HomeMy WebLinkAboutPermit M17-0023 - WESTERN FOODS - FREEZER AND COOLERWESTERN FOODS
641 INDUSTRY DR
M17-0023
Parcel No:
Address:
Project Name:
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.gov
MECHANICAL PERMIT
2523049008 Permit Number: M17-0023
641 INDUSTRY DR
WESTERN FOODS
Issue Date: 4/7/2017
Permit Expires On: 10/4/2017
Owner:
Name:
Address:
NCWP ANDOVER EXECUTIVE PARK
810 NW MARSHALLS ST #300 ,
PORTLAND, WA, 97209
Contact Person:
Name: ROBERT FERGUSON
Address:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
6119 162ND ST E , PUYALLUP, WA,
98375
THERMAL EQUIPMENT INC
6119 162 ST E , PUYALLUP, WA, 98375
THERME1020KL
111
Phone: (253) 732-2808
Phone: (253) 531-7737
Expiration Date: 8/8/2018
DESCRIPTION OF WORK:
SUPPLY AND INSTALL FREEZER AND COOLER
Valuation of Work: $38,650.00
Type of Work: NEW
Fuel type: ELECT
Fees Collected: $717.18
Electrical Service Provided by: PUGEST SOUND ENERGY
Water District: TUKWILA
Sewer District: TUKWILA
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
International Fuel Gas Code:
Permit Center Authorized Signature:
2015
2015
2015
2015
2015
National Electrical Code:
WA Cities Electrical Code:
WAC 296-46B:
WA State Energy Code:
b
2014
2014
2014
2015
Date:
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting
state orloca
developme
Signature:
his permit does not presume to give authority to violate or cancel the provisions of any other
s regulating construction or the performance of work. I am authorized to sign and obtain this
mit,�nd at� he conditions attached to this permit.
II' �s
Print Name:
Date:
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
4: Fire protection systems shall be maintained in accordance with the original installation standards for that
system. Required systems shall be extended, altered or augmented as necessary to maintain and continue
protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems
shall be done in accordance with applicable standards. (IFC 901.4)(EXTEND SPRINKLER PROTECTION TO
WALK-IN COOLER/FREEZER.)
2: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)
1: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department
review and approval of drawings prior to installation or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory
Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire
Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence
without approved drawings. (City Ordinance No. 2436).
3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
5: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
6: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention
Bureau at (206)575-4407.
7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an
approval of, any violation of any of the provisions of the building code or of any other ordinances of the City
of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other
ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction
documents and other data shall not prevent the Building Official from requiring the correction of errors in
the construction documents and other data.
8: ***MECHANICAL PERMIT CONDITIONS***
9: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center (206/431-3670).
10: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
11: Manufacturers installation instructions shall be available on the job site at the time of inspection.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1400 FIRE FINAL
1800 MECHANICAL FINAL
0705 REFRIGERATION EQUIP
0701 ROUGH -IN MECHANICAL
CITY OF TUIOT ILA
Community Development Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
Mechanical Permit No. IV `t1' 00i92
Project No.
Date Application Accepted: 1
Date Application Expires: \ii M
(For office use only)
MECHANICAL PERMIT APPLICATION
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
**please print**
SITE LOCATION
King Co Assessor's Tax No.:
. � (
Site Address:(91t5TR sb,j
� _ `° ��� Suite Number:
New Tenant:
Tenant Name: ►. tom, koop siEw
PROPERTY
(OWNER ,�
Name: NI C� V > /�� ' } IEC iri ARK
Address:gib 4it. h iliAlis , 11 300
g
Cit c( �i�h+ ok `State: 9,�L.J, ''1
CONTACT PERSON — person receiving all project
communication
Name: 4 1
�� \
' &
Address: bin l cL
'MIS
City..p A.f
IN
Ate,: ia,,icr1
Phone: S3v 13r7
Fax: tj fia
` •
-,,...74,4 i eliT.
Floor:
Yes E.. No
MECHANICAL CONTRACTOR INFORMATION
Company • e
Address: (kit o r; 2,
f
IN-ls
Cit
t e
` •
Phone.
Fax:
Ni irpo
Contr Reg Nrit pspinc
Exp Date:12._ fl„„ VI
Tukwila Business License No.:
Valuation of project (contractor's bid .rice): $ 3NGSbdb
Describe the scope of work idetail: _ 0 t
Also tN l\ (+ I j 3'' 20 v',' C.,v- 1
Use:
Residential:
Commercial:
Fuel Type: Electric
New ❑ Replacement ❑
New Replacement ❑
Gas ❑
Other:
H:\Applications\Forms-Applications On Line\2016 Applications\Mechanical Permit Application Revised 1-4-16.docx
Revised: January 2016
bh
Page 1 of 2
Indicate type of mechanical work being installed and the quantity below:
Unit. Type
Qty
Furnace <100k btu
Residential, Nighttime
Furnace >100k btu
Industrial
Floor furnace
55 dB(A)
Suspended/wall/floor
mounted heater
57 dB(A)
Appliance vent
Commercial
Repair or addition to
heat/refrig/cooling
system
47 dB(A)
Air handling unit
65 dB(A)
<10,000 cfm
1 60 dB(A)
Unit Type
Qty
Air handling unit
Residential, Nighttime
>10,000 cfm
Industrial
Evaporator cooler
55 dB(A)
Ventilation fan
connected to single duct
57 dB(A)
Ventilation system
Commercial
Hood and duct
47 dB(A)
Incinerator — domestic
65 dB(A)
Incinerator —
comm/industrial
1 60 dB(A)
Unit Type
Qty
Fire damper
Residential, Nighttime
Diffuser
Industrial
Thermostat
55 dB(A)
Wood/gas stove
57 dB(A)
Emergency generator
Commercial
Other mechanical
equipment
47 dB(A)
60 dB(A)
65 dB(A)
Boiler/Compressor
Qty
0-3 hp/100,000 btu
3-15 hp/500,000 btu
15-30 hp/1,000,000 btu
30-50 hp/1,750,000 btu'
50+ hp/1,750,000 btu
Noise:
Mechanical units need to be in compliance with the Tukwila Noise Code. Maximum permissible sound levels are based on from where the sound is
created and where the sound is heard. Additionally, if sound can be heard from within a house at night in a residential zone it may not be allowed.
For more details, see TMC 8.22
*Daytim
District of Sound
Producing Source
District of Receiving Property
; Residential, Daytime*
Residential, Nighttime
Commercial
Industrial
Residential
55 dB(A)
45 dB(A)
57 dB(A)
60 dB(A)
Commercial
57 dB(A)
47 dB(A)
60 dB(A)
65 dB(A)
Industrial
1 60 dB(A)
50 dB(A)
65 dB(A)
70 dB(A)
A few sounds are exempt from the noise code, including:
• Warning devices;
• Construction and property maintenance during the daytime hours (7am-10pm);
• Testing of backup generators during the day.
PERMIT APPLICATION NOTES -
Value of construction — in all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the permit center to comply with current fee schedules.
Expiration of plan review — applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The building official may grant one extension of time for additional periods not to exceed 90 days each. The extension shall be requested in writing
and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
I HEREB CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY 11 r' PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDIN tcti: R A THORIZED AGENT:
Signature 1i1if
Date: 1/17 401'1
Print Na mac— , C) .�W
Mailing Address: I t 10.'4 St •
H:\Applications\Forms-Applications On Line\2016 Applications\Mechanical Permit Application Revised 1-4-16.docx
Revised: January 2016
bh
Day Telephone: 4-3 " 531-'7931
Pu LT (jState citi3 y
CityZip
Page 2 of 2
Cash Register Receipt
City of Tukwila
DESCRIPTIONS
PermitTRAK
ACCOUNT I QUANTITY
PAID
$717.18
M17-0023 Address: 641 INDUSTRY DR
Apn: 2523049008
$717.18
MECHANICAL
$689.60
PERMIT ISSUANCE BASE FEE
R000.322.100.00.00
0.00
$33.15
PERMIT FEE
R000.322.100.00.00
0.00
$518.53
PLAN CHECK FEE
R000.322.102.00.00
0.00
$137.92
TECHNOLOGY FEE
$27.58
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R10849
R000.322.900.04.00 0.00
$27.58
$717.18
Date Paid: Friday, February 17, 2017
Paid By: THERMAL EQUIPMENT
Pay Method: CHECK 10382
Printed: Friday, February 17, 2017 11:49 AM 1 of 1
CSYSTEMS
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
nil I7 -o i3
Project:
i off-�Z ( Io.�)S _
TyyRe. of Inspection:
/� � !' Icot'z, 1i4L
Address:
6L) 1 )4,00s-ney 'iv
Date Called:
Special Instructions:
Date Wanted:
Ef 2/ l ?
a.m
P.m.
Requesteer:B __l,/
Phone No: p C 3'
z`5- ` 744 ^ j`-rl
D
Approved per applicable codes. Corrections required prior to approval..
COMMENTS:
Inspector: /
Date: q JZfr „7
REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
/Ili -eon
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
I L N,r lic
Type of inspection:
y�
reeU A-/� /rfi
6)C141,
Address:
64 I bubosi y be
Date Called:
Special Instructions:
Date Wanted:
4
V /7
-m.
P.m.
Requester:
1
Phone No:
Approved per applicable codes. L Corrections required prior to approval.
COMMENTS:
Inspector:/
411.1.
Date: zitizt47
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
/iES--egi1/41
r
Type of Inspection:
41&)4,11a) ) CAL
i L
Addre s:
64/ % Feq
1)1Z
Date Called:
Special Instructions:
Date Wante>d�: 9
`Z /�
/ %
a.m
p.m.
Requester:
Phone No:
Approved per applicable codes. ITZ Corrections required prior to approval.
COMMENTS:
LieMbete iCie Pee), 466T)
.rrec bid atteitaLt
7
REINSPECTION FEE REQUIRED. Prior to next inspeftion. fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
0003
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
l a te-
al)s
Tyjge of Inspection:
JG - - "Ai yneoilAiJKAL.
Ad, ress:
/ bohy5-nev
bit
Date Called:
Special64
Instructions:
Date Wante :
z/ rKj/7
4S.
Requeste
Phone. No:
EDApproved per applicable codes. Corrections required prior to approval.
COMMENTS:
ggc A -r' �'S eh
Tr, aor
Inspector:
D47.41
Date: i 347
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION NO.
INSPECTION RECORD
Retain a copy with permit
file 1-rj3
PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Pro�' cJt:
Gil eST x -b _
Type of Inspection:
k -M,16- ,4rIcAJ -
F P
Address:
Ell 1MbL6nY
Date Called:
Special Instructions:
Date Wanted:
4
%Z /-7
p.
Requester:
Phone No:
Approved per applicable codes. Corrections required prior to approval.
COMMENTS:
Inspector: /1
bitim
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy With permit
Aft
PERMIT NUMBERS
CITY OF TUKWILA FIRE DEPARTMENT
206-575-4407
Project:
E37 2i Foc e< hIfT Z-cZ
Address:
Suite #: hOl ( /972 q
Type of���ion:
Contact Person:
Special Instructions:
Phone No.:
Approved per applicable codes.
red prior to approval.
COMMENTS:
Sprinklers: N0
Fire Alarm: /WO /14.0)..i / Tv I
Hood & Duct: y -e
Monitor:
y 6-5
Pre -Fire: /llE'7i) C=am
Permits:
Occupancy Type: F- /
/71U'57---- /1
';--- f 2-e S /i•J
Al/; 1 -'t -7-C (1/>
rl/z-t 4E. Te LTC
06--v( 6_67 S.
` F/ /2 t
Til2a Fflt U is
,02E7((2-6-18
,---i
(2 A. op.
..(se---
"cfpiiin/ei
Needs Shift Inspection: t $
Sprinklers: N0
Fire Alarm: /WO /14.0)..i / Tv I
Hood & Duct: y -e
Monitor:
y 6-5
Pre -Fire: /llE'7i) C=am
Permits:
Occupancy Type: F- /
Inspector: - s 4
Date: 4-(i
Hrs.:
$100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Billing Address
Attn:
Address:
Company Name:
City:
State:
Word/Inspection Record Form.Doc
3/14/14
Zip:
T.F.D. Form F.P. 113
Error!Reference source not found.
, Thermal Supply Inc
717 S LANDER
SEATRE, WA 98134
Ph: 253-405-9935
Fax:
Email: tnunamacher@thermalsupply.com
QUOTATION/PROPOSAL: 20170120084129;0
DATE: 1/20/2017
SUBMITTED BY: Tom Nunamacher
CUSTOMER:
ITEM MODEL/PART NO. DESCRIPTION
PROJECT/JOB:
QTY
UNIT PRICE TOTAL PRICE
EACH
1.0 HRP
1.1 iZT055L6C
R407C
INCLUDED>
1.2 LCE6160SB
INCLUDED
INCLUDED
Split System
1ZT055L6C-1 LCE6160BB
13345 BTUH @ 8.5°F TD with 16.1
hr runtime @ 95°F Ambient / -10°F
Room Temp / Oft Altitude
Scroll Air-cooled Condensing Unit
R407C (208-230/3/60)
Defrost Controls: Defrost Kit with 2
Contactors
Low Profile Electric Defrost Walk-in
Unit. Cooter (208-230/1/60)
Coil: TXV and LLSV
Thermostat: White Rogers
Item Total:
0
1
$ 0.00 $ 0.00
REVIEWED FOR
CODE COMPLIANCE_
APPROVED
APR 0 4 2017
Cityof Tukwila
BUILDING DIVISION
Quote. Total
RECEIVED
CITY OF TUKWILA
FEB 17 2017
PERMIT CENTER
TERMS & CONDITIONS:
• Prices are in USD -US. Dollar
• Prices are valid until 2/19/2017
• Does not include any applicable local, state or federal taxes
• Freight Terms: FOB
• Payment Terms: Prevailing Terms
NOTES:
Page 1 of 8
Error! Reference source not found. Thermal Supply Inc
717 S LANDER
SEATTLE, WA 98134
Ph: 253-405-9935
Fax:
Email: tnunamacher@thermalsupply.com.
Room Cooling Load Estimate
QUOTATION/PROPOSAL: 20170120084129;0 Item No: 1 SUBMITTED BY: Tom Nunamacher
DATE: 1/20/2017
CUSTOMER:
PROJECT/JOB
ROOM DATA:
3555 BTUH
Room Temp: -10°F DB @ 90% RH
Dimensions: 20 ft long X 10 ft wide X 10 ft high
Ceiling:
Floor:
Wall 1:
Wall2:
Wall 3:
Wall 4:
#4
##1
#3
#2
Ambient Temp: 95°F DB
Temperature:
Insulation:
Thickness:
K -Value:
R -Value:
Surface:
115°F
Foam -in -Place
5 in
0.12
41.67
200 ft2
55°F
Foam -in -Place
5 in
0.12
41.67
200 ft2
95°F
Foam -in -Place
5 in
0.12
41.67
200 ft2
95°F
Foam -in -Place
5 in
0.12
41.67
100 ft2
95°F
Foam -in -Place
5 in
0.12
41.67
200 ft2
95°F
Foam -in -Place
5 in
0.12
41.67
100 ft2
INFILTRATION DATA:
5988 BTUH
Door 1:
Qty:
Size/Type:
Entering Air:
Opening:
Time:
Curtain Factor:
1
7 ft x 5 ft
95°F @ 50.00% RH
1
0.56
0
PRODUCT DATA:
550 BTUH
Type:
Max Load:
Final Temp:
Ent. Temp:
Inventory:
MISCELLANEOUS
2000 lbs
-10°F
0°F
0 lbs
Freeze Point:
Load Time: 24 hours SpHt Above Frz:
SpHt Below Frz:
Pulldown Time: 24 hours Lat. Ht. Fusion:
Ht. of Respiration:
29°F
0.9 BTUH/Ib/°F
0.45 BTUH/Ib/°F
115 BTUH/lb
0 BTUH/Ib
MISCELLANEOUS DATA:
1869 BTUH
Motors: 0.2 Equiv. HP
Lighting: 1 Watts/ft2
Occupancy: 0.08 People
Forklift:
Other:
Other:
0
0 BTUH
Page 2 of 8
Error! Reference source not found'. Thermal Supply Inc.
717 S LAN DER
SEATTLE, WA 98134
Ph: 253-405-9935
Fax:
Email: tnunamacher@thermalsupply.com
CALCULATION RESULTS
WALL LOAD: 3555 BTUH 29.72%
AIR LOAD: 5988 BTUH 50.06% tTOTAL LOAD: 11962 BTUH
PRODUCT LOAD: 550 BTUH 4.6% RUNTIME: 18 hours
MISCELLANEOUS LOAD: 1869 BTUH 15.62%
t Calculated load is based on pulldown data as provided by user, it is the responsibility of the user to ensure appropriate product packaging and
air flow conditions prevail to allow product pulldown temperature within this time period.
$ The TOTAL LOAD indudes a contingency safety factor of 10% to cover the possibility of unforeseen high load conditions, excessive ambient
temperatures, unexpected increases of business, or, product packaging changes.
Page 3 of 8
A Brand of Heatcraft Refrigeration Products
2175 West Park Place Boulevard
Stone Mountain, GA 30087
800.537.7775
www.larkinproducts.com
LZT055L6C
Scroll
Air-cooled
Project:
QUOTATION: 20170120084129;0 Item No: 1
Location: ,
Submitted by: Tom Nunamacher
Customer:
DATE: 1/20/2017
Identity #:
Tag:
® For Record By:
0 For Approval Date:
PHYSICAL & ELECTRICAL DATA
REFRIGERANT
COMPRESSOR
CONNECTIONS
(inches)
RECEIVER
CAPACITY
(90%)
NET
WEIGHT
SOUND
DATA
ALTITUDE
AMBIENT
TEMP
RIA
Model No.
HP
Liquid
Suction
Air
Elec.
Air
Elec.
Amps
R407C
ZF15K4E
5
1/ 2
11/8
20
356
74
0
95°F
POWER SUPPLY
COMPRESSOR
FAN MOTOR
MCAt
MOP#
Evap. Fan
Defrost Heater
Volts / Ph / Hz
RIA
LRA
QTY
HP
FLA
Air
Elec.
Air
Elec.
Amps
Amps
208-230/3/60
19.2
123
1
1/3
3.5
28
40
45
50
10
30
tMCA=Minimum Circuit Ampadty
tMOP = Maximum Overcurrent Protection
Page 4 of 8
DIMENSIONS (inches)
A
B
L
C
N
P
D
R
E
S
F
1/
G
3
H
4
J
30 1/4
42
1/
2
29
3/
4
2
1/16
2
5/
8
4
9/16
2
9/16
23
1/
8
43
Page 4 of 8
DIMENSIONS (inches)
K
L
M
N
P
R
S
3
1/
4
3
13/16
4
15/16
5 1/ 4
1 15/16
2
1/
4
3
11/16
Page 4 of 8
A Brand of Heatcraft Refrigeration Products
2175 West Park Place Boulevard
Stone Mountain, GA 30087
800.537.7775
wwwiarkinproducts.com
LZT055L6C
Scroll
Air-cooled
Project:
QUOTATION: 20170120084129;0 Item No: 1
Location: ,
Submitted by: Tom Nunamacher
Customer:
DATE: 1/20/2017
Identity #:
Tag:
® For Record
O For Approval
By:
Date:
CAPACITY (BTUH)
40 °F SST
35°F SST
30 °F SST
25 "F SST
20 °F SST
15 °F SST
10°F SST
0
0
0
0
0
0
0
CAPACITY (BTUH)
5 °F SST
0 °F SST
-5 °F SST
-10 °F SST
-15 °F SST
-20 °F SST
-25 °F SST
0
21630
19400
17270
15310
13510
11900
CAPACITY (BTUH)
-30 °F SST
-35 °F SST
-40 °F SST
10520
9400
8570
SST = Saturated Suction Temperature
STANDARD FEATURES
Cabinet & Construction
• Painted steel cabinets
• Heavy duty steel raised base with 1-1/2" legs
• Suction service valves for hermetic and scroll compressors
located outside the cabinet
• Semi -hermetic compressor models have a suction valve on the
compressor and an access fitting on the suction line entering the
cabinet
• Receiver with fusible plug, liquid shutoff valve and charging port
• Large electrical panel
• Prefabricated wiring harnesses
• Piping is pre-bent to eliminate Teaks
Coil:
• Microchannel coil technology (not including 1-1/2 through 3 HP
semi -hermetic models but induding 29M2 models)
• Selected scroll models use optimized RTPF coils for high ambient
and/or low suction temperatures when using,R-44A/449A.
• Completely leak tested in a helium environment
• Liquid Drier/Sight Glass on 005-025/027-060 L6, ZF Scroll
Compressor
• Hermetic, semi -hermetic and scroll.
• R -404A/507, R-407A/407C/R407F, and scroll R-448A/449A
available for both medium and low temperature applications
• Spring -mounted compressors with vibration eliminators on all 1-
1/2 to 6 HP semi -hermetic compressors; 1/2 to 1 HP compressors
are rigid mounted and have a discharge loop
• Discharge service valves
• Bump tested and allowed to cyde off on the high and low
pressure control
• Encapsulated, auto -reset, high and low pressure controls
(adjustable low pressure control on low temperature models)
Fan Motors:
• Rated for 50 and 60 cycle application
• Standard PSC or optional Variable Speed EC (VSEC) with Orbus""
Controller
• Fan guards and wiring conduit on indoor models
• Specifically matched fans with motor and coil
Page 5 of 8
A Brand of Heatcraft Refrigeration Products
2175 West Park Place Boulevard
Stone Mountain, GA 30087
800.537.7775
www.larkinproducts.com
LZT055L6C
Scroll
Air-cooled
Project:
QUOTATION: 20170120084129 Item No: 1
Location: ,
Submitted by: Tom Nunamacher
Customer:
DATE: 1/20/2017
Identity #:
Tag:
Mounted Options:
® For Record By:
O For Approval Date:
OPTIONS
® Defrost Controls: Defrost Kit with 2 Contactors
Ship Loose Options:
None
MINIMUM UNIT CLEARANCES
Walls or Obstructions for Horizontal Air Flow
unci width
Multiple Units with Horizontal Air Flow
AIR FLOW AIR FLOW
w•
MIN.
W MIN. W' MIN.
N. N'%.\\\\\\\\\\\\\\\\\\\\\
Page 6 of 8
A Brand of Heatcraft Refrigeration Products
2175 West Park Place Boulevard
Stone Mountain, GA 30087
800.537.7775
www.larkinproducts.com
LCE6160BB
Low Profile
Walk-in
Project:
QUOTATION: 20170120084129;0 Item No: 1
Location: ,
Submitted by: Tom Nunamacher
Customer:
DATE: 1/20/2017
Identity #:
Tag:
E For Record By:
0 For Approval Date:
PHYSICAL & ELECTRICAL DATA
DEFROST
TYPE
AIR
FLOW
VOLTAGE
CAPACITY
RATING
TD
RATING
SST
Approx. NET
WEIGHT
ALTITUDE
Electric
2600
208-15680
230/1/60
DRAIN
10
-22
81
0
FANS
HEATERS
CONNECTIONS (inches)
QTY
FLA
MOTOR TYPE
BLADE
AMPS
WATTS
INLET
OUTLET
DRAIN
4
2
PSC
12.0
15.7
3600
1/2
11/8
3/4
DIMENSIONS (inches)
A
B
C
DEF
T
UV
G
HJ
Y
K
L
M
77.50
12.00
14.94
2.88
4.19
1.75
12.38
1.06
3.00
38.75
18.00
13.44
DIMENSIONS (inches)
N
P
R
5
T
UV
X
Y
6.13
65.25
0.00 i
0.00
0.00
0.00
0.00
0.00
0.00
STANDARD FEATURES
Page 7 of 8
A Brand of Heatcraft Refrigeration Products
2175 West Park Place: Boulevard
Stone Mountain, GA 30087
800.537.7775
www.larkinproducts.com
LCE6160BB
Low Profile
Walk-in
Project:
QUOTATION: 20170120084129;0 Item No: 1
Location: ,
Submitted by: Tom Nunamacher
Customer:
DATE: 1/20/2017
Identity #:
Tag:
Cabinet
• Attractive white painted aluminum cabinet
• Front Access to electrical and refrigeration components
• Small, low profile physical cabinet size with optimized interior
space
• The electric& board is front facing for easy access
• Internal panels are isolated for quiet operation
• Liquid line solenoid wire harness factory installed'. for quick
installation
• Pre -drilled holes on the back of the unit for room thermostat and
controls
Drain Pan:
• Drain fitting is located to the back of the unit with larger
diameter
Mounted Options:
For Record By:
0 For Approval Date:
Coil:
• Cross -fin cooling coils with corrugated aluminum fins spaced 6 FPI
& 3/8" OD staggered copper tubes provide optimum heat transfer
and reduce the amount of refrigerant required
• Generous coil surface helps to maintain steady room temperature
and minimize product shrinkage
• Access port on the suction connection allows superheat to be
easily and accurately set
• Coils are dehydrated and sealed at the factory
• Schrader valve on suction header
• Sweat connections to reduce potential for leaks
•
•
OPTIONS
Fan Guards and Motors:
Motors are factory -wired to unit junction box for fast installation
Thermal overload protected motors are resiliently mounted
inside the unit to assure minimum noise level
EC motors (optional) available factory -installed
COCoil: TXV and LLSV
ID Thermostat: White Rogers
Ship Loose Options (by Unit):
None
Ship Loose Options (by System):
None
1 .
11H
PLAN VIEW
PLAN Vi
VIEW Nari+ow
j7//l/II///>I///I ,
One evaporator
MINIMUM UNIT CLEARANCES
NOTE:
H R Total height.
evaporator
coil surface
Two evaporators
Page 8 of 8
`STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK ''T GF
VE
- p'
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
BRIAN J. SIELAFF, P.E.
STRUCTURAL ENGINEERING CALCULATIONS
n FOR
THERMAL EQUIPMENT, INC.
THE CORE GROUP CBX
TUKWIWA, WASHINGTON
TGE PROJECT NO.: TGE17-7828
TGE FIRM NO.: 603490470
CORRETION
LTR#_
DESIGN CRITERIA:
EXPIRES: 5/18/_ZE_1
STRUCTURAL CODE:
SEISMIC PARAMETERS:
SEISMIC DESIGN CATEGORY:
INDOOR INTERNAL PRESSURE:
WALL/CEILING DEAD LOAD:
INDOOR CEILING LIVE LOAD:
0023
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
RECEIVED
CITY OF TUKWILA
MAR 24 2011
CODE COMPLIANCE
APPROVED
APR 0 4 2017
City of Tukwila
SU�I`►'G DIVISION
Ss = 1.443 g
St=0.537g
D
5.0 PSF
5.0 PSF
10.0 PSF
Page 1 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
notARAcKm GROVE
£.. 7+f C I f+ E E
TABLE OF CONTENTS
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
1 PROJECT INFORMATION 3
2 JURISDICTIONAL INFORMATION 4
3 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS 5
4 GENERAL STRUCTURAL NOTES 6
5 SEISMIC ANALYSIS 7
6 STRUCTURAL ENGINEERING CALCULATIONS 13
7 SOFTWARE PRINTOUTS AND DESIGN AIDS 23
7.1 1/4" DIA HILTI KH -EZ PRINTOUTS 23
7.2 ENERCALC 28
8 MATERIAL AND HARDWARE PRINTOUTS 36
8.1 LARR 25197 36
8.2 TRANSVERSE LOAD TEST 39
8.3 NYLON 6/6 40
8.4 LARR 25321 41
8.5 SSMA 46
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 2 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
Tom'
K
GROVE
PROJECT INFORMATION
Tamarack Grove Engineering
TGE Project Number:
Date:
TGE Contact:
TGE Engineer of Record:
Project Client Information:
Company:
Contact:
Address:
Phone:
Email:
Client Logo:
Project Owner Information:
Name:
Address:
APN:
Phone:
Email:
Site Elevation:
Live and Dead Loads
Ceiling Live Load:
Ceiling Dead Loads:
Steel Facing (ASTM -A-646):
Insulation:
Miscellaneous:
TOTAL:
TGE17-7828
3/15/17
Andrew Smith
Brian J. Sielaff, P.E., P. Eng.
Thermal Equipment, Inc.
Rob Ferguson
6119162"d St. E.
Puyallup, WA 98375
(253) 732-2808
thermalpuyallup(a�comcast.net
The Core Group
641 Industry Dr.
Tukwiwa, WA 98188
N/A
N/A
N/A
N/A
to PSF
1.0 PSF (26 GA. — t = 0.02 inch)
1.o PSF
1.0 PSF
3.o PSF
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 3 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK at GROVE
td D i t - .E a•, t 1� r,
2 JURISDICTIONAL INFORMATION
Seismic Design Information:
Seismic Parameters:
Seismic Design Category:
Site coefficient, FA:
Site coefficient, Fv:
Building Site Class:
Analysis Procedure Used:
Basic Seismic -Force -Resisting -System:
Importance Modification Factor, IP:
Amplification Factor, ap:
Response Modification Factor, Rp:
Lateral Pressure Design Information:
Minimum Indoor Lateral Load:
Ss =1.443
Si = 0.537
SDS = 0.962
SM.= o.537
D
9
9
9
9
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
1.000 (IBC Table 1613.33(1))
1.5oo (IBC Table 1613.3.3(2))
D
Equivalent Lateral Force Procedure
for Non -Structural Components
Bearing Wall System — Light Framed
Walls of All Other Materials •
1.0 (ASCE 7-10 13.1.3)
1.o (ASCE 7-10 Table 13.6-1)
2.5 (ASCE 7-10 Table 13.6-1)
5.o PSF
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 4 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
"V GF
)VE.
0
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
3 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS
• CITY OF LOS ANGELES RESEARCH REPORT: RR 25197 FOR NOR -LAKE, INC.
• CITY OF LOS ANGELES RESEARCH REPORT: RR 25321 FOR METECNO-API (KINGSPAN)
• ICC ESR -1143, "KINGSPAN INSULATED PANELS, INC FOR R -SPAN FOAM CORE PANELS (AP 200/300/900, AND
CWP)"
• ICC ESR -1917, "HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL SCREW ANCHORS IN CRACKED AND
UNCRACKED CONCRETE"
• STORK MATERIAL TESTING REPORT, "TRANSVERSE LOADTTEST FOR NOR -LAKE, INC. FREEZER PANELS"
• NYLON 6/6 MATERIAL SPECIFICATIONS
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 5 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK 11GROVE
.EE :W C I R E E t': I N G.
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
4 GENERAL STRUCTURAL NOTES
1. GENERAL STRUCTURAL NOTES:
A. ALL ELEVATIONS AND HEIGHTS GIVEN ARE FROM THE FINISHED FLOOR DATUM ELEVATION, WHICH 15 SET AT o' -o".
B. DO NOT SCALE DRAWINGS, CONTACT AOR OR EOR FOR DIMENSION CLARIFICATIONS PRIOR TO CONSTRUCTION.
C. CONTRACTOR TO VERIFY ALL OPENINGS, BUILDING DIMENSIONS, COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING
OF ANY COOLER BOXES OR CONSTRUCTION.
D. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN
WRITING TO THE STRUCTURAL ENGINEER OF RECORD.
E. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL
PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL
CONFIGURATION.
F. NOTCHING AND/OR CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE
STRUCTURAL ENGINEER OF RECORD.
G. IT IS NECESSARY THAT THE STRUCTURAL DRAWINGS BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS TO HAVE A
COMPLETE SCOPE OF WORK INVOLVED IN THIS PROJECT.
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 6 of 46
•
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK GROVE
E N G I r E E R'.
5 SEISMIC ANALYSIS
'gums Design Maps Detailed Report
ASCE 7-10 Standard (47.4531°N, 122.24741°W)
Site Class D - "Stiff Soil", Risk Category 1/II/III
Section 11.4.1 — Mapped Acceleration Parameters
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and
1,3 (to obtain Si). Maps in the 2010 ASCE-7 Standard are provided for Site Class B.
Adjustments for other Site Classes are made, as needed, in Section 11.4.3.
From Fiaure 22-1,[1] Ss = 1.443 g
From Fiaure 22-2P] S, = 0.537 g
Section 11.4.2 — Site Class
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or
the default has classified the site as Site Class b, based on the site soil properties in
accordance with Chapter 20,
Table 20.3-1 Site Classification
Site Class vs N or N,, s„
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock
2,500 to 5,000 ft/s N/A NIA
C. Very dense soil and soft rock
1,200 to 2,500 ft/s >50 >2,000 psf
D. Stiff SoiI
600 to 1,200 It/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil
<60011/s <15 <1,000 psf
Any profile with more than 10 It of soil having the
characteristics:
• Plasticity index Pr > 20,
• Moisture content w >_ 40%, and
• Undrained shear strength s„ < 500 psf
F. Soils requiring site response
analysis in accordance with Section
21.1
See Section 20.3.1
For SI: lft/s = 0.3048 m/s llb/ftx = 0.0479 kN/m2
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 7 of 46
•
STRUCTURAL ENGINEERING
CALCULATIONS
Thi
t
CK''
I 'F:' E: C R
AVE
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCER)
Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient F.
Site Class Mapped MCE k Spectral Response Acceleration Parameter at Short Period
A
B
C
D
E
F
Ss <_ 0.25 S5 - 0.50 Ss = 0.75 Ss - 1.00 Ss >_ 1.25
0.8 0.8 0.8 0.8 0.8
1.0 1.0 1.0 1.0 1.0
1.2 1.2 1.1 1.0
1.6 1.4
2.5 1.7 1.2
1.0
1.0
0.9 0.9
See Section 11.4.7 of ASCE 7
Note: Use Straight-line interpolation for intermediate values of S5
For Site Class = D and S. = 1.443 g, F. = 1.000
Table 11.9-2: Site Coefficient F;,
Site Class Mapped MCE k Spectral Response Acceleration Parameter at 1-s Period
S, 5 0.10 S, = 0.20 S, = 0.30 S, = 0.40 5, a 0.50
A
B
c
D
E
F
0.8 0.8 0.8 0.8 0.8
1.0 1.0 1.0 1.0 1.0
1.7 1.6 1.5 1.4 1.3
2.4 2.0
1.8 1.6
3.5 3.2 2.8
1.5
2.4 2.4
See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and Si = 0.537 g, F. = 1.500
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 8 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Equation (11.4-1):
SMS=FFS5=1.000x1.443=1.44
Equation (11:4-2): Smf = FOSE = 1.500 x 0.537 = 0.806 'g
Section 11..4,4 — Design Spectral AccelerationParameters.
Equation (11.4-3):
= % Srtis.= % x 1.443 = 0,962
Equation (11,4-4):
SDI =%SMi=%x0.806=0.537g
Section 11.4.5 — Design Response Spectrum
Fronitl figure 22-1.2P1
TL = 6 seconds
Flgure
estgn Response Spectrum
TcTa:S,=%(0.4 *0.6T1Tp)
T„STST.:S,=SG
Ta TaT ::Sp=Sa,1T
T>TL:S,=S,,,TL/Tp
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 9 of 46
4,
STRUCTURAL ENGINEERING
CALCULATIONS
T
LCK
t4 E E R
! r7VE
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum
The MCER Response Spectrum is determined by multiplying the design response spectrum above by
1.5..
P d l'4 tote-)
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 10 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
Project Name: THE CORE GROUP CBX
Location: -UKWIWA, WA
TGE Job Nwmber: TGE17-7828
Section 11.8.3 — Additional Geotechnical Investigation Report Requirements for Seismic Design
Categories p through F
From Figure 22-7 ts1 PGA = 0.594
Equation (18-1) PGAM = FPG.4PGA = 1.000 x 0.594 = 0.594 g
Table 11.8-1: Site Coefficient F
Site
Class
Mapped MCE Geometric Mean Peak Ground Acceleration, PGA
PGA
0.10
PGA =
0.20
PGA = PGA =
0.30 0.40
PGA k
0.50
0,8 0.8 0.8
1.0 1.0 1.0
1.2 1.2 1.1
1,6 1.4
0.8 0,8
1.0 1.0
1.0 1.0
1:2 1.1
2.5 1;7 1.2 0.9
See Section 11.4.7 of ASCE 7
1.0
0.9
Note: Use straight-line interpolation for intermediate values of PGA
For Site Class = 0 and PGA = 0.594 g, Fe„ = 1.000
Section 21.2.1.1 — Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for
Seismic Design)
From Figure_22-17 ts' Ca$ = 0.946
From Fiaure 2.2-18 (61 CR, = 0.930
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 11 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK GROVE
e c• I N e E n I sa
Section 11.6 — Seismic Design Category
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Table 11.6.1 Seismic Design Category Based on Short Perlod Response Acceleration Parameter
VALUE OF Sos
RISK CATEGORY
I or II
III
IV
Sos<0.167g
A
A
A
0.167g<_Sps<0.33g
8
B
C
0.33gii. Sos<O.Sog
C
C
D
0.50gSS.
D
D
D
Far Risk Category and S
g ry = os = 0.952 g, Seismic design Category = o
Table 11.6-2 Seismic Design Category Based on 1-5 Period Response Acceleration Parameter
VALUE OF Son
RISK CATEGORY
I or II
III
IV
S01 < 0.067g
A
A
A
0.0678 So, C 0.1338
B
B
C
0.133g So, < 0.208
C
C
0
0.209 = Son
0
D
D
For Risk Category = I and S;, = 0.537 g, Seismic Design Category = R
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
Seismic Design Category = "the more severe design category in accordance with
Table 11.6-1 or 11.5-2" = D
Note: See .Section 11..6 for alternative approaches to calculating Seismic Design Category.
References
1. Figure 22-1: https://earthquake.usgs.gov/hazards/desIgnmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf
2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf
3. Figure 22-12: https://earthquake.usgs.gov/hazards/desIgnmaps/downloads/pdfs/2014_ASCE-
7_Figure_22-12.pdf
4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf
5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Figure_22-17.pdf
6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2o10_ASCE-
7_Jigure_22-18.pdf
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 12 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TACK IT GROVE
E N 3 I N E E R f N O
6 STRUCTURAL ENGINEERING CALCULATIONS
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
JURSIDICTION INFORMATION
]URISDICTION `
WASHINGTON
STRUCTURAL CODE: 2015 INTERNATIONAL BUILDING CODE
OIC:='1 NG =0
DESIGN CRITERIA
SEISMIC CRITERIA
Sin 0.9.P2
Design Spectral Response for Short Period
Amplification Factor
Response Modification Factor
Importance Modification Factor
Height of Attachment
DESIGN VALUES
LLP,a,el:= 10 Pet
PLpa„Ct== 3 Pi
Pbntcsnnt =5 .pij
Cooler Panel Live Load
Cooler Panel Dead Load
Internal Pressure
ASD LOAD COMBINATIONS (7-10)
LLpan j =13 pef
Load Combination 3: D+(Lr, S, or R)
Lc ;:= 10.8 • DT. , + 0.6 • (—Pindema,) I =1.2 psf Load Combination 7: 0:6D+0.6W (Uplift Pressure)
1 (DESIGN CALCULATIONS: HYBRID COOLER/FREEZER
Width:=.20 ftp Unit Width
Length :=34 f' Unit Length
teiu;,�:=4 *Ai. Unit Ceiling Panel Thickness
ty,;o.=4. sin' Unit WaII Pariel Thickness
.III.. 1.0 ft' Mean Roof Height
I1 :=9.58 f'i;00 Mean Wall Height
TAWARALIGITCNE
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 13 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK GROVE
ENGINEERING
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
2 TYPICAL FREEZER CEILING PANEL
Li_21 ft
Lau:!. --.33 ft,
Tmid.ih=3.83 ft'
LOADS:
: DLcni! := 80 lbf
wdF ,tn 2',iidth•DLf„„,el11.49 pif'
•m /A(rT •—= ti draign_ ding • L' + DL 4:! • L =1053.39 lbf • ft Maximum Moment
9I)d g,i reeling•L ±DLr i=200.6:5 lbf Maximum Shear
'611=Tti$th`5pef=19.•15;1 f1
Alattr °= 8 -2606.79 ft. lbf
trrow •
._—
"1'44d)'u=315.98ibf
Design Length
Corresponding Allowable Span (IGNGSPAN CHART)
Tributary Width of Panel for Evaluation
Load Due to Coil
Governing Load Combination for Ceiling
Allowable Panel, Load (KINGSPAN CHART)
Allowable Moment
Allowable Shear
CHECK: M u,>trt„, =1. VV„, >t,i,;,;;=i
SUMMARY: THERFORE, USE 5" THICK K545 SHADOWLINE PANELS FOR CEILING PER PLAN.
3) TYPICAL COOLER CEILING PANEL
'Tv -km = 3.$3 ftj
LOADS:
'DL;. :.,121 jbf
wdPs%gn_rr'iltng;'Tmridtf&• LC3149.79
Design Length
Corresponding Allowable Span (SMT.- L/240).
Tributary Width of Panel for Evaluation
Load Due to Coil
Goveming Load Combination for Ceiling
wric$ign-xiffng • LE DLrni7 • j
vn,,,ar:=. + =1445.066 lbf • ft Maximum Moment
8 4
14..1= Wdssign�,riti:,y I 2 vi r • • t + 3 D `°'t = 381.19 ib Maximum Shear
2 d_e�rni_eciling evall 4 f
Wall .:=1 widttr` 22 p8f =8-4.26 plf Allowable Panel Load (SMT - L/240)
TAMARACK CIRCHE
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 14 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK r'ir GROVE
E N C I F7 t E R. I' N r3
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
�n1airorr.'=
8
VQ11a,,,: —674.08 Ibf Allowable Shear
M„Ub„i > 711Yr,„T i 1 Vali > 9Syiraar, 7..1
SUMMARY.. THERFORE, USE 4" THICK FOAM PANELS FOR CEILING PER PLAN.
=.2696.32 ft•Lbf Allowable Moment
CHECK:
4) TYPICAL COOLER WALL PANEL
Ji =7.67 ft
Ttridt ,=3.83 ftJ.
LOADS:
14maz =99.53 OfPdcsign_red ng:—
width
rl'aU=1.8paf•65'ft 11.7gif
1Ud design _wolf := 13ittfErne • ryndth= 19.15 Of
4lf;,li::�'39 ppf •a:>•idrr,=149.37 ply
Pdnsignc cling 1Udrsign nwll
Rvnmixned 7.= -!- := 0.98
Pali `1�alr
CHECK: Pnil- p.,=1 I idi> Wfte.iig,t_ur ar
Design Height
Tributary Width of Ceiling on Wall Panel
Total Axial Load From Ceiling
Total Allowable Axial Load (LARR.25197)
Transverse Load on Wall
Total Allowable Transverse Load (CARR 25197)
Combined Axial and Bending Ratio
•cai'abin0i C 1.0'= 1
SUMMARY: THEREFORE THE SUM OF THE RATIOS FOR AXIAL AND TRANSVERSE ARE LESS
THAN OR EQUAL TO 1.0. USE 4" THICK FOAM FRAMED PANELS FOR WALLS PER PLAN,
5) SUSPENDED CEILING CARRYING COOLER PANELS
7raidih=0.5,ft'
Sid U4,.4 d:=5
Tributary Width of Panel on Suspension Line
•
Spadng of T -Bar Suspension
LOADS:
,DLdl,ar„n�,t:=3 •pif; Dead Load of Channel
'wdrs;gn:=3 paf•Tvidth+DLNFmtnnf=34.5 Of Uniform load on Ceiling Support Channel
Trod:=Y/1devig„•Sall_thread=172.5 Ibf Tension Load Acting on Suspended Ceiling Rod
,Lal:=12 ft" Allowable Ceiling Panel Span (KS Series).
T u := 14.4 pef • L„u • Sra d,rrad = 564 ibf Allowable Tension of T -Bar Suspension
TAMARACK
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 15 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
• '.
TAMARACK 11 GROVE
ENGIN Et H t Yl 0
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
ROD SUPPORT (4x6 BEAM)
Lk4,4 8 ft
Length of Beam Supporting T -Bar
Tr„d=1.72.5 Ibf Point Load on Beams
'°Assume worst case loading fir Shear and Moment
a.==05 -ft 18:4 ft Possible Locations
REACTIONS:
463 lb/ Reaction of Point load at 3ft
fR2:=278Reaction of Point load at 3ft
SUMMARY: PER ENERCALCANAYLSIS, THE RODS CAN BE ATTACHED AT ANY POINT ON THE
BE4M
4x14 DFJL BEAM:
16 ft , Length of Beam
Twidth :=$ ft; Tributary Width on Beam
DL„„p=12 paf Assumed Weight of Roof
`LL;,�...20 pat Roof Live Load
,s:= 453 lbf Worst Case Reaction from Rod Support
a.:=3 ft; b:=1-3 ft'; :c =13 ft Assumed Locations of Point Load
VOTE. CONTRACTOR TO VERIFY
?uo:=T„„,tth•AL„ p=96 Of Uniform. Dead Load on Beam
wry:=T,,,,d,,,•LL �1=160 pif Uniform Live Load on Beam
REACTIONS:
RD: - 1777 lbf Dead Load Reaction
Live Load Reaction
*NOTE: BEAM FAILING, THEREFORE IT IS REQUIRED TO ADD A C CHANNEL TO REINFORCE BEAM'
E,C,Od:= 1600000 psi,
,.S P,:=29000000 pal
ti:= Eg``ct =18.13
Err. 1
T
Modulus of E=lasticity for DFJL #2 (2012 NDS)
Modulus of. Elasticity for Steel
Ratio for transformed sections.
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 16 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
,00
•
TAMARACK GROVE
ENGINEER1/40
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
:=102.41 ins
1369.26 psi,
fko:=1125 pSi,
ftv-frd:=fb—Fh,./i =244-26 Pai
= 11685.49 lbf ft
Ek.„11- 5„,,,„„d= 9600.94 ibf • ft
,-1‘1„,„„A= 2084.56 lbf -ft
C3x6 BEAM
T f.; 7
=505.59 ibf
Lbearim
L75ft b.:=3.5-fU
'PER ENERCALC ANALYSIS THE CHANNEL REINFORCEMENT WILL WORK
Section Modulus for Wood Beam (2012 NDS)
Induced Bending Stress (ENIERCALC)
Allowable Bending Stress fOr Wood (ENERCALC)
Stress needed to be carried by steel Beam
Required moment
Moment Capacity of wood beam
Moment needed to be carried by Steel Beam
Length of Beam
Point Load Applied to 3 Equidistant Locations.
Locations:of Point Loads
BOLTED CONNECTION
27 kai
Rvei!:—(D12.1r) FM' —265072 ibf
4
- ,
Ibf
voyitthir'L-893.Thif
:= lliaat (P, v,,,,,,„)= 2071 lbf
CHECK 14„>Vidt= 1
BEARING STRENGTH OF C CHANNEL
.k:=0.5 in
t := 0.356 in
TANAR*Cli '0115VE
Clear. Distance
Thickness of Web
Diameter of Bolt
Nominal Shear Strength of Bolt
ASO Adjustment Factor
Shear Capacity of Bolt
Shear at 4.5 f on Beam
Maximum Shear in Channel
Maximum Shear on Bolt
P,:= 58000 psi. Tensile Strength
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 17 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK IIGFROVE
ENGINEER 0
1.2 • t • f„
Ftm= —6194A lbf
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
2.4 • t
12388-8 Abf
ka„,,,:= min (11„1,F1,2) = 6194.4 lb/ Allowable Bearing Strength.at Bolt Hole
CHECK >V1= .1
5 1/2" x 19 1/2" bF/1. GLULAM:
itt-- 32 .ft
Length of Beam
= Tributary Width on Beam
Assumed Weight of Roof
Roof Live Load
R1=1.2 0.001 ft -2 ' (Ttarith' Ltounet)) = 0.69 Live Load Reduction Factor
Mrovi. RI= 13.76 p8f Reduced Live Lajd
wp== Tuidth • ar.,,f 249 Of Uniform Dead Load on Beam
220.16 Of Uniform Live Load on Beam
REACTIONS:
RD,,r.-4834 tbf Dead Load Reaction
CHECK
DLrard.:=15 psf
Trod< To = 1
Live Load Reaction
SUMMARY; THE ALLOWABLE LOADS ARE GRE4TER THAN THEACTUAL LOADS ON THE ROD.
THEREFORE. USE -7/13" THREADED ROD to SUSPEND cauitta PANELS FROM EXISTING
PRUCTURE PER PLAN. OWNER 10 VERIFY THAT THE EXISTING STRUCTURE CAN RESIST
FORCES IMPOSED BY NEW COOLER BOX.
6 LATERAL FORCE GENERATION
H= 10 ft
A= Length•Width= 680 ft2
4 3 Width.+2. Length= 18 ft
Design Height
Area of Roof
Length of Was
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
"Page 18 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TARAK rfr GROVE
t I E E FE t4
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
LATERAL FORCE GENERATION:
(wt= (A 0f • DL ) ( -i-) .1..„,„„ii • ....; '
0.4.a .Sns..Hit
RI,
p,„,„,:= 1.6 .S.Ds•/„; Wt=6281,48 ibf
Ft„t„:.= 0.3 • Sps ./.0•14,7t 1177.78 ibf
j =max (Fp.,,,,,,F,_„,„in) =1177.18 Zbf
mfrt, p7i = 1177.78_ lbj
F p.Arid ==. 0.7. F,7 824.44 of
—1.12 ; InhP 850Utf
F p_deeign -max (Fp.tmd,F p,presserc)-= 850 Of
(14
IJ
DL = 4081 ibf Total Weight
628.15 ibf .Seismic Lateral Force
-25 Pif
F := — Width • 500 16,f
p_prr,WIAM. 2
:= max (10d1F.c.„) =824.44 IV
F d
P -Of
wd"--
prof
j--2 Width.
SHEAR WALL CALCULATIONS:
width= 20 ft'i Length of Wall Line 1
de.vitree • T nrthjid
f - 8,13 Af
•
.L0=20.
f2 L2
Length of Wall Line 2
WrieA22,1-1 = 21.25 Of
.1=-20 ft
Length of Suspension Line 3
tiori.gtO widtit_3 13.13 of
J 3 L3
Maximum Lateral Seismic Force
Minimum Lateral Seismic Force
Generated Lateral Seismic Force
ASD Lateral Seismic Design Force
Lateral ForCe from Internal Pressure
Lateral Design Force
Distributed Design Load
Lateral Force from Internal Pressure
Lateral Design Forte
Distributed Design. Load
Timdth i= 6:5
In -Plane Force on Wall 1
Tributary Width
Licrt
'11idijath,k.2:"" 17ft Tributary Width
In -Pane Force on Wall 2
Twinik3 =10.5 ft
Tributary Width
In -Plane ForCe.on Suspension 3'
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 19 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK Irr GROVE
t N 0 I T: E E ft t N d
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Width
Ln -10 ft' Length of Wall Line A T dB; ti =_ =10 ft Tributary Width
fA wdr_ciytt 2'viidtlit —41.22 plf In -Plane Force on Wall Line A
LA
1Vidth
L� =13 ft Length of Wall tine B :Tpuit,.l3:= 2 =10 fe' Tributary Width
tod.i.4; i_Y • T widUi_1)
fn:— L =31.71 Of
R
It:= =1.11
9ft
:Fall vntdanc_1''-' 100 pif
CHECK:
In -Plane Force on Wall Line B
Worst Case Shape,Factor Ratio
Allowable In -Plane Shear (LARR 25197)
Fdlt lntuene_�>max(fit ff,fiifp).='i:
$L/MMARY TNERPORE USE 4" THICK NORLAKE FOAM FRAMED WALL PANELS FOR LATFRA4
RESISTANCE PER PLANN,
7) FLOOR TO WALL CONNECTION
T,,,;d,,,=16 ft Tributary Width
H=10 ft
LOADS:
LC7=1.2 psi
Design Height
Uplift Load on Ceiling
p„,t'=LO .Trridth-0.6•H-DLJ1d1e1=1.2 p11
GONIGTIOH TOSV3
Ia: LOQt ST'VLE 7II * WHt
Uplift 'Force on. Floor -Wall Connection (NO UPLIFT)
P:ntct nol = 5' paf Transverse Load oh Wall
p+in14'=.L';,,,,T,tt,l- 2=25. pif Transverse Shear Force on Floor -Wall Connection
f t
inplatm'=2i1a'K (d r ,Ia.,fA'fa) =41.22 pif In -Plane Shear Force on Floor -Wail Connection
max (p,.„„t,finlamu:}=41.22 pif , Governing Shear Force on Floor -Wall Connection
1/4" DIA HILT KH 'EZ:
Stmcladr'= 2 ft
Spacing of Anchor
1J41,j,a,,:=f,,,„,,•Sno,=82.44 ibf Shear Force on Anchor
750 ibf Allowable Shear on Anchor
NOTE: SEE HIL77PROfS REPORT FOR ANCHOR ANALVIS
TAMARACK 'aHOVE
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 20 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK 'r GROVE
ENCINEEFfr tA 0
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
#8 TEK SCREW
=12
ft .48 ibi
96 ptf
7,11.0
:= 29 tbj =29 Plf
S FeCrrill
CHECK v
OM !sr.
fmax<Vll=i
Spacing of Screws
Number of Screws per• Connection
Allowable Shear of Screw
Allowable Tension of Screw
SUMMARY: THE MAXIMUM SHEAR FORCE ON THE CONNECTION IS LESS THAN THE ALLOWABLIE
SHEAR FORCE. THEREFORE. THE WALL -FLOOR CONNECTION IS ACCEPTABLE FOR RESISTING
IMPOSED LOADS.
8 CEILING PANEL TO WALL PANEL CONNECTION
'Tributary Width
ri= 10 ft Design Height
LOADS:.
T.C7L---1.-2 psf Uplift Lciad oh Ceiling
Pitc,rt .1= • Trdiith 7-8 pif
Pi.trrii.i=:5 Psi
Pfratts..:=-P-t.temor
ftwdmic,--z max ,h, ,f/3) 41-22 Pli
fni...t.:= max (pl:t41.1- .fitngelne. 41.22 Plf
CAMLOCK:
iStartii"±24 iw
13 ibf
36.5 plf
-(1" Sewn
134 ibf
T411„. 67 1:11f
#8 TEK SCREW
S tit,-.124rt
,
v 48 lb/
aLLscreto' '10 Pk!
3 .1-- a. 71
apiT.
Watt. EVA= LaCATO4 RAN
Uplift Force on Wall -Coiling Connection
Transverse Load ;on 'Nall
Transverse Shear Force on Wall -Ceiling Connection
In -Plane Shear Force on Wall -Ceiling Connection
Governing Shear Force on Wall -Ceiling Connection
Spacing of Connection
Allowable Shear Cif Connecliort (LARR 25197)
Allowable Tension of Connection (LARR 25197)
Spacing of Screws
Allowable Shear of Screw
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 21 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAM AI OK
£ N G INCERIND
V41_ rrow' 84.5 Of
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
CHECX trrx-1-rrt.�'di'rin-1
SUMMARY* THE MAXIMUM SHEAR AND TENSION ON THE CONNECTION IS LESS THAN
MEAL OWABLESHEARAND TENSION FORCE THEREPORE THE WALL -CEILING CONNECTION
ZSACCEPTABLE FOR RESISTING ME IMPOSED TENSION AND SHEAR.
GROVE
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 22 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK '17 GROVE
EN GI'NEERING•
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
7 SOFTWARE PRINTOUTS AND DESIGN AIDS
7.1 Y," DIA HILTI KH -EZ PRINTOUTS
mote/Aflame
Profis Anchor 2,6,4
Gamaany;
Specifier:
Aellresi:
Ph om I Fe
G,Msfl
TAMARA9K GROVE
'12110fe
Pfoiet!:
sub-Pttred; I Pos. N.
Dalt.
*MOM.
..t.petSiGet's comments!
1 Inpyt data
Anew type and diameter:
G.ftectiye embedment depth-
Eustruldian Sqvpp.Ftrport
Isiamd I Vold;
keel.
Statei-oti insiatinticee
Anchor plate;
Pootiln'
Bose motels':
Installation:
lcent
Se%rnit low% tot C, D. E. cirri
Cientnotry yotj& Lc9Olog [Oa, Ingbi
IWIK (or -b -z) tat f 1 VP)
1.1Priiis„ ts= V,i325
C.-140Jan 'Steel
E$R-ieder
1211/21)17
D881:111fl1O1 ACI n46.11.
4 = 0 OM it (no sierel-eff); t = 0 tralirt
II, 2.0Pd In It 24 CiaDte 00060 ln, (Recoterreeded Male Otictaiess- act calculated
lie profile
cracked centre*, 2500.; psi: 4.600 in
hammer Mead halo, instaltoden condition: Dry
tett DO. dondbiloiB siotto:oanornon B. no svpilWonoilin anntleo reinfoicereell resent
aciao re*rfememait lureon NO:4 Oar
Tension Iced: yes (D.S.a.4 a (r9)
Shear loot yes 10.3 3.50 (di,i
z
tipe.E.W0T4 io toes—rito wt, the e*edvapdf448, ani 1'0,6460,Ni
F11011.1 Ant*. rr r n r,s tn Ilvitentst 141::!4,
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 23 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAJAARACK GROVE
r e I r
EER r N ra.
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
www,tditLus
mur.0
Pr Anchor 22.6A
Cdn1pany:
Specifier;
Address:
Phone IFax_
E -Mail:
TAMARACK GROVE
Page; .
Reject:
Sub -Project i Pos. Na..
Dates
16
2 Load caseiResu ring anchor forces
Load case: Gesgn Toads
Anctror'icactiotts ti?]
Tension fort f+T rsion,-OorOpetssron)
Anchor Tension tome Shear race Shear torte x stye 3f.loio y
1 0 f707---1.) /50rnar conariaparrprosEre (rain -@sydj:
max_ concrete rraarprrssSive stress.: .,Ipsil
rccsurting tension? force in ]x: ')=(0 OEXItq,O09): tr ph]
resetting compression force in (x4040.000.0.000): alibi
3 Tension load
LLoad tio Obi Capacity MN;, ftb] Utitlratian pa = ► rp�4 status
Meet Stserroh' NPA Rei viii R A'
Pullout Strength* NPA NPA NIA NA'
Ccocrete Breakout S r9r F ' NPA NPA ikliA NP,A
' archer'havng the bigheat fording "anchor group:tsrxhers in tensr)Ri
ITA sv:35 m:.01 er thro !s r em+cn! P.i .A oiote4rdereer. fir! rm-F4u.Wipi
FROFtS Nevifc 1:W7d.a:13HM ONG, FAO 9d&tin -Hi ?s" a retarKTeadematr sr Mr etG.E.olaari
Page 24 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARCK IT GROVE
rIEEFiiNG
wavoltiltilus
—•--- — —
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
1.111LATI
Profis Anchor 2.6.4
COmpany:
TAMARACKGROVE Page: •
Speanief; Pealed:
Address': Ebb -Neat I Pas No::
Phone 1 FUN: I Date:
&tole:
4/22(2016
4 Shear load
Capialty Ore RI MIER Ihrt 1/.11,0V„
Steel Owe (with fever army
Ptjfeul Stfength*.
Condetv wigs fallune direWon
oreAte bOvinn Mt: big 1•••; 1 ittattiN
Steel Strength
n ESP. value
Va.4 z
NA
750
N/A
**fondle! group (rekwant mienotal
refer ta /CC -ES ESM -3027
ACI 318-1 t 7mbia 0.4.1,1
783
N/A
toA
99
/4/A
Variables
prk.1 f,i1 [psi]
5-.05 ‘34500
cateutations
y.., (ib]
1393
, Results
d, V. lib]
I 0R1 "alt —
4,2 Pryourt Smith
Y. '',4.[(Z1)v.P., t" 1°14'1*i Ac.1 31g-11 E6. MAO)
Ac1318-11 Table 114.1.1
Ni,.. gee AQI -310.11„ P810.5,2.1, Fig R1r.5.2,1(b)
Ala., = 9 Pi, ACI .118-11 Eq,113.5}
( 1
ACI 31841 Eq, (t/81
3'9;
0.7 4- 0,3 (*:) s 1.0 ACI 318-11 Eq. 8)-10)
iliam = MAX(%—._7.14..L4) , 1.0
ACI 518-0 Eq. ip-2)
No = ic• ki '114 AC1318-11 Eq: (1)-6,
Variables
kot hd [In.] .eri,s [110 efts let l
1 1,180 0,090 0,093
ek Oki L.
56- 2.000 17
Cialckflations
Alft ir121
12.53
Reaufts
V. [IN
276
io/lcuta
1090
#.700
us
14f4
OK
1000 IN y0.14 V- .0 N(Ib]
1.1)30 1090
tuitef, tient,A,4 Vie] VIAIthi
1.000 1.00376D
1,r44irmti miK1b thrall t fttf,f, ijk+ eq olva Otto
P1OF15 AWRI4 253•3209 Hi FL-SdthrEctlwan ?I,' refidenS TredEfKLeli 011441 C,. 14000
Page 25 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK GROVE
ENG liEEFT NU.
wtratitillius
Company:
Speorlier;
Address*.
Phone I Fat.
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
1041161111.1
PrOfi5 Anchor 2.6.4
TAMARACK GrlovE
Page;
'1Arojett
Sub-PS:Oct Pos. Ma':
Datie
4(22/2016
Wairrarigs
Load re-dIslatutieris en It* anchors due to etaettedeformallot of lhe ar4hor gabo are not oceisstlered. The anchW page asserrel to be
sultdre.ney stel, In order not lb be datorale.cl wit.h stitiecied 16 the loading' Input data and rests riaest be checked for agreerneht 11,15 11111
existing condaicati. andADT
= Condition A app!me.wits'n stemlerriehtery rpiTifklerPallt is used. The fader ts increased, for nerwaleal DeSign ESeength eacopi Pultbret
Stranglh end Pryeta tatenpIK,' Condithen 13.4;splirits: when supplementary roliirortenient it, nal Uted arid fdi Pirtrout Rtsengiti rind Pryout
Sbenglh. Rotor le ,,ret.a stem! stomata
• Rater lo the rrirmufaciiirets fended literature asr Opening and Installation Instruna.
•
Chetierog the transfer of hide MI6 ho base ri6116rIal emit the Shaer lesialerme :teti ulret1 fa fattaitirt"..4 wet ACI 31601 Ihe ratetiesi
. •
stenanc11
• An anchor design approareta tor stnictures assigned to Seismic Des.tgn Category C, 0, E or F given In ACI 318,11 Appendix Part
0334 1 {a}ine:II requires the governing des,gn strengaio4 en 'arrhaer or group of anchorslee limited by ducoile steel failure...1T irks is ROT the
caseonnaction desighltensioh!Shattetisty the ptoyisions int-Pa'0 03343 OA Part D. .3,4.3 orPart 03343 Id). The
conbackiii.dissigh (shear) stlail salitfy the proNisiolas of Part 0.3...5,3 (a). P61103353 0), dr Pah 0.33.5.3 fe),
* Pad 0.3,3.43{b}ir Oa 0.3.51'0) fegoke the tivectirrteel ort loictler; are Ooieteed• 1014014inietuve bde7,•iglio. le underiipotialie
INefoleg at a bad lea,e1 osoespiancting 10 printiot torten10greaVf 0121r) thp teentre11*8enagh strength, Part 03343to) 1 pea 05,55,3 (15)
waive the ductility, requirements and require the,enithors tote designee for lite manhunt tensionfshear Mar •4.n be tfen61n.m.,110 the
anchors by a nockiatelding stiaaithersit. Peg 0.3.343 (di f parl 0.5.34.3 (c) valve Me duchtly reqtatimentssmd require the desngn strotglti
olthe'anithora to equal orenceeo the maxiniun tension; Sneer dbtalred from desigteload combinations that Inceitie 5, with E increased by
= pest -installed anthers shell r01alled ei accordance %%tithe Hilts ManutacIurees Printed Insulation ihat
A0118-11, Part 0.9.1
Fastening meets the design Mena!
eons (MPII). Reference
1:v4 dria nft Ext,th4oppoxo.: wEN,-ttr fm-#4.kritpi
MORS AnNi 4,01013.3.71:*1403 RP -aa, HSI 110 emiAt t4 tfziientials alit! 115Eshaan
Page 26 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK ntl GROVE
E N C- NEER Ne•
wowhilidos
Company:
$pRiAlEc
Adress:
Phone I Fax:
lAtiAARAClit GROVE
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Profis Anchor 28.4
page:
Project
Sub -:Piled I P. No.:
Date:
42
6 Installation data
Anchor plate. stSel: -
Profile:no pro
Holectiarnetsx in the Rxtjr-d=.0,375 in,
Plate thidytass (irsdu fir 0.00 in
RoconimeridOl Oaf* thkkridl: ric4onInsilatod
onf4Itnet, krrnoi dfilftd
Clearing: Monte] deatiog at the tirdr1 hells dotordLig IrdiruChOrd foi use is requited.
Anchor type and &ameter HUSA2
Instatatonn tarque: 216,002iJt
Kole OiarrOter the base matariatz 0.25o in.
Hots depth irthe base malarial 1:836 in.
Minimum thicitocar cairn, tondo inatintbit: 3250 in.
6.1 Roodtrirnotridusl oct*siirso%
Drilling
Cteansng
Setting
1.41 CI Sid)
• Syllabi* Rotary` kitirtanor
• Proporly sized dill bli
Coordinates .Anchor
Anchor x y
• M1Ib1itrni
doe
TORN* dronth
diria im.wl no. #,,,erFo krow*mri weft 1.te ot•Ittlq rgm 4drA fer
PRURS ForS,61 fcl.7.073.3}09 RM AG, F1.1.1H'Ectow.H �regrd Timat of HU 0+3, Ettuan
Page 27 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK Fr; GROVE
E N 0 1 t+ E E rfi I N ra.•
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
7.2 ENERCALC
E N G 1 N E E 14 1 11 0
Project Tide: THE CORE GROUP
Engineer.
ProieelDescr: CBX
Project 10: TGE17.7828
Prei It, tiff: 2011. 111:119.
Wood Beam
Description : -T-BAR SUPPORT SEAM -
CODE REFERENCES
oralPnle0$1337PIv 000C-E11.7628,V18IFd'tyMtdCOx,IWOiPri,V001.CALC1ENERCAL:c S INIS7i,rice
EtAiRCALC,1N0.193i-2017,&r7ds,11:27B,Ve4.0270
Licensee. TAMARACK GROVE ENGINEERING.
Calculations per NDS 2015. IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method.: Allowable Stress Design
Load Comb`siation ASCE 7-10
Wood Specs
Wood Glade
.: Douglas Fir - Larch
Fb - Tension
Fb - Comps
Fc-Pdl
Fc - Perp
: No,2 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
900.0 psi
900:0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi Density
E : Modulus of Elasticity
Eberld-xx 1,600.0ksi
Enilbend - xx 580.0ksi
31.20pc#
010.1725) 410.621
-"5
SRen=San
Applied Loads
Service beds entered. Load Factors vain he opened for calculations.
Beam self weight calculated and added to loads
Point Load 0=0.1725, tr=0.520k(d3.0ft
DESIGN SUMMARY
Desi.n OK
Maximum Bending Stress Ratio =
Section used fol this span
fb Actual
Fa : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.617: 1
4x6
903.00psi
1,462,50psi
.+O+Lr+ti
3.0071!
Span 111
0.114 In
0.000 In
0.157 in
0.000 in
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv : Allowable
Load Combination
Location at maximum on span
Span # where maximum occurs
Ratio =
Ratio =
Ratio.
Ratio =
840 >=240.
0 <240,0
611 >=180
0 <180
0A55:1
4x6
34.88 psi
225.00 psi
+D+Lr+H
0.000 ft
Span#1
Maximum Forces & Stresses for Load Combinations
Load Combina5on Max Stress Ratios
Segment Length Span# M V Cd CrN C1 Cr Cm C t CL
Moment Values
Id Ib F'b
Shear Values
V to Pr
+D+H
Ler01h = 8.0 0
+D+L+H
Length = 8,0 p.
+D+LnH
Lerglh = 8,011
+0+S4H
Length = 8.0 fl
+D40.7501.00.750L+H
Length = 8.0 fl
+D+0:750L+0.750S+H
1 0.229 0.059
1 0205 0.053
1 0,617 0.155
1 0.179 0.046
1 0.504 0.127
0.90 1.300
1.300
100 1,300
1.300
125 1,300
1.300
1,15 1.300
1.300
1,25 1.300
1.300
1.00
1.00
1,00
1.00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1,00
1,00
1,00
1.00
1.00
1.00
100
1.00
1.00
190
1.00
1.00
1.00
1.00
1.00
1.00
1,00
100
1.00
1.00
1.00
1,00
1.00
100
1.00
1,00
1.00
1.00
1.00
1.00
1,00
1,00
1.00
1.00
1.00
1.00
1.00
1.00
0.35 240.93
0.05 240.93
1,33. 50390
0:35 24093
1,03 737.49
0.00
1053.00
0.00
117000
0.00
1462.50
0,00
1345.50
0.00
1452.50
0.00
0.00
0.12
0,00
0.12
0.00
0.45
0,00
0.12
0.00
0.31
0.00"
0.00
9.56
0,03
9,56
0.00
34,68
0.00
9.55
0.00
2855
0.00
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
0.00
152-00
0.00
180,00
0.00
225.00
0.03
207.0D
0,00
225.00
0,00
Page 28 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
` AMARACK GROVE
E. t:1 et t+ E E f; r 04
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Project Title: THE CORE GROUP
Engineer.
Project Deed: CSX
Project ID: TGE17.7828
Pr.
17. 10..11
ood Beam.
Ura15'Fg4Cs+c017Prgr141T'GE17-7ffl@yfdk'.in riyb1a108K lylcaF?la ViA51; C',�U,CIENERCALCdg"e1T 7&7aR"s8
ateci LC IN0 9933:290,, eate 17 2.28: Veiliti. e
Licensee : TAMARACK GROVE ENGINEERING
Description : -T-BAR SUPPORT BEAM -
Load Condtaration
Segment Length Span # M V Cd C rN C i C t cm C t 01 M fb F b V tti Fr
Max S1resS ll5tios
r ment tetra Shear Values
Length =8A ft 1 0.179 0.046 1,15 1.300 1.00 1.00 1.00 1,00 1.00
+0+0.60W+H 1,300 1,00 1.00. 1.00 1.00 1,00
Length = 00 9 1 0;129. 0033 1,60 1:300 100 100 1 00 153 1,00
t0+0.70E14 1.300 1,00 1.00 1.00 1.00 1.00
Leng.th =13,0 9 1 0,129 0.033 1.60 1;300 1.00 1,00; 1.00 1.00 1,00
+0+0-7501.00,750L70 450W+H 1.300 1,00 1.00 1.00 1,00 1.00
Leto = 5,011 1 0 39 0.099 1.60 1.300 1,00 1,00 1,00 1,00 1.00
+0+0.7501,+0.7505+0,4500+H 1.300 1,00 1.00 1,00 1,03 150.
1..4-n0Th = 8,0 9 1 0,129 0.033 1.60 1,300 1.00 1.00 1,00 1.00 1,00
+0+0.7501.+0,750S+0,5250041 1.300 1.00 108 1.00 1,00 1.00
Length = 0.011 1 0.129 0.033 1,60 1,300 1.00 1.00 1.00 1,00 1.00
+0.60Q+0,60W+0.6011: 1,300 1,00 1.00 1,00 1.00 1.00
Lek1h 7 8.0 9 1 0.077 0.020 1.80 1.300 1,00 1.00 1.00 1.00 1.00
+0,60t)+0.70E+0.60H 1.300 1.00 1.00 1.00 1,00
Lt -mm = 8A 0 1 0.077 0.020 1.60 1,300 1.00 1.00 1.00 1.00
Overall Maximum__ Deflections
Load Combination Span tnax.'''De5 Lcca6on in Span Load Combined n Max, `+° Deft t:otation in 5p37E
1.00
035 240.93 1345.50 612 9,5E 207.00
0.00 0.0D 0.00 0.0D
0.35 240.93 1872.610 0.12 9.56 211.00
0.00 0,00 0.00 0,00
0,35 240.93 1872.00 0.12 9.56 266:00
0.00 0,00 0.00 0.00
1.08 737.40 1872,00 0.37 28.55 288.03
0.00 0.00 0,4:7 0:00
0.35 240.93 1672,00 0.12 9,56 288.00
0.00 0.00 0.00 0.00
0.35 240.93 1672,00 0,12 9,56 288.00
0.00 0.00 0.03 0.00
021 144.56 1872.00 0.07 5.74 266.02
0.00 0.00 0,00 0.00
021 144,56 1872.00 0.07 5.74 288.03
+0+1.r41 1 0,1,571. 0737 0.0000 0.000
V$rtlCat Reict1<1t1S SupFar081154'1 Vag es in KIPS
Load Combination Stippnrt 1 ' Stppo48 7
Overbill MAXir nn' 0.449 0.276
OvernllMINIrrworn 6075 0.049
+ 044 0.124 0.081
+04+11 0.124 0.081
+ 04Lr+11 0.449 0.278
+045+0 0124 0.091
+040,750L1+0.750L+H 0.368 0.228
+040.7501.+0.750S+14 0:124 0.081
+0+0.66Vd+P1 0124 0.081
+040.70041 0.124 0.081
+040.750L140.750L40A50W+H 0.368 0.228
+040.750L+0.750540.4500+1-4 0124 0.081
+640.750L+0.750510.5250'540 6124 0.081
+0.60 40.60'N+0.60H 0.075 0.049
+0.600+0.70E+0.604 0075 0.049"
0 Only 5124 0.081
Lr Only 0.325 0.195
L Only
5 Only
Vd Only
E
Only
H Only
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208)'345-8941 • (208) 345-8946 FAX
Page 29 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK Pr GROVE
ENGINEERING
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
l��l ►.•"r��' i1,
TAMARACK GROVE
ENGINEERING
Project Title: THE CORE GROUP
Engineer.
Protect Desbr: CBX
Project ID: TGEI7-7828
Pala 11Av,R 1917,1112L.1
ood Beam
Lic. f::. KW -08007753
Description:-Pt1RLIN--
CODE REFERENCES
alaiPretecukaat7Prr4rtp110517452a;Wolinnytu eax.ltdorlit.wAl1.Cfctagi/cAlP12!'1M.u8cis
ENERCALC-, INC, 19033017, 8 186:17.228, V Y.5:17229
Licensee : TAMARACK GROVE ENGINEERING
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-10
Wood Spedes Douglas Fir - Larch
Woad Grade : No.2
Fb - Tension
Fb - Comer
Fc -Pdl
Fc- Perp
Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
900,0 psiE:14odulus of Elasticity
900.0psi Ebend-xx 1,600.0ks1
1.350.0 psi Emhibend-xx 580.0ksi
625.0 psi
180.0, psi
575.Opsi Density 31.20pcf
0(0.1249 1.40 326)
0(0:096
Lr(0.16)
i
i 0(0.1245 4x(0.325)
$
3.50 X 13.250
Span = 16.811
Applied Loads,
Service loads entered. Load Factors will be applied for calculations,
Beam self weight calculated and added to loads
Uniform Load: D=0.0960, Lr=0.160. Tnbulary Width =1.00
Point Load : 0 = 0.1245, Lr = 0,32501i
Point Load: 0 = 0.1245. Lr = 0.3250 k a 8.0 ft
Point Load : 0 = 0.1245, Lr = 0.3250 k a 13.0 it
Uniform Load : 0 = 0.0060 kJ1), Extent = 4.50 -->> 11:50 ft. TributervWrdth
DESIGN SUMMARY -
=1.0 ft
Dash n N.G.
Maximum Bending Stress Ratio
Section used for this span
B : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span 13 where maximum occurs
Maximum Deflection
Malt Ddwnward Translent Deflection
Max Upward Transient benection
Max Downward Tolai Detiection
Max Upward Total Deflection
1.228 1
3.50 X 13.250
1,381.64psi
1,125.00psi
+D+Lr+H
8.000 ft
Span 01
Maximum Shear Stress Ratio - 0.366 : 1
Section used for this span 3.50 X 13.250
lv :Actual - 82.29 psi
Fv : Allowable = 225.00 psi
Load Combination +D+Lr+H
Location of maximum on span = 14.949 fl
Span 8 where maximum occurs Span 6 1
0,311 in Ratio=
0.000 in Ratio
0.496 In Ratio: =
0.000 in Ratio=
616>=240.
Q <240,0
387>=180
0 <180
Maximum Forces &-Stresses for Load Combinations.
Load Corston Max Stress Ratios
Segment Length Spann FA V
Cd CFN Ci Cr Cm C t Cl
Moment Values
1A 1b
Shear Values
F'b V 50 F'v
4041(
length =15,0 0 1 0.636 0;189
+D+L4H
1.e19Th 16.00 1 0.572 0.170
+04Lr4H
t,ergth = 16.0 0 1 1.228 0,386
+04S4H
0.90 1.000 1.00 1,00. 1.00 190 100
1.000 1,00 1.00 1.00 1.00 1.00
100 1.000 i00 190 100 190 1.00
1.000 1.00 1,00 1.00 1,00 1,00
1.25 1.000 190 190 1.00' 1,00 1.00
1.000 1.00 1,00 1.00 1.00 1.00
4.40 545,13
4.40 515,13
11.19 1,381.64
0.00
810.00
0.00
900.00
0,00
1125:00
0.00
0.00
0.94
0,00
0.94
0,00
254
0.00
0.03
3056
0,00
30,56
0.00
82.29
0.00
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
0.00
162.00
0.00
180.00
0,00
225.00
0,00
Page 30 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK GROVE
E 74 01 rx EERIN n•
TAMARACK 11 GROVE
E t< 0 1 44 E EP 4 e7 0
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Project Titte: THE CORE GROUP
Engineer
Project Descr. CBX
Project ID: TGE17-7828
Prrirt 1_ t R24i7, 1012r7+
Wood Beam
Lia. 4 : KW -06007753
Description :
Load CamNeafion
Segnenl Length Syan6 M y Cd C f=,r C i Cr Cm C t C L h1 Ib F'b V N FY
-RAM-
Ma* Stre55 Ratios
oralPtc4ottoo2017 P1*ot17GE17.7428,'WWAanHytyrdC8R:144tw71t,YCA%i. CALO.ENERCAL0112ei1•7628,e48
ENERCALO>INC,19932017,8u866. 47.2231,er1.17228
Licensee : TAMARACK GROVE ENGINEERING
Moment Values
Shear Values
Length =16.06 1 0,498 0,148 1;15 1.000 190 1.00 1,00 1,00 1.00 4,40 515.13 1035.00 0.94 30.56 207.00'
1,040.750Ltr0,750L+H 1.000 1.00 1,00. 1.00 1.00 1.00 0.00 0.00 0.00 0,00
Length =16.011 1 1.036 0.308 1,25 1.000 1.00' 1':00 1.00' 4.00 1.00' 9,94 1,165.01 1125.00 2,14 69.35 225.00'
*D40.7501.+0,750S*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Lent = 16,011 1 0,498 0,148 1,15 1.000 1,00 1,00 1.00 1.00 1.00 4.40 515,13 1035.03 0.94 30.56 207,00
+D+0,6014,*H 1.000 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00
LvIgth=16.06 1: 0.358 0,106 1.60 1.000 1.00 1.00 1.00 1,00 1.00 4A0 515,13 1440.00 0.94 30.56 288,00
*0+0.70E+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0,00
Letrr1h= 16.08 1 0.356 0,108 1,60 1,000 1,00 1.00 1.00 1.00 1.00 4,40 515.13 1440.00 0.94 30,56 288.00'
+D40.750Lr40.750L+0,450W+H 1.000 1.00 1.00 1,00 1,00 1.00 0.00 0,00 0.00 000
Length= 16,011 1 0.809 '0241 1.60 1,000 1.00 1.00 1,00 1,00 1,00 9,94 1,165,01 1440,00 2,14 69.35 288.00
+940 7501+0.7505+0,450W+H 1.000 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00
Len0h= 16,06 1 0.358 3106 1.60 1.000 1.00 1,00 1.00 1.00 1,00 4.40 515.13 1440,00 0,94 30.56 288.00
*D40.7501+0.7505+0.525064H 1,000 1,00 1.00 1,00 1.00 1.00 0,00 0.00 090 0.00
1t1101=16,68 • 1 6358 0,106 1.80 1.000 1,00 1.00 1.00 1,00 1.00 4.40 515,13 1440.001 0.94 30,55 138.00
+0,60040,60W+0,60H 1.000 1,00 1.00 1.00 1.00 1,00 0.00 0,00 0.00 0.00
Length =16.011 1 0:215 0.064 1,80 1.000 1.00 1.00 1.00 1,00 1.00 2.64 309.08 1440.00 0.57 18.33 288.09
4:0.600+0.70E+0.60H 1.000 1.00 1,00 1.00 1.00 130 0.00 0.00 0.00 0.00
Lo*gih =16,0 6 1 0.215 0.064 1.50 1.000 1.00 1.00 1.00 1.00 1,00 2.64 309.08 1440.00 0.57 18.33 288.00
'Overall Maxtmtiln '
Deflections.
boa: Camirinalion Span Max, `'' Deg Lot2t n in Span Load Com5ina`don Max, "+' Deb Location In Span
+0+Lr+11 1 0.4960 8.056 0.0000 0.030
Vertical Reactions Supportnotation : Fat len is61 VaruesInKIPS
Load Ccrnbinalion Support 1 Support 2
etal1 � mum 2.824 2.824
0rerallMINinwm 0.634 0.634
+0444 1.056 1.056
+041.444 1.056 1.058'
+0+4j44 2.824 2.824
+0454H 1.056 1.058
+040.7501r+0.750L+4 2.382 2.382
+040.750L+0.75054{ 1.056 1.056
+1340.601N+H 1.056 1.056
+D40.70E-41 1.050 1.056
+040.75011+0.7501.*0.450104H 2.382 2.382
+9+11.7501+0.7505+0.450W44 1.056 1.056'
+1340.750L+0.750S+0.5250EiH 1.056 1.056
+0.600.+0:60W40.60H 0.634 0.634
+0.60D+0.70E+0.641 0.634 0.634
D Only 1.056 1.056
La Doty 1.768 1:768
L Only
S Onty
1N only
E Onty
H Onty
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 31 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK'r GROVE
4 7 1 T £ £
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
TAMARACK ` GROVE
01 E- E- Fr I NG
Project Title: THE CORE GROUP
Engineer.
Project Dater CBX
Project ID: TGE17.7828
P:rt,< 1'_.MAR 2017.1li .W
Steel Beam
Lic. 8 : KW -06007753
Description: -REINFORCEMENT-
, GODEREF.ERENCES
Calculations per AISC 360-10, IBC 2015, ASCE 7-10
Load Combination Set : ASCE 7-10
Material=Properties•
ural #r*iseoi7Pr*ots1TGE17.7us, v00.4nHytrtsi C8pulnate. Wiat. CALF1ERC4LC11017T87acce
EN6tCALC, INC" 1933-2017, Hit3d$17;2.28, Vet.17228
Licensee : TAMARACK GROVE ENGINEERING
Analysis Method : Allowable Strength Design
Beam Bracing : Beam is Fully Braced against lateral -torsional bucking
Ben6ing Axis : Major Axis Bending
Fy:Steel Yield :
E: Modulus :
50.0 ksl
29.000.0 ksi
orsftsso 07a at
song: r0A
C,Sr6
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam serf weight NOT Internally calculated and added
Load(s)"Tor Span Number 1
Point Load : D = 0,5956 k 1.750 ft
Point Load : D = 0.5956 k 3.50 ft
Point Load : D = 0.5956 k Cad 5.25011
DES/GA/ • SUMMARY'
Design OK
Maximum Bending ,Stress Ratio = 0.480: 1
Section used for this span C3x6
Ma : Applied .2.085 k -ft
Mn f Omega : Allowable 4.341 k -ft
Load Combination +D+H
Location of maximum on span 3.500ft
Span # where maximum occurs Span # 1
Maldmum Deflection.
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Maximum Shear Stress Ratio =
Section used for this span
Va Applied
VrVOmega : Allowable
Load Combo a0oll
Location of maximum on span
Span 8 where maximum occurs
0.000 In Ratio=
0.000 k1 Ratio
0.292 In Ratio =
0.000 b1 Ratio
0 <240.0
0 <240.0
287 >=180
0 <180
0.047;1
C3x6
0.8934 k
19.186 k
+D+H
5.260 ft
Span# 1
Maxiriitirr Forces B,Stresses for Load Combinations,
Load Combination Max Stress Ratios Summary of Moment Valves Summary of Shear Values
Segment Length Span 8 M V Mmax 4 Mmax - Ma Max Max MnxtOmesgo Cb Rm Va Max Vas VrodOmega
+0+H
Dsgn.L= 7.00f
+04L+H
Dsgn.L= 7.008
+04Lr+H
Dsgn.L= 7.000
1,048
Osgn.L= 7.000
+D40.7S0U10.750L+H
Dsgn.L= 7.008
4D40.750L40.750S4H
0sgn. L = 7.00'0
4D40.60W+H
Dsgn.L= 7.000
+040.700+t4
Dsgn. L = 7.00 ft
+040.7501.140.750L+0.450W+H
°son. L 7.0011
+040:750t+0.7508+0.450W+H
Osgn.L= 7.000
+0+0:750,47505+0.525004H
l]sgn. L = 7.000
0.480 0.047 2.08 2.08 725 4.34 1.00 1,00 0.89 32.04 49.19.
0.480. 0.047 2.08 2.08 7.25 4,34 1,00 1,00 0.89 .3204. 19,19
0.480 0.047 2.08 2,08 7.25 4.34 1,00 1,00 0.89 32.04 19.19
0.480 0.047 2.08 2.08 7.25 4,34 1,00 1.00 0.89 .32.04 19.19
0.480 0.047 2.08 2.08 725 4,34 1,00 1.00 0.89 3204 19.19
0.480 0.047 2.08 2.08 7.25 4.34 1130 1.00 0.89 32.04 19.19
0.480 0.047 2.08 2.08 7.25 4.34 {.00 1.00 0.89 32.04 .19.19
0.480 0.047 2.08 2.08 7.25 4.34 f.00 1,00 0.89 32.04 i9.19
0.480 0.047 2.08 2.09 7.25 4.34 1.00 1.00 0.89 32.04 19.19
0.480 0.047 2.08 2.08 7.25 4.34 1.00 1.00 0.89 32.04 79.19
0,480 0.047 2.08 2.08 7,25 4.34 8.00 1.00 0.89 32.04 19,19
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 32 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK GROVE
E +l L 1 N E E R'. 1 'N r3
TAMARACK 1 GROVE
E N G- 4 tJ E. E R- 1 N Ci
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Project Title: THE CORE GROUP
Engineer.
Project Descr. CBX
Project ID: TGE17.7828
P:rlrti 1.',WA21n7, 1tl:3W4
Steel Beam
Lis. Y : KW -06007753
Description:—REL4FORCEMENf—
Load Coral:44 Son
Max Stress Ratios
ur4lgrieG9i2017rro]e 110817.7628,WBk•lnHybridCBx•7�icrlile,Yam.CAL NERCALC81e1%t87acc6
b CALL; 04C,19A201
E17 8 Id5.17.220 Vont .17228
U'sensee : TAMARACK GROVE ENGINEERING
Summary or Moment Values
Summary
Segment Length Span# M V Mmax+ M,•nax- Ma Max A1nx A9mJOmcga Ob Rm VaMax Vox VnIIQmega
40.60040.60W40.60H
Osgn. L = 7.0011 1 0.288 0.028 125. 125, 7.25 4.34 1,00 1.00 0.54 32.04 19:19
+0.60040,70E4.60H
Osgn.L= 7.0011 1 0288 0.028 125 1.25. 7.25 4,34 1.00 1.00 0.54 32.04 19,19
Overall Maximum Deflections
Load Combination Span Max'-' Dot Location in Span Load Combination Max, "+' Dee Location In Span
0 Only
1 0.2923 3.520
0.0000
.MVerticalReactions r Support rot28on:Far left is41 Values in KIPS
Coad .Carnbin.-bon Support 1 Support 2
0.000
Overall MAXima•n 0,893 0393
Overall MlNirrwm 0.536 0.536
+D+H 0.893 0.893
+D+L+H 0.893 0,893
+D+Lr+H 0.893 0.893
+D454H 0.893 0.893
40+0.7501.0-0.7501.+H 0,893 0,893
+ D+0.750L40.7505+1-1 0.893 0.893
4D+0.60W4+1 0.893 0,893
+D+0.70E+H 0.893 0.893
+0+0,750Lr.0.750E+0.4501h4H 0.893 0.893
+040.7501.+0,7505+0.4e0W4H 0,893 0,893
+0+0.750L+0.750S+0.5250E41 0.893 0.893
+ 0500+0.6011/+0.60H 0.538 0.536
+0.801T+0.70E+0,6041 0.536 0.536
O Otihi 0.893 0.893
U Only
L Only
S Only
W Only
E Only
H Only
1
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 33 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK Tr GROVE
E 4 G 1 ti r 61 r
TAMARACK 'V GROVE
E N GINE13
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Project Title: THE CORE GROUP
Engineer.
Prolect Dasa: CBX
Project ID: T0E17.7828
P:cnc 1.At4R 21317. 111:1471
Wood Beam
Lic.4 : KW -06007753
Description: -GUAM -
CODE REFERENCES
of
.12017 Pio at4i1GE17.7629,'V!®kalFlybddC60 107 rtJle, WAILCA1,PET1EREAI;GHgel71039,eo6
J.£NERCALG;INC,1933.2a17,9A26:17,228,VerS.17226
Licensee : TAMARACK GROVE ENGINEERING
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design
Load Combination ASCE 7-10
Fb - Tension
Fb - Comp,
Fc - Pdl
Wood Species .: DF/DF Fc • Perp
Wood Grade : 24F - V4 Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
2,400,0 psi
1,850.0 psi
1.650.0 psi
650.0 psI
265.0 psi
1,100.0 psi
E: Modulus of Elasticity
Eberld-xx 1,800,0ksi
Errihlbend-roc 950.0ks1
Ebertd• yy 1,600.0ksi
Erninbend • yy 850.0ks1
Density 31.20pcf
Applied Loads.
SerVice bads entered. Load Factors will be applied for calculations..
Beam self weight calculated and added to bads
Uniform Load : 0 = 0.240. Lr = 0.2202. Tributary Width =1.0 0
Point Load : D = 0.6540 k 016,0 ft
Point Load: D = 0.3930 k (32 8.0 ft
DESIGN SUMMARY
Desi. n OK
Maximum Bending Stress Ratio
Section used for this span
fb : ActuaI
F8 : Allowable
Load Combination
Location of maxinwm on span
Span p where mardmum occurs
Maximum Deflection
Max Downward Transient. °enaction
Max_Upwerd Transient Deflection
Max Downward Total Deflection
Mak Upward Total Deflection
0.869 1
5.5x1 9.5
2.364,59 psi
2.720.67psi
+O+Lr+H
16.0000
Span # 1
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.854 In Ratio =
0.000 M Ratio=
2.055 In Ratio =
0.000 In Ratio
449>=240..
0 <240.0
186>=180.
0 <180.0
0.322 :1
5.5x19.5
106.61 psi
331.25 psi
+D+Lr+H
0.0000
Span d 1
Mazir► umForces & Stresses for Load Combinations
Load Cantrrx lin flax Stress Ratios
Segment Length Span f !,1 v
+0+H
Length = 32,00
+04L+H
Length = 32.,0 ft
+04Lr'H
L534 1r = 32.011
+U+S+H
Lem:6 32.011
+0+0.750Lr+0.750L+H
Cd CFA Ci Cr
Moment Vakkres
Cm C t CL M Ib
Shear Values
Fb V fa k'v
1 0,712 0.260 0.90 0.907
0.907
t 0,641 0.234 1.00 0,907
0,907
1 0.869 0,322 1.25 0.907
0.907
1 0:557 0203 1,15 0.907
0.907
1.00
1.00
190
1,00
190
1.00
1.00
1,00
1,00
1.00
1,00
.1:00
1,00
1,00
190
1.00
1.00. 1.00
1,00 1.00
1.00 1.00
1,00 1.00
1,00
1,00
1.00
1,00
1,00
1,00
1.00
1.00
1,00
1.00
1,00
1.00
1.00
1.00
1,00
1.00
40.50 1,39424
40,50 1,394.24
68,68 2,36459'
40,50 1,394.24
0.00
1958.66
0.00
2176.54
0.00
2720.67
0.00
2503.02
0.00
0.00
4.43
0.00
4.43
0,00
7.62
0,00
4.43
0.00
0,00
62,01
0.00
62,01
0,00
106.61
0.00
62.01
0.00
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
0.00
238,50
0.00
265.00
0.00
331.25
0.00
304.75
0,00
Page 34 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK GROVE
E. :N 13 1 14 E E R r 04 3'
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
TAMARACK 1' GROVE
_._ i N G;._1 14 4 C r4 4. 4'4
Project Title: THE CORE ROUP
Endjineer.
ProlectDescr CA(
Project ID: TGE17.7828
5444421311, 1I1:37M7
ood Beam
KW,4360
Description :-GLULAM-
113ad Cont0 a5an
went Lerr9ih
M34 Stress Ratios
14f1144rc 10E47.7d'8 VW4k4n191414054,1'uvatis WAIL- C N Wane 1741624C6
67ER0N.C.,INC.190301? 54144<0I7,223.Ver6.17.228
Licensee : TAMARACK GROVE ENGINEERING
Moment Vakizs Shear Values
Span/ M V Cd C V Ci Cr Cm C t Ct. h1 ttr F'b V N Fr
Lith=32.01 1 0.780 0.286 1,25 0,907 1.00 100 1,00 1,00 1,00 61.64 2,122.00: 2720.67 6,83 95,46 331.25
t0+0.750L+0.750S+H 0.907 1.00 1.00. 1.00 1.00 1,00 0.00 0.00 000 0,00
Length = 3208 1 0.557 0203 1,15 0907 1.60 100 1.00 100 1.00 4050 1,394:24 2503.02 4,43 6201 304.75
+3+0.60141-1 0907 1,00 1.00 1,00 1,00 1.00 000 0,00 063 0,00
1eocrih-32,0ft 1 0.400 0.146 1.60 0907 1.00 100 1.00 100 1.00 4010 1,39424 3482,46 443 62.01 424M
p+0,702+1.1 0.907 1.00 1.00 1,00 1.00 1.00 0.00 000 0.00 0.00
L1h=32.011 1 0400 0.146 1,60 0,907 1,00 1.00 1.00 1.00 100 4050 1,39424 3482,45 443 6201 424.00.
+13+0,750ia+0.7501.+0,450W+H 0.907 1.00 1,00 1.00 1.00 1,00 0,00 0,00 0,00 0,00
Lenz1h=32.00 1 0.609 0225 100 0907 100 100 1,00 100 1,00 61,64 2,12200' 3482.46 6.83 95,46 42,4.00
+0+0,7501.+0,7505+0,45041+H 0907 1,00 1.00 100 1,00 1,00 0,00 000 000 000
Length = 32;05 1 0.400 0.146 1.60 0.907 100 1,00 1.00' 1.00 1,00 4050 1,394;24 3482.46 4 43 9201 424,00
+13+0,7501+0.7595' 0.52500+`14 0907 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.69 000
1s4R1h=32,0it 1 0400 0:145 1.60 0907 1,00 1,00 100 1.00 110 4030 1;39424 3482,46 4,43 62.01, 424.00
+060D*0.5090+0.601-1 0,707 100 1.00 1.00 1.00 '100 0,00 000 0.00 000
Le-glh=32.48 5 0240 0088 1,60 0.907 100 100' 1.00 1.00 100 24.30 876,55 3482,46 206 3721 424.00•
+0.600+0.702+0,60K 0.907 1,00 1.00 104 1.00 1.00 0.00 0.00 0.00 0.00.
1:er+1h = 32.0 it 1 0.240 0.088 1.60 0.907 1.00 1.00 1.00 1.00 100 24.30 836.55' 3482.46 2.66 37.21 424.00
Overall Maximum. Deflections
Load Combination Span 51az..--` Den Location in Span Load CombinaSoo Adax. "4411e8 Location in Span
+[4411+14
Vertical` Reactions
Load Combination
20647 16.000
0:0000 0.000
Support nolaCion : Far loll iskl Values In KIPS
Support1 Srppor12
Overall M42iirrr,rrn 8.357 8.160
Overall M4Ninsen 2.900 2.782
+3444 4834 4.637
+341441 4.334 4.637
+341r+H 8.357 8.160
+114$411 4.834 4.637
+0+0.75619+0.750144 7,476 7.279
+0+0.750L+0.7505+1.4 4.834 4.637
+3+0.6094+44 4.834 4.617
+340709+1, 4.834 4.637'
+D40.750Ls+0.750L+0.0500.444 7.476 7.275
+0+0.756L+0.7505+0.45001+44 4.834 4.637
*0+0.750L+0.7505+0.52502+6 4.834 4.637
+0.60340.60W+4_b014 2.900 2.782-
+0:603+0.702+0.6014 2.900 2.782
o Orly ' ' 4.634 4.637
Lr Only. 3.523 3.523
L Only
S:Onty
YJ Only.
E Only
H Onhy
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 35 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK GR
N
G #E t 3•
8 MATERIAL AND HARDWARE PRINTOUTS
8.1 LARR 25197
nommiigr
euitovto AN SAFETY
cOMAISSIOtOB
VAN IdABATIBLos
vs...ort
OUCIA aftioatioN
14..-r-mtAyandt
JOtELYN GEAGRE1.ThiAL
GEORGE IlaVAGUMAN
JAVIER NUNEZ
NorLake, Inc.
727 Second and Eim Streets
Post Office pox 248
Hudinn, WI 51016
Attn: Loren Rasmusson
(715) 386-2323
CITY OF LOS ANGELES
CAL1FC2PAIA
ERrc GARCETTI
MAYCIR
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
0014Hroit
BABLOING AND WEIN'
NtriTH fiZtjM5ASTREET
ek's-citaz. CA.14.7i3
Rk.VmaNas, CAN,
oma.N.N.Norain
FRANK BUSH
EMISIVE (PTI-OIR
RESEARCI1 REPORT: RR 25197
(CS14.130.30)
Expires: September I , 2016
Issued Date: August I. 2014
COde: 2014 LABC
GENERAL APPROVAL — Renewal(Clerical MOdifiCali-on Nor -Lake Finclinc and Kohl
Locker walk-in cooler and freezer panels
DETAILS
Panels for the coolers and freezers consist of aluminum:skin and a core of 4" thick fawn plastic
identified as component FESOQ and FE,24511 foamed -hi -place isoc.yanate having an average in-
place density of 2.2 pounds per cube foot. The panels are held together by, use of Cam Loa
futening.devices along the edges, Flame spread and smoke density :ratings per ASTM E84 are
25 and 250 respectively, for the core material. The self -ignition temperature of 'the foam per
ASTM D-1929 is 880 °F. The flash-igiation temperature of the foam per ASTM D1929 is. 853
Surface burning characteristics of the finished building unit shall not exceed 75 ,for flame
spread.and 450 for smoke developed, respectively.
Nor:-.11,akc Finclinc walk-in coolers and freezers constructed of panels described above, Arc
approved with the following requirements:
1. The coolers and freezers shall be installed in the interior of buildings,
2, Height o.f units shall not exceed 8 feet.
The aggregate floor arca of the freestanding walk,in coolers tiud freezers shall be less
than 400 square feet. When the aggregate floor arca Of the walk-in cooler exceeds 400
square feet., an autontatie sprinkler system shall be required w the area in which the walk-
in cooler is located.
4. The panels shill be consitIcred combustible and may be used only in areas vvhere
cOrribitstible materials arc permitted by the Code,
RR 25197
Page 1 of3
imqt AN EOIJAL DPI E OP MN tre AFFIRMATIVE ACIION CMPLOYER
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 36 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
'MP GROVE
w e i r+ c e rfi r ea o•
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Norlake, Inc.
Re: Nor -Lake Fineline and Kold Locker walk-in cooler and freezer panels.
5. The maximum transverse load is 39 psf.
6. The maximum in -plane load is 100 psf.
7. The maximum compressive bearing strength 18 psf.
8. The maximum connector capacity (Cam Lock):
Tension: 134#/connector
Shear: 73#/connector
9. Minimum thickness of the metal skins are .034 to .046 inch thick for the painted or
unpainted aluminum.
10. The panels shall be fabricated in the shop of a fabricator licensed by the Department and
shall bear identification markings.
11. Separate approval shall be required for electrical installations enclosed in the panel.
Also, no electrical, plumbing or mechanical can be installed after fabrication of the
panels.
DISCUSSION
The clerical modification is to update the contact person name and phone number.
The report is in compliance with the 2014 Los Angeles City Building code.
The approval is based on the foam plastic insulation requirements of Section 2603 of the 2014
Los Angeles City Building Code and structural tests.
The steel faced panels are not approved under this report. Due to the fact these panels exceed a
smoke density of 450.
Addressee to whom this Research Report is issued is responsible for providing copies of it,
complete with any attachments indicated, to architects, engineers and buildkrs using items
approved herein in design or construction which must be approved by Department of Building
and Safety Engineers and Inspectors.
RR 25197
Page 2 of 3
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 37 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARA ItGROVE
t o c r t4 E r
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Norlake, Inc.
Re: Nor -Lake Fineline and Kold Locker walk-in cooler and freezer panels.
This general approval of an equivalent alternate to the Code is only valid where an engineer
and/or inspector of this Department has determined that all conditions of this approval have been
met in the project in which it is to be used.
ALLEN PEERY, Chief
Engineering Research Section
201 N. Figueroa St., Room 880
Los Angeles, CA 90012
Phone- 213-202-9812
Fax- 213-202-9943
vc
RR2S419 ISWard2010
804/30/11
8D+22(13
RR 25197
Page 3 of 3
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 38 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACKPGRQVE
ENGITIEERtN13
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
8.2 TRANSVERSE LOAD TEST
STOF114'
'Materials Technology
Stork Twin City Testing Corporation
JOB NUMBER: 3204110,1R1
TEST RESULTS:
PAGE: 4 of 38
DATE: July 6, 2009
TRANSVERSE LOAD TEST OF NOR -LAKE, INC. FREEZER PANELS
Panel Lenth I (ID) Sample Load at Deflection (psf) Ultimate
g
L1360 11240 11180 Load ps
1 70 77 99 262
72Ceilings (01) 2 53 78 104 3i7
3 52 78 104 324
Average 58 78 103 301
1 28 40 53 102
120" Ceilings (02) 2 28 40 52 96
3 28 39 71 107
Average 28 40 59 102
1 40 54 68 140
132 Ceilings Z -Bar (03) 2 27 39 50 109
3 28 42 54 118
Average 32 45 58 122
1 15 21 28 43
192° Ceilings Z -Bar (04) 2 16 21 28 48
3 17 24 32 52
Average 18 22 29 48
1 56 84 104 153
156' Ceilings Uttra-span (05) 2 50 72 95 160
3. 50 72 96 137
Average 52 76 6 98 150
1 30 44 58 167
192" Ceings LlItra-span (06) 2 29 43 57 157
3 31 47 60 163
Average 30 45 58 162
7025" Walls ()
Average
1. 55 83 113 262
2 54 79 105 240
3 53 78 103 261
54 80 107 264
1 22 34 45 46
142.25* Walls (11) 2 23 33 43 50
3. 21 31 43 45
Average 22 32 44 47
1 13 19 24 30
190.26" Walls (12) 2 13 18 25 30
3 13 17 21 21
Average 13 18 23 27
Info-n-nitolid tEliniiitt thh tiOntl tat dartvirt trim innintiftt, Inkritern want r.p4fbalotn. fuurithad lho dart :Ind oaallithr any artanrcint cr inrrariox billn av•
fr-ztrArttd A21 t'or any paithoOso flomaros Cr Lna. 'This recoils Om. Otrekloolloi woolly et or dont and otoy ,LO used Of eCofclisiog plopeoo&1N moo,' rl eMl rol toprootos9
otoopt O Mahout ,..Ottor oponnoi ints labroolay11imooreing rat;o, ftlboo or POiodrank Moreirft or Alarm: on ItIO MORINO roey b part os %Molly iv oo Fedora &Ales
hOloclri POOVirO LOW Tag Chapkw •
Stark Twin City Testing Carporation is an operating unit of Stork Materia Tech naagy
Amgen:10mme Nathattanda, which is a triettAvr of Vie Static Qtotip
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 39 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK' GROVE
E N C I$ E E R I N G
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
8.3 NYLON 6/6
Underwriters Laboratory Rating
O
O
3
l
0
0
Y
2
quiod buq}aw
0
ovo
T1
v 30
D
n a nr2 rt
UJ N R
a m
m
9
0
N
0
CO
N
0
N
U1
Qi
O
(17
j1
n
3
N
0
10
0
ed nt L8Z'' Z
: o -1 2
01 en N 0
-% O1 N0
Co rr al
0 to
7 7 rr
m 01
t0 5 E
9 to rD
s
d
F
a
v
a
73
to
0
N
0
01
o 0
( 01
W
00 o0
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 40 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMAK.17 GROVE
ENGINEEPrNO.
8.4 LARR 25321
BOARD OF
BUILDIN 0 AND ,SAFETY
COMMISSIONERS
VAN AMBATIELOS'
PRESIDENT
E FELIcin BRANNON
VIESFRESICEtil
JOSELYN GEAGA4tOSENTHAL
GEORGE HOVAGUIMIAN
JAvIER NItNEZ
METECNO- API
2000 Morgan Road
Modesto, CA 95358
Attn.: John Melena
(209) 531-9091
CITY OF LOS ANGELES
rAuralook
ERIC GNICE1111
MAYOR
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
IDENSlytilENT OF
131110ING AND SAFETY
NrI NORT4 NOUSR04-9TRF.ET
UR MIMES, (1.4;
RAYMOND S. CHAN, cL; SE
comm. .Log.kotrr
FRANK DUI -1
Waft tvr c*ticoLt
RESEARCH REPORT RR 232 1
(CSI 07430)
Expires: October 1, 2016'
IsSited Date: October 1. 2014
Code: 2014 LABC
GENERAL APPROVAL. Renewal - R -SPAN Type DSL BRM, CWP, M200. AP300 and
AP900 Insulated Building Panels.
DETAILS
The R -Span panels are metal faced sandwich panels with 2 to 6 inch thick polyurethane foam
Ore. The polyurethane foam is BASF AF 9589 foamed in placed at idensuty of 2.2 to 2.6
pounds per cubic foot. The metal skins are minimum 26 gauge galvanized steel conforming to
ASTM A-446 Grade C.
The R -Span, Type BRKand AP900paners have Class A roof elasSjfiCations.
The -approval is subject to the follovang conditions:
1, Complete plans and calculations shall be submitted to Structural Plan Check of the
Engineering Bureau for each projed-.
-2. The 12. -Span panels shall not be used where the wall is required to have a fire resistive
rating,
3. The -allowable parielspans'Shall be pursuant to the tables below,
4. The panels shall be identified with Ih following infotrnation:
•a) Product .rittnic and type,
b) Idonification of insulation manufac.turer.
L) Flame -spread and Snfoke-development rating,.
d) Inspection agency name.
RR 2.32.1
Page i.ofS
DEIIT.O1 AN BOUAL EIVPLOYMENT OPPORTUNITY AFHRMA11VE ACTION Ex9PLOYER
812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 41 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK VE
E N G IV EEr�-
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
METECNO- API
RE: Insulated Building Panels
5. Foam plastic insulation may be used in exterior walls of one story noncombustible
building where exterior wall panels shall be limited to maximum 4 inches in thickness,
and the building shall be protected by automatic sprinklers throughout and interior thermal
barrier. Note: A thermal barrier may be waived for a one story noncombustible building
pursuant to the 2014 Los Angeles City Building Code Section 2603.4.
6. Foam plastic insulation may be used for multi -story noncombustible building where
exterior wall panels shall be limited to maximum 2' /2 inches thickness.
7. Roof panels installed as follows meets the Class 60 windstorm classification.
Minimum 2.5 in. (63mm) thick R -Span BRM insulated roof panels are secured to each
minimum 0.057 in. (1.4 mm) thick steel purlin or structural steel support at each panel
side joint with a BR -1 clip secured to the purlin or structural steel support with'/ -14 x 1
in. long (25 mm) self drilling self -tapping TEK-3 fasteners through the two of the three
pre -punched holes in the clip base and from the underside with two Fab -Lok 10-4
fasteners through predrilled 5/16 in. (7.9 nim) diameter holes 10 in. (255 mm) from each
panel side joint. RB -1 batten caps are placed in butyl sealant over each panel side lap and
secured with 1/4-14 x' in. (19 mm) long TEK-1 fasteners 12 in. (305 mm) on center.
Meets Class 60 windstorm classification with maximum purlin or structural steel support
spacing of 63 in. (1600 mm) on center. The spacing of purlins or structural steel supports
must be decreased by at least 33% at the roof corners for Class 60. See detail number 1.
8. The panel shall be installed per the manufacturer's erection instructions. A copy of these
instructions shall be available on the construction site.
9. Panels shall be manufactured in the shop of a licensed fabricator approved by the City of
Los Angeles Building and Safety Department.
DISCUSSION
The report is in compliance with the 2014 Los Angeles City Building Code
The approval is based on flame spread and smoke density tests in accordance with ASTM E84,
load testing in accordance with ASTM E72, Factory Mutual Standard Fire Test for Insulated
Roof Deck Construction. FM4471, Ignition Properties in accordance with ASTM 1929,
evaluation of flammability of exterior wall in accordance with UBC Standard 26-9 and 26-1,
wind uplift test, and various other test and structural calculations.
The Autofroth 9589 polyurethane foam core has a flame spread index of 25, a smoke density
index of 400, flash -ignition temperature of 1022°F and a self -ignition temperature of 1040°F.
This general approval of an equivalent alternate to the Code is only valid where an engineer
andlor inspector of this Department has determined that all conditions of this approval have been
met in the project in which it is to be used.
RR 25321
Page 2 of 5
Page 42 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK G ?VE
E N G I 14 E E R, 3
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
METECNO- API
RE: Insulated Building Panels
Addressee to whom this Research Report is issued is responsible for providing copies of it,
complete with any attachments indicated, to architects, engineers and builders using items
approved herein in design or construction which must be approved by Department of Building
and Safety Engineers and Inspectors.
ALLEN PEERY, Chief
Engineering Research Section
201 N. Figueroa St., Room 880
Los Angeles, CA 90012
Phone- 213-202-9812
Fax- 213-202-9943
ON
RR2S321
R99.'20?14
2603
Attachments: Details (2 Pages).
RR 25321
Page 3 of 5
Page 43 of 46
STRUCTURAL ENGINEERING
CALCULATIONS
i"AC' GROVE.
EN c I r E E FE ! N 13
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
METECNO- API
RE: Insulated Building Panels
Table 1
Centurywall 2000 Series Wall Panel Allowable Spans (L/180)
Wind Load
PSF
22/22 Gauge
22/26 Gauge
Single Span
2 Equal Spans
Single Span
2 Equal Spans
20
9'6"
10'0"
9'6"
10'0"
25
8'6"
8'0"
8'6"
7'6"
30
7'8"
5'10"
7'8"
5'0"
35
6'8"
5'0"
6'8"
N/A
40
6'2"
N/A
6'3"
N/A
Note: Factor of Safety is 3.0.
Table 2
Allowable Uniform Load (L/180) psf
Panel
Type
Thickness
in Inches
Wall Panels - Span in Feet
5
8
10
12
14
16
18
20
R -Span
DSL -MR
DSL -IR
AP 200
AP 300
2
49
28
19
13
9
21/2
61
36
24
17
12
9
3
73
43
29
20
15
11
9
4
93
58
38
26
19
15
12
9
5
117
70
45
32
23
18
14
11
6
141
80
52
36
27
20
16
13
Note: 1) Factor of Safety is 3.0.
2) Loads shown are based on span condition.
RR 25321
Page 4 of 5
Page 44 of 46
STRUCTURAL
ENGINEERING
CALCULATIONS
TANUMACK GROVE
E w c i T E E e r w
Project Name:
Location:
CORE
TUKWIWA,
TGE Job Number:
GROUP CBX
TGE17-7828
METECNO- API
RE: Insulated Building Panels
Table 3
Allowable Uniform Load (L/240) psf
Panel
Type
Thickness
in Inches
Roof/Ceiling Panels - Span in Feet
5
8
10
12
14
16
18
20
R -Span
BRM -R
DSL -MR
AP 900
2Y2
57
30
21
16
11
3
67
37
27
19
15
12
4
87
49
37
28
22
19
13
11
5
104
60
45
37
28
22
19
15
6
118
69
52
42
33
27
22
19
Note:
3)
Factor of Safety is 3.0.
Loads shown are based on single span condition.
Loads shown are live plus dead.
RR 25321
Page 5 of 5
Page 45 of 46
4
STRUCTURAL ENGINEERING
CALCULATIONS
TAMARACK IvGROVE
£ 74 0 I '$ E 9 P.
73
8.5 SSMA
Project Name: THE CORE GROUP CBX
Location: TUKWIWA, WA
TGE Job Number: TGE17-7828
Screw Capacities
1,'Table Notes
1, Capacities !lased 047 AISE S100 Section E4.
2. When connecting materials of different steel thicknesses or
te055rIe Strengths, use the lowest values. Tabulated values
assume two ,shoats of equal thickness are tunneled,
3 Capacities are based on Allowable Strength Des2gn (7151) end
include safety factor of 3.0.
4. 'Where mutHoie fasteners are used_, screws are assumed'to
!lava a centerto•ceotter spacing•of at feast 3 times the nominal
diameter (d).
5. Screws are assumed t0 have, a ecnter•of ss:rew to edge -4f -stein
dimension of at least 1.5 times the rtorninot diameter (d) of the
.C.'Sr5W,
&, Pull•out capacity 1s based on the lesser et pull-out capacity in
sheet closest to screw tip or tension strength of screw.
7, Pufi-ovar'capacity is based on the lesser of Oil -over capacity for
sheet closest to screwy header or tension strength 'of screw.
8. Vatues are for pure shear or tension I080S. See AiSI Sett0On 04:5
for combined shear and pull -over.
.9. Screw Shear (Pss), tension ('Pts), diameter, and head derneter
are from CF5EI Tech Note (F701-12).
1:0. Screw shear stye nth is the average value, and tension strength
is the lowest value luted in'CFSf i Tech No Is (F701.12).
I1, Higher values for screw strength (Pts, Pts) , May be Obtained by
specrying screws from a specific manufacturer,
Ham,, 0rti0n • .cam T U,�i, 1
0°4:t!!IF?TnC3 WI lei:
lei 542tb
9030
Shear
YC
42'
�
dtssame,
7'ls
d1ir,8,77THmi
Pu90ue
7,4
57
a0
. Moo/able
4704047
u,
04
127
t 4
(P941lVt167,Pia..MIbil
6.101'
Shn r
1 (e
44
_ 107 _.
Screiv
vq:-..N
dia. 0.272`4taad
"PuO4311tt
m
43
40
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so -purr
et
527
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4Pra�18uroh�i7.3
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tub
7.087
7.0 7
SUPREME Allowable Strew Connection Capacity (Pounds Per Screw)
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812 S. La Cassia Dr. • Boise, Idaho 83705 • (208) 345-8941 • (208) 345-8946 FAX
Page 46 of 46
KS45 Shadowline Wall ceiling
Data Sheet System
FILM
Product Specification
Panel Lengths:
Panel Joirrt
Interior Face:
Application:
Cover Widths:
8'-0' to 52•-0°
Double tongue and groove interlocking rainscreen joint
26, 24 or 22 Ga. Shadowline profiled embossed G-90 galvanized or
Galvalume® pre -painted steel
Vertical and horizontal
45"
Panel Thickness: 23/4" 3° 4° ( 6"/ 6"
R -value: 7.5 per inch ASTM C518 @ 75 mean temperature
8.25 per inch ASTM C518 @ 35 mean temperature
Exterior Face: 26, 24 or 22 Ga. Shadowline profiled embossed G-90 galvanized or
Galvafume. pre -painted steel
Reveal Options: Standard 1/8" vertical application, standard 3/8" horizontal application
Interior Face
Shadowline
RECEIVED
CITY OF TUKWILA
FEB 17 2017
ERMITEMIZEPR
CODE COMPLIANCE
APPROVED
IExterior Face
45" Coverage (1,143mm)
Shadowline
A premium engineered wall/ceiling system for
interior applications. Specially designed to meet
today's high performance standards in a wide
variety of environments. Features a non -CFC
polyurethane insulating core.
Applications
KS45 Shadowline panels are ideal for interior walls and ceilings in
cold storage buildings, food and meat processing plants, critical
temperature and controlled environment areas as well as in medical
or pharmaceutical facilities. The superior engineered joint assures a
tight, well designed vapor banier in enclosures of any size.
Panel Design
KS45 Shadowline panels utilize a superior joint design with a caulked
seal provision that provides excellent air infiltration and water penetration
test results. Panels are produced in the attractive Shadowline stucco
embossed or smooth profiles on both the exterior and interior face.
Panel coverage is available in standard 45-3/8' width.
Customer Options
Choose from 20 in -stock Fluropon" colors or select a custom color to
match your needs. For interior heavy wash down environments,
plastisol (PVC) coatings as well as stainless steel facings are available.
:°APR 0 4 2017
City of Tukwila
BUILDING DIVISION
1 Kings an.
KS45 Shadowline
Data Sheet
Test
Procedure
WalIkeiling
System
Results
Fire
Toxicity Test
FM 4880
ASTM E84
ULC -S101
ULC -S102
Class 1 Fire Rating of Insulated Wall or Wall and Roof/Ceiling Panels,
Interior Finish Materials or Coatings, and Exterior Wall Systems
Flame Spread: 25 or Less
Smoke Developed: 450 or Less
Standard Methods of Fire Endurance Tests of Building Construction
and Materials
Standard Method of Test for Surface Building Characteristics of
Building Materials and Assemblies
ULC -S127 Standard Corner Wall Method of Test for Flammability
Characteristics of Non -Melting Building Materials
UBC26-4 / NFPA 285 Standard Fire Test Method for Evaluation of Fire Propagation
Characteristics of Exterior Non -Load -Bearing Wall Assemblies
Containing Combustible Components
NFPA 259 Standard Fire Test Method for Evaluation of Fire Propagation
Characteristics of Exterior Non -Load -Bearing Wall Assemblies
Containing Combustible Components
State of New York, Article 15, Part 1120 Kingspan panels are in compliance
of the New York State Uniform Fire
Prevention Code
Strength FM 4881 Approval Standard for Class 1 Exterior Wall Systems
ASTM E72 Chamber Method Panel load / span and deflection tables are available
Thermal Transmission ASTM C518 2" R = 15 /U = 0.067 2.5" R = 19 / U = 0.053
3" R = 24 / U = 0.042 4"R= 32 /U= 0.031
5"-R,-- 41 kU =0.024 6"R= 49/U= 0.020
Air In 'on ASTM E283
•
0.003 CFM/ft2 of Panel Area at 6.24 psf
Water Penetration ASTM E331
Fatigue Test Subjected to 2 million alternate cycles of
20 PSF positive and negative wind loading
No Water Penetration at 20.0 psf
No metal / foam delamination or metal fatigue
Humidity Test Sample subjected to 100% relative
humidity at 140 °F for 1000 hours
Autoclave Test Sample placed in an autoclave device
and pressurized to 2 PSI at 212 °F
for 21/2 hours
No evidence of metal primer corrosion
No evidence of delamination
Skin Delamination
No skin delamination with direct pull off pressure up to 1188 psf
Kingspan USA
Deland, FL; 386-626-6789 Modesto, CA t: 209-531-9091 www.kingspanpanels.us
Kingspan Canada
Caledon, ON; 905-951-5600 Langley, BC t: 604-607-1101 www.kingspanpanels.ca
For the product offering in other markets please contact your local sales representative or visit www.kingspanpanels.com
Care has been taken to ensure that the,.,ha,t of this publication are accurate. but Kingspan Limited and its subsidiary companies do not accept responsibEty for errors or for
it demotion that b found to be misleading Suggestions for, or description of, the end use or application of products or niAludo of working are for information only ani
Kingspan limited and its sUbsidedas accept re Rablbtyrn s,n.ttiotr5ut.
Kingspan.
2
Issue 1: 3/2014
Specifiers: Click on the if icon in the WORD toolbar to reveal detailed instructions
SECTION 07 4213
METAL WALL PANELS
Kingspan Insulated Panels
KS Series Insulated Wall Panel System
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Steel faced, polyurethane (polyisocyanurate) metal wall panels.
B. Accessories including fasteners and perimeter trim.
1.2 REFERENCES
American Architectural Manufacturers Association (AAMA)
1. AAMA 501.1: Standard Test Method for Metal Curtain Walls for water penetration
using Dynamic Pressure.
2. AAMA 5012: Quality Assurance and Diagnostic Water Leakage Field Check of
Installed Storefronts, Curtain Walls and Sloped Glazing Systems.
B. American Society of Civil Engineers (ASCE)
1. ASCE 7: Minimum Design Loads for Buildings and Other Structures.
C. ASTM International
1. ASTM A480: Standard Specification for General Requirements for Flat -Rolled
Stainless and Heat -Resisting Steel Plate, Sheet and Strip.
2. ASTM A653: Standard Specification for Steel Sheet, Zinc -Coated (Galvanized) or
Zinc -Iron Alloy -Coated (Galvannealed) by the Hot -Dip Process
3. ASTM A755: Standard Specification for Steel Sheet, Metallic Coated by the Hot -Dip
Process and Prepainted by the Coil -Coating Process for Exterior Exposed Building
Products
4. ASTM A792: Standard Specification for Steel Sheet, 55% Aluminum -Zinc AIIoy-
Coated by the Hot -Dip Process
5. ASTM A924: Standard Specification for General Requirements for Steel Sheet,
Metallic -Coated by the Hot -Dip. Process
6. ASTM B117: Standard Practice for Operating Salt Spray (Fog) Apparatus
Project Name/Project Number/27-Sep-2011 07 42 13 - 1 Metal Wall Panels
Kingspan Insulated Panels - KS Series
7. ASTM B209: Standard Specification for Aluminum and Aluminum -Alloy Sheet and
Plate
8. ASTM C209: Standard Test Methods for Cellulosic Fiber Insulating Board
9. ASTM C273: Standard Test Method for Shear Properties of Sandwich Core
Materials.
10. ASTM C518: Standard Test Meth d for Steady -State Thermal Transmission
Properties by Means of the Heat Flow Meter Apparatus
11. ASTM C920: Standard Specification for Elastomeric Joint Sealants
12. ASTM D224; Standard Specification for Smooth -Surfaced Asphalt Roll
13. ASTM D522: Standard Test Methods for Mandrel Bend Test of Attached Organic
Coatings
14. ASTM D523: Standard Test Method for Specular Gloss
15. ASTM D714: Standard Test Method for Evaluating Degree of Blistering of Paints
16. ASTM D968: Standard Test Methods for Abrasion Resistance of Organic. Coatings
by Failing Abrasive
17. ASTM D1308: Standard Test Method for Effect of Household Chemicals on Clear
and Pigmented Organic Finishes
18. ASTM D1621: Standard Test Method for Compressive Properties of Rigid Cellular
Plastics
19. ASTM D1622: Standard Test Method for Apparent Density of Rigid Cellular Plastics
20. ASTM D1623: Standard Test Method for Tensile and Tensile Adhesion Properties of
Rigid Cellular Plastics
21. ASTM D1654: Standard Test Method for Evaluation of Painted or Coated
Specimens Subjected to Corrosive Environments.
22. ASTM D1929: Standard Test Method for Determining Ignition Temperature of
Plastics.
23. ASTM D2126: Standard Test Method for Response of Rigid Cellular Plastics to
Thermal and Humid Aging.
24. ASTM D2244: Standard practice for Calculation of Color Tolerances and Color
Differences from Instrumentally Measured Color Coordinates
25. ASTM D2247: Standard Practice for Testing Water Resistance of Coatings in 100
percent Relative Humidity
26. ASTM D2794: Standard Test Method for Resistance of Organic Coatings to the
Effects of Rapid Deformation (Impact)
27. ASTM D3273: Standard Test Method for Resistance to Growth of Mold on the
Surface of Interior Coatings in an Environmental Chamber.
28. ASTM D3359: Standard Test Methods for Measuring Adhesion by Tape Test
29. ASTM D3363: Standard Test Method for Film Hardness by Pencil'. Test
30. ASTM D4145: Standard Test Method for Coating Flexibility of Prepainted Sheet
31. ASTM D4214: Standard Test Methods for Evaluating the Degree of Chalking of
Exterior Paint iFilms
32. ASTM D5894: Standard Practice for Cyclic Salt Fog/UV Exposure of Painted Metal,
(Alternating Exposures in a Fog/Dry Cabinet and a UV Condensation Cabinet)
Project Name/Project Number/27-Sep-2011
07 4213 - 2 Metal Wall Panels
Kingspan Insulated Panels - KS Series
33. ASTM D6226: Standard Test Method for Open Cell Content of Rigid Cellular
Plastics.,
34. ASTM E72: Standard Test Methods of Conducting Strength Tests of Panels for
Building Construction
35. ASTM E84: Standard Test Method for Surface Burning Characteristics of Building
Materials
36. ASTM E90: Standard Test Method for Laboratory Measurement of Airborne Sound
Transmission Loss of Building Partitions and Elements
37. ASTM E283: Standard Test Method for Determining Rate of Air Leakage Through
Exterior Windows, Curtain Walls, and Doors Under Specified Pressure Differences
Across the Specimen
38. ASTM E330: Standard Test Method for Structural Performance of Exterior Windows,
Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference
39. ASTM E331: Standard Test Method for Water Penetration of Exterior Windows,
Skylights, Doors, and Curtain Walls by Uniform Static Air Pressure Difference
40. ASTM G153: Standard Practice for Operating Enclosed Carbon Arc Light Apparatus
for Exposure of Nonmetallic Materials
41. ASTM G154: Standard Practice for Operating Fluorescent Light Apparatus for UV
Exposure of Nonmetallic Materials
D. FM Global (FM)
1 Approval Standard 4880; Class 1 Fire Rating of Insulated Wall or Wall and
Roof/Ceiling Panels, Interior Finish Materials or Coatings, and Exterior Wall
Systems.
2. Approval Standard 4881; Class 1 Exterior Wall Systems.
E. International Building Code (IBC): current edition
F. National Fire Protection Agency (NFPA)
1. NFPA 259: Standard Test Method for Potential Heat of Building Materials.
2. NFPA 268: Standard Test Method for Determining Ignitibility of Exterior Wall
Assemblies Using a Radiant Heat Energy Source.
3. NFPA 285: Standard Fire Test Method for Evaluation of Fire Propagation
Characteristics of Exterior Non -Load -Bearing Wall Assemblies Containing
Combustible Components.
G. UL Canada (ULC)Approvals:
1. CAN/ULC-S101: Standard Methods of Fire Endurance Tests of Building
Construction and Materials
2. CAN/ULC-S102: Standard Method of Test for Surface Building Characteristics of
Building Materials and Assemblies
Project Name/Project Number/27-Sep-2011
07 4213 3
Metal Wall Panels
Kingspan Insulated Panels - KS Series
3. CAN/ULC-S127: Standard Corner Wall Method of Test for Flammability
Characteristics of Non -Melting Building Materials
4. CAN/ULC-S134: Fire Test of Exterior Wall Assemblies
H. International Organization for Standardization (ISO)
1. ISO 14025: Environmental Labels and Declarations
1.3 ADMINISTRATIVE REQUIREMENTS
A. Pre -installation meeting: Conduct a pre -installation meeting at the job site attended by
Owner, Architect, Manufacturer's Technical Representative, Panel Installer, and
Contractors of related trades. Coordinate structural support requirements in relation to
insulated wall panel system, installation of any separate air/water barriers, treatment of
fenestration, and other requirements specific to the project.
1.4 SUBMITTALS
A. Refer to Section [01 33 00' Submittal Procedures] [insert section number and title].
B. Product Data: Submit manufacturer current technical literature for each type of
product.
C. Shop Drawings: Submit detailed drawings and panel analysis showing:
1. Profile
2. Gauge of both exterior and interior sheet
3. Location, Layout and dimensions of panels
4. Location and type of fasteners
5. Shape and method of attachment of all trim
6. Locations and type of sealants
7. Installation sequence
8. Coordination Drawings: Provide elevation drawings and building sections which
show panels in relationship to required locations for structural support. Include
panel details and details showing attachment to structural support.
9. Other details as may be required for a weathertight installation
D. Panel Analysis: Provide panel calculations to verify panels will withstand the design
wind loads indicated without detrimental effects or deflection exceeding L/180. Include
effects of thermal differential between the exterior and interior panel facings and
resistance to fastener pullout.
E. Samples: Provide nominal 3 x 5 inch of each color indicated. [Provide panel width by 8
inches long minimum] [Insert size].
Project Name/Project Number/27-Sep-2011
07 4213 - 4 Metal Wall Panels
Kingspan Insulated Panels - KS Series
F. LEED Submittals:
1. Energy and Atmosphere (EA)
a. Energy Analysis for Credit EA 1: Demonstrating percentage of performance
improvement compared with the baseline building performance rating.
2. Material and Resources (MR)
a. Product Certificates for Credit [MR 4] [MR 4.1[and Credit MR 4.2]]: For
products having recycled content, documentation indicating percentages
by weight of postconsumer and pre -consumer recycled content.
b. Product Certificates for Credit [MR 5] [MR 5.1[and Credit MR 5.2]]: For
products and materials required to comply with requirements for regionally
manufactured materials. Include statement indicating cost, location of
manufacturer, and distance to Project for each regionally manufactured
material.
3. Indoor Environmental Quality (IEQ)
a. Product Data for Credit [IEQ 4.1] [EQ 4.1]: For sealants, including printed
statement of VOC content
b. Product Data for Credit [1E1 4.2] [EQ 4.2]: For paints and coatings,
including printed statement of VOC content
4. Innovation in Design (ID)
a. [Documentation for Credit [ID 1] [ID 1.1]: [Include specific requirements
related to documenting credit.]
5. Pilot Credit 61: Certified Products
a. Material Disclosure and Assessment
G. Miscellaneous Certifications:
1. Submit documentation that products have been certified in accordance with ISO
14025.
H. Quality Assurance Submittals
1. Design Data, Test Reports: Provide manufacturer test reports indicating product
compliance with requirements.
2. Manufacturer Erection Instructions: Provide manufacturer's written installation
instructions including proper material storage, material handling, installation
Project Name/Project Number/27-Sep-2011
07 42 13 - 5 Metal Wall Panels
Kingspan Insulated Panels - KS Series
sequence, panel location(s), and attachment methods, details and required trim
and accessories.
1.5 QUALITY ASSURANCE
A. Manufacturer Qualifications:
1. Manufacturer shall have a minimum of five (5) years experience in the production
of insulated wall panels. Manufacturer shall demonstrate past experience with
examples of projects of similar type and exposure.
2. Manufacturer to be registered with a Program Operator with a Certified,
Environmental Product Declaration, in conformance with ISO 14025, for Insulated
Metal Panels.
B. Installer Qualifications: Authorized by the manufacturer and the work shall be
supervised by a person having a minimum of five (5) years experience installing
insulated wall panels on similar type and size projects.
1.6 DELIVERY, STORAGE AND HANDLING
A. Refer to Section [01 60 00 Product Requirements] [insert section number and title].
B. Deliver panel materials and components in manufacturer's original, unopened,
undamaged packaging with identification l'abels intact.
C. Store wall panel materials on dry, level, firm, and clean surface. Stack no more than two
bundles high. Elevate one end of bundle to allow moisture run-off, cover and ventilate
to allow air to circulate and moisture to escape.
1.7 WARRANTY
A. Limited Warranty Standard form in which manufacturer agrees to repair or replace
items that fail in materials or workmanship within specified warranty period. The items
covered by the warranty include structural performance including bond integrity,
deflection and buckling.
1. Warranty Period: Two (2) years from date of Substantial Completion, or 2 years and
3 months from the date of shipment from manufacturer's plant, whichever occurs
first.
B. Finish Warranty: Standard form in which manufacturer agrees to repair or replace metal
panels that evidence deterioration of fluoropolymer finish, including flaking or peeling
from approved primed metal substrate, chalk in excess of 8 when tested in accordance
Project Name/Project Number/27-Sep-2011
07 4213 6 Metal Wail Panels
Kingspan Insulated' Panels - KS Series
with ASTM D4214, Method A, and /or color fading in excess of 5 .6,E Hunterunits on
panels when tested in accordance with ASTM D2244.
1. Warranty Period: Twenty (20) years from date of Substantial Completion, or 20
years and 3 months from the date of shipment from manufacturer's plant,
whichever occurs first.
PART 2 - PRODUCTS
2.1 MANUFACTURER
A
Kingspan Insulated Panels Ltd. 12557 Coleraine Drive, Caledon, ON L7E 3B5 (866-442-
3594); 5202 -272nd Street, Langley, B.C. V4W 1S3 (866-442-3594)
(www.ki ngspanpanels.ca);
B. Kingspan Insulated Panels, Inc., 726 Summerhill Drive, Deland, FL 32724 (888-882-
5862); 2000 Morgan Road, Modesto, CA 95358 (800-377-5110)
(www kingspanpanels.us)
C. Basis of Design: Kingspan KS Series.
D. Substitution Limitations:
1. Submit written request for approval of substitutions to the Architect [a minimum of
[14] days prior to the date for receipt of bids] [Insert time period]. Include the
following information:
a. Name of the materials and description of the proposed substitute.
b. Drawings, cut sheets, performance and test data.
c. List of projects similar scope and photographs of existing installations.
d. Test reports indicating compliance with the performance criteria.
e. Other information necessary for evaluation.
2. After evaluation by Architect, approval will be issued via addendum. No verbal
approval will be given.
3. Substitutions following award of contract are not allowed except as stipulated in.
Division 01— General Requirements.
2.2 EXTERIOR WALL PANELS
A. Performance Criteria:
Project Name/Project Number/27-Sep-2011 07 4213 - 7 Metal Wall Panels
Kingspan Insulated Panels - KS Series
1. Structural Test: Structural performance shall be verifiable by witnessed structural
testing for simulated wind loads in accordance with ASTM E72 and E330.
Deflection criteria shall be [L/180] [insert project specific deflection criteria].
2. Fatigue Test There shall be no evidence of metal/insulation interface delamination
when the panel is tested by simulated wind loads (positive and negative Toads),
when applied for two million alternate cycles of L/180 deflection.
3. Freeze / Heat Cycling Test: Panels shall exhibit no delamination, surface blisters,
permanent bowing or deformation when subjected to cyclic temperature extremes
of minus 20 deg. F to plus 180 deg. F temperatures for twenty one, eight-hour
cycles.
4. Water Penetration: There shall be no uncontrolled water penetration through the
panel joints at a pressure differential of 20 psf, when tested in accordance with
ASTM E331.
5. Dynamic Water Penetration: There shall be no uncontrolled water penetration
through the panel assembly at a pressure difference of 12 psf, when tested in
accordance with AAMA 501.1.
6. Air Infiltration: Air infiltration through the panel shall not exceed 0.001 cfm/sf at 20
psf air pressure differential when tested in accordance with ASTM E283.
7. Humidity Test: Panels shall exhibit no delamination or metal interface corrosion
when subjected to plus 140 deg. F temperature and 100 percent relative humidity
for a total of 1200 hours (50 days).
8. Autoclave Test Panels shall exhibit no delamination or shrinkage/melting of the
foam core from the metal skins after being subjected in an autoclave to a pressure
of 2psig (13.8kPa) at a temperature of plus 218 deg. F (plus 103 deg. C) for a
period of 2 1/2 hours.
9. Panel Fire Tests:
a. Fire Endurance Test — 10 minutes: Panels remained in place without joint
stitch fastening per CAN/ULC-S101.
b. Fire Endurance Test —15 minutes: Panels remained in place with joint stitch
fastening per CAN/ULC-S101.
10. Flame Spread and Smoke Developed Tests on exposed Insulating Core:
a. Flame Spread: Less than 25.
b. Smoke Developed: Less than 250.
c. Tests performed in accordance with CAN/ULC-S102 and ASTM E84.
11. Fire Test Response Characteristics: Steel -faced panels with polyisocyanurate (ISO)
core shall fully comply with Chapter 26 of International Building Code regarding.
the use of Foam Plastic.
a. FM 4880: Class I rated per FM Global, panels are approved for use without
a thermal barrier and do not create a requirement for automatic sprinkler
protection.
Project Name/Project Number/27-Sep-2011
07 4213 8 Metal Wall Panels
Kingspan Insulated Panels - KS Series
b. NFPA 259 Potential Heat Content; established for foam core.
c. NFPA 268 Ignitability of Exterior Wall Assemblies Using a Radiant Heat
Source; successfully passed acceptance criteria.
d. NFPA 285 Intermediate Scale Multi -story Fire Evaluation; successfully
passed acceptance criteria.
e. UL 263 Fire Resistive Rating; classified as a component of a fire -rated wall
assembly for 1 -hour and 2 -hour rating Design No. U053 (rated assemblies
include appropriate layers of fire -rated Type X Gypsum board).
f. ASTM D1929 Minimum Flash and Self Ignition; established for foam core.
g. 5101, S102, S127, S134 UL Canada fire test standards; successfully passed.'
12. Windborne Debris rating for Wall Panel:
a. Meet requirementsfor high velocity hurricane zone with large missile
impact when tested in accordance with FM Standard 4881.
13. Insulating Core: Polyisocyanurate (ISO) core, ASTM C591 Type IV, CFC and HCFC
free, compliant with Montreal Protocol and Clean Air Act, with the following
minimum physical properties:
a. Core is 90 percent dosed cell when tested in accordance with ASTM D6226
b. Panel shall provide a nominal R -value of 7.5 per inch thickness when tested
in accordance with ASTM C518 at a mean temperature of 75 deg. F.
c. Foam has a density of 2.2 to 2.8 pounds per cubic foot when tested in
accordance with ASTM D1622
d. Compressive Stress:
1) Parallel to Rise: 42 psi
2) Perpendicular to Rise: 24 psi
3) Tested in accordance to ASTM D1621
e. Shear Stress: 17.5 psi when tested in accordance with ASTM C273
f. Tensile Stress: 25 psi when tested in accordance with ASTM D1623
g. Oven Aging at 200 degrees F:
1) 1 day: plus 1.percent volume change
2) 7 days: plus 3 percent volume change
3) Tested according to ASTM D2126
h. Low Temperature Aging at minus 20 degrees F:
1) 1 day: 0 percent volume change
2) 7 days: 0 percent volume change
3) Tested according to ASTM D2126
B. Paint Finish Characteristics:
Project Narne/Project Number/27-Sep-2011
07 4213 - 9 Metal Wall Panels
Kingspan Insulated' Panels - KS Series
1. Gloss: 15 ± 5 measured at 60 degree angle tested in accordance with ASTM D523.
2. Pencil Hardness: HB -H minimum tested in accordance with ASTM D3363.
3. Flexibility, T -Bend: 1-2T bend with no adhesion loss when tested in accordance
with ASTM D4145.
4. Flexibility, Mandrel: No cracking when bent 180° around a 1/8 mandrel as tested in
accordance with ASTM D522.
5. , Adhesion: No adhesion Toss tested in accordance with ASTM D3359.
6. Reverse Impact: No cracking or adhesion loss when impacted 3000 by inchesof
metal thickness (lb -in), tested in accordance with ASTM D2794.
7. Abrasion Resistance: Nominal 65 liters of falling sand to expose 5/32 inch diameter
of metal substrate when tested in accordance with ASTM D968.
8. Graffiti Resistance: Minimal effect.
9. Acid Pollutant Resistance: No effect when subjected to 30 percent sulfuric acid for
18 hours, or 10 percent muriatic acid for 15 minutes when tested in accordance
with ASTM D1308.
10. Salt Fog Resistance: Passes 1000 hours, when tested in accordance with ASTM
B117 (5 percent salt fog at 95 deg. F).
11. Cyclic Salt Fog and UV Exposure: Passes 2016 hours when tested in accordance
with ASTM D5894.
12. Humidity Resistance: Passes 1500 hours at 100 percent relative humidity and 95
deg. F, with a test rating of 10 when tested in accordance with ASTM D2247, and
D714.
13. Color Retention: Passes 5000 hours when tested in accordance with ASTM G153
and G154.
14. Chalk Resistance: Maximum chalk is a rating of 8 when tested in accordance with
ASTM D4214, Method A.
15. Color Tolerances: Maximum of6 Hunter units on panels when tested in
accordance with ASTM D2244.
C. Exterior Aggregate Finish Characteristics:
1. Moisture Resistance: 14 days exposure with no deleterious effects when tested in
accordance with ASTM D2247.
2. Salt Spray. 1000 hours, no deleterious effects when tested in accordance with
ASTM 'B117.
3. Abrasion Resistance: 500 liters of sand, no deleterious effects when tested in
accordance with ASTM D968.
4. Freeze/Thaw (60 cycles): No checking, cracking or splitting.
5. Mildew Resistance: No growth of mildew per ASTM D3273.
6. Flame Spread: less than 25, Class 1 rating when tested in accordance with ASTM
E84.
D. Panel Assembly:
Project Name/Project Number/27-Sep-2011
074213 -10. Metal Wall Panels
Kingspan Insulated Panels - KS Series
1. Panel thickness: [2 inches] [2 Y2 inches] [3 inches] [4 inches] [5 inches] [6 inches]
thick.
2. Panel width: 42 inches [36 inches] [30 inches] [24 inches] [As indicated on
drawings].
3. Panel Lengths: [Minimum 8 feet, maximum [33] [52] feet] [As indicated on
Drawings].
4. Panel Attachment Shall consist of fasteners and stainless steel attachment clip
completely concealed within the panel side joint.
5. Horizontal Panel Joint Reveals: 3/8 inch [1/8 inch].
6. Vertical Joint Treatments (for horizontal panels):
a. Panel trimless ends with black EPDM gasket insert
b. Surface mounted aluminum extrusion with reveal and black EPDM gasket
insert
c. Surface mounted aluminum extrusion with reveal and [Flush] [Recessed]
aluminum insert
d. Surface mounted top hat metal flashing
7. Vertical Panel Joint Reveals: 1/8 inch.
8. Exterior Face of Panel:
a. Material:
1) Steel coil material shall be in accordance with ASTM A755: [AZ50
Galvalume®/ Zincalume® (55 percent aluminum, 45 percent zinc) in
accordance with ASTM A792] [Grade 33, G90 galvanized steel in
accordance with ASTM A653 and A924].
2) Gauge: 24 gauge [22 gauge]
b. Profile: [Azteco®] [Granitstone® flat] [Granitstone® Micro -Rib] [Mini -
Wave] [Mini Micro -Rib] [Micro -Rib] [Shadowline]
c. Texture: Non -directional stucco embossed [Smooth] [Heavy Embossed].
d. Exterior Paint Finish Color:
1) [Selected from current Kingspan Insulated Panels color chart]
[Custom color as selected by Architect] [Color indicated].
2) Finish System:
a) [1.0 mil. Fluropolymer (PVDF) Two Coat system: 0.2 mil primer
with 0.8 mil Kynar 500 (70 percent) SOLID color coat.]
b) [1.0 mil. Fluropoiymer (PVDF) Two Coat system: 0.2 mil primer
with 0.8 mil Kynar 500 (70 percent) MICA color coat.]
Project Name/Project Number/27-Sep-2011 07 4213 - 11 Metal Wap Panels
Kingspan Insulated Panels - KS Series
c) [1.5 mil. Fluropolymer (PVDF) Three Coat system: 0.2 mil primer
with 0.8 mil Kynar 500 (70 percent) METALLIC color coat and .5
mil dear coat.)
d) [2.4 mil. Fluropolymer (PVDF) Three Coat system: 0.8 mil primer
with 0.8 mil Kynar 500 (70 percent) SOLID color coat and 0.8 mil
clear coat.}
e. Exterior Aggregate Finish:
1) Baked epoxy primer with factory applied [12 mil dry film thickness]
[36 mil dry film thickness] finish coat of acrylic bonder and silica
aggregate.
a) Silica Aggregate Color: [Selected from current Kingspan
Insulated Panels GRANITSTONE color chart] [Custom color as
selected by Architect] [Color indicated].
b) Quartz Aggregate Color. [Selected from current Kingspan
Insulated Panels GRANITSTONE QUARTZ color chart] [Color
indicated].
9. Interior Face of Panel:
a. Material:
1) Steel coil material shall be in accordance with ASTM A755: [AZ50
Galvalume®/ Zincalume® (55 percent aluminum, 45 percent zinc) in
accordance with ASTM A792] [Grade 33, G90 galvanized steel in
accordance with ASTM A653 and A924] .
b. Profile: Shadowline.
1) Profile description: Linear striations nominal 0.0625 inch deep by 3/4
inches wide at 3 inches on center.
c. Texture: Non -directional stucco embossed.
d. Gauge: 26 [24] [22] gauge.
e. Interior Finish: [modified polyester, dry film thickness of 1.0 mil including
primer.] [PVDF finish, dry film thickness of 1.0 mil including primer] [Vinyl
Plastisol, 4.0 mil including primer].
1) Color: [USDA Imperial White] [Selected from the current Kingspan
Insulated Panels stock color chart] [same as exterior finish] [Custom
color as selected by Architect] [Color indicated].
Project Name/Project Number/27-Sep-2011 07 4213 - 12 Metal Wall Panels
Kingspan Insulated Panels - KS Series
2.3 ACCESSORIES
A. Fasteners:
1. Self drilling fasteners shall be cadmium plated steel with neoprene washer, as
recommended by manufacturer.
2. Material: Hex -head type with steel and neoprene washer and 12 gauge stainless
steel clip supplied by the manufacturer.
3. Size: As recommended by manufacturer.
B. Perimeter Trim:
1. Fabricated perimeter trim and metal flashing: Shall be same gauge, material and
coating color as exterior face of insulated metal wall panel.
2. Extruded perimeter trim: Shall be extruded aluminum 6063-T5 alloy with spray
applied PVF coating in same color as exterior face of insulated metal wall panel.
C Sealants: Butyl, non-skinning/curing type as recommended by manufacturer.
D. Butyl Tape: As recommended by manufacturer.
PART 3 -EXECUTION
3.1 EXAMINATION
A. Provide field measurements to manufacturer as required to achieve proper fit of the
preformed wall panel envelope. Measurements shall be provided in a timely manner so
that there is no impact to construction or manufacturing schedule.
B. Supporting Steel: All structural supports required for installation of panels shall be by
others. Support members shall be installed within the following tolerances:
1. Plus or minus 1/8 inch in 5 feet in any direction along plane of framing.
2. Plus or minus 1/4 inch cumulative in 20 feet in any direction along plane of
framing.
3. Plus or minus 1/2 inch from framing plane on any elevation.
4. Plumb or level within 1/8 inch at all changes of transverse for pre -formed corner
panel applications.
5. Verify that bearing support has been provided behind vertical joints of horizontal
panel systems and horizontal joints of vertical panel systems. Width of support
shall be as recommended by manufacturer.
C. Examine individual panels upon removing from the bundle; notify manufacturer of
panel defects. Do not install defective panels.
Project Name/Project Number/27-Sep-2011 07 42' 13 -13 Metal waltz Panels.
Kingspan Insulated Panels - KS Series
3.2 PANEL INSTALLATION
A. Installation shall be in accordance with manufacturer's installation guidelines and
recommendations.
B. Install panels plumb, level, and true -to -line to dimensions and layout indicated on
approved shop drawings.
C. Cut panel's prior to installing, where indicated on shop drawings, using a power circular
saw with fine tooth carbide tip blade per manufacturer's instructions. Personnel
should wear respiratory and eye protection devices.
D. Butyl Weather Barrier Sealant:
1. Apply non -skinning butyl sealant as shown on shop drawings andmanufacturer's
installation instructions as necessary to establish the vapor barrier for the panels.
2. Use non -skinning butyl tube sealant only for tight metal -to -metal contact.
3. Do not use non -skinning butyl tube sealant to bridge gaps.
E. Place panel fasteners through pre -punched holes in attachment clips, concealed within
the joint of the panel. Secure units to the structural supports. Space dips as
recommended by manufacturer or otherwise indicated on the approved shop drawings.
3.3 TRIM INSTALLATION
A. Place trim and trim fasteners only as indicated per details on the approved shop
drawings.
B. Field drill weep holes where appropriate in horizontal trim; minimum 1/4 inch diameter
at 24 inches on center.
C. Place a continuous strip of butyl tube sealant between the inside back face of closure
trims and interior panel faces for proper vapor seal.
3.4 SEALANT INSTALLATION FOR EXPOSED JOINTS
A. Clean and prime surfaces to receive exterior exposed sealants in accordance with
sealant manufacturer's .recommendations.
B. Follow sealant manufacturer's recommendations for joint width -to -depth ratio,
application temperature range, size and type of backer rod, and compatibility of
materials for adhesion.
C. Direct contact between butyl and silicone sealants shall not be permitted.
Project Name/Project Number/27-Sep-2011
07 42 13 -14 Metal Wall Panels
Kingspan Insulated Panels - KS Series
3.5 TRIM INSTALLATION
A. Place trim and trim fasteners only as indicated per details on the approved shop
drawings.
B. Field drill weep holes where appropriate in horizontal trim where indicated on shop
drawings.
C. Place a continuous strip of butyl tape or butyl sealant on closure trims for the length of
the panel to be covered as indicated on shop drawings.
3.6 FIELD QUALITY CONTROL
A. Testing Agency: General Contractor shall engage an independent testing and
inspection agency acceptable to the architect to perform field tests and inspections and
to prepare reports of findings.
B. Field Water Test: After completing portion of metal wall panel assembly including
accessories and trim, test a 2 -bay area selected by the architect for water penetration in
accordance with AAMA 5012.
3.7 CLEANING AND PROTECTION
A Remove protective film immediately after installation.
B. Touch-up, repair or replace metal panels and trim that have been damaged.
C. After metal wall panel installation, clear weep holes and drainage channels of
obstructions, dirt, and sealant.
END OF SECTION
DISCLAIMER:
Kingspan Insulated Panels Guide Specifications have been written as an aid to the
professionally qualified Specifier and Design ProfessionaL The use of this Guideline
Specification requires the sole professional judgment and expertise of the qualified
Specifier and Design Professional to adapt the information to the specific needs for the
Building Owner and the Project, to coordinate with their Construction Document Process,
and to meet aU the applicable building codes, regulations and laws. KINGSPAN
INSULATED PANELS EXPRESSLY DISCLAIMS ANY WARRANTY, EXPRESSED OR IMPLIED,
INCLUDING THE WARRANTY OF MERCHANTABILITY OR FITNESS FOR PARTICULAR.'
PURPOSE OF THIS PRODUCT FOR THE PROJECT.
Project Name/Project Nurnber/27-Sep-2011
07 42 13 -15 Metal Wall Panels
Kingspan InsuBated Panels - KS Series
Project Name/Project Number/27-Sep-2011 07 4213 -16 Metal Wali Panels
Kingspan Insulated Panels - KS Series
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7. SPECIAL INSPECTIONS 3 TESTING (QUALITY ASSURANCE PLAN):
A GENERAL:
i INDEPENDENT TESTING LAB SHALL BE RETAINED BY OWNER,TO PROVIDE INSPECTIONS AND SPECIAL INSPECTIONS AS
DESCRIBED HEREIN.
L. THE CONTRACTOR IS RESPONSIBLE FOR CODRDEN All NG AND PROVIDING ON SITE ACCESS TO ALL REQUIRED
INSPECTIONS AND NOTIFIES TESTING LAB IN TIME TO PER FORM SUCH IN SPE CTIONS PRIOR.
13O NOT COVER WORK REQUIRED TO BE INSPECTED :PRIOR TO INSPECTION BEING MADE. IF WORK IS COVERED,
CONTRACTOR WILL BE RESPONSIBLE FOR UNCOVER ING-AS NECESSARY.
.q,. THE CONTRACTOR SHALL CORRECT ALL DEFICIENCIES AS NOTED WITHIN THE SPECIAL INSPECTION REPORTS AND/OR
THE ENGINEER OF RECORDS FIELD OBSERVATION (STRUCTURAL OBSERVATIONS) REPORTS TO BRING THE
CONSTRUCTION INTO COMPLIANCE WITH THE CONTRACT DOCUMENTS, ADDENDUMS, REVISIONS, RF1'S AND/OR
WRITTEN INSTRUCTIONS. THE CONTRACTOR. 15 RESPONSIBLE. TO REQUEST. SUMMARY REPORTS FROM THE SPECIAL
INSPECTOR AND ENGINEER OF RECORD AT THE TIME OF THE PROJECT SUBSTANTIAL COMPLETION. PRIOR TO
REQUESTING THE -SUMMARY OF STRUCTURA..L OBSERVATION REPORTS FROM THE ENGINEER OF RECORD, THE
CONTRACTOR SHALL SUBMIT TO THE ARCHITECT AND ENGINEER OF RECORD A LETTER STATING THAT ALL
OUTSTANDING ITEMS NOTED ON PREVIOUS STRUCTURAL OBSERVATION REPORTS -AVE BEEN COMPLETED IN
ACCORDANCE W1714 THE CONTRACT DOCUMENTS,AD DENDU MS, R PPSIONS, RFI'S AND/OR WRir EN INSTRUCTIONS_
E. SPECIAL INSPECTIONS:
a ALL SPECIAL INSPECTIONS. SHALL BE. PERFORMED TO MEET THE REQUIREMENTS OF THE 2012 INTERNATIONAL
BUILDING CODE (CB C.> AS RECOMMENDED BY THE LOCAL BUILDING JU€15DICTION.
z.. REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT CERTIFIED TESTING LABORATORY
EMPLOYE D BY THE OWNER PER SECTION =_74.4 OFT HE 201721 BC FOR THE AREAS INDICATED IN THE SPECIAL INSPECTION
PROGRAM.
TICE INDEPENDENT CERTIFIED TESTING LABORATORY'AND INSPECTORS SHALL BE A QUALIFIED PERSON WHO SHALL
SNOW COMPETENCE TO THE SATISFACTION OF THE LOCAL BUILDING. OFFICIAL, OWNER, ARCHITECT AND ENGINEER OF
RE CORD FOR THE PARTICULAR OPERATION_ ALL SPECIAL INSPECTDONREPORT:SSHALL BE SUBMITTED TO THE 'BUILDING
DEPARTMENT, ARCHITECT AND ENGINEER QF RECORD STATING THE PROJECT NAME AND ADDRESS.
T1 -EE CONTRACTOR AND SPECIAL INSPECTOR STALL NOTIFY THE ENGINEER OF RECORD OF ANY ITEMS NOT COMPLYING
WITH THE PROJECT SPECIFICATIONS, CONTRACT DOCUMENTS ANDIIOR APPLICABLE CODES. BEFOR E PROCEEDING WITH
ANY. WORE INVOLVING THAT ITEM_ THE ENGINEER OF RECORD WILL REVIEW THE ITEM AND DETERMINE ITS
ACCEPTABILITY IF WORK INVOLVING THAT ITEM PROCEEDS wrmouT PRIOR APPROVAL FROM THE ENGINEER OF
RECORD, THEN THE WORK WILL BE CONSIDERED NON-COMPLIANT_
1 /4"0
SEISMIC
PLATE
PLAN VIEW
120"
SPECIAL INSPECTIONS PROGRAM
ESTABLISHED PER 2012 IBC CHAPTER 17
ITEM
1.
CONIIMJOUS PEPIODIC
COMMENTS
GENERAL STRUCTURAL INSPECTK,NS AS REGURED BY SECTION 1704.4
STRUCTLLILii WOOD FOR SEISMK RESISTANCE
NAILING, BOLTING; ANCHORING A7
FASTENING CF COMPONBJTS INCLUDING SHEAR
WALLS, WOOD DIAPHRAGMS, DRAG STRUTS,
IIRP,C ES, SHEAR PANELS OJID HOLD DOWNS
W000
X
X
IOC 1 115
E£•C 1715
WELDND: STRUCTURAL STEEL
SMATERIALS
tATERTAL V72FICATION OF WELD FLIER
-'S
F X
I x
X
COMPLETE Alt) PARTIAL PENE IRATKIF1
4 IATPASS FU ETWELDS
SNC4.E PASS FILLErS> J1E"
SNCL E PASS FLLETS 5 5/10"
RISC 3c' 0, SECTION ASS
CONCRETE
x
BC 1705
EPDXY OR ADHESIVE .ANCHORPLACENENT
EXPAFf YNI OR SCREW ANCHOP. PLACa1ENT
X BY MOM OFFICIAL
X BC 1705
RECEIVED
CITY OF TUKWILA
MAR 24 2011
MIT CENTER
APR 0 4 2017
City of Tukwila
BUILDING DIV!SIO
05llly'/-
r1
REVIEWED FOR
CODE COMPLIANCE
APPROVED
APR 0 4 2017
City of Tukwila
BUILDING DIVISION
aJ
ri1
-� OF TUKW
CITYILA
MAR 24 2011
PERMIT CENTER
City of Tukwila
Department of Community Development
February 28, 2017
ROBERT FERGUSON
6119 162ND ST E
PUYALLUP, WA 98375
RE: Correction Letter # 1
MECHANICAL Permit Application Number M17-0023
WESTERN FOODS - 641 INDUSTRY DR
Dear ROBERT FERGUSON,
Allan Ekberg, Mayor
Jack Pace, Director
This letter is to inform you of corrections that must be addressed before your development permit can be approved. All
correction requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
BUILDING - M DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these
comments.
• (GENERAL NOTE)
PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised
plan sheets shall be the same size sheets as those previously submitted.)
(If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of
the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature.
Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, •
signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a
bound specification document that contains specifications other than that of an engineering or land surveying
nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is
responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed;
Front page only will be sufficient. (WAC 196-23-010 & 196-23-020)
(BUILDING REVIEW NOTES)
1. Show on the plan where the compressor shall be located outside the building. The location shall be where it shall
not be a nuisance or block access to walkways and provided with protection from damage to the unit. Specify if it
shall be enclosed and where the enclosure meets the required clearance per manufactures specifications. (IMC
Section 303, 304, 305.5 and 306.1,
Note: This permit plan review may not be complete as revised plans may require further corrections.
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have
enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail
or by a messenger service.
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
If you have any questions, 1 can be reached at 206-431-3655.
Sincerely,
Bill Rambo
Permit Technician
File No. M17-0023
6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: M17-0023
PROJECT NAME: WESTERN FOODS
SITE ADDRESS: 641 INDUSTRY DR
Original Plan Submittal
X Response to Correction Letter # 1
DATE: 03/24/17
Revision # ; before Permit Issued
Revision #
after Permit Issued
DEPARTMENTS:
K6 OW
Building Division
Public Works
Fire Prevention
Structural
Planning Division
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
REVIEWER'S INITIALS:
DATE: 03/28/17
Structural Review Required
DATE:
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
n
n
(corrections entered in Reviews)
Approved with Conditions
Denied
(ie: Zoning Issues)
DUE DATE: 04/25/17
Notation:
REVIEWER'S INITIALS:
DATE:
LPerinit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials:
12/18/2013
. PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: M17-0023 DATE: 02/22/17
PROJECT NAME: WESTERN FOODS
SITE ADDRESS: 641 INDUSTRY DR
X Original Plan Submittal Revision # before Permit Issued
Response to Correction Letter # Revision # after Permit Issued
DEPARTMENTS:
0411? 'I7*
Erfii
Building Division ito
Public Works
n
et 'A' )4:7-17
Fire Prevention
Structural
Planning Division
Permit Coordinator
El
PRELIMINARY REVIEW:
Not Applicable n
(no approval/review required)
REVIEWER'S INITIALS:
DATE: 02/22/17
Structural Review Required
i
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 03/23/17
Approved ❑ Approved with Conditions n
Corrections Required [,, Denied
(corrections entered in Reviews) (ie: Zoning Issues)
Notation:
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only 2----)--a%-17
CORRECTION LETTER MAILED: v _) S 17
Departments issued corrections: Bldg kr Fire 0 Ping ❑ PW 0 Staff Initials:
12/18/2013
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax: 206-431-3665
Web site: http://www.ci.tukwila.wa.us
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date:
Plan Check/Permit Number: M17-0023
❑ Response to Incomplete Letter #
• Response to Correction Letter # 1
❑ Revision # after Permit is Issued
❑ Revision requested by a City Building Inspector or Plans Examiner
Project Name: Western Foods
Project Address: 641 Industry Dr
Contact Person: rl j � Phone Numbe(255
VP
752:25B
RECEIVED
CITY OF TUKWILA
MAR 2 k 2017
PERMIT CENTER
ti4Inlary of levision:
DutM)g\ crafOO S'trf cit)
Sheet Number(s):
"Cloud" or highlight all areas of revision including date of revision
Received at the City of Tukwila Permit Center by:
—Entered in TRAKiT on
\applications\forms-applications on Zine\revision submittal
Created: 8-13-2004
Revised:
THERMAL EQUIPMENT INC
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00 Washington State Department of
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THERMAL EQUIPMENT INC
Owner or tradesperson
•Principals
FERGUSON, ROBERT DARWIN, PRESIDENT
FERGUSON, KIMBERLY LYNN, SECRETARY
MONK, DENNIS MONROE, MEMBER
(End: 04/07/2014)
Doing business as
THERMAL EQUIPMENT INC
WA UBI No.
601 841 708
6119 162ND ST E
PUYALLUP, WA 98375
253-531-7737
PIERCE County
Business type
Corporation
Governing persons
KIM
FERGUSON
ROBERT DARVIN FERGUSON;
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor
License specialties
METAL FABRICATION
License no,
THERMEI020KL
Effective — expiration
05/1311998— 08/08/2018
Bond
Western Surety Co
Bond account no.
62660395
Active.
Meets current requirements.
$6,000.00
Received by L&I Effective date
02/09/2016 02/08/2016
Expiration date
Until Canceled
RLI INS CO
Bond account no.
SRS1012806
$6,000.00
Received by L&I Effective date
02/24/2006 02/08/2006
Expiration date
Until Canceled
Insurance
Help us improve
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THERMAL EQUIPMENT INC
Truck Ins Exchange $1,000,000.00
Policy no.
605882662
Received by L&I Effective date
12/19/2016 12/14/2015
Expiration date
12/14/2017
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
No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts
may be recorded by other agencies.
License Violations
No license violations during the previous 6 year period.
IWorkers' comp
Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums.
L&I Account ID Account is current.
913,761-01,
Doing business as
THERMAL EQUIPMENT INC
Estimated workers reported
Quarter 4 of Year 2016 "4 to 6 Workers"
L&I account representative
T4 / JULIE SUR (360)902-4825 - Email: SURJ235@Ini.wa.gov
Workplace safety and health
Check for any past safety and health violations found on jobsites this business was responsible for.
Page 2 of 2
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