03,ASCE 7-10 Eqn. 15.4-1
Use:Cs= 0-381 CS(min)<=CS<=CiS(max)
Seismic Base Shear:
V= 40.OG kips, for Rigid:V=0.30*SDS"W"I, ASCE 7-10 Eqn. 15,4-5
ZuSGS Design Maps Summary Report
User-Specified Input
Report Title North County Recycling &Transfer Station
Fri July 8,2016 16:19:13 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 48.174990N, 122.1474511W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
Stan �r ESEr
POa r� s
Ino 'Warm Beach /� r
'A+RL WGTOR FA IAIRFMWW
,.._ . 9 �I
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{
,.,.` TllLAl P
AESERVATION
USGS-Provided Output
Ss = 1.066 g SMS = 1.144 g Sns = 0.763 g
Si. = 0.415 g SM1 = 0.658 g Spl = 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 maximum horizontal response, please return to the application and
select the"2009 NEHRV building code reference document.
MCE#L Response Spectrum 022 Design Response Spectrum
1.20 0.90
1.08 0.72
0.56 0.64
0.84 0,s6
a 0.72 r..
V 0.48
0.60 0.40
0.48 0.22,F\
0.36 0.24
0.24 0.16
0.12 0.09
0.00 I. ii- 0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.20 2 00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.110 2.00
Period,T(sec) Period T(sec)
For PGA,,, TV CRS, and C., values, please view the detailed report.
Although this information is a product ofthe U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
„'x Client: SSI Shredding Systems
Project: Snohomish County Transfer Station
Smith Monroe Gray 2500 SPH Compactor Foundation
E N 0 1 N E E R S , I N C . Job M 16-132B
By: Dupuis
Date: 07/08/16
Transverse
Maximum Pedestal Reactions
Compactor Parameters:
DL = 140 kips Longitudinal pedestal spacing= 35 ft
LLv= 35 kips** Transverse pedestal spacing = 7.17 ft
ETRANs = 32 kips(DL) CG distance from front= 17.5 ft
8 kips(LL) ** CG distance from rear= 17.5 ft
ELoNG = 32 kips(DL) CG height from ground = 8.1 ft
8 kips (LL)
*" LL acts directly over front pedestal
Transverse Reactions: Pedestal A Pedestal B
(kips) (kips)
Front: DLv= 70.0 kips 35.0 1 1 35.0 )
LLv= 350 kips 17.5 17.5
ET-v= 18 1 kips (DL) 18.1 ( 18.1 T
9 0 kips (LL) 9.0 1 9.0 T
ET-H= 16 0 kips(DL) 8.0 8.0 ->
8.0 kips (LL) 4.0 4.0
Rear: DLv= 700 kips 35.0 1 35.0 1
LLv= 0 0 kips 0.0 ( 0.0 !
ET-v= 18.1 kips(DL) 18.1 1 18.1 T
0.0 kips(LL) 0.0 0.0
ET-H = 16.0 kips (DL) 8.0 8.0
0.0 kips(LL) 0 0 0.0
Load Combinations: *** Front pedestal reactions govern (unless noted otherwise)
Vertical:
DL+LL = 35k + 17.5k = 52.5 k
DL+0.7E = 35k+ 0.7*( 18.1 k+ 9k) = 54.0 k ( No
DL-0.7E = 35k -0.7118.1 k+ 9k) = 16.0 k u.puF-r-
DL+0.75(0.7E + LL) = 35 k +0.75*(0.7*18.1 k+0.7*9 k+ 17.5 k ) = 62A k 1
0.6DL-0.7E = 0.6*(35k )-0.7*( 18.1 k+9k) = 2,0 k 1
Horizontal:
DL+0.7E =0.0 k+0 7*(8 k+4 k) = 8.4k
DL+0.75(0.7E+ LL) =0.0k+0.75*(0.7*8k+0.7*4+0.0k) = 6.3 k
it
Client: SSI Shredding Systems
Project: Snohomish County Transfer Station
Smith Monroe Gray 2500 SPH Compactor Foundation
E N G I N E E R S , 1 N C . Job#: 16-132B
By: Dupuis
Date: 07/08/16
Pedestal Load Summary(unfactored)
Transverse
Pedestal A(kips) Pedestal B (kips)
Front: DLv= 700 kips 35.0 1 35.0 1
LLv= 35.0 kips 17.5 17.5
ET_v= 18.1 kips(DL) 18.1 1 18.1 T
9.0 kips(LL) 9,0 9.0 T
ET_H= 16.0 kips(DL) 8.0 -. 8.0
8.0 kips(LL) 4.0 4.0
Rear: DLv= 70.0 kips 35.0 35.0 j
LLv= 0.0 kips 0.0 0.0
ET_v= 181 kips(DL) 18.1 1 18.1 T
0.0 kips(LL) 0.0 0.0
ET_H= 160 kips(DL) 8.0 8.0 -�
0.0 kips(LL) 0.0 0.0
Longitudinal
Pedestal A(kips) Pedestal B(kips)
Front: DLv= 70.0 kips 35.0 ) 35 0 1
LLv= 35.0 kips 17.5 17.5
LLr_v= 23.1 kips 11.6 11.6 j
EL_v= 74 kips(DL) 7A 1 7A 1
1.9 kips(LL) 1.9 1 1 9 1
LLL_H= 50.0 kips 25.0 -> 25.0
EL_H= 20.0 kips(DL+ LL) 10.0 10.0 -
Rear: DLv= 70.0 kips 35.0 1 35.0 1
LLv= M kips 0.0 0.0
LLL_v= 23 1 kips 11.6 T 11.6 T
EL_v= 74 kips(DL) 7.4 T 7.4 T
1 9 kips(LL) 1.9 T 1.9 T
LLL_H= 50.0 kips 25.0 25.0
EL_H= 200 kips(DL+ LL) 10.0 10.0 ->
CLIENT _ SSI Shredding Systems
PRaEcT_Snohomish County Transfer Station
Smith Monroe Gray _ 2500SPH Compactor Foundations
E N G I N E E R S , I N C .
BY K. Dupuis DATE 07/11/16 REV.
JOB NO, 16-132B _SHEET 13 OF
'� .�NLz/TLLDIN+4L nlfelEC �GN•
(J L Y c)
'8i._t.oK
= 1.2�35�` + T'�.5k). d-. i.Cl �.�".�l``�_ l• IK� a' t.G� lt,�d��
k K
22.2K
LGl,�r T"r)l N,A t,. Mgt JG Lg-F D
Client: SSI Shredding Systems
Project: Snohomish County Transfer Station
Smith Monroe Gray 2500SPH Compactor Foundation
ENGINEERS, I NC . Job#: 16-132B
By: Dupuis
Date: 7/11/16
Concrete beam design based on ACI 318-11
Parameters:
fc= 3000 psi fy= 60000 psi
h = 18 in Bar# 6
b= 12 in As= 0.442 in
d= 14.625 in S = 12 in
Flexure: Want Mu <(l)Mn
Reduction factor, 4= 0.9
Mu = VM = 17.5 k-ft
Mn = 31.35 k-ft
O'Mn = 28.21 k-ft DR= 0.62 < 1.0 OKAY!
As-min = 0.3888 in Min temp./shrinkage reinforcement is adequate
Shear: Want Vu < (DVn fy= 60000 psi
Reduction factor, 0= 0.75 Tie# 0
Av= 0.000 in
Vu= ON 8.72 k S= 8 in
VC= 19.2 k
Vs= 0.0 k
Vn = 19.2 k
q)*Vn = 14.4 k DR= 0.60 < 1.0 OKAY!
CLIENT SSI Shredding Systems
PROJECT Snohomish County Transfer Station
Smith Monroe Gray 25O0SPH Compactor Foundations
ENGI N E E R S, I N C .
By K. Dupuis DATE O7/12116 REV.
JOB NO. 16-132B SHEET 1 + OF
TR.,ycK 5tAe.,
Ti12i" C'aoTAc T AKPA = ZA W 1 CF X 10 LmNCj
Pa* A4swno
HL-113 P>=916N TP—UCK LoAr� =" J3Z P� KL
i u
TRH{ Lo 5Lk6 W n-H
L[ P Ar<S a 12" 0.0 ,
"o
µ
LL l.�'S (i�k� X 28.UK �IMP�kC�T�
FT z
15:Oa 4S1
n� `I `r x 5 A-(Z-FA
5moe ING-, = _ .0cin - 11400 ps;F wr,
Z
o
SI~I- NE:)CT SWEET Fri FoupJDA I&W C*FCje.
o�
u
use st&& Ni-N
o,C, P�A, INAlf
CLIENT__ SSI Shredding Systems
Smith Monroe Gray
PROJECT Sno omish Countv Transfer Station
2soasPH Compactor Foundations
ENGINEERS, INC .
B'r , QUAUIS DATE 07/13/16 REV.
JOB NO- —1 6-132B SHEET _�_OF
�F�TkL �r Ha�ACa�
PER Pfe>ESTAL ?z*U JrA7taN GLCS
-tl+ ,.E: 15 t4O (kf LI F T Fole LDA D
CASE .9 DL + 1.0 E-L.
0- RAVE-.. Qn1 � - l� E 1.,4T1cgAL SkEr4rR
L A).;> AT A,NC. {vR5
W,ktJ T To LAS F P05 i-tNsTAI-ILF C-,. Epoox y Me 400ZS
MA K ,e, RAct SAF-Affl, frcp LaN l�t r rj IN R2 L-L .
wiTM t.(a CaAr� FfiC TUR LL = !.(o (Z5 ILIGK
V " L.,Ov-
R-y I Ff I C-TI iij T-W-1 2-oG i4A5 e fbx*-!
e:�ers w ( Ru � �r�,ir�T, *gip
C3 sE E- N E X T 514 F E 7S Fprz_ Ajoe_44og ati fe IC
NSF
H-I T-l4'l !I*5 Pax IL ANC-, 0gs
WI °i FentF. O AT F C H
PEOE,TA L
yl
www.hinl.us Profis Anchor 2.6.5
Company: SMG Page: 2
Specifier: Project: SSI Shredding Systems
Address: Sub-Project I Pos.No. Snohomish County
Phone I Fax: Date: 7/1 412 01 6
E-Mail:
2 Load caselResulting anchor forces y
Load case:Design loads
Anchor reactions[lb]
Tension force:(+Tension,-Compression) �°5 °fi °7 °t
Anchor Tension force Shear force Shear force x Shear farce y i
1 0 4000 4000 0
2 0 4000 4000 0 °10
3 0 4000 4000 0
4 0 4000 4000 0
5 0 4000 4000 0 1 1 a2 !2 dl
6 0 4000 4000 0
7 0 4000 4000 0
8 0 4000 4000 0
9 0 4000 4000 0
10 0 4000 4000 0
max.concrete compressive strain: -[°6,]
max.concrete compressive stress: -[psi]
resulting tension force in(xty)=(0.000/0.000): 0[lb]
resulting compression force in(xty)=(0.000/0.000):0[lb]
3 Tension load
Load N..pb] Capacity#N [ib] Utilization p =N ,INN Status
Ste I Vength' NrA NA N/A N/A
Bond Strength— N/A N/A N/A NIA
Sustained Tension Load Bond Strength' N/A NIA N/A NIA
Concrete Breakout Strength" NIA N/A N/A NIA
anchor having the highest loading ""anchor group(anchors in tension)
inpul data and results must be checked for agreement with the eAsting conditions and for plausibility!
PROMS Anchor(c)2003.2009 H WAG,FL•9494 Schaan HiIU is a registered Trademark of Hilti AG,Schaan
www.hilti.us - - _ Profis Anchor 2.6.5
Company: SMG Page: 4
Specifier: Project: SSI Shredding Systems
Address: Sub-Project I Pas.No.: Snohomish County
Phone I Fax: Date: 7/14/2016
E-Mail:
4.2 Pryout Strength(Bond Strength controls)
VcPg —kcp a)Wec1,Na Tw2,Na yfed,Na Wcp,Na Nb. ACI 318-11 Eq.(D-41)
0 Vpg_>Vae ACI 318-11 Table(D.4.1.1)
AN. see ACI 318-11,Part D 5 5.1,Fig.RD.5.5.1(b)
ANeo =(2 cNX ACI 318-11 Eq.(D-20)
cNe =10 da LYfrtr ACI 318-11 Eq.(D-21)
11 0
1 `
Weo,Ne= 1 1 4. eN J 5 1.0 ACI 318-11 Eq.(D-23)
CNN
Wad,Na=0.7+0.3(
I
n)S 1.0 ACI 318-11 Eq.(D-25)
WVW.Na=MAX�c�aNn cNa)c 1.0 ACI 318-11 Eq.(D-27)
x cac
Nba =Xa'Tkc'aN,seis'a-da her ACI 318-11 Eq.(D-22)
Variables
ik�.�nn [psi] da[in.] her[in.] ca.m.nn[in.] - - Tkx[psi]
1701 �QO 7F937 820
ec1,N[in.] ec2.N fin.] cec fn.] %e t1N.xa
00 1 .512 1.000 0.000
Calculations
cNa[in.] ANa[in.2] _ ANao[in.21 Wed Na
12.378 5261.66 612.68 1.000
M 11/er2,1,14 WCANO_ Nba Jib]
1.000 1.000 bU 22977
Results
Vcpp fib] _ 4w rwe ¢s.ienwc_ b y IT] Vue[Ib[
39-4521 7 0.750 2 7124 40000
Input data and results must be checked for 89foemenl with the existing condlllons and for plausibility!
PROFIS Anchor(c)2003.2009 Hill AG.FL-9494 Schaan HIM is a registered Trademark of Hilfi AG,Schaan
Z�
www.hiltl.us Profis Anchor 2.6.6
Company: SMG Page; 6
Specifier: Project: SSI Shredding Systems
Address: Sub-Project I Pos.No. Snohomish County
Phone I Fax: I Date: 7/1 4120 1 6
E-Mail:
6 Installation data
Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+HAS B7 1
Profile:W shape(AISC);21.500 x 12.300 x 0.550 x 0.875 in. Installation torque: 1800 003 in.lb
Hole diameter in the fixture:df=1.125 in. Hole diameter in the base material:1.125 in.
Plate thickness(input):1.250 in. Hole depth in the base material:8.937 in.
Recommended plate thickness:not calculated Minimum thickness of the base material:11.187 In.
Drilling method:Hammer drilled
Cleaning:Compressed air cleaning of the drilled hole according to instructions for use is required
6.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer Compressed air with required accessories Dispenser including cassette and mixer
• Properly sized drill bit to blow from the bottom of the hole Torque wrench
• Proper diameter wire brush
A
� 42.000 1 42.000
5
6 07 C?$•--v
0
0 0
0 0
o m
010
0
(6
1 2 3
00 26.750 26.500 26.750
4
Coordinates Anchor In.
Anchor x y _ c-,r C,x c-y c.y Anchor x C, c-y c.y
1 -40.000 -16.060 6 -13.250 16.000
2 -13.250 -16.000 - 7 13.250 16.000
3 13,250 -16.000 8 40.000 16,000
4 40.000 -16.000 - 9 40.000 0.000
5 -40.000 16 000 10 -40.000 0.000
Input date and results must be&COW for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2=-200g Hh AG,FL-9494 Schaan HIIH is a registered Trademark of HID AG,Schaan
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
PHONE; (360)403-3551
BUILDING PERMIT
Address:19600 63rd Ave NE Permit#: 1111
Parcel#:00746300001500 Valuation:244000-00
OWNER APPLICANT _ _ _ CONTRACTOR
Name:SNOHOMISH CO PROP MGMT Name:SSI Shredding Systems Inc. Name:SSI Shredding Systems,Inc.
Address:3000 ROCKEFELLER AVE M/S 404 Address:9760 S.W.Freeman Drive Address:9760 S.W.Freeman Drive
City,State Zip:EVERETT,WA 98201 City,State Zip:Wilsonville,OR 97070 City,State Zip:Wilsonville,OR 97070
Phone: Phone:425-388-7519 Phone:
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: 0 CONST.TYPE:
DWELLING UNITS: 0 OCC GROUP:
BUILDINGS: 0 OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form
and Crlington#3 01. ol
01
Signature Print Name Date Cleared By to
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
8/5/2016 Building Permit Fee $2,503.07
8/5/2016 Building Plan Review Fee $1,627.00
8/5/2016 State Building Code Surcharge Fee $4.50
Total Due: $4,134.57
Total Payment: $0.00
Balance Due: $4,134.57
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
i
. rite Ems .
r�AA)
Permit Information
Date 8/4/2016
Permit Number 1111
Project Name North Area Recycling and Transfer Station
Applicant Name SSI Shredding Systems Inc.
Applicant Address 9760 S.W.Freeman Drive
City, State,Zip Wilsonville,OR 97070
Contact Michael Smith
Phone 425-388-7519
Email michael.smith@snoco.org
Permit Type Commercial Alteration
Site Address 19600 63rd Ave NE
Valuation 244000.00
Status Applied
Permit Issued
Permit Expires
Square Feet 0
Type of Construction/Occupancy Load
Number of Stories 0
Proposed Use Remove and replace concrete foundation for equipment
Assigned To Kristin Foster
Property Information Owner Information
Parcel#:00746300001500 SNOHOMISH CO PROP MGMT
SNOHOMISH CO PROP MGMT 3000 ROCKEFELLER AVE M/S 404
19600 63RD AVE NE EVERETT,WA 98201
Contractors
Contractor Name Primary Contact Phone Email Contractor Type License License#
SSI Shredding Systems. Inc. Robert Currier rcurrioer@ssiworld.com CONTRACTOR (Labor and Industries 131SISHSS890LG
Review
Date Type Description I Target Date Completed Date Assigned To Status
8/4/2016 commercial Other 3/11/2016 JiKevin Olander 11in Review
Uploaded Files Upload File
Date File
8/4/2016 3:46:00 PM 11111 Transfer Station Sturctual Calcs. df
8/4/2016 3:46:00 PM 11111 Transfer Station Application.pdf
�. COMMERCIAL REMODEL
PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington• 18204 59th Ave NE •Arlington, WA 98223•Phone (360)403-3551
THIS APPLICATION MUST BE ACCOMPANIED BY 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: (�Q Commercial Remodel ( ) Commercial Addition ( ) Tenant Improvement
Project Address: T 6 00
Q b'�r" Ave Tan .W{ ParcellD#:
Project Description: pptpluca Cn( A Cay.IJT
Legal Description
Project Valuation:VIH N,00 0 1
Owner: S+�oY�yr��sln 60%1^�� Phone Number: ''i' 311
Address: RoelcA her AvJ City: f1var 4 State: WA Zip Code:
Contact Person: /'+iGL,,e` e-,r►Jtn Phone Number: y�.�� �TY- 7S� q
Cell Phone: E-mail: 5 no L C, b r
Address: 3ooJ Focjca Qller I�Ve. Gty- EVare�1� State: In1/� Zip Code:
Contractor: __ 551 Skre JJiev, Phone Number: SOS - 6g'. - 16
Address: 76 D S,W Free 1,,, Dr)Vt City: Vr 1S,,J\V,. State: Cc Zip Code: 9 70 70
Contractor's License Number: S S s 5 H 5 519 01. 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
I�
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REV 2015 Page 6 of 7
COMMERCIAL REMODEL
PERMIT APPLICATION
IN Department of Community& Economic Development
City of Arlington• 18204 59th Ave NE •Arlington, WA 98223•Phone(360)403-3551
ProjectName/Tenant_ /N,)r)� Area �?ec c1t�, �...�4 1ransttr -%+'l0�
Site Address 19600 [;30' AA AC Arl;��+�,� WA Bldg./Unit/Suite
IBC Construction Type Tie"jr l3 IBC Occupancy Type !'I
Description of Use Sali� wn-S Tra,�t7tr 7pT�on
Building Square Footage 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 above information is correct and that the construction on,and the occupancy and the use of the above-described
property will be in accordance with the la}vs, rules and
regulation of the State of Washington,
Applicants Signature
Print Applicants Name Date
STAFF USE ONLY
I Received
Alin 0 d 2016
Permit it Ac p Amount Received Receipt# Date Received
REV 2015 Page 7 of T
8/8/2016 SSI SHREDDING SYSTEMS INC
Search L&I
Saferj&Health Claims&Insural-ice `rAlorkplacez Rjg iN Trades&Licensing
Washington State Department of
IIJ Labor & Industries
SSI SHREDDING SYSTEMS INC
Owner or tradesperson 9760 SW FREEMAN DR
GARNIER,THOMAS J WILSONVILLE,OR 97070
503-682-3633
Principals
GARNIER,THOMAS J, PRESIDENT
ROSENFELD,WARREN JAMES,VICE
PRESIDENT
CT CORP SYSTEMS,AGENT
WA UBI No. Business type
602 304 584 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.
SSISHSS89OLG
Effective—expiration
O6/06/2011—06/06/2017
Bond
Travelers Cas and Surety Co of America $12,000.00
Bond account no.
105559565
Received by L&I Effective date
O6/06/2011 06/01/2011
Expiration date
Until Canceled
Insurance
Travelers Property Cas Co of A $1,000,000.00
Policy no.
Y6302882N616TCT15
Received by L&I Effective date
04/01/2016 04/01/2015
Expiration date
04/01/2017
Insurance history
Savings
No savings accounts during the previous 6 year period.
Lawsuits against the bond or savings
No lawsuits against the bond or savings accounts during the previous 6 year period.
L&I Tax debts
https://secure.Ini.wa.gov/verify/Detaii.aspx?UBI=602304584&LIC=SSISHSS890LG&SAW= 1/2
8/8/2016 SSI SHREDDING SYSTEMS INC
No L&I tax debts are recorded for this contra' 'license during the previous 6 year period,but som 'its
may be recorded by other agencies.
License Violations
No license violations during the previous 6 year period.
Workers' comp
No active workers'comp accounts during the previous 6 year period.
Workplace safety and health
Check for any past safety and health violations found on jobsites this business was responsible for.
Q Washington Slate Dept,of Labor&Industries.Use of this site is subject to the laws of the state of Washington.
hftps://secure.Ini.wa.gov/verify/Detail.aspx?UBI=602304584&LIC=SSISHSS89OLG&SAW= 2t2
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Smith Monroe Gray
E NO IN E E R S, INC.
8625 SW Cascade Ave.,Suite 600
BEAVERTON,OREGON 97008
PHONE 503.643.8595 FAX 503.643.8610
SSI Shredding Systems
K. Dupuis 07/15/16
STRUCTURAL CALCULATIONS
16-132 B FOR
North Snohomish County Transfer Station
Compactor Foundations
SHEET: 1 OF 26
CONTENTS:
Objective and parameters 2
Seismic load 4
Load distribution 8
Pedestal reactions 9
Pedestal foundation 12
Truck slab 17
Pedestal anchorage 19
OFFICECOPYr� �ONIy
fioF NtisN�tic��A
CITY OF ARLINGT G
BUILDING DEPARTMENT
1 AP P OVER r
DATE,. 70Z' By
y�..... 4
AL
NO CHANGES AUTHORIZED
UNLESS APPROVED BY THE _�(P, 5(Z 1 ZO I$
BUILDING INSPECTOR
DESIGN REFERENCES:
IBC 2012
ASCE 7-10
ACI 318-11
Calc.cover sheet.xls
Received
(AUG 0 4 2016
No lilt
3
North County Recycling and Transfer Station
19600 63"Avenue NE
Arlington,WA 98223
48.1749944' N
122.14744720 W COM PAC.Tait
Lot�T to^1
CLIENT_ SSI Shredding Systems
PROJECT Snohomish CountyTransfer Station
.
Smith Monroe Gray 2500SPH Compactor Foundations
ENGINEERS, I N 0 . 13Y K. Dupuis 07/08/16
DATE- REV.
16-132r _SHEET 5 OF r
SEISMIC BASE SHEAR
Using IBC 2012 and ASCE 7-10 Codes
For Nonbuilding Structures Not Similar to Buildings
IngUt:
Risk Category= II IBC 2012,Table 1604.5
Importance Factor,I= 1.00 ASCE 7-10.Table 1,5.-2
Soil.-Site Class R D ASCE 7-10 Chapter 20
Location = 48175 'N 1'22147 °W
Spectral Accel.,Ss= 1 066 ASCE 7-10 Figures 22-1,22-3,22-5&22-6
Spectral Accel,,Si = 0 415 ASCE 7=10.Figures 22-2,22.4,22-5&22-8
Long, Trans. Period,TL= 6 sec.ASCE 7-10 Figures 22-12 thru 22-16
Height, h= 10 000 d.
Total Seismic Weight,W= 175 00 kips ASCE 7A 0 Section 15.4.3
Actual Calc.Period,To= 67 4 sec Determined by independent analysis.
Structure Type= 04c Elevated"tanks,vessels,bins or hoppers single pedestal or skirt
supported-welded steel
Results: (ASCE:7-10 Table 15.4-2)
Site Coefficients:
Fa= 1 07 1 IBC 2012 Table 1613.3.3(1)
Fv= 1.58:> IBC 2012 Table 1613.3.3(2)
Maximum Spectral Respogse Accelerations for Short and 1 Second Periods:
SMs= 1 14•a ISMS=Fa'Ss, IBC 2012 Eqn. 15-37
SMt = 0.658 SMr =Fv*S1, IBC 2012 Eqn. 16-38
Desl n S ectral Response Accelerations for Short and 1 Second Periods
Sos= 0.763 ISDS=2*SMs/3, IBC 2012 Eqn. 16=3g
SD:= 0 439 SDS =2*Sml/3, JBC 2012 Eqn. 16-40
Seismic Desian Cateaorv-
Category(for SDS)= Q IBC 2012 Table 1613.3.5(1)
Category(for SDI)= D IBC 2012 Table 1613.3.5(2)
Use Category= Q Most critical of either category case above controls
Fundamental Period:
Period Coefficient, CT= 002 ASCE 7-10 Table 12.8-2
Period Exponent,x= 0 75 ASCL 7-10 Table 12.8-2
Approx.Period,Ta= 0.112 sm, Ta=CT*hn^(x), ASCE 7-10 Eqn, 12.8:7
Upper Limit Coef.,Cu= 1 4 ASCE 7-10 Table 12.8-1
Period max-,'T(max)= 0.157 sr- T(max)=Cu*Ta, ASCE 7-10 Section 12.8-2
Fundamental Period,T= (1014 sec., T=Tc<=Cu`Ta, ASCE 7-10 Section 12 8.2
Rigid or Flexible? Ri id Crlterta:If T<0.06,then Rigid,else if T>=0.06,then Flexible
Seismic Design Coefficle ts and :tors:
Response Mod. Coat,R= 2 ASCE 7-10 Table 15.4-2
Overstrength Factori no= 2 ASCE 7-10 Table 15.4-2
Defi.Amplif. Factor,Cd= 2 ASCE 7-10 Table 15.4-2
CS= 0.381 CS=SDS/(R/I),ASCE 7-10 Eqn. 12.8-2
CS(max)= 15.661 For T<=TL,CS(max)=SD1/(T*(R/1)),ASCE 7-10 Eqn. 12.8-3
CS(min)= 0,034 Cs(min)=0.044*SDS'I>=0.03,ASCE 7-10 Eqn. 15.4-1
Use:CS=1 0 381 CS(min)<=CS<=Cs(max)
Seismic Base Shear:
V=F 40.06 lops, for Rigid:V=0.30*SDS*W 1, ASCE 7-10 Eqn. 15,475
MSS Design Maps Summary Report
User-Specified Input
Report Title North County Recycling&Transfer Station
Fri July 8,2016 16:19;13 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 48.174990N, 122.14745°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
SiJS i
I ..Ifi pcs�n . -- . _ _ _- r• -
Aa*6roN ItAlDON
tlll�lR
i j f
L
USGS-Provlded Output
SS = 1,066 g SMS = 1,144 g Sog = 0.763 g
S,, = 0.415 g SM3 = 0.658 g Sol = 0.438 g
For information on how the SS and 51 values above have been calculated from probabillstic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP"building code reference document.
MCE,t Response Spectrum Design Response Spectrum
0,92
1.20 0.80
1.09 0.72
0 96 0.64
0.24 0.SG
0.72 0.4B
0.60 0.40
0.49 0.22
0.36 0.24
0.24 0.16
0.12- 0.09
0.00 0.00 t-f
0.00 0.20 0.40 0.90 0.20 1.00 1.20 1 40 1.60 1.90 2.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.20 2.00
Period,T(sec) Perld,T(sec)
For PGA,,, T, CRs, and C,,, values, please view the detalied report.
Although this information is a product ofthe U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
A� Client: SSI Shredding Systems
Project: Snohomish County Transfer Station
Smith Monroe Gray 2500 SPH Compactor Foundation
E N 0 1 N E E R S , I N C . Job#: 16-132B
By: Dupuis
Date: 07/08/16
Transverse
Maximum Pedestal Reactions
Compactor Parameters:
DL = 140 kips Longitudinal pedestal spacing= 35 ft
LLv= 35 kips** Transverse pedestal spacing = T 17 ft
ETRANs. = 32 kips(DL) CG distance from front= 17 5 ft
8 kips(LL);" CG distance from rear= 17.5 ft
ELONG, = 32 kips(DL) CG height from ground = 8,1 ft
8 kips (LL)
*"LL acts directly over front pedestal
Transverse Reactions: Pedestal A Pedestal B
(kips) Wa
Front: DLv= 700 kips 35.0 1 350 1
LLv= 35 0 kips 17 5 ( 175
ET-v= 18.1 kips(DL) 18.1 ( 18.1 T
90 kips (LL) g 0 9.0 T
ET-H= 16 0 kips(DL) 8.0 8.0 —�
8.0 kips(LL) 4 0 4.0 —
Rear: DLv= 70.0 kips 35.0 j 35 0 1
LLv= 0.0 kips 00 1 0.0 !
ET-v= 18.1 kips(DL) 181 1 18.1 T
00 kips(LL) 0.0 &0
ET-H = 160 kips (DL) 8.0 8.0
0.0 kips(LL) 00 0.0
Load Combinations: ` Front pedestal reactions govern (unless noted otherwise)
Vertical:
DL+LL =35k+17.5k = 52.5 k
DL+0.7E =35k+0.7*( 18.1 k+9k) = 54.0 k ( ��
DL-0.7E =35k-0.7118.1 k+9k) 16.0 k uFT
DL+0.75(0.7E+ LL) = 35 k +0.751 0.7*18.1 k+0.7*9 k+ 17.5 k ) = 62.4 k 1
0.6DL-0.7E =0.6*(35k)-0.7*( 181 k+9k) = 20 k
Horizontal:
DL+0.7E =0,0k+0.7*(8k+4k) = 84 k
DL+0.75(0.7E+LL) =0.0k+0.75*(0.7*8k+0.7*4+0.0k) = 63 k
l(
",�= Client: SSl Shredding Systems
Project: Snohomish County Transfer Station
Smith Monroe Gray 2500 SPH Compactor Foundation
ENGINEERS , INC . Job#: 16-132B
By: Dupuis
Date: 07/08/16
Pedestal Load Summary(unfactored)
Transverse
Pedestal A(kips) Pedestal B(kips)
Front: DLv= 700 kips 35 0 1 35 0 1
LLv= 35 0 kips 17 5 175
ET-v= 18.1 kips(DL) 18.1 18.1 T
9.0 kips(LL) 9 0 1 9 0 T
ET_H= 16-0 kips(DL) 8 0 3 0 -•
= 8 0 kips(LL) 4.0 4 0
Rear: DLv= 70.0 kips 350 1 35.0 1
LLv= 00 kips 0 0 0 0
ET_v= 18 1 kips(DL) 18.1 1 18 1 T
0.0 kips(LL) 0 0 0.0
ET-H= 160 kips(DL) 8.0 - 8.0
00 kips(LL) 00 0 0
Lo ng iltudlnai
Pedestal A(kips) Pedestal B(kips)
Front: DLv= 70.0 kips 35.0 35 0 1
LLv= 35 0 kips 17.5 17 5
LLr_v= 23 1 kips 11 6 11 6
EL_v= 74 kips(DL) 74 ( 74 1
1 9 kips(LL) 1 9 1 1 9 1
LLL-H= 50.0 kips 25.0 25.0
EL-H= 20.0 kips(DL+LL) 10 0 10 0 -+
Rear: DLv= 70.0 kips 35-0 35.0 1
LLv= 0.0 kips 0.0 M
LLL_v= 23 1 kips 11 6 T 11 6 T
EL_v= 74 kips(DL) 74 T 7 A T
1.9 kips(LL) 1 9 T 1.9 T
LLL_H= 500 kips 25 0 25 0
EL_H= 200 kips(DL+ LL) 10.0 10 0 -
CLIENT- SSI Shredding Systems
P,,,_$,llsh County Transfer Station _
Smith Monroe Gray _ 2500SPH Compactor FoundationsENGINEERS, INC.
BY K. DupulS DATE_. 07/11/16 REV.
JOB NO: 16-1328 SHEET 3_OF
'� .�NCi/rt-tDfN.4L �112�C TZGN:
C L
l,�I ( 35K{- 1 ,54)
CJ l.z0 d.(vLL
G (-zD + q Ft_ �.ol_L
1.2 +TV.5k). f. !.a C-,f.q``+- l. IL ; [,O( Ic,fot�
l,o E!_
k �
222K
NO UPLI FT
MHz Client: SSI Shredding Systems
Project: Snohomish County Transfer Station
Smith Monroe Gray 2500SPH Compactor Foundation
E N G I N E E R S, 1 N C . Job#: 16-132B
By: Dupuis
Date: 7111/16
Concrete beam design based on ACI 318-11
Parameters:
fc= 3000 psi fy= 60000 psi
h = 18 in Bar# 6
b= 12 in As= 0.442 in2
d= 14.625 in S= 12 in
Flexure: Want Mu<(I)Mn
Reduction factor, C= 0.9
Mu =4)*M = 17,5 k-ft
Mn = 31.35 k-ft
O*Mn= 28,21 k-ft DR= 0.62 1.0 OKAY!
As-min = 0.3888 in Min temp!shrinkage reinfomerment is adequate
Shear: Want Vu <4)Vn fy= 60000 psi
Reduction factor, (1)= 0.75 Tie# 0
Av= 0.000 in
Vu= ON 8.72 k S= 8 in
VC= 19.2 k
Vs= 0.0 k
Vn= 19.2 k
O'Vn= 14.4 k
CLIENT SSI Shredding-Systems-
PROJECT-Snohomish
County_Transfer Station
Smith Monroe Gray 2500SPH Compactor Foundations
E N G I N E E R S, I N C .
BY K. Du UiS DATE 07/12/16 REV.
JOB NO. 16-132B SHEET 1-4- OF
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CLIENT_._, $5$I_Shr@lIC1(nQ SV3te1715
PROJECT SmhOmkb ounty C Transf�_Sj )n _�_
Smith Monroe Gray 2�?a compaCtOr Fours .o S ._ -
--
ENGINEERS, INC . --
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W ITki It.(a LPA6 rflC �C�� LL = (,(p �Z5 k\. s ILI0
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Mass
www.hiltl.us _ Profis Anchor 2.6.5
Company: SMG Page, 2
Specifier: Project: SSI Shredding Systems
Address: Sub-Project I Pos_No.: Snohomish County
Phone I Fax: I Date: 7/14/2016
E-Mail:
2 Load case/Resulting anchor forces y
Load case:Design loads i
Anchor reactions[Ib]
Tension force:(+Tension,-Compression) °7 -
Anchor Tension force Shear force Shear force_x Shear farce y
1 0 41U0 4000 0
2 0 4000 4000 0
3 0 4000 4000 0 °10 �x 9
4 0 4000 4000 0
5 0 4000 4000 0 I 2 oa ti
6 0 4000 4000 0
7 0 4000 4000 0
e 0 4000 4000 0
s 0 4000 4000 0
10 0 4000 4000 0
max.concrete compressive strain: N1
max.concrete compressive stress: [psi]
resulting tension force in(x/y)=I:O 000.10.0001 0(lb)
resulting compression force In Ix.YHO O00i0000):0[lb]
3 Tension load
Load N_[tb] Capacity Na[Ib] Utilization Ph-1 Status
Sieef Strength' RW__ - NIA NIA
Bond Strength— NIA N/A NIA N/A
Sustained Tension Load Bond Strength' N/A N/A NIA NIA
Concrete Breakout Strength" NIA N/A NIA N/A
anchor having the highest loading -anchor group(anchors in tension)
nµ,t dme: d recalls mon be ch"ed for agleam i with the Meting conanions and for pteumbillry!
uRORS Anchor(c)2003.2WO Wipe AG,pl•9494 SUaan Hiltl is a reg!atNed Trademark of 14411 AG,Schaen
www.hitti.us _ _ Profis Anchor 2.6.5
Company: SMG Page: 4
Specifier: Project; SSI Shredding Systems
Address: Sub-Project I Pas.No.: Snohomish County
Phone I Fax: I Date: 7/14/2016
E-Mail:
4.2 Pryout Strength(Bond Strength controls)
Vapg —k p[( )%lfw1,Na 1Qea2,Na g1ed,Na WcP,Na Nbo] ACI 318-11 Eq.(D-41)
Vwg-'Vae ACI 318-11 Table(D.4.1.11)
AN. see AGI 318-11,Part D 5.5.1,Fig.RD.5.5.1(b)
ANag =(2 cNel; ACI 318-11 Eq.(C-20)
cNa =10 da ACI 318-11 Eq.(D-21)
1�
1 1
Wec,Na= 1 eI 5 1.0 ACI 318-11 Eq.(D-23)
Q+e
urad,Na=0.7+0.3(c )s 1.0 ACI 318-11 Eq.(D-25)
ciK
Wap.Na=MAX(c. ,ca.SN.)5 1.0 ACI 318-11 Eq.(D-27)
Nba =Ra•tkc•0[N,eals'i<'da'het ACI 318-11 Eq.(D-22)
Variables
-- P nC,.u.(pslJ _ da On.) he, In( ' _c On.1 rl a l",
2 1701 7_bOU — . - g
eel N fin,J ev.N On.l ce fin.) 7 a (INaNa
0.000 — �i2 - 1.00a 0.000
Calculations
_ cNa riml ANa yn.21 ANao lfm• wadNa
12,378 —5261.66 - b`TY118 1.000
ect _ 1 eciw Na _ Nba[Ib]
1.000 . DO 22977
Results
-V,"(Ib1 ►mncnta Oaalenrc Vc 11b) Via(Ib)
'W4521 - 0 750— 2 7 t��— 40000
lnpd doll and fe5ull9 mlYl be Clucked 1e/agledmanl wilh the sodeling rptltpidone and hx rwoutdotyl
PRnFIS NCrgt I C 1;aa3.20081 bii F6,r'1..41Sk Baleen MiIU Is a repfalemd Tradema-k or IUlli AG,Schoen
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t ww.ntitl.us Profis Anchor 2.6.6
Company: SMG Page; 6
Specifier: Project: SSI Shredding Systems
Address: Sub-Project I Pas.No: Snohomish County
Phone I Fax: Date: 7/14/2016
E-Mail:
6 Installation data
Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+HAS B7 1
Profile:W shape(AISC);21.500 x 12.300 x 0.550 x 0.875 in. Installation torque: 1800,003 in lb
Hole diameter in the fixture:dr=1.125 in. Hole diameter in the base material:1.125 in.
Plate thickness(input): 1,250 in. Hole depth in the base material:8 937 in.
Recommended plate thickness:not calculated Minimum thickness of the base material:11.187 In.
Drilling method:Hammer drilled
Cleaning:Compressed air cleaning of the drilled hole according to instructions for use is required
6.1 Recommended accessories
grilling _ _ _ Cleaning Seltinq__
• Suitable Rotary Hammer • Compressed air with required accessones Dispenser including cassette and mixer
• Properly sized drill bit to blow from the bottom of the hole • Torque wrench
• Proper diameter wire brush
♦y
42.000 1 42.000
_ I
07 - - 1 g
o
0 0l
0
010
g ZS
go
Z 3
00 26.750 26.500 26.750
Coordinates Anchor In.
Anchor x y c-, c,,, c, C., Anchor x y c, c,,, e.,, wy
1 �-166- - -- - 6 -13.250 16.000
2 -13.250 -16.000 - 7 13.250 16.000
3 13.250 -16.000 8 40.000 16.000
4 40.000 -16.000 - 9 40,000 0,000
5 -40.000 113).000 10 -40.000 0.000
Input data and easuas mum bs checMd roragrownpntwAn the ewsling oorMdiqu any brpy unity!
PROF IS AnOwr(c)2003.ZM Ifni AG.FL-ies adtasn Hild is a tog Md TmWmwk or-UM AG,Schaan
. i
i
SSI SHREDDING SYSTEMS
PROJECT:
NORTH SNOHOMISH COUNTY TRANSFER STATION
ARLINGTON, WASHINGTON
SMITH MONROE GRAY ENGINEERS INC.
8625 SIN CASCADE AVENUE, SUITE 600
BEAVERTON, OR 97008
PHONE: (503) 643-8595 FAX: (503) 643-8610
GENERAL SPECIFICATIONS: STRUCTURAL CONCRIZE: TABLE 1704.4
1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE 2012 INTERNATIONAL BUILDING 1. ALL CONCRETE AND REINFORCING STEEL SHALL CONFORM TO AMERICAN CONCRETE REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION
CODE AND THESE CONTRACT DRAWINGS AND SPECIFICATIONS. IN THE EVENT OF INSTITUTE STANDARD ACI-318-11.
CONFLICT,THE ENGINEER SHALL BE NOTIFIED. THE MORE STRINGENT WILL GENERALLY
APPLY, 2 ALL CONCRETE SHALL BE CONSOLIDATED BY SUITABLE MEANS DURING PLACEMENT AND VERIFICATION AND INSPECTION CONTINUOUS PERIODIC REFERENCED IBC
SHALL BE THOROUGHLY WORKED AROUND REINFORCEMENT,EMBEDDED FIXTURES AND INTO STANDARD REFERENCE
2. ALL DIMENSIONS AND DETAILS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CORNERS OF FORMS
FABRICATION AND CONSTRUCTION-
3 CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3,ODO PSI AT 28 DAYS 1_ INSPECTION OF REINFORCING STEEL — X ACI 318:35,T1-7 7 19104
3. CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS,METHODS,TECHNIQUES,SEQUENCES,
yy AND PROCEDURES REQUIRED TO PERFORM THE WORK. 4 REINFORCING STEEL SHALL BE ASTM A615 GRADE 60 UNCOATED DEFORMED BAR
Q' 4. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE 5. MAXIMUM CONCRETE SLUMP SHALL BE 4 INCHES 2, INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH _ _ AWS D1.4 _
CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO TABLE 170522.ITEM 2B ACI 318:352
DETAILS SHOWN,SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED,SUBJECT TO REVIEW 6. PLACEMENT OF STEEL SHALL BE AS SHOWN ON THE DETAILS AND WITHIN A TOLERANCE
_ AND APPROVAL BY THE ENGINEER, OF E 3/8'FOR DEPTH OR SPACING AND—3/8'FOR COVER.
4. INSPECTION OF ANCHORS POSE—INSTALLED IN HARDENED CONCRETE _ v ACI 318: 1BOB 1
DESIGN LOADS: 7 ALL EXPOSED CONCRETE CORNERS SHALL HAVE A 3/4"CHAMFER UNLESS NOTED MEMBERS x 3-8.6.8.1.3.21.1.8
OF
1.SSI COMPACTOR MODEL 2500 SPH B ALL FORMS SHALL BE CLEAN,WITH NOT WATER OR LOOSE MATERIAL PRESENT — ACI 318: 19042,19102,
o T a 4 5. VERIFYING USE OF REQUIRED DESIGN MIX X
W CH 4,5.2-54 1910,3
• r L� R DEAD LOAD 140 KIPS 9. CONCRETE COVER FOR REINFORCING STEEL AND OTHER EMBEDDED STEEL SHALL BE AS
SHOWN ON DRAWING OR AS SPECIFIED IN ACI 31B-11.
L ' LIVE LOAD 35 KIPS(TRASH) B AT THE TIME FRESH CONCRETE IS SNdP1ED TO FABRICATE SPECIMENS ASTM C 172
� 10, ALL FOOTINGS SHALL BE PLACED ON UNDISTURBED SOIL AT LEAST 1B INCHES BELOW FOR STRENGTH TESTS,PERFORM SLUMP AND AIR CONTENT TESTS,AND X — asrM C 31 191010
"°' LIVE LOAD(HORIZONTAL) 40 KIPS ORIGINAL GROUND SURFACE OR ON 6 INCHES OF COMPACTED GRANULAR FILL,UNLESS DETERMINE THE TEMPERATURE OF THE CONCRETE ACI J18:5.6,S.B
NOTED OTHERWISE.
7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION 19106,19107.
3 IM.rr.. • 11. REINFORCEMENT SPLICE LENGTHS SHALL BE AS NOTED ON DRAWINGS IF NOT SHOWN, X — ACI 318:5.9.5.10
SEISMIC LOADS TECHNIQUES 169108
� SPLICE LENGTHS FOR UNCOATED REBAR SHALL BE AS NOTED BELOW:
BAR CLASS
_ MAPPED SPECTRAL RESPONSE ACCELERATIONS CLASS B
SHORT PERIOD,Ss 1.066 g 04 29' 37' B INSPECTION FOR MAINTENANCE OF SPECIFIED CIABIEG TEMPERATURE
t
W�NUT `f a SITE CLASSC OND PERIOD,S1 U 415 g 1 43'5 S6' AND TECHNIQUES — X ACI 318:5.11-513 19109
DESIGN SPECTRAL RESPONSE COEFFICIENTS
SHORT PERIOD,Sds 0.763
w s 4 9 12 INSPECT FORMWORK FOR SWIPE,LOCATION AND DIMENSIONS of THE
' �•� ,t '� 1 SECOND PERIOD,Sd1 0,439 g CONCRETE MEMBER BEING FORMED — X ACI 318:6J,1
SEISMIC DESIGN CATEGORY D 1. INTERNATIONAL BUILDING CODE,IBC 2012
MTui.0-0 uYWtl � ..�� � SEISMIC FORCE RESISTING SYSTEM
B ELEVATED TANKS,VESSELS,BINS OR
. HOPPERS ON UNBRACED LEGS OR 2. AMERICAN SOCIETY OF CML ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS AND
j ASYMMETRICALLY BRACED LEGS OTHER STRUCTURES,ASCE 7-10 CITY OF ARALINGTON
Cl RESPONSE MODIFICATION FACTOR,R 2.D 3 AMERICAN CONCRETE INSTITUTE BUILDING CODE REQUIREMENTS FOR STRUCTURAL
T \• SE EQUIVALENT
IMPORTANCE
FORCE PROCEDURE
j M SEISMIC IMPORTANCE FACTOR,le 1.0 CONCRETE,ACI 318-11
, SEISMIC RESPONSE COEFFICIENT,Cs 0.23(RIGID NONBUILDING STRUCTURE) WILDING DEPARTMENT
BASE SHEAR,V 40.0 KIPS AP� O� �
�� Received
A AREA MAP NITS
i-:,--0fTlCE COPYAUGU� o 4 2016
UNLMbTHI
BUILDING INSPECTOR VOID I I I
THIS DRAWING INCLUDING THE PRINCIPLES N)AIIIry 0625 SW C—.*A-
OF DESIGN IS AXE PROPERTY OF SMITH W7 G Suite 600
MONROE GRAY ENGINEERS,INC.(SMG). : �. SSI SHREDDING SYSTEMS
WE DESIGN SHOWN IN THE DRAWING IS ,�` Beare Han,oreBan 97aoe NORTH SNOHOMISH COUNTY TRANSFER STATION
SITE SPECWIC AND SHALL BE USED ONLY 7
FOR THE PROTECT SNOWN ON AXE lIT1E R L F'I�cr�c 'J�.U3 ll`.',E�
;1 BLOCK IF THE DRAWING E NOTE TnUD Smith Monroe Gray
WITH M ENGINEER'S SI WE DRAWING
•rY�' Faz:5036438610 COMPACTOR FOUNDATIONS
MAY HAVE BEEN REPRODUCED FROM AN A�✓;w ENGINEERS, INC. TITLE SHEET AND NOTES
UNAUTHORIZED ELECTRDWC ON.REFOR cam—pno,
TO A STAMPEO AID SIGNED HAND LOPE " w.Aw
OF THIS DRAWING FOR ME AUTNDRIZED ., DRAWN BY DATE pllp BY DATE SCAU: OWC ND. REV.
O DOCUMENT.THE DRAWING IS NOT TO BE
USED IN A MANNER THAT WOULD BE A 0 ISSUED FOR CONSTRUCTION I - 7 1$16
DEMME IISIAN AGREENDRWIIO IHOFABOIS IS SYN REASONS, DATE CHKD Jul 15 2016 r��T3 7/13/16 AS NOTE
THICKEN SLAB Ny,HOPPER THICKEN SLAB
I TI
I
I
(10)1'0 HILTI HIT-HY HAS I r
NEW 2500SPH COMPACTOR I EPDXY ANCHORS WITH 9'
(BY 0"M , EMBEDMENT,TYP EACH S1DE
REMOVE EXISTING CATCH
BASIN AS REQUIRED -
A.
`8mt L.'� __�� EXISTING CATCH WIN FIELD VERIFY EXISTING JOINT SAW CUT
,r (10)1.0 HILTI HIT-HY HAS EPDXY TO REMAIN,TYP ///--- AND MATCH NEW CONCRETE TO
-T I ANCHORS WITH 9"EMBEDMENT, M-7
/ BASINASERQIUIREDEYE EACH SIDE TCH E%ISTING ASPHALT
HYDRAULIC TYP /
POWER UNITS
(BY OTHERS)
(10)1"0 HILTI HIT-HY HAS EPDXY
ANCHORS WITH 9"EMBEDMENT,
NEW V-6"PEDESTAL FOOTING,TYP TYP EACH SIDE OF EXISTING
( PEDESTAL
f�_-__-_-__
.�_._—_—_�_ - t . s•SSt� - -r _ �NEW fi'SLAB,TYP UNO
1 t
- -r i '• _ 1'-rw{� 3-E'� REMOVE EXISTING CATCH
BASIN AS REQUIRED
E
RELOCATED EXISTING 25005PH
COMPACTOR(BY OTHERS)
8 E%ISTING PACKER
R RDDM CONCRFIE \
t (10) 1.0 HILTI HIT-HY HAS EPDXY I WALLS I `-EXISTING ASPHALT PAVEMENT TYP
ANCHORS WITH 9'EMBEDMENT,TYP
EACH SIDE I r
f;
1
I
THICKEN STAB HOPPER iTHICKEN SLAB
c
1B'-1 1/6' 14'-11 5/16' I
(_ 33'-0 7/11V
r
n TFOUND,�TIO_N/SLAB PLAN
a '_ PrDESTAI
T.O.CONCRETE 103.61' +4 TOP BARS®12'OC EACH WAY,
---------- BOTTOM
EXISTING CONCRETE 84 BAR 0 24'OC
NEW
CONCRETE
4 1 1 'r;,
`MINIMUM B'COMPACTED S'+g
GRANULAR FILL UNDER SLAB,
'7,�,�;!�j;'i�F^h'`•` J6 BARS 0 12-OC EACH WAY, TYP
`MINIMUM 12I COMPACTED TOP&BOTTOM 1'- )_6'
GRANULAR
Il
PEDESTAL FOOTING,
UNDER TING,TYP
+ - t — TYP CONNECTIONTEXISTING CONCRET
s
1-
THIS DRAINING INCLUDING THE PRINCIPLES WIFM 8625 SW C..de A
OF DESIGN 6 THE PROPERTY OF SMITH �'� O BLNE9 600
MONROE GUY ENGINEERS,INC(SUO). SSI SHREDDING SYSTEMS
THE
OESN:N SNOWN IN THIS DRAWIAG 5 G ..�VerhoM'Oregon 87006 �y Tpµ�gTAT10N
SITE SPECIFIC AND SIMLL BE USED ONLY
FOR THE PROJECT eN N THE TITLE PFFm: 03643 8610 COMPACTOR FWNDAWNS
FOR T.E R OJ DIMInNG 5 NET
STAYPCD Smith Monroe Gray
WON AN ENGINEER'S SM.ME DRAWING ENGINEERS, INC. 6
TINY NAVE BEEN REPRODUCED FROM ANPLAN, SECTIDN &DUAIL.S
_ rNNU1NOHNED ELECTRONIC COPY.REFER vww.cm{pnMr corn
TO A STAMPED AND SIGNED KING COPY
OF THIS DIYWMG FOR THE AUTHORIZED m .ti u.o«w ° u1RwX(nJ Ti rn m Ow SCALE I D REV.
MUNEM,iN5 DRWEINC 5 NOT ID BE
USED IN A MANNER SING AGG WOULDT.CE BE A D ISSUED FOR CONSTRUCTION T Ir 7 15Y16 ,Jul 15 2016 7/13/16 AS NOTED 16-132B—01 O
DIIJENT[ DRAWING 5 AN AGREEMENT REEY NT TOO TN�TABOVE SYM REVISCAS BY [NTE CYCD
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BENCHMARK
EL 103.61'
ra law
EL 103,50� ./ 1 Fl 10263' EL10331' `~ EL 103.50'
� I 1
EL 10361
------------
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a
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9
8
a 6�_
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a
s
,
TN6 DRAWING INCLUDING ME PNINCIPLES b 7111/y 0625 SW Cascade Ave
OEM ft MUM ( Sane 600
°" D"" a p ~' �IV ...'"ton,Oregon 97006 5H OHOMISH CO SHREDDING SYSTEMS
M WE SKcs " at 1l55 04AYaO K ., . NORTH SNOHOMISN COUNTY TRANSFER STATION
tooTKm " *a^owMDp"x Smith Monroe Gray
/Oa M 1.6 o 5Oa1 W TK 101f A .. Phdr 60T 643.DSB5
600t r 06 Daa1aLAL ME WAW0 Iv F.:5036438610 COMPACTOR FOUNDATIONS
Ina M LAD W RE xOl.1M oWAaac ELEVATIONS AND SLOPES
WAY NNf aNl aPfgpLCm IR7a AN �° � ENGINEERS. INC.
VAAOOOMIO IlfC110110 COPY.OEITII KW W.cmperpr rnm
10 A SIANPEO 1141 VA40 dw 0DW
CI 0,5 OMal,,/Oa ME AUDIOWID 017E CHZ Br 611E WALE DW,W PEV.
DOCUNNI.TW DID"6 kv TOM •• r.
I O N 1 0 001 K A 0 ISSUED FOR CONSTRUCTION T x- 7 15+6 7/13/16 AS NOTED 16-132B-02 0
DMaa6 6 AN.nb"-- ID/K„ow sw REV OS BY 6,1E G+a'O J U I 15 2016
f 59'-6" 127'-6"
; 102'
47'-6" / EXISTING ASPHALT YARD
15' EXISTING RETAINING CURB
4'-9 1/2" CUT EXISTING RETAINING
FRONT OF TRANSFER STATION BUILDING EXISTING CONCRETE PAD
CURB FOR NEW HPU
2-4 1/2� EXISTING 2500SPH COMPACTOR
4'-6" 111A jN'I '
7'-2"
EXISTING SUMP/DRAIN EXISTING SUMP/DRAIN
EXISTING ASPHALT YARD
3'-7" a
29'-8" 42'-8"
7'-I11" OLD 4500 COMPACTOR EXISTING CONCRETE PAD
f1 �• .
.. 12'
6' 6'
25' EXISTING SUMP/DRAIN
EXISTING ASPHALT YARD EXISTING ASPHALT YARD
EXISTING CONCRETE PAD 0 PRELIMINARY DR 10797 2/12/16 DM DM
REV. CHANGE DESCRWTION I DATE JORAYMI APPP-
55/
Shredding Systems, Inc.
-47
9tii0 SW Fiwrran OYaN
MAm"ft OB 97070-9taa m
(scu)sat-sau rAr(505)6at-1704
wre srly,b#p.11www.ssiwoHd.com
THIS PMT CONTANS CONMENTIAl NrORMAIXN w CH 13 me PROPUM Oi.
"EMM 9MMM H0. ITY AOCVTNO IM MO NANON,THE 8WOMFA AA®THAT
IT NLL NOT MEUSM FOR ANY FMROE OTHFA THAN TMAT FOR**W IT 17 LONM
SNOHOMISH - NORTH COUNTY
COMPACTOR BAY AND YARD
WLIU T I GATE DRA*N Bt ]l:l1LE ILT 7YYE
2/12/16 D Mlller 1/4" -b
DRAMING WMBER SHEET REV.
80-4389-D 1of5 0
59'-6" I
EXISTING ASPHALT YARD
FRONT OF TRANSFER STATION BUILDING
j
12'
30'-6" _10' 23'-0" 10'
24" DEEP PAD UNDER COMPACTOR PEDESTALS
EXISTING 2500SPH COMPACTOR
MOVED TO NEW POSITION
27'-2"
Um
ofEXISTING SUMP/DRAIN
EXISTING ASPHALT YARD
33'-6"
26' 161'
102'
LL
TRAM/CONTAINER
I O O O LEVEL TRUCK TRAILER LOADING AREA
NOTES:
1) POUR 10" CONCRETE SLAB OVER ENTIRE DEMO AREA 0 PREUMINARY DR 10797 2/12/16 DM DM
USE #6 REBAR ® 12" O.C. BOTH DIRECTIONS TOP AND BOTTOM
REV. CHANGE DESCRIPTION I DATE IDRAWMI AM.
2) POUR 24" CONCRETE SLAB UNDER PEDESTAL LOCATIONS SSI Shredding Systems, Inc.
USE #8 REBAR ® 12" O.C. BOTH DIRECTIONS IN PEDESTAL AREAS TOP AND BOTTOM 9760 sw rnw"on aA.
3 USE 4000 PSI CONCRETE 3000 PSI 7 DAYS (SW)W av 97070-91) -
(scuff�-sau rA,r(scuff set-7mr
FOR MOVE/PLACEMENT OF COMPACTOR) PHASE FOUR we s/7r.hHp.//www.ssiworfd.com
rnn v r CC"TNNS COWIDMnw IWo AT A,O 10 M MoVYAr a"
4) USE EXISTING CRUSHED ROCK UNDER DEMO MATERIAL 946MOM SYSTEMS.W_ MY ACCEPiNO TM IFaN TIE 01wAT10K T 01Mm AglF9 THAT
ADD NEW CRUSHED ROCK TO MAINTAIN 6" —12" UNDER SLAB
� ) POUR CONCRETE SLAB I ^ p �N DEMO AREA SNOHOMSH - NORTH COUNTY IT Wu Tar 9E ugn FOR ANY aMwoeE OTHM THAN THAT FM Woo IT IS LOAMM
5) USE ACI 18, 2011 OR LATEST EDITION FOR CONCRETE SPECIFICATION SLOPE TO EXISTING GRADE AND SUMP/DRAINS COMPACTOR BAY AND YARD
6) USE MAXIMUM 3" SLUMP OFJC4,i I LIKE DRAM'By SCALE
I/4" = 1'-0"iT I-49MCME
2/12/15 D Miller 7) BRUSH FINISH FOR NON—SKID SURFACE
DFiAWINC NUMBER SHEET REV.
�} � 80-4-389—D 5of5 0
59'-6" I 102'
EXISTING ASPHALT YARD
EXISTING RETAINING CURB
FRONT OF TRANSFER STATION BUILDING EXISTING CONCRETE PAD
EXISTING 2500SPH COMPACTOR
— _ — 1 1
ILA. I
12
I �
27'-2"
EXISTING SUMP/DRAIN
EXISTING ASPHALT YARD
33'-6"
26' 161'
PHASE 0 N E 0 PRELIMINARY DR 10797 2/12/16 DM DM
REV. CiIANG£DE&CRtPn ON I DATE IDRAYMI APPR.
1 ) REMOVE 4500 COMPACTOR 551 Shredding Systems, Inc.
9760 SW FiErnwn GYM
2) DEMO/REMOVE CONCRETE AND ASPHALT / mv-s � ra
wFe sirr.-hfp.11www.ssiworfd.com
(LEAVE SUMP/DRAINS) TiS PRINT CONTNMS COIIFIOENTAL. OPoIATON 011CH IS THE PROPEFIV a SM
OfEOOMO SYSTEIM MC BY ACMPW TM OMMATION,THE 90I00IE71 WW MAT
IT W L NOT BEUUSM FOR ANY PLff-M OTNEA MAN THAT FOI*#M IT M LOAMM
3) REMOVE RETAINING CURBING AT REAR OF BAY SNOHOMISH - NORTH COUNTY
COMPACTOR BAY AND YARD
TRJ4T11 DATE UfIAT- FJT SCALE TLT LY!
2/12/16 D Miller 1/4" = 1'-0' 1-011
DRANING NUMBER SHEET REV.
80-4389—D 2of5 0
59'-6" I 102'
EXISTING ASPHALT YARD
FRONT OF TRANSFER STATION BUILDING EXISTING CONCRETE PAD
EXISTING 2500SPH COMPACTOR
12'
jig
_ 1
30'-6" —10'— 23'-0" —10'— - --—
27'-2"
12'
w x
O24" DEEP PAD UNDER COMPACTOR PEDESTALS EXISTING ASPHALT YARD
33'-6"
26' 161'
102'
TRAM/CONTAINER
",rim
l + LEVEL TRUCK TRAILER LOADING AREA
1 O O O
NOTES:
0 PRELIMINARY DR 10797 :i:/12/I6 DM DM
1) POUR 10" CONCRETE SLAB OVER ENTIRE DEMO AREA Rev. CHANCE CESCRPnBN BATE DRAWN AI°PR.
USE #6 REBAR ® 12" O.C. BOTH DIRECTIONS TOP AND BOTTOM Air SS/ Shredding Systems, Inc.
2) POUR 24" CONCRETE SLAB UNDER PEDESTAL LOCATIONS Mbv sw FOR S7 0-92
Mr�OnNllk oB 9m�o-sses 15A
USE #8 REBAR 0 12" O.C. BOTH DIRECTIONS IN PEDESTAL AREAS TOP AND BOTTOM ,--- --- -;w rAr(xv)&V-fnx
3) USE 4000 PSI CONCRETE (3000 PSI 7 DAYS PHASE TWO L IN RMATstm.hHp:/H 19 THE PROPERTY
OF S
FOR MOVE/PLACEMENT OF COMPACTOR) Tms UM CONTAINS CwROErmu NiORYAl10N wxa is THE vROnERTr ov ss
awnoNc sYs1o18 wa BY AOCgq 0 THIS wOwAIM,THE B=WM AMM THAT
IT Wu NOT N Uam FOR MY PtINI M OTHER THAN THAT FOR MTACR IT n wANm.
4) USE EXISTING CRUSHED ROCK UNDER DEMO MATERIAL 1 ) POUR CONCRETE SLAB IN DEMO AREA SN OH OM I SH - NORTH COUNTY
ADD NEW CRUSHED ROCK TO MAINTAIN 6" -12" UNDER SLAB COMPACTOR BAY AND YARD
5) USE ACI 18, 2011 OR LATEST EDITION FOR CONCRETE SPECIFICATION SLOPE TO EXISTING GRADE AND SUMP/DRAINS UHT DATE DRAWN BY SCAIF mTr
6) USE MAXIMUM 3" SLUMP 2/12/16 D Miller /a' = 1'-0' 1-+e
DRANINC NUMBER SHEET I REV.
0 EE1 80-4389-D 3of5 0
59'-6"
EXISTING ASPHALT YARD
FRONT OF TRANSFER STATION BUILDING
j
15'-6"
161'
EXISTING 2500SPH COMPACTOR
MOVED TO NEW POSITION 27•-2"
t 1 i
EXISTING SUMP/DRAIN
EXISTING ASPHALT YARD
33'-6"
26' 161'
PHASE THREE 0 PRELIMINARY DR 10797 2/12/16 DM DM
REV. CHANCE DMMPTION I DAME )DRAWMI APPR.
1 ) MOVE 2500 COMPACTOR TO NEW POSITION E��
SSt Shredding Systems, Inc.
9760 SW Frowwn Lift
2) DEMO/REMOVE CONCRETE AND ASPHALTitumvift(Win"mm-9 � �ra
ora-VM-hltp.71"(1 .ssiJvadd.com
T33 PRNT CONTAIN3 CONFOOTIAL NPOIOJATION YHCH 13 THE PRO►VIITY OF 91
24%MDW 3Y3T i&N 3Y AOSPTYIO THS PWWWAMN.ME e01310NA AO®MAT
IT W.I.40T 41E V="ANY PVJW03C OTHER MAN MAT RJI t CH IT 13 lDAlFD.
SNOHOMISH - NORTH COUNTY
COMPACTOR BAY AND YARD
vwjwT I DATE WAM BY SCALE R.T 31'MF
2/12/16 D Miller 1/4' = 1'-0' l-a
DRAWING NUNBO SHEET I REV.
�} 80-4389—D 4of5 0
Permit#: 1111
Permit Date: 08/04/16
Permit Type: COMMERCIAL ALTERATION
Project Name: North Area Recycling and Transfer Station
Applicant Name: SSI Shredding Systems Inc.
Applicant Address: 9760 S.W. Freeman Drive
Applicant, City, State, Zip: Wilsonville, OR 97070
Contact: Michael Smith
Phone: 425-388-7519
Email: michael.smith@snoco.org
Scope of Work: Remove and replace concrete foundation for equipment
Valuation: 244000.00
Square Feet: 0
Number of Stories: 0
Construction Type:
Occupancy Group:
ID Code:
Permit Issued: 08/05/2016
Permit Expires: 02/05/2017
Form Permit Type:
Status: COMPLETE
Assigned To: Kristin Foster
Property
Parcel# Address Legal Description Owner Name Owner Phone Zoning
00746300001500 19600 63RD AVE NE SNOHOMISH CO 485 Solid Waste
PROP MGMT Disposal
Contractors
Contractor Primary Contact Phone Address Contractor Type License License#
SSI Shredding Systems, 9760 S.W. CONSTRUCTION Labor and SSISHSS890LG
Inc Robert Currier Freeman Drive CONTRACTOR Industries
Plan Reviews
Date Review Type Description Assigned To Review Status
08/04/2016 Commercial Other BUILDING
Fees
Fee Description Notes Amount
Building Permit Table 4-1 $2,503.07
Building Plan Review Table 4-2 $1,627.00
State Surcharge- 1st DU Residential- 1st Unit $4.50
Total $4,134.57
Attached Letters
Date Letter Description
08/05/2016 Building Permit
Payments
Date Paid By Description Payment Type Accepted By Amount
08/09/2016 Keith Kropf 60781711 cc $4,134.57
Outstanding Balance $0.00
Uploaded Files
Date File Name
08/09/2016 1776962-1111 Issued Permit.pdf
08/04/2016 1771366-1111 Transfer Station Application.pdf
08/04/2016 1771367-1111 Transfer Station Sturctual Calcs.pddf