HomeMy WebLinkAboutPermit M19-0006 - TACO BELL - WALK IN COOLER / FREEZERTACO BELL
16350 WEST VALLEY HWY
M19-0006
City of Tukwila
Department of Community Development
630VS��thoenterBoulevard, Su�e#1VO
Tukwi\a�,vV'4auhington9A18g
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Inspection Request Line: ZO6-8093S0
Web site: http://www.TukwilaWA.gov
Parcel No:
Address:
MECHANICAL PERMIT
2523049083 Permit Number:
IB5OWEST VALLEY HWY
Project Name: TACO BELL
Issue Date:
Permit Expires On:
M19-0O06
Z/l/ZOl9
7/31/Z0I9
Owner:
Contact Person:
Name:
Contractor:
Name:
License No:
Lender:
Address:
18815139TH AVE NE C/O
NORTHVVEITRESTUxRANTS'
VVOOU|NV|LLE'WA, 9807Z
METRO AIR INC
METRO AIR INC
1I44712OTHAVE NE#ZOO'
K|RKLAND'VYA 98033
'''
Phone: (425)658'7664
Phone: (425)658-7664
Expiration Date: 12/3/2019
DESCRIPTION OFWORK;
INSTALL 1, PRE ASSEMBLED WALK IN COOLER/FREEZER BOX ON BACK OFSTOCK, SYSTEM IS PLUG IN AND
READY TOGO.
Valuation of Work: $16,000.00
Type ofWork: NEW
Fve|type:
Fees Collected: $423.03
Electrical Service Provided by: PUGETSOUND ENERGY
Water District: TUKYV|LA
Sewer District: TUKVV LA
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:
ized Signature:
National Electrical Code:
VVACities Electrical Code:
VVACZ964513:
Code:
I hearby certify that I have read and examined this permit and know the same to be true and correct, All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority toviolate orcancel the provisions ofany other
state orlocal laws regulating construction orthe performance ofwork, |amauthorized tosign and obtain this
development permit and agree tothe conditions attached tothis permit.
` `�-m�^��
Signature:-�^�»~����� Date/
Print Name: Fy,.'�
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:
l: Work shall beinstalled inaccordance with the approved construction docurnents,wndanychangesmade
during construction that are not inaccordance vviththeapprovedconstrucbondocumentsshaUhe
resubmitted for approval.
Z: 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.
3: All construction -shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
4: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap
the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks,
wells, and other excavations. Final inspection approval will be determined by the building inspector based
onsatisfactory completion ofthis requirement.
5: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the
City ofTukwila Building Department (2O6-43l'3670).
§: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center,
7: VALIDITY 0FPERIW[[ 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. Perm, its presuming to give authority to violate or cancel the provisions of the code or other
ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based onconstruction
documents and other data shall not prevent the Building Official from requiring the correction oferrors |n
the construction- documents and other data,
8: `MECHANICAL PERMIT [OND[OONS***
9: All mechanical work shall beinspected and approved under oseparate permit is'suedbythe City ofTukwila
Permit Center (ZO6/43l'367O).
10: K4anufoctvrersimstaUationinstructionoshaUbeavai|ab|eonthe]obsiteatthedmeofinspecdon.
21: The total numberofMneextinguisheorequiredforanordinaryhazardnccupann/vNth[|auAfirehazardsis
calculated atone extinguisher for each l.5U0sq. ft. ofarea. The em|ngu|sher(s)should benfthe "All
Purpose" (34,4O8:Qdry chemical type. Travel distance tuany fire extinguisher must he75'orless. (|FC
906.3)(NFPA10,5.4)
18: Portable fire extinguishers, not housed incabinets, shall beinstalled onthe hangers orbrackets supplied.
Hangers or brackets shall besecurely anchored tothe mounting surface inaccordance with the
manufacturer's installation instructions. Portable fire extinguishers having agross we|Qhtnot exceeding 40
pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand-
held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that
its top isnot more than I5feet (1U67mm) above the floor, The clearance between the floor and the
bottom of the instailed hand-held extinguishers shall not be less than 4 inches (102 mm). (|F[9067and IF[
19: Extinguishers shall be located in conspicuous locations where they will be readily accessible and
immediately available for use. These locations shall bpalong normal paths cftravel, unless the fire code
official determines that the hazard posed indicates the need for placement away from normol paths of
travel. (|F[906.5)
M Fire extinguishers require monthly and yearly inspections. They must have atag orlabel securely attached
that indicates the month and year that the inspection was performed and shall identify the company or
person performing the service, Every six years stored pressure extinguishers shall beemptied and
subjected tothe applicable recharge procedures. |fthe required monthly and yearly inspections ofthe fire
extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher
service company will be required tnconduct these required surveys, (NFPAlC, 7.2, 73)
22� Maintain fire extinguisher coverage throughout,
12: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of
NfP.A.7Zand City Ordinance #2437.
13: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including; closets,
elevator shafts, top ofstairwells, etc, (NFPA72'l7S3.1)
14: All new fire alarm systems or modifications to existing systems shall have the writteno �rova|ofThe
Tukwila Fire Prevention Bureau. Nowork shall commence until afire department permit has been
obtained, (City Ordinance #Z437)(|F[9Ol2)
15: An electrical permit from the City of Tukwila Building Department Permit Center (206-431'3670) is required
for this project.
ll: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
16: Any overlooked hazardous condition and/or violation of the adopted Fie or Building [odes does not imply
approval ofsuch condition o,violation,
17: These plans were reviewed byInspector 51l. |fyou have any questions, please call Tukwila Fire Prevention
Bureau at(2O6)575'44O7.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (2V6)«38-935O
1400 FIRE FINAL
0703 K4[[HEQUIP EFF
0703 [NECHEQUIP EFF
1800 MECHANICAL FINAL
0609 P|PE/DU[T|NSUU\T|ON
0609 P|PE/DU[T|NSULAT|ON
0705 REFRIGERATION EQUIP
0705 REFRIGERATION EQUIP
0701 ROUGU'|NK8ECHAN|CAL
CITY OF TUKWJLJ
Community Development Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
Mechanical Permit No. MO
Project No.
Date Application Accepted: 1— 1(5
Date Application Expires: 1 \ -161
(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
Site Address:
(3 \I
Tenant Name: c6(.\\
PROPERTY OWNER
Name:
C--,
Address: \i•Is-•,0
\)..
.....s.1, \i- ,;.\\k.,
.\,\i, Ni_
City: \) 01\6, IA <1,
State: \,4\
Zip: ca,ss)A
CONTACT PERSON — person receiving all project
communication
Name:
Address: vIL\....\..,) ,N3,,,ait) ji:, 4 ,1/4Vr..
City: \L
____
c\.\, cwl, State: \N Zip: GAO
Phone:
Email:
King Co Assessor's Tax No.:
Suite Number: Floor:
New Tenant: El Yes
MECHANICAL CONTRACTOR INFORMATION
Company Name:
Address: \‘•-kLIk-) \'aetfJA Nr•--.
City: \014 State -sis j Zip.c\lo Al
Contr Reg No.::.T.94,1cp‘s.ecp Date:
Tukwila Business License No.:
Valuation of project (contractor's bid price): $
00ti
Describe the scope of work in detail7t0S/CcA - e- li>%")42(4C.)\ \"1 c:;\\Cc COO\ (2,-(' k 801\
Xit64x.4\ c-cLA.1,1
Use: Residential: New
Commercial: New
Fuel Type: Electric El
Replacement
Replacement
Gas DI
o
Other:
HAApplications\ 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
Furnace >100k btu
Floor furnace
Suspended/wall/floor
mounted heater
Appliance vent
Repair or addition to
heat/refrig/cooling
system
Air handling unit
<10,000 cfm
Unit Type
Qty
Air handling unit
>10,000 cfm
Evaporator cooler
Ventilation fan
connected to single duct
Ventilation system
Hood and duct
Incinerator — domestic
Incinerator —
comm/industrial
Unit Type
Qty
Fire damper
Diffuser
Thermostat
Wood/gas stove
Emergency generator
Other mechanical
equipment
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
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
60 dB(A)
50 dB(A)
65 dB(A)
70 dB(A)
*Daytime means 7AM-10PM, Monday through Friday and 8AM-IOPM, Saturday, Sunday and State -recognized holidays.
A few sounds are exempt from the noise code, including:
• Warning devices;
• Construction and property maintenance during the daytime hours (7am-lOpm);
• 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 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWNER OR AUTHORIZED AGENT:
Signature:
Print Name:
Mailing Address: \ V4L)kr) Z\
Date:
Day Telephones"--C)00\1S
DQs% ci\OpoN °\cg33
City State Zip
HAApplicationsWonal-Applical ions On Line \ 2016 ApplicationsWechanical Permit Application Revised 1-4- 16.docx
Revised: January 2016
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Page 2 of 2
1/15/2019 hmpo://c|wosic.00nvargvpay.cnm8LLG�uMo�honm�noao un.do?�npa�� �mhug=phn on&hUnDd����, nva�on|d=15U�1gA447—
CO TUnwILA ETPuKIT
620@ 50VTH[ENTER 8LVD
TUxwILx, WA 98188
206'433'1870
CITY OF TUKWIL4
0017340000802374464500
Date: 81/15/2019 II:54:05 4m
CREDIT CARD SALE
VISA
[4KD NUMBER: *~********5291 K
Tnxm AMOUNT: $423.03
APPROVAL CD: 821596
nE[0PV #: 008
CLERK ID: jazzel
x
(CARDHOLDER'S SIGNATURE)
Z AGREE TO PAY THE ABOVE TOTAL AMOUNT
ACCORDING TO THE CARD ISSUER AGREEMENT
(MERCHANT AGREEMENT IF CREDIT VOUCHER)
Thank you!
Merchant Copy
1/15/2019 httpe rtuaUNmrchant/tmnmuo on.du?dispatch Method =phnOranaodun&hdnMd—tranomction|d=15OMSA44-}7—
[U TUKWIL4 ETRAKIT '
6200 SOUTH[ENTER 8LVD
TUKWILA' WA 98188
206'433'1870
CITY OF TUKWILA
Date: 01/15/2019
VISA
CARD NUMBER:
TKAN AMOUNT:
APPROVAL CD:
RECORD #:
CLERK ID:
11:54:05 AM
CREDIT CARD SALE
^^*^~^*~^^5zez
$423.03
021596
000
jazzel
Thank you!
Customer Copy
K
oupo:llcluooic.cvnvargepavcomo/irtvalwercxantliranaoupm.dn?uiopetcxMomnu=pnnnranna:%on&wunnu_transachon|u=1oo11gx44-D7on7e6s-Dsn*— 2/2
DESCRIPTIONS
ACCOUNT
QUANTITY '
PAID
PermitTRAK
$423.03
M19-0006 Address: 16350 WEST VALLEY HWY Apn: 2523049083
$423.03
Credit Card Fee
$12.32
Credit Card Fee
R000.369.908.00.00
0.00
$12.32
MECHANICAL
$394.91
PERMIT ISSUANCE BASE FEE
R000.322.100.00,00
0.00
$33.15
PERMIT FEE
R000.322.100.00.00
0.00
$282.78
PLAN CHECK FEE
R000.322.102.00.00
0.00
$78.98
TECHNOLOGY FEE
$15.80
TECHNOLOGY FEE
R000.322.900.04.00
0.00
$15.80
TOTAL FEES PAID BY RECEIPT: R16497
$423.03
Date Paid: Tuesday, January 15, 2019
Paid By: MIKE SCHEFFLER
Pay Method: CREDIT CARD 021596
Printnd• tocrinw Inn! inn/ 1C 7fl1CI 11 •cd. tM
1 rif 1
eirpuu
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
11 11 -6004,
PLagruz:
- I 12ke...0
Typeofl spection:
icrAL
r ;•1/4.3 Ati...
Address: 1
it, 3.5-0
Date Ca ed:
Special Instructions:
Date Wanted:
C
a.m.
P.m.
'Requester:
Phone No:
____Approved per applicable codes.
Corrections required prior to approval.
COMMENTS:
nspecto
Date:
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT MO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
Type of inspection:
Address:
Date Called:
Special Instruction
Date Wanted:
eoueste
hone N
Approved per applicable Lodes.
orrections required prior to approval.
COMMENT
Inspector:
Date:
4,0-07
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. P RM1T NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project-% -C._
Type oft L ecLion:
Add �sl� 2 � � } �
b5 ' -
� to Called:
Special Instructions:
Da a Wanted:
a / 5
a.m.
p.m.
...72-
Requester:
Phone No:
proved per applicable codes. I1 Corrections required prior
approval.
Date:
REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit ,011-9 COO?
INSPECTION NO_ PERM;T NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
Type of lnspection:
Address:
HQ
,D
te ailed:
Special Instructions:
e Wanted:
a.
prn•
Requester:
Phone No:
436:30
9
651L,
riApproved per applicable codes.
COMMENTS:
LiCorrections required prior to approval.
4
nspecto
ate:
REINSPECTIO EE REQUIRED. Prior to next inspection. fee must be
paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
_ 1.& 1 1 _.. I , tILA
4'
International Cold Storage
One -Piece Cooler/Freezer 117867
For Taco Bell
Tukwila, Washington
Structural Design
Calculations
FIL
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JAN 3 0 2019
Pt3 1249'
City of Tukwila
BUILDING DIVISION
Prepared for:
Everidge
Andover, Kansas
PEC Project No.:
198001-001
Prepared by:
State of Washington Engineer: Brice A. Schmits, RE., C.E.
State of Washington License No.: 52358
Date:
January 10, 2019
RECEIVED
CITY OF TUKWILA
JAN 1 5 2019
PERMIT CENTER
PEC
PROFESSIONAL ENGINEERING CONSULTANTS, RA.
303 SOUTH TOPEKA WICHITA, KS 67202 316-262-2691 www.pecl.com
1\-4‚g-o(rn
6
117867 - INDEX
DESCRIPTION PAGES
Lateral Analysis 1 to 8
Base and Roof Shear Layout Plan 9
Chord Forces 10
Diaphragm Capacity & Connection 11
Connection at Foundation 11 to 15
Roof Panel Capacities 16 to 25
Wall Panel Capacities 26
Appendix A 27 to 30
Cooler/Freezer Plan and Specifications
These calculations, prepared by Professional Engineering Consultants, P.A. for this project, are the
exclusive property of Professional Engineering Consultants, P.A. Their use or publication shall be
restricted for use solely with respect to the specific project noted above. These calculations are provided for
the project noted above for reference only. The civil engineer or structural engineer of record for each
specific project shall prepare, sign, and seal their own set of calculations. These calculations are not to be
used unless signed and sealed by a structural engineer in the employment of Professional Engineering
Consultants, P.A. Professional Engineering Consultants, P.A. shall be deemed the author of these
documents and shall retain all common law, statutory and other reserved rights including copyright. These
calculations shall not be used in part or in whole by the owner or others for other projects, additions to this
project, or for completion of this project by others except by agreement in writing and with appropriate
compensation to Professional Engineering Consultants, P.A.
TACO BELL, TUKWILA, WA (117867) JOB: 198001-001
WIND ANALYSIS (IBC 2015, ASCE 7-10)
For Unit 17'-8" Long x 8'-0" Wide x 9'-6" High
Wind = 110 mph (ASD=85 mph) Terrain Exposure B Risk Category II
p = qGCp — qGCpi
q = 0.00256 Kz Kd Kzt V2 I (psf)
Kz = 0.85 Kd = 0.85
Kzt = 1.0
Vint = 110 mph VASD = 85 mph
1= 1.0
q = 0.00256(0.85)(0.85)(1.0)(852)(1.0) = 13.36 psf
G = 0.85
Gcpi = +.18 / -.18
Cp = +0.8 (Windward Wall)
Cp = -0.5 (Leeward Wall)
Cp = -0.7 (Side Walls)
Cp = -0.9 (Roof)
WINDWARD WALL
p = 13.36psf(0.85)(0.8)— 13.36psf(+.18) = 6.68 psf
p = 13.36psf(0.85)(0.8) — 13.36psf(-.18) = 11.49 psf
LEEWARD WALL
p = 13.36psf(0.85)(-0.5) — 13.36psf(+.18) = -8.08 p4
p = 13.36psf(0.85)(-0.5) — 13.36psf(-.18) = -3.27 psf
SIDE WALLS
p = 13.36psf(0.85)(-0.7) — 13.36psf(+.18) = -9.89 psf
p = 13.36psf(0.85)(-0.7) — 13.36psf(-.18) = -5.54 psf
ROOF
p = 13.36psf(0.85)(-0.9) — 13.36psf(+.18) = -12.63 psf
p = 13.36psf(0.85)(-0.9) — 13.36psf(-.18) = -7.82 psf
WIND BASE SHEAR p = 6.68 psf + 8.08 psf = 14.76 psf Use 15 psf
V = 15 psf (17'-8") (9'-6" high) = 2518 Ib
V = 15 psf (8'-0") (9'-6" high) = 1140 Ib
SEISMIC ANALYSIS (ASCE 7-10)
UNIT DEAD LOAD
Roof Dead Load = 5 psf (17-8")(8'-0") = 707 Ib
Exterior Wall Load = 1.669 psf (8'-10" high)(51'-4") = 757 Ib
Interior Wall Load = 1.669 psf (8'-6" high)(7'-4") = 104 Ib
Mechanical & Electrical = 2 psf (17'-8")(8'-0") = 283 Ib
TOTAL DEAD LOAD = 1,851 Ib
Seismic Use Group = I Site Classification = D
Ss = 1.4419 Sds = 0.961
S 1 = 0.5364 Sd1 = 0.536
Seismic Design Category = D
R = 2.0
Importance = 1.0
W = Dead Load = 1,851 Ib + 600 Ib equipment = 2,451 Ib
Cs = Sds = 0.481 CONTROLS
R/I
Cs = Sd1 T = .02(8'-8").75 =.101
T(R/I)
Cs = 0.044SdsI = 0.038 min.
Vb = CsW = 0.481 (2451 Ib) = 1179 Ibs
Vr = CsW = 0.481 (2021 Ib) = 972 Ibs
Cs = 2.47 max.
Seismic Load Effect (12.4.2)
E = Eh + Ev
Eh = pQE = 1.3(1179 Ibs) = 1533Ibs
Ev = 0.2SdsD = 0.2(0.961)(2451 Ibs) = 471 Ibs
E = 1533 Ibs + 471 Ibs = 2004 Ibs at base
E = 1264 Ibs + 388 Ibs = 1652 Ibs at roof
at Roof
1.3(972 Ib) = 1264 Ib
0.2(0.961)(2021 Ib) = 388 Ib
2
ALLOWABLE STRESS DESIGN LOAD COMBINATIONS
(Wind loads have already been reduced)
1. D = 5 psf
3. D+S =5+25 = 30 psf
5. D + W = 5 + 15 = 20 psf
6. D + 0.75W + 0.75S = 5 + 11.25 + 18.75 = 35 psf
7. 0.6D + W = 3 +(-15.2 zone 1) = -12.2 psf
7. = 3 + (-22.1 zone 2) = -19.1 psf
7. = 3 + (-26.6 zone 2) = -23.6 psf
7. = 3 + (-40.0 zone 3) = -37.0 psf
Maximum Roof gravity = 35 psf
Maximum Roof Uplift = 37 psf
Professional Engineering Consultants
303 S. Topeka
Wichita, Kansas
(316) 262-2691
www.pec1.com
JOB TITLE Taco Bell
JOB NO. 198001-001
CALCULATED BY
CHECKED BY
SHEET NO.
DATE
DATE
Wind Loads - Components & Cladding : h <= 60'
Kh (case 1) = 0.85
Base pressure (qh) = 13.4 psf
Minimum parapet ht = 0.0 ft
Roof Angle (0) = 1.2 deg
Type of roof = Monoslope
Roof
Area
Negative Zone 1
Negative Zone 2
Negative Zone 3
Positive All Zones
Overhang Zone 1&2
Overhang Zone 3
Parapet
h =
a =
GCpi =
9.5 ft
3.0 ft
+/-0.18
Nominal Wind Pressures
GCp +/- GCpi
Surface Pressure (psf)
User input
10 sf
50 sf
100 sf
10 sf
50 sf
100 sf
23 sf
35 sf
-1.18
-1.11
-1.08
-15.8
-14.9
-14.5
-15.3
-15.1
-1.98
-1.49
-1.28
-26.6
-20.0
-17.2
-23.2
-21.4
-2.98
-1.79
-1.28
-40.0
-24.0
-17.2
-31.7
-27.6
0.48
0.41
0.38
10.0
10.0
10.0
10.0
10.0
-1.70
-1.63
-1.60
-22.8
-21.9
-21.5
-22.3
-22.1
-2.80
-1.40
-0.80
-37.5
-18.8
-10.7
-27.8
-23.0
verhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0
Overhang soffit pressure equals ad acent wall pressure reduced by internal pressure of 2.4 psf
qp = 0.0 psf
CASE A = pressure towards building (pos)
CASE B = pressure away from bldg (neg)
ZoNte.
Zot.te.2.
2.014 E. 2.
Lc) t•IS 3
ON 4
ZONE 4
Zoi4E 5
Walls
Area
Negative Zone 4
Negative Zone 5
Positive Zone 4 & 5
Note: GCp reduced by 10% due to roof angle <= 10 deg
3olid Parapet Pressure
Surface Pressure (psf)
User input
10 sf
100 sf
500 sf
0 sf
ASE A: Interior zone:
0.0
0.0
0.0
_
0.0
Corner zone:
0.0
0.0
0.0
0.0
SASE B: Interior zone:
0.0
0.0
0.0
0.0
Corner zone:
0.0
0.0
0.0
0.0
GCp +/- GCpi
Surface Pressure (psf)
User input
10 sf
100 sf
500 sf
10 sf
100 sf
500 sf
111 sf
19 sf
-1.17
-1.01
-0.90
-15.7
-13.6
-12.1
-13.5
-15.1
-1.44
-1.12
-0.90
-19.3
-15.0
-12.1
-14.9
-18.1
1.08
0.92
0.81
14.5
12.4
10.9_
12.3
13.9
it'- 23,3-Fti
Ir-e. x31-0 = 35.0÷t2
2-O I.V-0
31-0 A V-0 =
11
X-0 ce-e. 1c1,0-C-tz
-15.5 *- 10,0
-2‘,4 *10.0
_2(9,(::, 1-10.0
- 40,0 -t-10,0
- 13.5 412,5
-15.1 -I-13.9
13,5
4
Professional Engineering Consultants
303 S. Topeka
Wichita, Kansas
(316) 262-2691
www.pec1.com
JOB TITLE Taco Bell
JOB NO. 198001-001 SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
Wind Loads - Components & Cladding : h <= 60'
Kh (case 1) = 0.85 h
Base pressure (qh) = 13.4 psf a =
Minimum parapet ht = 0.0 ft GCpi =
Roof Angle (8) = 1.2 deg
Type of roof = Monoslope
Roof
Area
Negative Zone 1
Negative Zone 2
Negative Zone 3
Positive All Zones
Overhang Zone 1&2
Overhang Zone 3
Parapet
Nominal Wind Pressures
9.5 ft
3.0 ft
+/-0.18
GCp +/- GCpi
Surface Pressure (psf)
User input
10 sf
50 sf
100 sf
10 sf
50 sf
100 sf
6 sf
9 sf
-1.18
-1.11
-1.08
-15.8
-14.9
-14.5
-15.8
-15.8
-1.98
-1.49
-1.28
-26.6
-20.0
-17.2
-26.6
-26.6
-2.98
-1.79
-1.28
-40.0
-24.0
-17.2
-40.0
-40.0
0.48
0.41
0.38
10.0
10.0
10.0
10.0
10.0
-1.70
-1.63
-1.60
-22.8
-21.9
-21.5
-22.8
-22.8
-2.80
-1.40
-0.80 .
-37.5
-18.8
-10.7
-37.5
-37.5
Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0
Overhang soffit pressure equals ad acent wall pressure reduced by internal pressure of 2.4 psf
qp = 0.0 psf
CASE A = pressure towards building (pos)
CASE B = pressure away from bldg (neg)
Walls
Area
Negative Zone 4
Negative Zone 5
Positive Zone 4 & 5
Solid Parapet Pressure
Surface Pressure (psf)
User input
10 sf
100 sf
500 sf
0 sf
SASE A: Interior zone:
0.0
0.0
0.0
0.0
Comer zone:
0.0
0.0
0.0
0.0
CASE B : Interior zone:
0.0
0,0
0.0
0.0
Corner zone:
0.0
0.0
0.0
0.0,
GCp +/- GCpi
Surface Pressure (psf)
User input
10 sf
100 sf
500 sf
10 sf
100 sf
500 sf
111 sf
29 sf
-1.17
-1.01
-0.90
-15,7
-13.6
-12.1
-13.5
-14.7
-1.44
-1.12
-0.90
-19.3
-15.0
-12.1
-14.9
-17.3
1.08
0.92
0.81
14.5
12.4
10.9
12.3
13.5
Note: GCp reduced by 10% due to roof angle <= 10 deg
5
Professional Engineering Consultants
303 S. Topeka
Wichita, Kansas
(316) 262-2691
www.pec1.com
JOB TITLE Taco Bell
JOB NO. 198001-001 SHEET NO.
CALCULATED BY DATE
CHECKED BY DATE
Roofs w/ 0 5 10°
and all walls
h > 60'
Monoslope roofs
10° < S. 30°
h 5 60& alt design h<90'
Location of C&C Wind Pressure Zones
Walls h 5 60'
& alt design h<90'
Multispan Gable &
Gable 7° <8 5 45°
a
a
Gable, Sawtooth and
Multispan Gable 8 5 7 degrees &
Monoslope 5 3 degrees
h 5 60' & alt design h<90'
Hip 7° < 5 27°
Monoslope roofs
3° < e < 10°
h 5 60' & alt design h<90'
ID
Sawtooth 10° < e s 45°
h 5 60' & alt design h<90'
Stepped roofs 8 5 3°
h 5 60' & alt design h<90'
Professional Engineering Consultants
3O38.Topeka
Wichita, Kansas
(316)202-2891
www.pec/.com
JOB TITLE Taco Bell
JOB NO. 198001-001 SHEET NO.
CALCULATED BY u*Ts
CHECKED BY DATE
Seismic Loads: ASCE 7- 10
Risk : U
Importance Factor (1)1.00
Site Class D
Sn02aeo = 144.19%g
Fa= 1=O
Onm~
Sm1=
1,442 SDS = 0.901 Design Category = D
0.005 8m= 0.536 Design Category = D
Seismic Design Category = D
Number of Stories: 1
Structure Type: Not applicable
Hprizvma|S$uct Irregularities; Noplan Irregularity
Vertical Structural Irregularities: Novertical Irregularity
Flexible Diaphragms: Yes
Building System: Bearing Wall Systems
Seismic resisting system: Light frame walls with shear panels ' all other materials
System Structural Height Limit: 3sft
Actual Structural Height (hn)=9.5M
See A3CE7Section 122.5for exceptions and other system limitations
DESIGN COEFFICIENTS AND FACTORS
Response Modification Coefficient (R)= 2
Over -Strength Famn,(lu) = 2
Deflection Amplification Factor (Cd)= 2
">oo~ 0.9e1
av,= 0.536
Seismic Load Effect (E)~ P UE +/- U-2bDs o
Special Seismic Load Effect (Em)~ u0oc++0-23n o
PERMITTED ANALYTICAL PROCEDURES
Simplified Analysis ' Use Equivalent Lateral Force Analysis
Equivalent Lateral -Force Analysis Permitted
Building period ooet. ((;T)= V�020
Appmxfundamental period (Ta)= Crh"^=
User calculated fundamental period (T)=
Long Period Transition Period (TL)= »ocsrmav~
Seismic response cvot(Cm)= bo^»m=
need not exceed Cs~ nol//nr~
but not less than Co~ 0.044Sdu|~
USE Co=
p=redundancy coefficient
= poc ++ 0.192D u,~horizontal seismic moo
=2,O us 0.1e2D n=dead load
Cu= 1.40
0.108sau x=o.7n Tmax~CuTa~ 0.152
Ooeo UoeT~ 0.108
12
0.481
2.478
0,042
0.481
Model & Seismic Response Analysis ' Permitted (see code for procedure)
ALLOWABLE STORY DRIFT
Structure Type: All other structures
Allowable story drift = 0D20hox where Umx|sthe story height below level v
Professional Engineering Consultants
303 S. Topeka
Wichita, Kansas
(316) 262-2691
www.pec1.com
JOB TITLE Taco Bell
JOB NO. 198001-001
CALCULATED BY
CHECKED BY
SHEET NO.
DATE
DATE
Snow Loads - from adjacent building or roof:
Higher Roof
Roof slope = 1.2 deg
Horiz. eave to ridge dist (W) = 75.0 ft
Roof length parallel to ridge (L) = 50.0 ft
Projection height (roof step) h =
Building separation s =
Type of Roof
Ground Snow Load
Risk Category
Importance Factor
Thermal Factor
Exposure Factor
Hip and gable w/ rafters
Pg = 25.0 psf
I = 1.0
Ct = 1.00
Ce = 1.0
Pf = 0.7*Ce*Ct*I*Pg = 17.5 psf
Unobstructed Slippery
Surface (per Section 7.4) = yes
Sloped -roof Factor Cs = 1.00
Balanced Snow Load Ps = 17.5 psf
Rain on Snow Surcharge Angle
Code Maximum Rain Surcharge
Rain on Snow Surcharge
Ps plus rain surcharge
Minimum Snow Load
Pm =
Uniform Roof Design Snow Load =
Building Official Minimum
1.50 deg
5.0 psf
0.0 psf
17.5 psf
20.0 psf
20.0 psf
Leeward Snow Drifts - from adjacent higher roof
Upper roof length
Snow density
Balanced snow height
lu =
g =
hb =
hc =
75.0 ft
17.3 pcf
1.32 ft
3.68 ft
hc/hb >0.2 = 2.8 Therefore, design for drift
Adjacent structure factor = 1.00
Drift height hd = 2.91 ft
Drift width w = 11,64 ft
Surcharge load: pd = y*hd = 50.2 psf
Balanced Snow load: = 22.8 psf
73.0 psf *--t-lboc., LOAD AC00 14s-r
Windward Snow Drifts - from low roof against high roof
ASCE 7-10
Lower Roof
0.25 / 12 = 1.2 deg
8.0 ft
17.7 ft
5,0 ft
0.0 ft
Monoslope
25.0 psf
1.0
1.30
1.0
22.8 psf
no
1.00
22.8 psf
0,16 deg
5.0 psf
0,0 psf
22.8 psf
20.0 psf
22.8 psf
NOTE: Alternate spans of continuous beams and
other areas shall be loaded with half the design
roof snow load so as to produce the greatest
possible effect - see code.
Lower roof length
Adjacent structure factor
Drift height
Drift width
Surcharge load:
Balanced Snow load:
Iu =
hd =
w =
pd = y*hd
Sliding Snow - onto lower roof
Sliding snow = 0.4 Pf W =
Distributed over 15 feet =
hd + hb =
hd + hb < =h therefore sliding snow =
Balanced snow load =
50.0 ft
1.00
1.76 ft
7.06 ft
30.4 psf
22.8 psf
53.2 psf
0.0 plf
0.0 psf
1.32 ft
0.0 psf
22.8 psf
Uniform snow load within 15of higher roof = 22.8 psf
Sliding snow not required since upper roof slope is 1/4 in 12 or less
Upper Roof
Sliding
Snow Load
Balanced
Snow Load
15'
s
Lower Roof
TACO BELL, TUKWILA, WA (117867) JOB NO.: 198001--001
BASE AND ROOF SHEARS (WIND)
BASE LONGITUDINAL = 1140 Ibs
BASE TRANSVERSE = 2518 Ibs
ROOF LONGITUDINAL = 570 Ibs
ROOF TRANSVERSE = 1259 Ibs
BASE AND ROOF SHEARS (SEISMIC)
BASE = 2004 Ib
ROOF = 1652 Ib
8,_0"
Vb = 1259 Ib (W)
Vr = 826 Ib (S)
Vb = 1259 Ib (W)
Vr = 826 Ib (S)
9
TACO BELL, TUKWILA, WA (117867) JOB NO.: 198001-001
826 b
bcC3
826 Ib C7
8'-0"
CHORD FORCES
M = 93.5 Ib/ft (17'-8") 3648 ft*Ib
T=
8
3648 ft*Ib = 456 Ib
8'-0"
NOTES:
1. UNIT IS TREATED AS A FLEXIBLE
DIAPHRAGM.
Pallow = A X Fy x 0.6
Fy STEEL) = 35,000psi A = .1912in2 P = 4015 Ib
Fy ALUM.) = 22,000psi A = .5120in2 P = 6758 Ib
.7032in 2 10,773 Ib
4015 Ib + 6758 Ib = 10,773 Ib /S.F.2 = 5387 Ib
Pallow =
456 Ib < 5,387 lb Oi\
10
TACO BEL
TUKWILA,
WA (117867) JOB NO.: 198001-001
DIAPHRAGM
TO SHEAR
WALL CONNECTION
V = 826 Ib = 103.3 lb/ft
8'-0"
VaHow = 518 Ib/ft (FOR 9'-6" HIGH WALLS — PER PFS TESTING REPORT #09-92)
103.3 Ib/ft < 518 Ib/ft'
SHEAR WALL TO FOUNDATION CONNECTION AT END WALLS
T = C = 826 Ib x 9'-6" = 946 Ib
8'-3.5"
UPLIFT = 946 Ib
SHEAR = 1259 Ib = 630 Ib AT EACH ANCHOR
2
0)
826 Ib
1259 Ib
8'-0"
8'-3
11
TACO BELL, TUKWILA, WA (117867) JOB NO.: 198001-001
SHEAR WALL TO FOUNDATION CONNECTION OPENING SIDE
17-8"
826 Ib
1002 Ib
17-4"
T = C = 826 Ib x 9'-6" = 453 Ib
17'-4"
UPLIFT = 453 Ib
SHEAR = 1002 Ib = 501 Ib AT EACH ANCHOR
2
L12 ANCHOR
TACO BELL, TUKWILA, WA (117867) JOB NO.: 198001-001
SHEAR WALL TO FOUNDATION CONNECTION OPENING SIDE
8'—O„
2'-6" 3'-0" 2'-6"
826 lb.
1259 I b
8'-3)
•
•
L12 ANCHOR
MAXIMUM OPENING HEIGHT RATIO = 6'-6» f 9'-6" = 0.684
PERCENT OF FULL HEIGHT SHEAR WALL.
5'-0" = 62.5%
8'-0»
SHEAR CAPACITY ADJUSTMENT FACTOR = 0.73
Vwall = Co UaHHow Li
Vwall = 0.73 (518 lb / ft) (8'-0") = 3025 Ibs
3025 Ib > 826 lb
UPLIFT AT ENDS
R = 826 Ib (9'-6")
(0.73)8'-0"
44 Ib
IN PLANE SHEAR
V = 826 Ib = 141.4 Ib/ft < 518 Ib/ft
(0.73)8'-0»
13
TACO BELL, TUKWILA, WA (117867) JOB NO.: 198001-001
SHEAR WALL CALCULATION AT LONG SIDE
UPLIFT AT ENDS
R = 742 Ib (8'-8") —
16'-3"
SHEAR AT ENDS
V = 895 Ib/2 = 448 Ib
96 Ib
IN PLANE SHEAR
V = 742 Ib = 46.4 Ib/ft
16'-0"
46.4 Ib/ft < 377 Ib/ft
742 Ib
895 Ib
16'-0"
r
t
1
c0
1
TC°42
16'-3)/2"
SHEAR WALL TO FOUNDATION CONNECTION AT MAXIMUM
MAXIMUM UPLIFT AT CORNER
SQRT (1344 LBS2 + 453 LBS2) = 1418 LBS
MAXIMUM SHEAR AT CORNER
SQRT (630 LBS2 + 501 LBS2) = 805 LBS
1596 Ib
n
N 805 Ib
1418 Ib
TENSION/COMPRESSION
L12 CONNECTION PASS/FAIL
SHADED REGION IS PASSING REGION
VALUES ARE BASED ON TEST RESULTS
3892 Ib
14
TACO BELL, TUKWILA, WA (117867)
FORCES ON THE FOUNDATION
sQ��
10 91s
11/
X y0� —/
PAN:
CO
1
,,
8'-0„
Vbase = 1259 Ib / 2
630 Ib AT EACH ANCHO
Vbase = 1040 Ib / 2 =
520 Ib AT EACH ANCHOR
MAXIMUM GRAVITY LOAD TO
FOUNDATION = 150 Ib/ft
JOB NO.: 198001-001
efo
15
TACO BELL, TUKWILA, WA (117867) JOB NO.: 198001-001
ROOF PANEL LOADING
REFER TO GENERIC STRUCTURAL ANALYSIS OF REFRIGERATED STORAGE UNITS PAGE CC95111E FOR
ALLOWABLE ROOF LOADS.
UNREINFORCED ROOF AT 8'-0" SPAN CAN SUPPORT 64.5 PSF
MAXIMUM GRAVITY LOAD ON A 1'-0" STRIP OF ROOF = 35 PSF
(REFER TO SHEET 8 FOR LOAD COMBINATIONS)
35 PSF < 64.5 PSF ROOF IS OK UNREINFORCED
ROOF IS REINFORCED WITH 2X8 TAPERED TIMBERS AT 24" O.C.
REFER TO GENERIC STRUCTURAL ANALYSIS OF REFRIGERATED STORAGE UNITS PAGE CC95114E
ALLOWABLE ROOF LOAD = 219 PSF
REFER TO SHEETS 17-20 FOR TYPICAL LOAD TO ROOF
MAXIMUM SHEAR = 361 Ibs
MAXIMUM MOMENT = 780 ft*Ib
SHEAR:
w = 2(361 Ibs) = 90.3 Ibs/ft
8'—O"
90.3 Ibs/ft > 64.5 Ibs/ft (UNREINFORCED) FAILS
219 PSF X 2'-0" = 438 LB/FT > 90.3 LB/FT (REINFORCED) OK
MOMENT:
w = 8(780 ft*Ib) = 97.5 Ibs/ft
(8,_0")2
97.5 Ibs/ft > 64.5 Ibs/ft (UNREINFORCED) FAILS
219 PSF X 2'-0" = 438 LB/FT > 97.5 LB/FT (REINFORCED) OK
16
General Beam Analysis
Description : Loading on roof - for reactions only - negative wind
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length =
VV_(-0;01 34)
8.0 ft
File = UNlichila-Facill2019\19800110011StructlDrawingsCD's1TacoBell-Tukwilaec6
ENERCALC, INC, 1963-2017, Build:10.17.12.10, Ver10.17,12.10
Licensee PEC
Area =
S(0.0502)
10.0 inA2
a
D(0.0307)
*M(11.(t_i_1(o.02) St0.0228) VV(-0.0266)
Moment of Inertia = 100.0 inA4
W(-0.0134)
Span = 8.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0050, Lr = 0.020, S = 0.02280, W = -0,02660 klft, Tributary Width = 1.0 ft, (Uniform load)
Uniform Load : D = 0.03070 klft, Extent = 2.417 -->> 5.583 ft, Tributary Width = 1.0 ft, (Condenser load)
Uniform Load W = -0.01340 k/ft, Extent = 0.0 ->> 3.0 ft, Tributary Width = 1.0 ft
Uniform Load : W = -0.01340 k/ft, Extent = 5.0 -->> 8.0 ft, Tributary Width = 1.0 ft
Uniform Load : S = 0.05020 klft, Tributary Width = 1.0 ft, (Snow Drift)
DESIGN SUMMARY
Maximum Bending =
Load Combination
Span # where maximum occurs
Location of maximum on span
Maximum Deflection
Max Downward Transient Deflection 0.002 in
Max Upward Transient Deflection -0.001 in
Max Downward Total Deflection 0.003 in
Max Upward Total Deflection -0.000 in
0.780 k-ft
+D+S+H
Span # 1
4.000 ft
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V Mmax +
Maximum Shear =
Load Combination
Span # where maximum occurs
Location of maximum on span
41052
86118
31197
425506
0.3606 k
+D+S+H
Span # 1
0.000 ft
Summary of Moment Values (k-ft)
Shear Values (k)
Mmax - Ma - Max Mnx MnxJ0mega Cb Rm Va Max Vnx VnxJ0mega
Overall MAXimum Envelope
Dsgn. L = 8.00 ft
+D+H
Dsgn. L = 8.00 ft
+0+L+H
Dsgn. L = 8.00 ft
+D+Lr+H
Dsgn. L = 8.00 ft
+D+S+H
Dsgn. L = 8.00 ft
+D+0.750Lr+0.750L+H
Dsgn. L = 8.00 ft
+D+0,750L+0.750S+H
Dsgn. L = 8.00 ft
+D+0.60W+H
Dsgn. L = 8.00 ft
+D+0.70E+H
Dsgn. L = 8.00 ft
+0+0.750Lr+0.750L+0.450W44
Dsgn, L = 8.00 ft
+D+0.750L+0.750S+0.450VV+11
Dsgn. L = 8.00 ft
0.78
0.20
0.20
0.36
0.78
0.32
0,63
0.03
0.20
0.19
0.51
0.78
0.20
0.20
0,36
0.78
0.32
0.63
-0.01 0.03
0.20
0.19
0.51
0.36
0.07
0.07
0.15
0.36
0.13
0.29
0,03
0.07
0.06
0.22
General Beam Analysis
Description :
Load Combination
Loading on roof - for reactions only - negative wind
Max Stress Ratios
File = U:\Wichita-Facil\2019119800110011Struct\Drawings\CD's\TacoBell-Tukwila.ec6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10
Licensee PEC
Summary of Moment Values (k-ft)
Shear Values (k)
Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 8.00 ft 1
+0.60D+0.60W+0.60H
Dsgn. L = 8.00 ft 1
+0.60D+0.70E+0,60H
0.63
-0.05
0.63
0.05
Dsgn. L = 8.00 ft 1 0.12 0.12
Overall Maximum Deflections
0.29
0.05
0.04
Load Combination Span Max. -" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+S+H
1 0.0031 4.040 0,0000 0.000
Vertical Reactions
Load Combination Support 1 Support 2
Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.361 0.361
Overall MINimum -0.019 -0.019
+D+H 0.069 0.069
+D+L+H 0.069 0.069
+D+Lr+H 0.149 0.149
+D+S+H 0.361 0,361
+D+0.750Lr+0.750L+H 0.129 0.129
+D+0.750L+0.750S+H 0.288 0.288
+D+0.60W+H -0.019 -0.019
+D+0.70E+H 0.069 0.069
+0+0.750Lr+0.750L+0.450W+H 0.063 0.063
+D+0.750L+0.750S+0.450W+H 0.222 0.222
+D+0.750L+0.750S+0.5250E+H 0.288 0.288
+0.60D+0.60W+0.60H -0.047 -0.047
+0.600+0.70E+0,60H 0.041 0.041
D Only 0.069 0.069
Lr Only 0.080 0.080
L Only
S Only 0.292 0.292
W Only -0.147 -0.147
E Only
H Only
General Beam Analysis
Description : Loadng on roof - for reactions only - positive wind
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length =
File = U•11Nichita-Faci12019119800110011Structgrawings‘CD's\TacoBell-Tukwila.ec6
ENERCALC, INC, 1983-2017, Build:10.17.12.10, Ver.10.17.12.10
Licensee PEC
8.0 ft
Area =
S 0.0502
D 0.0307
D(0.005) Lr(OT
10.0 inA2 Moment of Inertia =
1 00.0 inA4
1'
Span = 8.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0050, Lr = 0,020, S = 0.02280, W = 0.010 k/ft, Tributary Width = 1.0 ft, (Uniform load)
Uniform Load : D = 0,03070 k/ft, Extent = 2.417 -->> 5.583 ft, Tributary Width = 1.0 ft, (Condenser load)
Uniform Load : S = 0.05020 k/ft, Tributary Width = 1.0 ft, (Snow Drift)
DESIGN SUMMARY
Maximum Bending =
Load Combination
Span # where maximum occurs
Location of maximum on span
Maximum Deflection
Max Downward Transient Deflection 0.002 in
Max Upward Transient Deflection 0.000 in
Max Downward Total Deflection 0.003 in
Max Upward Total Deflection 0.000 in
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V Mmax +
0.780 k-ft Maximum Shear =
+D+S+H Load Combination
Span # 1 Span # where maximum occurs
4.000 ft Location of maximum on span
41052
0
31197
8476773
0.3606 k
+D+S+H
Span # 1
0.000 ft
Summary of Moment Values (k-ft)
Mmax - Ma -Max Mnx
Shear Values (k)
a Cb Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn.L' 8.00 ft 1
+D+H
Dsgn. L = 8.00 ft 1
+D+L+I-1
Dsgn, L = 8.00 ft 1
+D+Lr+I-1
Dsgn. L 8.00 ft 1
+D+S+H
Dsgn, L = 8.00 ft 1
+D+0.750Lr+0.750L+H
Dsgn. L = 8.00 ft 1
+D+0.750L+0.750S+H
Dsgn. L = 8.00 ft 1
+D+0.60W+H
Dsgn. L = 8.00 ft 1
+D+0.70E+H
Dsgn. L = 8.00 ft 1
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 8.00 ft 1
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 8.00 ft 1
+0+0.750L+0.750S+0.5250E+H
Dsgn, L = 8.00 ft 1
+0,60D+0.60W+0.60H
Dsgn. L = 8.00 ft 1
+0.60D+0.70E+0.60H
Dsgn. L = 8.00 ft 1
0.78
0.20
0.20
0,36
0.78
0.32
0.63
0.24
0.20
0.35
0.67
0,63
0.17
0.12
0.78
0.20
0.20
0.36
0.78
0.32
0.63
0.24
0.20
0.35
0.67
0.63
0.17
0.12 19
0.36
0.07
0.07
0.15
0.36
0,13
0.29
0.09
0.07
0.15
0.31
0.29
0.07
0.04
General Beam Analysis
Description : Loading on roof - for eactions only - positive wind
Overall Maximum Deflections
Load Combination
File = UAWichita-Faci112019119800110011StructOrawings CD's1TacoBell-Tukwila.ec6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10
Licensee PEC
Span Max. "r" Defl Location in Span Load Combination
Max. "+" Defl Location in Span
+D+S+H
Vertical Reactions
1 0.0031 4.040
Support notation : Far left is #1
0.0000 0.000
Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.361 0.361
Overall MINimum 0.040 0.040
+D+H 0.069 0.069
+D+L+H 0.069 0.069
+D+Lr+H 0.149 0.149
+D+S+H 0.361 0.361
+D+0.750Lr+0.750L+H 0.129 0.129
+D+0.750L+0.750S+H 0.288 0.288
+0+0.60W+H 0.093 0.093
+D+0.70E+H 0.069 0.069
+D+0.750Lr+0.750L+0.450W+H 0.147 0.147
+D+0.750L+0.750S+0.450W+H 0.306 0.306
+0+0,750L+0.750S+0.5250E+H 0.288 0.288
+0.60D+0.60W+0.60H 0.065 0.065
+0.60D+0.70E+0.60H 0.041 0.041
D Only 0.069 0.069
Lr Only 0.080 0.080
L Only
S Only 0.292 0.292
W Only 0.040 0.040
E Only
H Only
TACO BELL, TUKWILA, WA (117867) JOB NO.: 198001-001
ROOF PANEL WIND UPLIFT COMPONENTS & CLADDING
MOMENT wallow = 8(649 ft*Ib) = 81.1 psf
(8'-0")2 (1 '-0")
SHEAR wallow = 2(288 lb) =
(8'-0")(1'-0")
40.0 psf < 72.0 psf 0�
72.0 psf
40.0 psf
ROOF PANEL UPLIFT CONNECTION TO WALL PANEL
8"
00
ROOF
4"
V = 47.7 Ib/ft (REFER TO PAGES 22 & 23)
Vallow = 157 Ib/ft (FOR # 10-16 TEK SCREWS AT 6" 0.C.
FROM HILTI SPECIFICATIONS)
47.7 Ib/ft < 157 Ib/ft 0�
V = 88 Ib/ft (REFER TO PAGES 24 & 25)
Vallow = 157 Ib/ft (FOR #10-16 TEK SCREWS AT 6" 0.C.
FROM HILTI SPECIFICATIONS)
88 Ib/ft < 157 Ib/ft 0�
21
21.4 psf
40.0 ps
40.0 psf
21.4 psf
40.0 psf
General Beam Analysis
Description : For Uplift reactions between ends
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length =
W(-0.0214)
Fib = U:\Wichita-Faci11201911980011001\StructOrawings\CD'OacoBell-Tukwila.K6
ENERCALC, INC, 1983-2017, Build:10,17,12.10, Ver:10.17.12.10
Licensee ; PEC
8.0 ft Area = 10.0 in^2 Moment of Inertia = 100.0 inA4
W(-0.0153)
W(-0.021 4)
F
Applied Loads
Span = 8.0 ft
Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : W = -0.02140 klft, Extent = 0.0 -->> 3.0 ft, Tributary Width = 1.0 ft
Uniform Load : W = -0.01530 klft, Extent = 3.0 -->> 5.0 ft, Tributary Width . 1.0 ft
Uniform Load W = -0,02140 klft, Extent = 5.0 -» 8.0 ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending = 0.090 k-ft
Load Combination +D+0.80W+H
Span # where maximum occurs Span # 1
Location of maximum on span 4.000 ft
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0
Max Upward Transient Deflection 0.000 in 0
Max Downward Total Deflection 0.000 in 0
Max Upward Total Deflection -0.000 in 262432
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Maximum Shear =
Load Combination
Span # where maximum occurs
Location of maximum on span
0.04770 k
+D4),60W+H
Span # 1
8.000 ft
Summary of Moment Values (k-ft) Shear Values (k)
Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 8.00 ft 1 -0.09 0.09 0.05
+D+H
Dsgn. L = 8.00 ft 1 -0.00
+D+L+H
Dsgn. L = 8.00 ft 1 -0.00
+D+Lr+H
Dsgn. L = 8.00 ft 1 -0.00
+D+S+H
Dsgn. L = 8.00 ft 1 -0.00
+D+0.750Lr+0.750L+H
Dsgn. L 8.00 ft 1 -0.00
+D+0.750L4750S+H
Dsgn. L = 8.00 ft 1 -0.00
+D+0.60W+H
Dsgn. L = 8.00 ft 1 -0.09 0.09 0.05
+D+0.70E+H
Dsgn. L = 8.00 ft 1 -0.00
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 8.00 ft 1 -0.07 0.07 0.04
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 8.00 ft 1 -0.07 0.07 0.04
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 8.00 ft 1 -0.00
+0.60D+0.60W+0.60H
Dsgn. L = 8.00 ft 1 -0.09 0.09 0.05
+0.60D+0.70E+0.60H '2 9.
General Beam Analysis
Description For Uplift reactions between ends
Load Combination
Max Stress Ratios
File = U:\Wichita-Facill20191198001100 IStruct1Drawings4CD's\TacoBell-Tukwila.ec6
ENERCALC, INC. -2017, Build:10.17,12.10, Ver:10.17,12.1
Licensee PEC
Summary of Moment Values (k-ft)
Shear Values (k)
Segment Length Span # M V Mmax + Mmax - Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Dsgn. L = 8.00 ft 1
Overall Maximum Deflections
Load Combination Span Max. "2 Defl Location in Span Load Combination
-0,00
Max. "+" Defl Location in Span
1 0.0000 0.000 W Only -0.0006 4.040
Vertical Reactions
Load Combination Support 1 Support 2
Support notation : Far left is #1 Values in KIPS
Overall MAXimum -0.080 -0.080
Overall MINimum -0.036 -0.036
+D+H
+D+L+H
+0+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+0+0.750L+0.750S+H
+D+0,60W+H -0.048 -0.048
+D+0.70E+H
+0+0.750Lr+0.750L+0.450W+H -0.036 -0.036
+4J+0.750L+0.750S+0,450VV41 -0.036 -0.036
+D+0.750L+0.750S+0.5250E41
+0.60D-1-0.60W+0.60H -0.048 -0.048
.-0.60D+0.7DE+0.60H
D Only
Lr Only
L Only
S Only
W Only -0.080 -0.080
E Only
I -I Only
General Beam Analysis
Description For Uplift reactions at ends
General Beam Properties
Elastic Modulus 29,000.0 ksi
Span #1 Span Length =
W(-9 04)
File U: Michita-Faci112019 19800110011Struct1Drawings \CD's\TacoBell-Tukwila.ec6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10,17.12,10
Licensee : PEC
8.0 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4
W(-0.0266)
a --a
VV(-0..04)
Applied Loads
Span = BO ft
Load for Span Number 1
Uniform Load : W = -0,040 klft, Extent = 0.0 -->> 3,0 ft, Tributary Width = 1.0 ft
Uniform Load : W = -0.02660 klft, Extent = 3.0 ->> 5,0 ft, Tributary Width = 1.0 ft
Uniform Load : W = -0.040 klft, Extent = 5.0 -->> 8,0 ft, Tributary Width = 1.0 ft
Service loads entered. Load Factors will be applied for calcutations.
DESIGN SUMMARY
Maximum Bending =•- 0.164 k-ft Maximum Shear =
Load Combination +D+0.60W+H Load Combination
Span # where maximum occurs Span # 1 Span # where maximum occurs
Location of maximum on span 4.000 ft Location of maximum on span
Maximum Deflection
Max Downward Transient Deflection 0.000 in 0
Max Upward Transient Deflection -0.001 in 86118
Max Downward Total Deflection 0.000 in 0
Max Upward Total Deflection -0.001 in 143530
0.08796 k
+D+0.60W+H
Span # 1
0.000 ft
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k)
Segment Length Span # M V Mmax + Mmax - Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Overall MAXimum Envelope
Dsgn. L = 8.00 ft 1 -0.16 0.16 0.09
+D+H
Dsgn. L = 8.00 ft 1 -0.00
+0+L+H
Dsgn. L = 8.00 ft 1 -0.00
+D+Lr+H
Dsgn. L = 8.00 ft 1 -0.00
+D+S+H
Dsgn. L = 8.00 ft 1 -0.00
+0+0.750Lr+0.750L+H
Dsgn. L = 8.00 ft 1 -0.00
+D+0.750L+0.750S+H
Dsgn. L = 8,00 ft 1 -000
+D+0.60W+H
Dsgn. L = 8.00 ft 1 -0.16 0.16 0.09
+D+0.70E+H
Dsgn, L = 8,00 ft 1 -0.00
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 8.00 ft 1 -0.12 0.12 0.07
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 8.00 ft 1 -0.12 0.12 0.07
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 8.00 ft 1 -0.00
+0.60D+0,60W+0.60H
Dsgn. L = 8.00 ft 1 -0.16 0.16 0.09
+0.60D+0.70E+0.60H 24
General Beam Analysis
Description
Load Combination
For Uplift reactions at ends
Max Stress Ratios
File = U:1Wichita-Faci112019119800110011Struct\Drawings\CD's\TacoBell-Tukwila.ec6
ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10
Licensee PEC
Summary of Moment Values (k-ft)
Shear Values (k)
Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Dsgn. L = 8.00 ft 1
Overall Maximum Deflections
-0.00
Load Combination Span Max. " " Defl Location in Span Load Combination
Max. "+" Defl Location in Span
1 0.0000 0.000 W Only-0.0011 4,040
Vertical Reactions
Load Combination Support 1 Support 2
Support notation : Far left is #1 Values in KIPS
Overall MAXimum -0.147 -0.147
Overall MINimum -0.066 -0.066
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H -0.088 -0.088
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H -0.066 -0.066
+D+0.750L+0.750S+0.450W+H -0.066 -0.066
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H -0.088 -0.088
+0.60D+0.70E+0.60H
D Only
Lr Only
L Only
S Only
W Only -0.147 -0.147
E Only
H Only
TACO BELL, TUKWILA, WA (117867) JOB NO.: 198001-001
WALL PANEL GRAVITY
ALLOWABLE COMPRESSION = 28.5 psi (PER TEST VALUES — SEE
SHEET CC95103D OF APPENDIX A OF STRUCTURAL ANALYSIS
REPORT FOR ALLOWABLE VALUES)
361 Ib = 7.5 psi
(4 in)(12 in)
7.5 psi < 28.5 psi 0�
a
i
WALL PANEL WIND PRESSURE COMPONENTS & CLADDING
Mmax = 85.5 Ib(4'-9") — 85.5 Ib(2'-4 1/2") = 203 ft*Ib
Vmax = 18 Ib/ft (9'-6") = 85.5 Ib
2
Mallow = 626 ft*Ib (PER TEST VALUES — SEE APPENDIX B
OF STRUCTURAL ANALYSIS REPORT)
Vallow = 352 Ib (PER TEST VALUES — SEE APPENDIX B
OF STRUCTURAL ANALYSIS REPORT)
MOMENT 203 ft*Ib < 626 ft*Ib 0�
SHEAR 85.5 Ib < 352 Ib 0�
26
TACO BELL, TUKWILA, WA (117867) JOB NO.: 198001-001
APPENDIX A
COOLER/FREEZER
SPECIFICATIONS & PLANS
GENERAL NOTES:
1. BUILDING CODE: IBC 2015, ASCE 7-10
2. BUILDING DESIGN RISK CATEGORY = II
3. WIND (Vim) = 110 MPH (VAsD) = 85 MPH
WIND PRESSURE = 15 PSF
4. WIND, SNOW AND SEISMIC IMPORTANCE
FACTOR 1 = 1.0
5. Ss = 1.4419 Si = 0.5364
6. SITE CLASS = D
7. SEISMIC DESIGN CATEGORY = D
8. GROUND SNOW LOAD = 25 PSF
9. ROOF DEAD LOAD = 5 PSF
10. ROOF LIVE LOAD = 20 PSF
ROOF SLOPE
(4)L12 ANCHORS AS SHOWN CONNECT TO
DUSTING SLAB PER PAGES CC95109 AND
CC95110 IN THE STRUCTURAL ANALYSIS OF
REFRIGERATED STORAGE UNITS REPORT
DATED APRIL 2014.
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TIE DOWNS
AS INDICATED
9i-0' OD SLAB
81-0'
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7'-4'
T
LED
#
3'
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4'-0'
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4'-6'
STATE OF WASHINGTON ENGINEER: BRICE A. SCHMITS, C.E., P.E.
STATE OF WASHINGTON LICENSE NO.: 52358
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PROFESSIONAL ENGINEERING CONSULTANTS, PA
303 SOUTH TOPEKA WICHITA, KS 67202
316-262-2691 www.pectcom
PAD E
EVAT
ON DETAIL
******************************************* GENERAL ********************************************
DIMENSIONS WIDTH LENGTH HEIGHT ROOF
INSIDE C01 7'- 4" 11'- 6" 8'-10 " REINFORCED ROOF 24"
INSIDE CO2 7'- 4" 5'- 2 " 8'- 6" REINFORCED ROOF 24"
INTERIOR - .040 ALUMINUM
EXTERIOR HGT. - ROOF PEAK HEIGHT
- MAX INSTALLED HEIGHT
- MAX. SHIPPING HEIGHT
EXTERIOR COLOR - SAND GALVANIZED
ONE-WAY WIDTH ROOF SLOPE
1/4" FT ROOF SLOPE
UL/CUL LISTED -"COMMERCIAL WALK-IN"
NSF LISTED WALK-IN STANDARD 7
SPECIAL ENGINEERING CALCULATION PACKAGE
9'- 6 1/4"
9'- 6 1/4"
9'- 7 3/4"
17'- 8"
******************************************** FLOOR *********************************************
C-01 C-02
ELEVATION FLOORLESS 4" FLOOR
FINISH .080 MILL ALUMINUM FL
*********************************
ROOF FLASHING KIT-T
CORNER TRIM KIT
DOOR TRIM KIT
EXTERIOR BASE TRIM KIT
L-12 TIE DOWNS W/COVERS
BUILDING ADDITIONAL FEATURES
8'- 0"
1 EA
1 EA
5 EA
1.00 SET
*********************************
************************************** DOORS & OPENINGS ****************************************
D-01 D-02
SIZE 36 X 78 FLUSH DOOR/RIGHT 36 X 78 FLUSH DOOR/RIGHT
OPTIONS ALUMINUM ALUMINUM
DOOR STRIP CURTAIN T.P.KICKPLATE-INTERIOR & EXTERIOR
-SHIP CURTAIN
NON -HEATED JAMB
T.P.KICKPLATE-INTERIOR & EXTERIOR
You have been advised of and acknowledge the potential for building code and
life safety issues with door heights below 78". Customer hereby releases ICS
from any liability associated with issues arising from use of such doors.
**************************************** REFRIGERATION *****************************************
R-01 R-02
HORSEPOWER 1.0 1.5
TYPE MED/HERMETIC LOW/HERMETIC /HC
REFRIGERANT 404 404
PHASE/VOLTAGE 3P 208/230V 3P 208/230V
EVAP VOLTAGE 208-230V 208-230V
SERVICE AMPS 15 15
SERVICE FUSED DISCONNECT FUSED DISCONNECT
MOUNTING REMOTE QRC COOLER W/LIGHT CIRCUIT REMOTE QRC FREEZER
TACO BELL #031325
TUKWILA WA
CD
01/01/0001
0117867 IDT818 1
DIMENSIONS
INSIDE CO1
INSIDE CO2
WIDTH
7'- 4"
7'- 4"
INTERIOR - .040 ALUMINUM
LENGTH
11'- 6"
5'- 2"
EXTERIOR HGT. - ROOF PEAK HEIGHT
- MAX INSTALLED HEIGHT
- MAX. SHIPPING HEIGHT
EXTERIOR COLOR - SAND GALVANIZED
ONE-WAY WIDTH ROOF SLOPE
1/4" FT ROOF SLOPE
UL/CUL LISTED -"COMMERCIAL WALK-IN"
NSF LISTED WALK-IN STANDARD 7
GENERAL ********************************************
HEIGHT ROOF
8'-10 " REINFORCED ROOF 24"
8'- 6" REINFO: D_,ROOF 24"
REVIEWED FOR .v
CODE COMPLIANCE
APPROVED
9'- 6 1/4"
9'- 6 1/4"
9'- 7 3/4"
17'- 8"
JAN 30 2019
City of Tukwila
BUILDING DIVISION
******************************************** FLOOR *********************************************
C-01 C-02
ELEVATION FLOORLESS 4" FLOOR
FINISH .080 MILL ALUMINUM FL
*********************************
ROOF FLASHING KIT-T
CORNER TRIM KIT
DOOR TRIM KIT
EXTERIOR BASE TRIM KIT
L-12 TIE DOWNS W/COVERS
BUILDING ADDITIONAL FEATURES
8'- 0"
1 EA
1 EA
5 EA
1.00 SET
**************************************
SIZE
OPTIONS
*********************************
FILE
DOORS & OPENINGS ****************************************
D-01 D-02
36 X 78 FLUSH DOOR/RIGHT 36 X 78 FLUSH DOOR/RIGHT
ALUMINUM ALUMINUM
DOOR STRIP CURTAIN T.P.KICKPLATE-INTERIOR & EXTERIOR
-SHIP CURTAIN
NON -HEATED JAMB
T.P.KICKPLATE-INTERIOR & EXTERIOR
You have been advised of and acknowledge the potential for building code and
life safety issues with door heights below 78". Customer hereby releases ICS
from any liability associated with issues arising from use of such doors.
**************************************** REFRIGERATION *****************************************
HORSEPOWER
TYPE
REFRIGERANT
PHASE/VOLTAGE
EVAP VOLTAGE
SERVICE AMPS
SERVICE
MOUNTING
DEFROST
R-01
1.0
MED/HERMETIC
404
3P 208/230V
208-230V
15
FUSED DISCONNECT
REMOTE QRC COOLER W/LIGHT CIRCUIT
(NO FACTORY RUN -TEST)
TACO BELL #031325
R-02
1.5
LOW/HERMETIC /HC
404
3P 208/230V
208-230V
15
FUSED DISCONNECT
REMOTE QRC FREEZER
(NO FACTORY RUN -TEST)
TUKWILA WA
01/01/0001
0117867
IDT818
":ECEIVE..
TUK` ,?L, {
J. 1 5 2019
PER.:; j CENTER
1
7
R-01
OPTIONS OFF CYCLE DEFROST
THRU ROOF PIPING
HTD.PRESSURE REL.VENT
60 MO EXTENDED COMPRESSOR WARRANTY
HERMETIC - 1/2 TO 6.0 HP
12M0 EXTENDED SERVICE WARRANTY -PARTS &
LABOR 24/7 DISPATCH 0.5 - 1.65 HP
R-02
ELECTRIC DEFROST
THRU ROOF PIPING
HTD.PRESSURE REL.VENT
60 MO EXTENDED COMPRESSOR WARRANTY
HERMETIC - 1/2 TO 6.0 HP
12M0 EXTENDED SERVICE WARRANTY -PARTS &
LABOR 24/7 DISPATCH 0.5 - 1.65 HP
REFRIGERATION SYSTEM R-01 IS DESIGNED TO MAINTAIN 35° AT 100° AMBIENT
TEMPERATURE ASSUMING PRODUCTS ENTER AT 45° WITH MODERATE DOOR TRAFFIC.
REFRIGERATION SYSTEM R-02 IS DESIGNED TO MAINTAIN -10° AT 100° AMBIENT
TEMPERATURE ASSUMING PRODUCTS ENTER AT 0° WITH MODERATE DOOR TRAFFIC.
STANDARD REFRIGERATION
STANDARD REFRIGERATION
STANDARD REFRIGERATION
STANDARD REFRIGERATION
SPECIAL CONDENSATE LINE LOCATION
C.U. R-01 MOH010X63ICSFLT
E.C. R-01 LCA690BEQRC6B
C.U. R-02 MOH014L63ICSFLT
E.C. R-02 LCE676BEQRC6B
27'- 0 "
************************************ LIGHTING & ELECTRICAL *************************************
MAX-LITE 30W LED 48" LIGHT FIXTURE C-01 1 EA
MAX-LITE 30W LED 48" LIGHT FIXTURE C-02 1 EA
********************************* ACCESSORIES
HINGE SIDE SECURITY RACEWAY (MBLSSRW)
*********************************** ICS SALES
Representative: ICS - National Acccount
Prepared By: Christina Davis
TACO BELL #031325
TUKWILA
01/01/0001
0117867
& MISCELLANEOUS
D-02
REPRESENTATIVES
IDT818
**********************************
**********************************
WA
CD
2 END
RECEIVED
CITY OF TUMCLA
JAN152019
PERMIT CENTER
UNIT LENGTH VARIES 6'-50'
.
1'1
OUTLINE OF IC5 BUILDING
OUTLINE OF FOUNDATION
TIE DOWN - SEE
DRAWING #CC95110 �,
FOUNDATION PLAN
D r 2 3' S
SCALE
FOUNDATION NOTES:
1, 2500 PSI MINIMUM COMPRESSNE STRENGTH CONCRETE AT 28 DAYS.
2. MINIMUM S011 BEARING CAPACITY SHALL BE 1500 PSF,
3. INSTALLATION OF FOUNDATION 15 RESPONSIBILITY OF CUSTOMER.
4. FINISH EDGES OF SLAB WITH 1/8" SLOPE FROM BUILDING TO EDGE.
5, WHEN ICS STORAGE UNIT IS ADJACENT TO ANOTHER BUILDING REDUCE
OVERALL WIDTH BY 6',
6, 8" MINIMUM CONCRETE DEPTH REQUIRED AT TIE DOWN.
' 7. MINIMUM OF FOUR TIE DOWNS REQUIRED PER BUILDING, INSTALL AT
CORNERS OF EACH END WALL SEE APPENDIX C FOR NUMBER OF
REQUIRED TIE DOWNS,
8. FOUNDATIONS/FOOTINGS BELOW FROSTUNE ARE REQUIRED FOR All
BUILDING DESIGNS.
9, FOOTINGS AND CONCRETE PADS ARE TO BE DESIGN TO MEET LOCAL
SITE SPECIFIC CONDITIONS BY A QUALIFIED ENGINEER OR ARCHITECT.
6'
UNIT WIDTH
VARIES 6'-15'
6"
1
FOUNDATON LOADS AT SKIDS
6" I--
TIE DM
AT CORNER
6'
FIELD WORK
ALL DETAILS THIS
SHEET ARE BY OWNER.
UNIT
WIDTH
UNIT DEAD
LOAD '1
ROOF LIVE
LOAD (20psf)'2
FLOOR LIVE
LOAD (100psf)'3
6'
31.1 PLF
60 PLF
250 PLF
7'
33,4 PLF
70 PLF
300 PLF
8°
35,7 PLF
80 PLF
350 PLF
9'
39.1 PLF
90 PLF
_
350 PLF
10'
42.6 PLF
100 PLF
350 PLF
11'
34.0 PLF
110 PLF
350 PLF
12'
36.3 PLF
120 PLF
350 PLF
13'
38,6 PLF
130 PLF
350 PLF
14'
40,9 PLF
140 PLF
350 PLF
15'
42.3 PLF
150 PLF
I 350 PLF
TIE DOWN
AT CORNER
. DEAD LOADS ARE FOR UNITS WITHOUT WOOD FRAMED
ROOF OR FLOOR AND AVERAGE HEIGHT OF 9'-4",
'2. FOR LOADS GREATER THAN 20ps1, MULTIPLY THIS VALUE
BY THE ACTUAL LOAD AND DIVIDE BY 20.
'3, FOR LOADS GREATER THAN 100p5f, MULTIPLY THIS VALUE
BY THE ACTUAL LOAD AND DIVIDE BY 100,
TIE DOWN
AT CORNER
RLv IT OIL[
A RI a9fl7 4
9 WI OTIW09
BUILDING
WITH SKIDS
FOOTING AND
FOUNDATION BY
CUSTOMER
BUILDING
WITH NO SKIDS
FLOORLESS
BUILDING
FOOTING AND
FOUNDATION BY
CUSTOMER
FOOTING AND
FOUNDATION BY
CUSTOMER
3'
immosr
SCALE
FOUNDATION PLANS
2 002Y
CTH
OV6i
CC951098
r
5/16" 0 HOLES
10 REQUIRED
STAGGERED
4
1-1/2
1-1/4" ALUMINUM 13/16"
L12 TIE DOWN 0 HOLE
N
1/4" ALUMINUM
1'-0"
1 TIE DOWN ADEQUATELY RESISTS OVERTURNING, UPLIFT AND SLIDING LOADS
DUE TO LOADS CONFORMING TO ASCE-7-05,
2 FOUR MINIMUM TIE DOWNS REWIRED PER BUILDING, INSTALL AT CORNERS OF EACH
END WALL, SEE TABLES IN APPENDIX C FOR NUMBER OF REQUIRED TIEDOWNS,
3 INSTALL EXPANSION ANCHORS PER MANUFACTURER'S RECOMMENDATIONS.
4 SCREWS - 1/4"x1-1/4" HEX WASHER HEAD, SELF DRILLING, ZINC -PLATED STEEL,
5 ANCHORS:
3/4" 0 STAINLESS STEEL ADHESIVE ANCHOR (HILTI HVA ANCHOR WITH HEA
3/4" x 6 5/8" ADHESIVE CAPSULE AND HAS 5534-958 ANCHOR ROD ASSEMBLY.
6 INSTALL COVER OVER TIE DOWN WITH 4 #6x1/2" ROUND HEAD PHILLIPS SCREWS.
7 1/4" x 4" AND 1-1/4" x 4" ALUMINUM TO BE ALLOY 6061 OR 6063.
FIELD WORK
INSTALLATION OF TIEDOWN
ANGLES 15 RESPONSIBILRY
,OF THE OWNER,
TOP CLOSED
�?YER
.032 ALUMINUM
MATCH BUILDING COLOR
0 3" 6" t'
SCALE
L12=1'-0"
REr HI OA1E
A Cx1 tr DEC IS%
El 0.1/301
AWRY
2002
CTH
******************************************* GENERAL ********************************************
DIMENSIONS WIDTH LENGTH HEIGHT ROOF
INSIDE C01 7'- 4" 11'- 6" 8'-10 " REINFORCED ROOF 24"
INSIDE CO2 7'- 4" 5'- 2 " 8'- 6" REINFORCED ROOF 24"
INTERIOR - .040 ALUMINUM
EXTERIOR HGT. - ROOF PEAK HEIGHT
- MAX INSTALLED HEIGHT
- MAX. SHIPPING HEIGHT
EXTERIOR COLOR - SAND GALVANIZED
ONE-WAY WIDTH ROOF SLOPE
1/4" FT ROOF SLOPE
UL/CUL LISTED -"COMMERCIAL WALK-IN"
NSF LISTED WALK-IN STANDARD 7
9'- 6 1/4"
9'- 6 1/4"
9'- 7 3/4"
17'- 8"
******************************************** FLOOR *********************************************
C-01 C-02
ELEVATION FLOORLESS 4" FLOOR
FINISH .080 MILL ALUMINUM FL
*********************************
ROOF FLASHING KIT-T
CORNER TRIM KIT
DOOR TRIM KIT
EXTERIOR BASE TRIM KIT
L-12 TIE DOWNS W/COVERS
BUILDING ADDITIONAL FEATURES
8'- 0"
1 EA
1 EA
5 EA
1.00 SET
*********************************
************************************** DOORS & OPENINGS ****************************************
D-01 D-02
SIZE 36 X 78 FLUSH DOOR/RIGHT 36 X 78 FLUSH DOOR/RIGHT
OPTIONS ALUMINUM ALUMINUM
DOOR STRIP CURTAIN T.P.KICKPLATE-INTERIOR & EXTERIOR
-SHIP CURTAIN
NON -HEATED JAMB
T.P.KICKPLATE-INTERIOR & EXTERIOR
You have been advised of and acknowledge the potential for building code and
life safety issues with door heights below 78". Customer hereby releases ICS
from any liability associated with issues arising from use of such doors.
**************************************** REFRIGERATION *****************************************
R-01 R-02
HORSEPOWER 1.0 1.5
TYPE MED/HERMETIC LOW/HERMETIC /HC
REFRIGERANT 404 404
PHASE/VOLTAGE 3P 208/230V 3P 208/230V
EVAP VOLTAGE 208-230V 208-230V
SERVICE AMPS 15 15
SERVICE FUSED DISCONNECT FUSED DISCONNECT
MOUNTING REMOTE QRC COOLER W/LIGHT CIRCUIT REMOTE QRC FREEZER
DEFROST (NO FACTORY RUN -TEST) (NO FACTORY RUN -TEST)
TACO BELL #031325
TUKWILA WA
01/01/0001
0117867
IDT818
;i r '% : : TUK'voL,
Ji N 1 5 2019
,. t CENTER
1
M I°
0 oo0
R-01
OPTIONS OFF CYCLE DEFROST
THRU ROOF PIPING
HTD.PRESSURE REL.VENT
60 MO EXTENDED COMPRESSOR WARRANTY
HERMETIC - 1/2 TO 6.0 HP
12M0 EXTENDED SERVICE WARRANTY -PARTS &
LABOR 24/7 DISPATCH 0.5 - 1.65 HP
R-02
ELECTRIC DEFROST
THRU ROOF PIPING
HTD.PRESSURE REL.VENT
60 MO EXTENDED COMPRESSOR WARRANTY
HERMETIC - 1/2 TO 6.0 HP
12M0 EXTENDED SERVICE WARRANTY -PARTS &
LABOR 24/7 DISPATCH 0.5 - 1.65 HP
REFRIGERATION SYSTEM R-01 IS DESIGNED TO MAINTAIN 35° AT 100° AMBIENT
TEMPERATURE ASSUMING PRODUCTS ENTER AT 45° WITH MODERATE DOOR TRAFFIC.
REFRIGERATION SYSTEM R-02 IS DESIGNED TO MAINTAIN -10° AT 100° AMBIENT
TEMPERATURE ASSUMING PRODUCTS ENTER AT 0° WITH MODERATE DOOR TRAFFIC.
STANDARD REFRIGERATION C.U. R-01 MOH010X63ICSFLT
STANDARD REFRIGERATION E.C. R-01 LCA69OBEQRC6B
STANDARD REFRIGERATION C.U. R-02 MOH014L63ICSFLT
STANDARD REFRIGERATION E.C. R-02 LCE676BEQRC6B
SPECIAL CONDENSATE LINE LOCATION 27'- 0"
************************************ LIGHTING & ELECTRICAL *************************************
MAX-LITE 30W LED 48" LIGHT FIXTURE C-01 1 EA
MAX-LITE 30W LED 48" LIGHT FIXTURE C-02 1 EA
********************************* ACCESSORIES & MISCELLANEOUS **********************************
HINGE SIDE SECURITY RACEWAY (MBLSSRW) D-02
*********************************** ICS SALES REPRESENTATIVES
Representative: ICS - National Acccount
Prepared By: Christina Davis
TACO BELL #031325
**********************************
TUKWILA WA
01/01/0001
0117867
IDT818
CD
2 END
Structural Analysis of
Refrigerated Storage Units
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JAN 30 2019
City of Tukwila
BUILDING DIVISION
Prepared for:
International Cold Storage
A Division of Everidge
215 East 13th Street
Andover, Kansas 67002
PEC Project No.:
248-14001-008
RECEIVED
CITY OF TUKWILA
JAN 5 2019
PERMIT CENTER
Date:
April 2014
PEC
PROFESSIONAL ENGINEERING CONSULTANTS, P.A.
303 SOUTH TOPEKA WICHITA, KS 67202 316-262-2691 www.pecl.com
741
0
SECTION I.
SECTION II.
SECTION 111.
SECTION IV.
SECTION V.
SECTION VI.
APPENDIX A
Drawing No. CC95100E
Drawing No. CC95101A
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
Drawing
No. CC95101-1
No. CC95102D
No. CC95103D
No. CC95104B
No. CC95105B
No. CC95106A
No. CC95107B
No. CC95108C
No. CC95109B
No. CC95110C
No. CC95111E
No. CC95112E
No. CC95113E
No. CC95114E
No. CC95115D
No. CC95116B
No. CC95117
Drawing No. CC95118
Drawing No. CC95119
Drawing No. CC95120A
Drawing No. CC95121A
TABLE OF CONTENTS
Introduction
Objective of Structural Analysis
Materials and Fabrication
Discussion of Analysis
Summary and Conclusion
References
PAGE
1
1
2
3
5
6
Cover Sheet
Floor Plans and Elevations
Floor Plans and Elevations
Section Views
Wall Section Details
4" & 51/21` Floor Sections
71/4" & 8 %" Floor Sections
Door Details — Insulated
Door Details — Service
Door Frame Details — Insulated
Foundation Plans
Tiedown Detail
One Way Roof
Gable Roof
4" Flat Cathedral Roof
One Way Timber Roof (.040 Aluminum Ceiling)
Gable Timber Roof (.040 Aluminum Ceiling)
4" Flat Cathedral Timber Roof (.040 Aluminum Ceiling)
One Way Timber Roof (26 Ga. Acrylume Ceiling)
Gable Timber Roof (26 Ga. Acrylume Ceiling)
4" Flat Cathedral Timber Roof (26 Ga. Acrylume Ceiling)
Typical Load Diagram for Roof
Typical Load Diagram for Timber Roof
APPENDIX B Allowable Loads and Stresses
APPENDIX C Allowable Wind Load Tables for Tie downs and Unit size
APPENDIX D Sample Calculations
1
1. INTRODUCTION
This report encompasses the results of structural testing conducted by the PFS
Corporation testing company and adhesion testing conducted by Royal Adhesives and
Sealants. Testing was conducted on sample panels and anchors from the refrigerated storage
units manufactured by International Cold Storage of Andover, Kansas; with manufacturing
plants in Andover, Kansas and Covesville, Virginia. The results of the testing are available
upon request.
International Cold Storage has been involved in the design and manufacture of
refrigerated storage units for over 50 years. These units are available for delivery throughout
the United States, Mexico, and Canada.
The basic construction of these units is comprised of wall, floor, and roof composite
structural panels. These metal/urethane/metal composite structural panels consist of an
interior and exterior metal skin bonded to a urethane foam insulation core.
The metal skins, interior and exterior, are assembled to create a cavity between them.
Into this cavity is injected liquid urethane foam which expands to fill the cavity and adheres to
the metal skin. The result is a metal/urethane/metal composite structural panel with an overall
predetermined thickness without any additional structural elements considered. The units
considered in this report have a floor and wall thickness of four (4") inches and varying roof
thickness with a four (4") inch minimum.
11. OBJECTIVE OF STRUCTURAL ANALYSIS
The purpose of this structural analysis is to determine the ability of the composite
panels and anchors to sustain an imposed load and establish allowable load capacities. The
allowable loads were determined using the results of the testing reports, standard accepted
formulas and safety factors. The minimum design loads for the units are in accordance with the
latest edition of the International Building Code (IBC), NFPA 5000 Building Code, 1997
Uniform Building Code, 1997 Standard Building Code, 1996 BOCA Building Code and the
latest edition of the Florida Building Code (FBC).
The individual properties of the steel, aluminum, and urethane foam material for
tensile, compressive, and shearing strength have been established through the manufacturer's
specifications and tests.
u
IlL MATERIALS AND FABRICATION
The general manner in which the materials are used as composite units in the
• fabrication of the roof, floor, and wall areas are shown in Drawing CC95102 of Appendix A.
The drawings in Appendix A depict connection details presently being used for construction of
these units.
The urethane foam used will be among those listed in Table No. 1 below. The
urethane foam has a density of 1.7 pounds per cubic foot to a maximum of 2.3 pounds per
cubic foot. Greater strengths can generally be expected from urethane foam of greater density.
•
TABLE No. 1 APPROVED FOAM MATERIALS
System
Supplier
1
CIDT 192
Flexible Products Company
Marietta, Georgia
2
Autofroth 9142
BASF
Wyandotte, Michigan
3
Autofroth 9591
BASF
Wyandotte, Michigan
The metal skins are shown in Drawing CC95102 for the various construction
configurations. The urethane foam and metal skins react structurally as a composite. The
bonding surfaces of the interior and exterior skins are first processed with a bonding adhesive
to provide a better bonding surface for the injected urethane foam. The adhesion between the
urethane foam and the metal skins must be equal to or greater than the tensile and shear
strength of the urethane foam.
The refrigerated storage units utilizing the composite skin concept in their fabrication
are available in a wide variety of sizes from 6 feet to 15 feet in width and up to 50 feet in
length. See Drawing CC95101 of Appendix A.
2
•
IV. DISCUSSION OF STRUCTURAL ANALYSIS RESULTS
The rigidity and structural integrity of a metal/urethane/metal composite structural
panel is developed from the shear strength of the urethane foam core, the adhesion of the
urethane foam to the metal skin, and the buckling strength of the metal skin. The analysis
results were obtained from these three characteristics.
The characteristics of creep, thermal warp, degradation of strength due to heat and
long-term aging, and the effects of moisture were considered as affecting load supporting
capacity in these metal/urethane/metal composite structural panels. Limited test results and
data are available for review of the noted references. These characteristics are incorporated
into the safety factors used for the allowable stresses. None are considered critical with
respect to the design of the units.
The stresses at which buckling occurs in the metal skin are influenced by the rigidity of
the urethane foam core. Prior to buckling, the core holds the metal skin straight and allows it to
support a considerable compressive load. Above a critical load, the core yields in shear inward
or outward causing the metal skin to buckle.
For these structures, as a service type building with no occupancy requirements,
the allowable deflection criteria of L/180 of the span ratio was used for the roof panels, L/120
of the span ratio was used for the wall panels and L/240 of the span ratio was used for the
floor panels. The allowable loads for these ratios are calculated and shown in the structural
analysis calculations.
The floor of the refrigerated storage unit is supported by steel tube skids as shown in
Drawings CC95104 and CC95105 of Appendix A. These steel tubes are provided to serve as a
skid for loading and unloading the storage units from transport trailers. When the storage units
are in use in a stationary position, the skids serve to distribute the dead and live loads to
foundation supports. Although these storage units may vary in width from 6 feet to 15 feet, the
spacing of the steel tube skids is maintained at a maximum spacing of 3'-9". Typical floor
plans are depicted in Drawing CC95101 of Appendix A. The spacing of the steel tube skids
dictates the maximum floor free span used in the analysis for maximum floor loading.
A cantilever span of 6 inches to 18 inches exists in the floor system. The wall load and
partial roof load is supported along this cantilever. Additional skid supports are used as the
width of the unit increases to maintain a maximum overall floor loading. This condition is
depicted in Drawing CC95101 of Appendix A.
In addition to the standard refrigerated storage unit with skids, units are also available
without steel tube skids and without floors. These options provide additional floor loading
capacities as given in the Allowable Live Load Summary Table on Drawings CC95100 and
CC95105 of Appendix A.
Anchorage of the refrigerated storage units on a particular installation site is
accomplished by securing tiedown angles at each corner to a prepared foundation. Drawings
CC95109 and CC95110 of Appendix A depict the anchoring requirements for the different
types and sizes of units. Appendix C contains tables of allowable tiedown anchorage for a
variety of unit sizes and wind speeds. Lateral loads due to seismic forces were considered, but
due to the lightweight construction were found not to control.
The refrigerated storage units have a variety of roof options available depending on
specific requirements, needs and loads. Units are available with a 4 inch thick flat roof, a 4 inch
thick minimum one way or gable roof, and a 4" flat, one way or gable reinforced roof. These
options along with the Allowable Roof Live Loads are depicted in the Drawings in Appendix A.
4
V. SUMMARY AND CONCLUSION
The following foam properties were considered in performing the analysis for the
composite structural units of this report:
1. Compressive and tensile modulus — Buckling action
2. Shear strength — Strength of beam action
3. Shear modulus — Deflection of beam action
4. Shear creep — Deflection of beams under sustained load
These properties were established as the result of extensive testing of foam core
composite structural units by the Olin Mathieson Chemical Corporation of New Haven,
Connecticut, and based upon foam core properties as published by the Du Pont Company in
"Properties of Rigid Urethane Foams."
Using these property values in accepted formulas for composite beam action, the
analysis indicated that the roof, floor, and wall composite units will perform satisfactorily as
structural elements under the specified live loading stated in this report.
Respectfully submitted,
PROFESSIONAL ENGINEERING CONSULTANTS, P.A.
Brice Schmits, P.E., C.E.
Structural Engineer
5
•
VI. REFERENCES
. Hartsock, J.A. —
2. Hartsock, J.A. —
3. Du Pont
4. P.E.C.
5. PFS Corporation
"Rigid Urethane Foam Sandwich Structures"
1970 Polymer Conference
Polymer Institute, University of Detroit
June 4, 1970, PP. 3-4
"Shear and Buckling in Foam -Filled Panels"
Journal of Cellular Plastics
November 1966
"Properties of Rigid Urethane Foams"
Structural Analysis Calculations
Test Report No. #09-92
6. Royal Adhesives & Sealants - Test No. TSR 014-14 (Adhesion Test)
Jr
APPENDIX A
ICS UNIT PLANS, ELEVATIONS, SECTIONS,
DETAILS AND LOAD TABLES
INDEX OF DRAWINGS
DRAWING
NUMBERS
;C95100E
;C95101A
;C95101-1
;C951020
;C951030
:C951046
DESCRIPTION
DRAWING
REVISED
FIELD
WORK
CONSTRUCTION
TYPE
COVER SHEET
FLOOR PLAN AND ELEVATION
58
FLOOR PLAN AND ELEVATION
5B
SECTION VIEWS
5B
WALL SECTION VIEWS
58
4" AND 5 1/2" FLOOR SECTIONS
56
;C95105B
:C95106A
;C951078
;C95108C
:C951098
;C95110C
;C9S111E
:C95112E
.095113E
:C95114E
:C95115D
:C95116B
:C95117
:C95115
:C95119
;C95120A
:C95121A
:C95140
C952000
:C952016
C95201-1
IC952020
C95203
C95210
0C95300C
:C95301 B
C95302A
1 1/4' AND 8 3/4" FLOOR SECTIONS
58
DOOR OETAILS - INSULATED
D00R D£TA1LS - SERVICE
DOOR FRAME DETAILS - INSULATED
FOUNDATION PLANS
TIEDOWN DETAILS
5B
ONE WAY ROOF
58
GABLE ROOF
58
4" FIAT ROOF
58
ONE WAY REINFORCED ROOF
58
GABLE REINFORCED ROOF
58
4" FLAT REINFORCED ROOF
58
ONE WAY REINFORCED ROOF
NEW
5B
GABLE REINFORCED ROOF
NEW
5B
4" FLAT REINFORCED ROOF
NEW
5B
AD DIAGRAM FOR ROOF
TYP, LOAD DIAGRAM FOR REINF, ROOF
4" PANEL R-VALUE
ELECTRICAL PLANS
58
UGHTINC ELECTRICAL DETAILS
58
LICH
ELECTRICAL DETAILS
REFRIGERATION ELECTRICAL DETAILS
ELECTRONIC THERMOSTAT INSTALLATION
LIGHTING ELECTRICAL SERVICE
REFRIGERATION MECHANICAL DETAILS
R-404A LOW TEMP CONDENSING UNITS
R-404A MED TEMP CONDENSING UNITS
58
5B
5B
59
58
NOTES:
1, THESE UNITS ARE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE INTERNATIONAL
BUILDING CODE, THE LATEST EDITION OF THE FLORIDA BUILDING CODE AND THE LATEST
EDITION OF THE NATIONAL ELECTRICAL CODE AND THE NFPA 5000,
2, UNIT SHALL HAVE A FIRE SEPARATION DISTANCE OF MORE THAN 15 FEET TO
PROPERTY LINES OR INTERIOR LOT LINES"
3. THIS UNIT 15 NOT DESIGNED TO BE LOCATED IN FLOOD PRONE AREAS,
4, WIND LOAD DESIGN CONFORMS TO THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE (IBC).
5. SNOW LOAD DESIGN CONFORMS TO THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE (IBC).
6. SEISMIC ANALYSIS CONFORMS TO THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE (IBC).
7. IC5 WALK-IN STORAGE UNIT MAY BE ATTACHED TO CUSTOMERS BUILDING WITH A COMMON WALK
THROUGH OPENING BETWEEN THE CUSTOMERS BUILDING AND THE ICS WALK-IN UNIT,
8. ICS WALK-IN STORAGE UNIT WITH AN AGGREGATE FLOOR AREA NOT EXCEEDING 400 SQUARE FEET
SHALL NOT REQUIRE AN AUTOMATIC FIRE SUPPRESSION SYSTEM,
9. ICS WALK-IN STORAGE UNIT WITH AN AGGREGATE FLOOR AREA EXCEEDING 400 SQUARE FEET
SHALL REQUIRE AN AUTOMATIC FIRE SUPPRESSION SYSTEM SUPPLIED BY CUSTOMER.
10, ' INDICATES THOSE DRAWINGS WHICH CONTAIN WORK DONE IN THE FIELD.
11. ICS WALK-IN UNIT CONSTRUCTION CATEGORY (USE GROUP 5-2, CONSTRUCTION TYPE 58)
THIS TYPE 58 DESIGN CANNOT ADJOIN A BUILDING WITH A HIGHER CATEGORY CONSTRUCTION TYPE,
12. # INDICATES DRAWINGS THAT HAVE BEEN REVISED
MODEL NUMBER
THE MODEL NUMBER IS AN ALPHA DESIGNATION. THE ALPHA PORTION DESCRIBES THE
THE CONSTRUCTION AND REFRIGERATION OF THE UNIT
IB - SINGLE COMPARTMENT (NO REFRIGERATION)
IC - SINGLE COMPARTMENT COOLER
IF - SINGLE COMPARTMENT FREEZER
IDT - TWO COMPARTMENT BUILDING
ITT - THREE COMPARTMENT BUILDING
IQT - FOUR COMPARTMENT BUILDING
IVT - FIVE COMPARTMENT BUILDING
THE NUMERICAL PORTION OF THE MODEL NUMBER DESCRIBES THE APPROXIMATE
OUTSIDE DIMENSIONS OF THE BUILDING, THE WIDTH, THE SHORTEST DIMENSION, IS
SPECIFIED FIRST, FOLLOWED BY THE LENGTH. IF BUILDING DIMENSIONS ARE NOT
IN WHOLE FOOT INCREMENTS THE NEXT HIGHER WHOLE FOOT 15 USED FOR MODEL
NUMBERS.
EXAMPLE: 814
8 WIDTH IN WHOLE FOOT INCREMENTS
14 LENGTH IN WHOLE FOOT INCREMENTS
STRUCTURAL CALCULATIONS BY PROFESSIONAL ENGINEERING CONSULTANTS, P.A.
SAMPLE STRUCTURAL CALCULATIONS ARE BASED ON
A UNIT 12'-0" WIDE X 30'-0" LONG X 9'-4" HIGH
WITH ONE CONDENSING UNIT, REFER TO APPENDIX D FOR SAMPLE CALCULATIONS,
BASED ON ASCE 7-10
UNIT IS IN BUILDING CATEGORY II
ASSUME TERRAIN EXPOSURE 8
USE WIND = 130 MPH
USE SNOW = 25 P5F
SEISMIC ANALYSIS:
USE Ss = 0,50 & S1 = 0,20
WIND LOAD CALCULATIONS APPENDIX D
SEISMIC LOAD CALCULATIONS APPENDIX D
SNOW LOAD CALCULATIONS APPENDIX D
NOTE: FOR ALLOWABLE UNIT WIDTH LOADS REFER
TO DRAWING PAGES INDICATED BELOW
5-1/2" FLOOR WITH SKIDS
690 P5F
4" FLOOR NO SKIDS
5000 PSF
4" FLOOR w/ 3/4" PLYWOOD
AND NO SKIDS
10000 P5F
8-3/4" FLOOR WITH SKIDS
SEE DRAWINGS CC951058
7-1/4" FLOOR NO SKIDS
SEE DRAWINGS CC95105B
WALL
SEE DRAWINGS CC951D3D
ROOF
SEE DRAWINGS CC95111E-CC95119
INTERNATIONAL COLD STORAGE
215 E. 13TH STREET
ANDOVER, KANSAS 67002
REV BY
A RH
R CT
C RH
0 CT
E CT
DAZE
06/14/05
06/01/05
07/14/09
02/26/10
04/I9/14
COVER SHEET
15 APR
2004
RH
O6G,F
CC95100E
711 11 11 II ill Ell Fil 11 Fl
4"
2 COMPARTMENT BUILDING
MODEL IDT*i
3 COMPARTMENT BUILDING
MODEL ITT4
1 COMPARTMENT BUILDING
NOTE1
I. DOOR, INTERIOR WALL,
LOCATIONS SHOWN ARE
MAY VARY,
2,1 OR MORE ROOMS MAY
3.BUILDING MAY CONTAIN
4,BUILDING MAY CONTAIN
BETWEEN WALK-IN AND
MODEL IF,1c
AND EVAPORATOR COIL
TYPICAL, ACTUAL LOCATIONS
NOT CONTAIN REFRIGERATION EQUIPTMENT,
SERVICE ENTRY DOOR.
COMMON WALK THROUGH OPENING
CUSTOMERS BUILDING.
SLOPE OPTIONAL
1/4" PER FOOT
6' wiDE-61-
7' WIDE--61-
wIDE-51-
9' WIDE-1L-
10' WIDE-1-'6
1-
ENO ELEVATION
6' To 10WIDE BUILDING
10'
SCALE
SIDE ELEVATION
SLOPE OPTIONAL
1/4" PER FOOT
SKIDS
(OPTIONAL)
5-11'WIDE
—6"-12' WIDE
6" 13' WIDE
6" 14' WIDE
6"-15' WIDE
END ELEVATION
1 TO 15' WIDE BUILDING
REV BY DATE
A RH W24/04
FLOOR PLANS AND
ELEvAT ONS
JANUARY
2002
owo
CC95101A
CTH
1 VI 11 11 El [1 1 1 1_1 1 11 11 11 11 1 I
SLOPE
1/4" PER FOOT
SKI
END ELEVATION
4" TYR—
H
STEEL SERVICE
DOOR OPTIONAL
4 COMPARTMENT BUILDING
MODEL IQT*#
L
SIDE ELEVATION
NOTE:
1, DOOR, INTERIOR WALL, EVAPORATOR COIL, AND CONDENSING
UNIT LOCATIONS SHOWN ARE TYPICAL, ACTUAL LOCATIONS
MAY VARY,
2. 1 OR MORE ROOMS MAY NOT CONTAIN REFRIGERATION EQUIPMENT,
3, BUILDING MAY CONTAIN SERVICE ENTRY DOOR,
4, BUILDING MAY CONTAIN COMMON WALK THROUGH OPENING
BETWEEN WALK-IN AND CUSTOMERS BUILDING,
5 COMPARTMENT BUILDING
MODEL IVT*I
REV BY WE
FLOOR PLANS & ELEVATIONS
06 MAY
2009
RH
ova
CC95101-1
I [1 t[ l [7 17 Fl f 1 [-. 1 1 [-1 [ 1 t: r7 r7
CONDENSING UNIT
EVAPORATOR COIL SUPPORT
EVAPORATOR COIL-
1/4"-14x3/4" TEK #3
SCREWS 4 EACH SIDE
000000
CD CD CM CO OCDo
0000000
0000 oC7o
O CD CO CO o C7 CD
CD,CO O O C7 G
00000
SUPPORT CHANNEL 16
GAGE GALVANIZED STEEL
EXTERIOR WALL
040 ALUMINUM OR
26 GA. GALV. STEEL
[ROOF-26 GAGE
GALVANIZED STEEL
T
PLIFT BRACKET
FLOOR
3"x1-1/2"x3/16"
STEEL TUBING
(OPTIONAL)
URETHANE FOAM
BASE-24 GAGE
GALVANIZED STEEL
FLOOR
BASE WOOD BLOCKING
SECTION THROUGH LENGTH
NOTES:
1, MOUNT CONDENSING UNIT TO SUPPORT CHANNELS WITH FOUR 3/8" HEX HEAD BOLTS.
2. CONDENSING UNIT CONNECTION CAPABLE OF WITHSTANDING 140 MPH WINDS IN EXPOSURE C
IN ACCORDANCE WITH ASCE 7-10 WIND STANDARD.
3. 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS AND 22 GAGE
STAINLESS STEEL MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS,
CEILING
SUB ROOF
INTERIOR WALL
.040 ALUMINUM OR
26 GA. ACRYLUME
BASE-24 GAGE
GALVANIZED STEEL
3"x 1-1 /2"x3/1
STEEL TUBING
(OPTIONAL)
SECTION THROUGH WIDTH
0 1' 2' 3' 5'
SCALE
It
CONDENSING UNIT
ROOF-26 GAGE
GALVANIZED STEEL
EVAPORATOR COIL
URETHANE
FOAM
2x4 SYP#2,SPF#1
24 GAGE
ANGLE 1"x1"
#6x1/2" ROUNDHEAD
PHILLIPS TEK SCREW
AT 6" CENTERS
OPTIONAL FLOORLESS
CONSTRUCTION
REV BY DATE
A RH 02/24/04
B RH 03/30/05
C RH 06/14/05
D CT 04/1B/14
SECTION VIEWS
JANUARY
2002
CTH
0964
CC951O2D
I ill El [ -1 C 1 [1 CJ [I Cl 1--1 C-1 111 1- CI Fa [1 [1
INTERIOR WALL
.040 ALUMINUM OR
26 GA. ACRYLUME
URETHANE FOAM
INTERIOR WALL
,040 ALUMINUM OR
26 GA, ACRYLUME
INYL GASKET
#10-16x5/8" TEK
SCREW ON 6" CENTERS
VINYL GASKET
TYPICAL HORIZONTAL SECTION
AT INTERIOR DIVIDING WALL
EXTERIOR WALL
,040 ALUMINUM OR
26 GA. GALV. STEEL
'S' LOCK
URETHANE
FOAM
ALLOWABLE WALL LOADS
2"x2" CORNER ANGLE
16 CAGE GALVANIZED
STEEL
SEAMS
STAGGERED
INTERIOR WALL #10-16x5/8" TEK—
.040 ALUMINUM OR SCREW ON 6" CENTERS
26 GA. ACRYLUME
HEIGHT
LATERAL LOAD
AXIAL LOAD
6'-10"
103,0 psf
31.7 psi
7'-0"
100.6 psf
31.5 psi
7'-2"
97.5 psf
31.4 psi
7'-4"
93.1 psf
31.2 psi
7'-6"
89.0 psf
31.0 psi
7'-8"
85.2 psf
30.8 psi
7'-10"
81,6 psf
30.6 psi
8'-0"
78.3 psf
30,4 psi
8'-2"
75.0 psf
30.2 psi
8'-4"
72,1 psf
30,0 psi
8' 6'
69,3 psf
29,7 psi
8'-8"
66.7 psf
29.5 psi
8'-10"
64.2 psf
29.2 psi
9'-0"
61.8 psf
29.0 psi
9'-2"
59.6 psf
28,7 psi
9'-4"
57.5 psf
28.5 psi
NOTES:
1. MOUNT CONDENSING UNIT TO SUPPORT CHANNELS WITH FOUR 3/8" HEX HEAD BOLTS,
2. CONDENSING UNIT CONNECTION CAPABLE OF WITHSTANDING 140 MPH WINDS IN EXPOSURE C
IN ACCORDANCE WITH ASCE 7-10 WIND STANDARD,
3. 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS AND 22 GAGE
STAINLESS STEEL MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS.
0
3"
6"
VINYL GASKET
TYPICAL HORIZONTAL SECTION
AT EXTERIOR WALL
SCALE
EXTERIOR WALL
.040 ALUMINUM OR
26 GA. GALV. STEEL
REY BY DATE
A RH 02/24/04
B RH 07/30/05
C CT 04/12/10
D CT 04/IB/14
WALL SECTION DETAILS
JANUARY
2002
CTH
DVG5
CC95103D
71 11 Fl tl 11 Fl 11 El 11 Fl Fl Fl Cl El 17 Fl Fl 171
#10-164/8" TEK SCREW
ON 6" CENTERS
URETHANE FOAM
BASE-24 GAGE
GALVANIZED STEEL
3"x 1— 1/2"x3/16" STEEL
TUBING (OPTIONAL)
1-1/4"x2" OBLONG HOLE
FOR INSTALLATION OF BOLT
VINYL GASKET
FLOOR-16 GAGE GALVANIZED STEEL
BASE WOOD BLOCKING
INTERIOR WALL
.040 ALUMINUM OR
26 GA. ACRYLU E
VINYL GASKET
URETHANE FOAM
FLOOR-16 GAGE GALVANIZED STEEL —\
STAGGER 310 STITCH FOLDER
ON 4" CENTERS OR
#10-16x5/8" TEK SCREWS
ON 6" CENTERS
1/2"x3" LAG
SCREW WITH WASHER
TYPICAL FLOOR SECTION
ALONG LENGTH
1-1/4"x2" OBLONG HOLE
FOR INSTALLATION OF BOLT
FLOOR—ENDWALL SECTION
ALONG LENGTH
#10-16x5/8" TEK SCREWS
AT 6" CENTERS
1/2"x5-1/2" HEX HEAD BOLT
WITH WASHER AND NUT (BEYOND)
FLOOR-16 GAGE GALVANIZED STEEL
BASE WOOD BLOCKING
1-1/4"x2" OBLONG HOLE
FOR INSTALLATION OF BOLT
NOTES:
1, SKIDS ARE SECURED TO BASE WOOD BLOCKING WITH 1/2"x3" LAG SCREWS EXCEPT AT
TRANSPORT CONNECTIONS WHERE 1/2"x5-1/2" BOLTS ARE USED.
2, TOP 2x6 OF BASE WOOD BLOCKING MAY HAVE ONE SPLICE,
3. BASE WOOD BLOCKING CONSISTS OF TWO 2x6'S SYP#2, SPF#1 WITH 3/4" COX PLYWOOD,
WITH 16d NAILS ON 12" CENTERS STAGGERED.
4, BASE WOOD BLOCKING AT EACH END AND AT MAXIMUM 12' SPACING ALONG BUILDING LENGTH.
5. .090 ALUMINUM, .125 ALUMINUM, 18 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR
16 CAGE GALVANIZED STEEL FLOOR,
6. 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS AND 22 GAGE
STAINLESS STEEL MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS,
0
3"
3"x1-1/2"x3/16" STEEL
TUBING (OPTIONAL)
6"
FLOOR—ENDWALL SECTION
ALONG WIDTH
1'
EXTERIOR WALL
.040 ALUMINUM OR
26 GA, GALV, STEEL
BASE WOOD BLOCKING
1/2"x5-1/2" HEX HEAD BOLT
WITH WASHER AND NUT
06x1/2" ROUNDHEAD
PHILLIPS TEK SCREW
AT 6 " CENTERS
3"x1-1/2"x3/16" STEEL
TUBING (OPTIONAL)
EXTERIOR WALL
,040 ALUMINUM OR
26 GA, GALV, STEEL
URETHANE FOAM
16d NAILS TO 2x6'S
4 EACH CORNER
BASE TO BOTTOM 2x6'S
WITH 16d NAILS OR 5/8" SENCO
STAPLES AT 16" 0.C.
REV BY DATE
A RH 04/24/04
B CT 04/18/14
4" & 5-1/2" FLOOR
SECTIONS
JANUARY
2002
DVGN
CC95104B
SCALE
CTH
Fi 11 11 ri 11 1
INTERIOR WALL
040 ALUMINUM OR
26 GA. ACRYLUME
#10-16x5/8" TEK SCREW
AT 6" CENTERS
FINISH FLOOR
SUB FLOOR 2x10
LUMBER
FLOOR JOISTS
2x6 LUMBER
SKID BLOCK 2x10 LUMBER
EXTERIOR WALL
.040 ALUMINUM OR
26 GA, GALV. STL.
URETHANE FOAM
SIDE RAILS
2x6 LUMBER
#6x1/2" ROUND HEAD PHILLIPS
HEAD TEK SCREW AT 6" CENTERS
INTERIOR WALL
,040 ALUMINUM OR
26 GA, ACRYLUME
JOINT STRIP-24 GAGE GALVANIZED
STEEL-3" WIDE SEAL WITH SILICONE
SEALANT
#10x1-1/2" STAINLESS
PHILLIPS HEAD SCREW
AT 9" CENTERS ALONG
JOINT
URETHANE FOAM
FINISH FLOOR
8-3/4"
—1/4"
BASE-24 GAGE GALVANIZED STEEL BASE-24 GALVANIZED STEEL
3"x1-1/2"x3/16" STEEL TUBING
(OPTIONAL) SKID BLOCK
2x10 LUMBER
/2"x5-1/2" HEX HEAD BOLT AT TRANSPORT CONNECTIONS
1/2"x3" LAGS AT ALL OTHER CONNECTIONS
FLOOR—ENDWALL SECTION ALONG WIDTH
NOTES:
1, OPTIONAL FLOOR FINISHES-16 GAGE GALVANIZED, .080 ALUMINUM, 090 ALUMINUM,
.125 ALUMINUM, .125 ALUMINUM TREAD PLATE, 12 GAGE GALVANIZED TREAD PLATE,
2. SUB FLOOR SPLICE MUST HAVE 1/2" MINIMUM BEARING ON FLOOR JOIST,
3. ALL LUMBER SPF #1 OR SPF #2,
4. LEAVE GRADE STAMP VISIBLE.
5, NAILING SCHEDULE:
SUB FLOOR TO JOIST 16d NAILS 5 EACH
FLOOR JOIST TO SIDE RAIL 16d NAILS 5 EACH
FLOOR JOIST TO SKID BLOCK 16d NAILS 6 EACH
6. SEE DRAWING CC95101 FOR 3"x1-1/2"x3/16" STEEL TUBING SPACING.
7, SUB FLOOR IS DESIGNED TO CARRY A MAXIMUM CONCENTRATED LOAD OF 650 lbs.
OVER A 4 1/2"x4 1/2" SQUARE AREA LOCATED AT MID SPAN,
8, 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS AND
22 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS.
EXTERIOR WALL
.040 ALUMINUM OR
26 GA, GALV. STL.
URETHANE FOAM
SUB FLOOR
2x10 LUMBER
FLOOR JOIST
2x6 LUMBER
06x1/2" ROUND HEAD
PHILLIPS HEAD TEK SCREW
AT 6" CENTERS
3"x1-1/2"x3/16" STEEL TUBING
(OPTIONAL)
1/2"x5-1/2" HEX HEAD BOLT AT TRANSPORT CONNECTIONS
1/2"x3" IAGS AT ALL OTHER CONNECTIONS
FLOOR TO ENDWALL SECTION ALONG LENGTH
ALLOWABLE UNIFORM FLOOR LOADS
(TIMBERS WITHOUT SKIDS)
2)(6 JOIST CI 16" 0.C, — 1950PSF
2x6 JOIST 12" D.C. — 3145PSF
SCALE
ALLOWABLE UNIFORM FLOOR LOADS (PSF)
(TIMBERS WITH SKIDS)
BUILDING
WIDTH
2x6 JOIST SPACING
16"O.0
120,C.
6'
590
786
7'
468
624
8'
352
469
9'
352
469
10'
352
469
11'
352
469
12'
352
469
13'
352
469
14'
352
469
15'
352
469
1._ REV BY DATE
A RH 02/21/D4
B ET 04/1B/14
7-1/4" & 8-3/4" FLOOR
SECT ONS
JANUARY
2002
CTH
DP
CC95105B
1 ri [1 [1 11 ri 11 rl 1-1 11 11 [1 11 11 1
THREE HINGES ON
48" DOORS
9" CHROME PLATED
CAM —LIFT HINGES
(KASON 1245 OR
EQUAL)
MAGNETIC GASKET
AT PERIMETER
l'-3"
SAFETY LATCN
CHROME PLATED
(K-58 OR EQUAL)
CL SYMMETRICAL
DOOR LOCKING
BAR OPTIONAL
23" HEAVY DUTY ZINC
PLATED CAM LIFT HINGE
(KASON 1277 OR EQUAL)
A
TYPICAL 30" — 48" DOORS
URETHANE FOAM
INTERIOR PAN — ,040 ALUMINUM
OR 26 GA. ACRYLUME
INTERIOR RELEASE
EXTERIOR PAN — .040 ALUMINU
DR 26 GA. CALV, STEEL
S CTION A — A
4"
NOTE:
1. 22 GAGE GALVALUME OR 22 GAGE STAINLESS STEEL MAY BE
SUBSTITUTED FOR THE INTERIOR OR EXTERIOR DOOR 'PAN,
2. DOOR PANELS ARE COVERED UNDER UL LISTED COMMERCIAL
WALK—IN FILE #E80497.
DOOR SIZE
A
30x72
32
74
30x78
32
80
36x72
38
74
36x78
38
80
48x72
50
74
48x78
50
80
60x72
62
74
60x78
62
80
60x84
62
86
— 2'-2 1 2"
HEAVY DUTY
SAFETY LATCH
CHROME PLATED
(KASON (-56 OR
EQUAL)
DOOR
LOCKING
BAR
A
TYPICAL 60" DOOR
MAGNETIC GASKET
AT PERIMETER
1'
URETHANE FOAM
INTERIOR PAN — .040 ALUMINUM
OR 26 GA, ACRYLUME
INTERIOR RELEASE
4"
SECTION B B EXTERIOR PAN — .040 ALUMINUM
OR 26 GA, GALV, STEEL
3'
SCALE
RV or DATE
A CT 04/18/14
DOOR DETAILS — INSULATED
FEBRUARY
2004
CTH
orec#
CC95106A
11 r r 11 II ill 11 r rI Cal rl C ill 11 Cl [1 C l I1 [ -1 11
1-3/4" THICK
18 GAGE STEEL
DOOR
PEEPHOLE -
(OPTIONAL)
RIM TYPE-'
EXIT DEVICE
(OPTIONAL)
VIEW FROM INSIDE
16 GAGE STEEL
DOOR FRAME 4"
JAMB DEPTH
URETHANE C3 x 6.0
FOAM CHANNEL
INTERIOR WALL
,040 ALUMINUM OR
26 GA. ACRYLUME
EXTERIOR WALL
.040 ALUMINUM OR
26 GA. GALV. STL.
A
0
SCALE
VIEW FROM OUTSIDE
NOTE:
1. 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS AND
22 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS.
2. DOOR PANELS ARE COVERED UNDER UL LISTED COMMERCIAL WALK-IN
FILE #E80497,
WELD
DOOR
TRIM
WELD
SECTION A - A
2"x1/4" STEEL
PLATE
#10-16x5/8" DOOR TRIM
TEK SCREW
VINYL GASKET PLYWOOD
STEEL SERVICE
DOOR JAMB
2x6 LUMBER
STEEL SERVICE
DOOR JAMB
2"x1/4" STEEL
`OUTSIDE PULL PtATE
DEVICE KEYED
LOCK
(OPTIONAL)
DOOR SWEEP
DOOR SIZES
36"x80"
42"x80"
48"x80"
#1Dx1-1/2" SS
FLATHEAD PHILLIPS
WOOD SCREW
STEEL SERVICE
DOOR JAMB
r # 820 AMERICAN
SAFETY THRESHOLD
OR EQUAL
FLOOR
URETHANE FOAM
SECTION B - B
WITH FLOOR
SECTION B - 8
FLOORLESS
0 3" 6"
BASE 24 GAGE
GALVANIZED STEEL
1/4"x1-1/2"
HIT FASTENER
(BY INSTALLATION
TECHNICIAN)
265A PEMKO HALF
SADDLE THRESHOLD
OR EQUAL
SCALE
REV BY DATE
A RH 02/24/04
B CT 04/16/14
DOOR DETAILS - SERVICE
JANUARY
2002
CTH
CC95107B
1 11 [1 1.1 11 11 1.1 r [ L.1 [ l [ :1 [1 1I 1 J r1
B-- -2" MIN,
8
A
A
ELEVATION - DOOR FRAME ASSEMBLY
0 3" 6"
3'
SCALE
URETHANE FOAM
#10-16x5/8" TEK SCREW
ON 6" CENTERS TYPICAL
-5-1/2"
EXTERIOR JAM13-26 GAGE
GALVANIZED STEEL OR .040
ALUMINUM OR 20 GAGE 5.5,
VINYL GASKET
URETHANE FOAM
NOTES:
1, DOOR HARDWARE MOUNTING PLATE CONSISTS OF 10 GAGE STEEL PLATE
2. 22 GAGE CALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS
AND 22 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR THE .040 ALUM, WALLS.
VINYL GASKET
J
EXTERIOR JAMB-26 GAGE
INTERIOR JAMB GALVANIZED STEEL OR .040
.040 ALUMINUM OR ALUMINUM OR 20 GAGE S.S.
26 GA. ACRYLUME
DETAIL D -
BREAKER STRIP
DOOR HARDWARE
MOUNTING PLATE
INTERIOR JAMB EXTERIOR JAMB
040 ALUMINUM OR .040 ALUMINUM OR
26 GA, ACRYLUME 26 GA, GALV. STL.
BREAKER STRIP
DETAIL D - 3
VINYL GASKET
INTERIOR JAMB
.040 ALUMINUM OR
26 GA. ACRYLUME
URETHANE FOAM
BREAKER STRIP
VINYL GASKET
INTERIOR JAMB
.040 ALUMINUM OR
26 GA, ACRYLUME
C4x7,25 CHANNEL- i~ URETHANE FOAM
EXTERIOR JAMB
.040 ALUMINUM OR
26 GA. GALV. STL.
C4x7.25 CHANNEL
DETAIL D - 2 DETAIL D - 4
0 3" 6" 1'
SCALE
SCHEDULE OF DETAIL DRAWINGS
DOOR SIZE
WxH
SECTION A - A
SECTION 8 - B
30 x 72
30 x 78
36 x 72
DETAIL
DETAIL
36x78
D-1
0-3
48 x 72
48 x 78
60 x 72
DETAIL
DETAIL
60x78
60 x 84
0-2
D - 4
BREAKER STRIP
REV BY DATE
A RH 02/24/04
B RH 07/30/05
C CT 04/I8/14
DOOR FRAME DETAILS
INSULATED
JANUARY
2002
CTH
DMG4
CC95108C
NI w w w NI w w w w r MI 11111 w
UNIT LENGTH VARIES 6'-50'
6
6"
OUTLINE OF CS BUILDING
OUTLINE OF FOUNDATION
TIE DOWN — SEE
DRAWING #CC95110
UNIT WIDTH
VARIES 6'-15'
FOUNDATION PLAN
SCALE
FOUNDATION NOTES:
1. 2500 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE AT 28 DAYS.
2, MINIMUM SOIL BEARING CAPACITY SHALL BE 1500 PSF,
3, INSTALLATION OF FOUNDATION 15 RESPONSIBILITY OF CUSTOMER,
4. FINISH EDGES OF SLAB WITH 1/8" SLOPE FROM BUILDING TO EDGE.
5. WHEN ICS STORAGE UNIT 15 ADJACENT TO ANOTHER BUILDING REDUCE
OVERALL WIDTH BY 6",
6. 8" MINIMUM CONCRETE DEPTH REQUIRED AT TIE DOWN.
7, MINIMUM OF FOUR TIE DOWNS REQUIRED PER BUILDING. INSTALL AT
CORNERS OF EACH END WALL. SEE APPENDIX C FOR NUMBER OF
REQUIRED TIE DOWNS.
8, FOUNDATIONS/FOOTINGS BELOW FROSTLINE ARE REQUIRED FOR ALL
BUILDING DESIGNS.
9, FOOTINGS AND CONCRETE PADS ARE TO BE DESIGN TO MEET LOCAL
SITE SPECIFIC CONDITIONS BY A QUALIFIED ENGINEER OR ARCHITECT.
6"
FOUNDATION LOADS AT SKIDS
BUILDING
WITH SKIDS
TIE DOW
AT CORNER
FOOTING AND
FOUNDATION BY
CUSTOMER
BUILDING
WITH NO SKIDS
FIELD WORK
ALL DETAILS THIS
SHEET ARE BY OWNER,
UNIT
WIDTH
UNIT DEAD
LOAD '1
ROOF LIVE
LOAD (20psf)*2
FLOOR LIVE
LOAD (100psf)*3
6'
31.1 PLF
60 PLF
250 PLF
7'
33.4 PLF
70 PLF
300 PLF
8'
35.7 PLF
80 PLF
350 PLF
9'
39.1 PLF
90 PLF
350 PLF
10'
42.6 PLF
100 PLF
350 PLF
11'
34,0 PLF
110 PLF
350 PLF
12'
36,3 PLF
120 PLF
350 PLF
13'
38.6 PLF
130 PLF
350 PLF
14'
40.9 PLF
140 PLF
350 PLF
15'
42.3 PLF
150 PLF
350 PLF
'1. DEAD LOADS ARE FOR
ROOF OR FLOOR AND
'2, FOR LOADS GREATER
BY THE ACTUAL LOAD
'3. FOR LOADS GREATER
BY THE ACTUAL LOAD
UNITS WITHOUT WOOD FRAMED
AVERAGE HEIGHT OF 9'-4".
THAN 20psf, MULTIPLY THIS VALUE
AND DIVIDE BY 20.
THAN 100psf, MULTIPLY THIS VALUE
AND DIVIDE BY 100.
TIE DOWN
AT CORNER
FLOORLESS
BUILDING
TIE DOWN
AT CORNER
FOOTING AND
FOUNDATION BY
CUSTOMER
FOOTING AND
FOUNDATION BY
CUSTOMER
0 1' 2' 3' S
SCALE
FOUNDATION PLANS
ptv Ir
A RR
i RH
Mit
os/u o4
07/IS/09
ANUARY DYG1
2002 CTH CC95109B
A A r w rIII N IM NI I A r r NI w
5/16" 0 HOLES
10 REQUIRED
STAGGERED
4
1/2
1-1/4" ALUMINUM 13/16"
L12 TIE DOWN 13 HOLE 1
NOTES:
1/4" ALUMINUM
1'-0"
1. TIE DOWN ADEQUATELY RESISTS OVERTURNING, UPLIFT AND SLIDING LOADS DUE TO LOADS
CONFORMING TO ASCE 7-10,
2. FOUR MINIMUM TIE DOWNS REQUIRED PER BUILDING, INSTALL AT CORNERS OF EACH END WALL.
SEE TABLES IN APPENDIX C FOR NUMBER OF REQUIRED TIEDOWNS,
3. INSTALL ADHESIVE ANCHORS PER MANUFACTURER'S RECOMMENDATIONS.
4. SCREWS - 1/4"x1-1/4" HEX WASHER HEAD, SELF DRILLING, ZINC -PLATED STEEL.
5, ANCHORS:
14"0 STAINLESS STEEL ADHESIVE ANCHOR, HILTI HIT-Z-R HY200,
3'4"0 X 1 " HIT-Z-R, MINIMUM EMBEDMENT OF 63'4" INTO FOUNDATION.
QB; %'4"0 SIMPSON SET ANCHORING ADHESIVE W/ %"0X3" F593 (304S5) THREADED ROD,
MINIMUM EMBEDMENT OF 6314" INTO FOUNDATION,
Q� 3'4"0 RED HEAD C6 ANCHORING ADHESIVE W/ 3'4"02a" 304SS THREADED ROD, MINIMUM
EMBEDMENT OF 04" INTO FOUNDATION,
5, INSTALL COVER OVER TIE DOWN WITH 4 #6x1/2" ROUND HEAD PHILLIPS SCREWS,
7. 1/4" x 4" AND 1-1/4" x 4" ALUMINUM TO BE ALLOY 6061 OR 6063.
FIELD WORK
INSTALLATION OF TIEDOWN
ANGLES 15 RESPONSIBILITY
OF THE OWNER,
TOP CLOSED
6"
SCALE
L12=1'-O"
`1 /2"
OYEB.
.040 ALUMINUM OR 26 GA.
GALVANIZED STL TO MATCH
BUILDING COLOR.
1 REV BT DATE
A C114 19 DEC 1995
R RH O3/70/05
C CT D4/16/14
TIE DOWN DETAIL
ANUARY D9Gj
2002 CTH CC95110C
w1www11•MIwrMI wwMwwrIII www
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
ROOF TRIM 1/2"X2"
.040 ALUMINUM OR
26 GA. GALV, STL.
TOP RAIL-16 GAUGE
GALVANIZED STEEL
EXTERIOR WALL
.040 ALUMINUM OR
26 GA. GALV, STL. '
URETHANE FOAM
SEAMS STAGGERED
ROOF-26 GAUGE
GALVANIZED STEEL
SUB ROOF
(SEE CHART)
URETHANE FOAM
CEILING
(SEE CHART)
SECTION A — A
12" 11/4"
TAGGER 310 STITCH FOLDER
ON 4" CENTERS OR
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
—1/2"
( VARIES
1
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
NOT€
ALLOWABLE LOADS ARE BASED ON PANEL SEAMS
SPANNING THE SHORTEST DISTANCE.
VINYL GASKET
A
A
ROOF-26 GAUGE
GALVANIZED STEEL
SUB ROOF
(SEE CHART)
4"
CEILING —/ VINYL GASKET
(SEE CHART)
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
URETHANE FOAM INTERIOR WALL
.040 ALUMINUM OR
26 GA, ACRYLUME
UNIT WIDTH
ALLOWABLE UNIFORM ROOF LOAD SCHEDULE
UNIT
WIDTH
SUB ROOF
METAL
CEILING
METAL #
D
ALLOWABLE LOADS
W/O COND. UNIT'
ALLOWABLE LOADS
WITH COND. UNIT'"WITH
ALLOWABLE LOADS
COND. UNIT"'
6'
26 GA GALV, ,040 ALUM.
.040 ALUM,
5,5"
96,0 PSF
86.0 PSF
84,9 PSF
7'
26 GA GALV,/.040 ALUM.
.040 ALUM,
5,75'`
82.3 PSF
73,7 PSF
73.3 PSF
8'
26 GA GALV./.040 ALUM.
,040 ALUM.
6"
72.0 PSF
64.5 PSF
63.2 PSF
9'
26 GA GALV./:040 ALUM.
.040 ALUM.
6.25
64,0 PSF
50.8 PSF
51,7 PSF
10'
26 GA GALV/,040 ALUM.
.040 ALUM.
6.5"
51.9 PSF
39,9 PSF
41.3 PSF
11'
26 GA GALV./,040 ALUM.
.040 ALUM,
6.75"
42.9 PSF
32.0 PSF
33.7 PSF
12'
26 GA GALV./.040 ALUM,
.040 ALUM.
7"
36.1 PSF
26.1 PSF
28.0 PSF
13'
26 GA GALV1.040 ALUM.
.040 ALUM.
7.25"
30.7 PSF
21,5 PSF
23.7 PSF
14'
26 CA GALV./,040 ALUM,
.040 ALUM,
7,5"
26.5 PSF
NOT ALLOWED
20,3 PSF
15'
26 GA GALV./.040 ALUM..040 ALUM,
7.75"
23.1 PSF
NOT ALLOWED
NOT ALLOWED
ALLOWABLE LOADS ALL CONTAN A SAFETY FACTOR OF 2.0
* CONDENSING UNIT MAY BE USED WITH THESE VALUES IF IT IS INSTALLED OVER AN INTERIOR WALL,
" THESE VALUES ARE BASED ON A 300 POUND POINT LOAD LOCATED AT THE MID SPAN,
"' THESE VALUES ARE BASED ON A 300 POUND POINT LOAD LOCATED AT 3'-4" FROM ONE END OF PANEL.
# .040 ALUMINUM MAY BE SUBSTITUTED WITH 26 GA. ACRYLUME
0 3" 6" 1' 3' REv 1r DATE
a WPM ONE WAY ROOF
C CTSCALE o a a01
fro JANUARY CTH °V°� CC95111E
2002
NI NI r IN M NI w IN al Mr w +I NI s NI MI la MI NI
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
ROOF TRIM 1/2"X2"
.040 ALUMINUM OR
26 GA. GALV. STEEL
TOP RAIL-16 GAUGE -
GALVANIZED STEEL
EXTERIOR WALL
.040 ALUMINUM OR
26 GA. GALV. STEEL
URETHANE FOAM
SEAMS STAGGERED
ROOF-26 GAUGE
GALVANIZED STEEL
SUB ROOF
(SEE CHART)
URETHANE FOAM
12"
1 /4"I
rt
ROOF-26 GAUGE
GALVANIZED STEEL
SUB ROOF
(SEE CHART)
,L
CEILING
(SEE CHART)
A--
TAGGER 310 STITCH FOLDER
ON 4" CENTERS OR
air
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
1-1/2"
VARIES
CEIUNG #10-16x3/4" HWH #3
(SEE CHART) TEK SCREW AT 6" CENTERS
VINYL GASKET
SECTION A - A
NOTE:
ALLOWABLE LOADS ARE BASED ON PANEL SEAMS
SPANNING THE SHOREST DISTANCE.
UNIT WIDTH
VINYL GASKET
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
INTERIOR WALL--'
,040 ALUMINUM OR
26 GA. ACRYLUME
ALLOWABLE UNIFORM ROOF LOAD SCHEDULE
UNIT
WIDTH
SUB ROOF
METAL
CEILING
METAL #
D
ALLOWABLE LOADS
W/O COND. UNIT'
ALLOWABLE LOADS
WITH COND, UNIT"WITH
ALLOWABLE LOADS
COND. UNIT"'
6'
26 GA GALV./.040 ALUM.
.040 ALUM,
4.75"
88.4 P5F
79.2 PSF
78,2 PSF
7'
26 GA GALV./.040 ALUM.
.040 ALUM.
4.875'
74.9 PSF
67,1 PSF
66.7 PSF
8'
26 GA GALV./.040 ALUM.
,040 ALUM.
5"
64.8 PSF
58.1 PSF
56,9 PSF
9'
26 GA GALV./.040 ALUM.
.040 ALUM.
5.125'
57.0 PSF
45.2 PSF
46.0 PSF
10'
26 GA GALV./.040 ALUM.
,040 ALUM,
5,25"
45.7 PSF
35.2 PSF
36.3 PSF
11'
26 GA GALV./.040 ALUM.
.040 ALUM.
5,375'
37.4 PSF
27.9 PSF
29,4 PSF
12'
26 GA GALV./.040 ALUM.
.040 ALUM.
5.5"
31.1 PSF
22,5 PSF
24.2 PSF
13'
26 GA GALV./.040 ALUM,
.040 ALUM,
5.625'
26.3 PSF
NOT ALLOWED
20,3 PSF
14'
26 GA GALV,/.040 ALUM.
.040 ALUM.
5.75"
22.5 PSF
NOT ALLOWED
NOT ALLOWED
15'
26 GA GALV./.040 ALUM.
.040 ALUM.
5.875'
NOT ALLOWED
NOT ALLOWED
NOT ALLOWED
ALLOWABLE LOADS ALL CONTA N A SAFETY FACTOR OF 2,0
* CONDENSING UNIT MAY BE USED WITH THESE VALUES IF IT IS INSTALLED OVER AN INTERIOR WALL.
** THESE VALUES ARE BASED ON A 300 POUND POINT LOAD LOCATED AT THE MID SPAN.
"' THESE VALUES ARE BASED ON A 300 POUND POINT LOAD LOCATED AT 3'-4" FROM ONE END OF PANEL.
# .040 ALUMINUM MAY BE SUBSTITUTED WITH 26 GA. ACRYLUME,
0 3" 6" 1' 3'
SCALE
A n Y PM 02/20 i CABLE ROOF
C CI JANUARY "
o i a PM 2002 CTH CC95112E
MI NI IN MI NI IN MI IIII NI MI NI MI NI IN NI NI NI MI MI
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
ROOF TRIM 1/2"X2"
.040 ALUMINUM OR
26 GA. GALV. STEEL
TOP RAIL-16 GAGE
GALVANIZED STEEL
1/2"x9/16"x2"
EXTERIOR WALL
.040 ALUMINUM OR
26 CA. GALV. STEEL
URETHANE FOAM
SEAMS STAGGERED
MIN, 4"
ROOF-26 GAGE
GALVANIZED STEEL
SUB ROOF
(SEE CHART)
4"
12"
11/4"
CEILING
(SEE CHART)
TAGGER 310 STITCH FOLDER
ON 4" CENTERS OR
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
1-1/2"
4"
URETHANE FOAM #10-16x3/4" HWH 03
TEK SCREW AT 6" CENTERS
CEILING
(SEE CHART)
SECTION A - A
VINYL GASKET
NOTES:
1. ALLOWABLE LOADS ARE BASED ON PANEL SEAMS
SPANNING THE SHORTEST DISTANCE.
2, 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE 040 ALUMINUM WALLS/CEILING
AND 22 GAGE STAINLESS STEEL MAY 8E SUBSTITUTED FOR THE .040 ALUMINUM
WALLS/CEILING,
ROOF-26 GAGE
GALVANIZED STEEL
SUB ROOF
(SEE CHART)
...
VINYL GASKET
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
URETHANE FOAM EXTERIOR WALL
,040 ALUMINUM OR
26 GA. ACRYLUME
UNIT WIDTH
4"
ALLOWABLE UNIFORMROOF LOAD SCHEDULE
UNIT
WIDTH
SUB ROOF
METAL
CEILING
METAL #
ALLOWABLE LOADS
W/O COND. UNIT*
ALLOWABLE LOADS
WITH COND. UNIT"WITH
ALLOWABLE LOADS
COND. UNIT"'
6'
26 GA GALV./.040 ALUM.
.040 ALUM.
117,3 PSF
107.3 PSF
106.2 PSF
7'
26 GA GALV./.040 ALUM.
.040 ALUM.
89.5 PSF
75,1 PSF
75.8 PSF
8'
26 GA GALV./.040 ALUM.
.040 ALUM.
65.0 PSF
52,5 PSF
53.5 PSF
9'
26 GA GALV./.040 ALUM.
.040 ALUM.
49.3 PSF
38.2 PSF
39,7 PSF
10'
26 GA GALV,/.040 ALUM.
.040 ALUM.
3 .6 PSF
28.7 PSF
30.5 PSF
11'
26 GA GALV./.040 ALUM.
.040 ALUM.
31,0 PSF
22.0 PSF
24.2 PSF
12'
26 GA GALV./.040 ALUM,
.040 ALUM.
25,4 PSF
NOT ALLOWED
NOT ALLOWED
13'
26 GA GALV./.040 ALUM.
,040 ALUM,
21,3 PSF
NOT ALLOWED
NOT ALLOWED
14'
26 GA GALV./.040 ALUM.
.040 ALUM.
NOT ALLOWED
NOT ALLOWED
NOT ALLOWED
15'
26 GA GALV./.040 ALUM.
040 ALUM.
NOT ALLOWED
NOT ALLOWED
NOT ALLOWED
ALLOWABLE LOADS ALL CONTAIN A SAFETY FACTOR OF 2,0
CONDENSING UNIT MAY BE USED WITH THESE VALUES IF IT IS INSTALLED OVER AN INTERIOR WALL
" THESE VALUES ARE BASED ON A 300 POUND POINT LOAD LOCATED AT THE MID SPAN.
9** THESE VALUES ARE BASED ON A 300 POUND POINT LOAD LOCATED AT 3'-4" FROM ONE END OF PANEL.
# .040 ALUMINUM MAY BE SUBSTITUTED WITH 26 GA. ACRYLUME.
SCALE
REV TE DATE
Ili /I4
I a 61/001
c a 00VM
0 a M
E a M/11/4
4" THICK ONE WAY
CATHEDRAL ROOF
JANUARY
2002
LWEi
DWA
CC95113E
IIIIIw w w w w w w w w w w w w w w
wz
ROOF TRIM 1/2"X2"
.040 ALUMINUM OR
26 GA. GALV. STEEL
SEE SCHEDULE
TOP RAIL-24 GAGE
GALVANIZED 1/2"x9/16"x2"
URETHANE FOAM
EXTERIOR WALL
,040 ALUMINUM OR
26 GA. GALV. STEEL
SNOW LOAD DRIFTING DIAGRAM
PROFILE OF TAPERED 2x JOISTS
#10-16x5/5" TEK SCREWS
AT 6" CENTERS
CEILING
,04 ALUMINUM
TAPERED 2x ROOF JOISTS SYP #2
(SEE CHART FOR SIZE AND SPACING)
(3)12d NAILS AT 12"0.C.
AT EACH END IN EACH
TIMBER
12"
CONTINUOUS BEAD OF
SOLIDSEAL ADHESIVE
EQUIVALENT UNIFORM LIVE LOAD => W = W1+W2
< ALLOWABLE UNIFORM LIVE LOAD (PSF) 2
d2' d=d1+d2
L=UNIT WIDTH —5"
d1* * SEE SCHEDULE
NOTES:
1, TAPERED LUMBER SHALL HAVE NO LOOSE KNOTS WITHIN 2° OF SAWN EDGE
AND NO KNOTS LARGER THAN 1-1/2" DIAMETER WITHIN 1" OF SAWN EDGE,
2. MAXIMUM SPACING TO FIRST ROOF JOIST FROM INSIDE FACE OF PARALLEL
WALL NOT TO EXCEED JOIST SPACING AT SCHEDULE.
3, LOAD VALUES GIVEN DO NOT ACCOUNT FOR THE CONDENSING UNIT WEIGHT,
CONDENSING UNIT MUST BE INSTALLED OVER DUAL TEMP, WALLS OR INSTALLED
WITH INDEPENDENT SUPPORTS.
4, 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS AND
22 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR THE ,040 ALUMINUM WALLS,
UNIT WIDT
ROOF-26 GAGE
GALVANIZED STEEL
SUB ROOF
26 GAGE GALVANIZED STEEL
VINYL GASK
#10-16x5/8" TEK
SCREWS AT 6" CENTERS
INTERIOR WALL
.040 ALUMINUM OR
26 GA. ACRYLUME
ALLOWABLE UNIFOR
SEE SCHEDULE
dl
2x4 LUMBER AT
TOP OF INTERIOR
WALL BETWEEN SEAMS
ROOF LOAD SCHEDULE
UNIT
WIDTH
l
(IN)
d1
(IN)
d2
(IN)
d
(IN)
SELECTED
MEMBER
REINFORCING ROOF JOISTS AT:
9° CTRS
12" CTRS
16" CTRS
24" CTRS
6'
67
4,50
1,50
6.00
2x8
756 PSF
567 PSF
425 PSF
284 PSF
7'
79
4.50
1.75
6.25
2x8
656 PSF
492 PSF
369 PSF
246 PSF
8'
91
4,50
2.00
6,50
2x8
583 PSF
437 PSF
328 PSF
219 PSF
9'
103
4.50
2,25
6,75
2x8
527 PSF
395 PSF
296 PSF
198 PSF
10'
115
5.50
2.50
8,00
2x10
566 PSF
425 PSF
319 PSF
212 PSF
11'
127
5.50
2,75
8.25
2x10
522 PSF
392 PSF
294 PSF
196 PSF
12'
139
5.50
3.00
8.50
2x10
485 P5F
364 PSF
273 PSF
182 PSF
13'
151
5.50
3.25
8,75
2x10
455 PSF
341 P$F
256 PSF
171 PSF
14'
163
5,50
3.50
9,00
2x10
429 PSF
322 PSF
242 PSF
161 PSF
15'
175
5.50
3.75
9.25
2x10
407 PSF
305 PSF
229 PSF
153 PSF
ALLOWABLE LOADS ARE BASED ON COMPOSITE ANALYSIS COMPARED WITH TESTED
ADHESION VALUES WITH 26 GA, GALVANIZED STEEL ON EXTERIOR AND .04 ALUMINUM
SKIN ON THE INTERIOR.
0 3" 6" 1' 3'
SCALE
26 GA, GALV, STEEL
ROOF & .040 ALUM. CEILING
IV
W12IY P TE
B CT oi'//CD aCT /BOB,
E CT d!/11
ONE WAY REINFORCED ROOF
JANUARY
2002
CTH
DVG1
CC95114E
11111 NI NI NI NI IN IS In NI IN NI IN NI NI NI IN
ROOF TRIM 1/2"X2"
.040 ALUMINUM OR
26 GA, GALV, STEEL
SEE SCHEDULE
TOP RAIL-24 GAGE
GALVANIZED 1/2"x9/16"x2"
URETHANE FOAM
EXTERIOR WALL
.040 ALUMINUM OR
26 GA. GALV, STEEL
SNOW LOAD DRIF11NG DIAGRAM
#10-16x5/8" TEK SCREWS
AT 6" CENTERS
CEILING SOLIDSEAL ADHESIVE
.04 ALUMINUM
TAPERED 2x ROOF JOISTS SYP #2
(SEE CHART FOR SIZE AND SPACING)
3)12d NAILS AT 12"0,C.
AT EACH END IN EACH
TIMBER 12"
11/4"
CONTINUOUS BEAD OF
W1
EQUIVALENT UNIFORM LIVE LOAD => W = W1+W2
< ALLOWABLE UNIFORM LIVE LOAD (PSF) 2
PROFILE OF TAPERED 2x JOISTS
r
NOTES:
d2 d=d1+d2
d1' L=UNIT WIDTH —5"
9 SEE SCHEDULE
1, TAPERED LUMBER SHALL HAVE NO LOOSE KNOTS WITHIN 2" OF SAWN EDGE
AND NO KNOTS LARGER THAN 1-1/2" DIAMETER WITHIN 1" OF SAWN EDGE,
2. MAXIMUM SPACING TO FIRST ROOF JOIST FROM INSIDE FACE OF PARALLEL
WALL NOT TO EXCEED JOIST SPACING AT SCHEDULE.
3. LOAD VALUES GIVEN DO NOT ACCOUNT FOR THE CONDENSING UNIT WEIGHT,
CONDENSING UNIT MUST BE INSTALLED OVER DUAL TEMP. WALLS OR
INSTALLED WITH INDEPENDENT SUPPORTS,
UNIT WIDTH
ROOF-26 GAGE
GALVANIZED STEEL
SUB ROOF
26 CAGE GALVANIZED STEEL
SEE SCHEDULE
d1
VINYL GASKET
2x4 LUMBER AT TOP
OF INTERIOR WALL
BETWEEN SEAMS
S10-16x5/8" TEK
CREWS AT 6" CENTERS
INTERIOR WALL
,040 ALUMINUM OR
26 GA. ACRYLUME
ALLOWABLE UNIFORM ROOF LOAD SCHEDULE
UNIT
WIDTH
L
(IN)
d1
(IN)
d2
(IN)
d
(IN)
SELECTED
MEMBER
REINFORCING ROOF JOISTS AT:
9" CTRS
12° CTRS
16" CTRS
24" CTRS
6'
67
4.50
.75
5.25
2x6
701 PSF
526 PSF
395 PSF
263 PSF
7'
79
4.50
.875
5,375
2x6 '
603 PSF
452 PSF
339 PSF
226 PSF
8'
91
4,50
1.00
5.50
2x6
531 PSF
398 PSF
299 PSF
199 PSF
9'
103
4,50
1,125
5.625
2x8
475 PSF
356 PSF
267 PSF
178 PSF
10'
115
5.501.25
6,75
2x8
513 PSF
385 PSF
289 PSF
193 PSF
11'
127
5.501,375
6.875
2x8
469 PSF
352 PSF
264 PSF
176 PSF
12'
139
5.50
1.50
7.00
2x8
433 PSF
325 PSF
244 PSF
163 PSF
13'
151
5.501,625
7.125
2x8
404 PSF
303 PSF
227 PSF
152 PSF
14'
163
5.50
1.75
7.25
208
377 PSF
283 PSF
212 PSF
142 PSF
15'
175
5.50
1.875
7,375
2x10
355 PSF
266 PSF
200 PSF
133 PSF
ALLOWABLE LOADS ARE BASED ON COMPOSITE ANALYSIS COMPARED WITH TESTED ADHESION VALUES
WITH 26 GA. GALVANIZED STEEL ON THE EXTERIOR AND .04 ALUMINUM SKIN ON THE INTERIOR,
4. 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS. 0 3" 6" 1' 3'
22 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS.
SCALE
26 GA. GALV. STEEL ROOF & ,040 ALUM. CEILING
03/1
4 RH 10/04 GABLE REINFORCED ROOF
C C 04/29/0099 JANUARY nvGA
0 CT 04/I014 2002 CTH CC95115D
NI 1111 NI NI 1111 1111 MI NI In 1111 III NI IS IN NI
ROOF TRIM 1/2"X2"
.040 ALUMINUM OR
26 GA. GALV. STEEL
TOP RAIL-16 GAUGE
GALVANIZED STEEL
URETHANE FOAM
EXTERIOR WALL
.040 ALUMINUM OR
26 GA. GALV. STEEL
#10-16x3/4" HWH #3
TEK SCREW AT 6 CENTERS
2X6 ROOF JOIST SYP #2
(2X6 LUMBER RIPPED TO 4" WIDE)
(3)12d NAILS AT 12"0,C,
AT EACH END IN EACH
TIMBER 12"
'1/4"
CEILING .040 ALUMINUM
ROOF-26 GAUGE
GALVANIZED STEEL
SUB ROOF
26 GA, GALVANIZED STEEL
4"
CONTINUOUS BEAD OF
SOLIDSEAL ADHESIVE VINYL GASKET
NOTES:
1. LUMBER SHALL HAVE NO LOOSE KNOTS WITHIN 2" OF SAWN EDGE
AND NO KNOTS LARGER THAN 1-1/2" DIAMETER WITHIN 1" OF SAWN EDGE.
2. MAXIMUM SPACING TO FIRST ROOF JOIST FROM INSIDE FACE OF PARALLEL
WALL NOT TO EXCEED JOIST SPACING AT SCHEDULE.
3, LOAD VALUES GIVEN DO NOT ACCOUNT FOR THE CONDENSING UNIT WEIGHT,
CONDENSING UNIT MUST BE INSTALLED OVER DUAL TEMP. WALLS OR INSTALLED
WITH INDEPENDENT SUPPORTS,
4. 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS.
22 GA. STAINLESS STEEL MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS.
UNIT WIDTH
10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
INTERIOR WALL
,040 ALUMINUM 'OR
26 GA. ACRYLUME
2x4 LUMBER AT
TOP OF INTERIOR
WALL BETWEEN SEAMS
ALLOWABLE UNIFORM ROOF LOAD SCHEDULE
BUILDING
WIDTH
L
(IN)
SELECTED
MEMBER
REINFORCING ROOF JOISTS AT;
24' CTRS.
16' CTRS.
12' CTRS.
9' CTRS.
6 FT
67
RIPPED2X6 4'
216 PSF
324 PSF
432 PSF
576 PSF
7 FT
79
RIPPED 2X6
4'
183 PSF
275 PSF
366 PSF
489 PSF
8 FT
91
RIPPED6 4'
159 PSF
239 PSF
318 PSF
424 PSF
9 FT
103
RIPPED6 4'
141 PSF
211 PSF
281 PSF
375 PSF
10 FT
115
RIPPED6. 4'
126 PSF
189 PSF
252 PSF
336 PSF
II FT
127
RIPPED6- 4'
114 PSF
171 PSF
228 PSF
304 PSF
12 FT
139
RIPPEDD6 4'
104 PSF
156 PSF
208 PSF
277 PSF
13 FT
151
RIPPED6- 4'
96 PSF
144 PSF
192 PSF
256 PSF
14 FT
163
RIPPED6. 4'
B9 PSF
134 PSF
178 PSF
237 PSF
15 FT
175
RIPPED6 4'
83 PSF
124 PSF
165 PSF
220 PSF
ALLOWABLE LOADS ARE BASED ON COMPOSITE ANALYSIS COMPARED WITH
TESTED ADHESION VALUES WITH 26 GA. GALVANIZED STEEL ON THE EXTERIOR
AND .04 ALUMINUM SKIN ON THE INTERIOR.
0 3" 6" 1' 3'
SCALE
26 GA. GALV. STEEL ROOF & .040 ALUM, CEILING
BY BATE
Av CT 04/29/09
B CT 04/16/14
4° ONE WAY REINFORCED
CATHEDRAL ROOF
FEBRUAR'f mg
2009 LWB CC95116B
W2
d
ROOF TRIM 1/2"X2"
.040 ALUMINUM OR
26 GA. GALV, STEEL
SEE SCHEDULE
TOP RAIL-24 GAGE
GALVANIZED 1/2"x9/16"x2"
URETHANE FOAM
EXTERIOR WALL
,040 ALUMINUM OR
26 GA, GALV, STEEL
SNOW LOAD DRIFTING DIAGRAM
PROFILE OF TAPERED 2x JOISTS
µ10-16x5/8" TEK SCREWS
AT 6" CENTERS
TAPERED 2x ROOF JOISTS SYP #2
(SEE CHART FOR SIZE AND SPACING)
(3)12d NAILS AT 12'0,0,
AT EACH END IN EACH
TIMBER
12"
CEILING \—CONTINUOUS BEAD OF
26 GAGE ACRYLUME SOLIDSEAL ADHESIVE
W1
EQUIVALENT UNIFORM LNE LOAD => W = W1+W2
< ALLOWABLE UNIFORM LIVE LOAD (PSF) 2
d2' d=d1+d2
L=UNIT WIDTH —5"
d1 ' SEE SCHEDULE
L {-7
NOTES:
1, TAPERED LUMBER SHALL HAVE NO LOOSE KNOTS WITHIN 2" OF SAWN EDGE
AND NO KNOTS LARGER THAN 1-1/2" DIAMETER WITHIN 1" OF SAWN EDGE.
2, MAXIMUM SPACING TO FIRST ROOF JOIST FROM INSIDE FACE OF PARALLEL
WALL NOT TO EXCEED JOIST SPACING AT SCHEDULE.
3. LOAD VALUES GIVEN DO NOT ACCOUNT FOR THE CONDENSING UNIT WEIGHT,
CONDENSING UNIT MUST BE INSTALLED OVER DUAL TEMP. WALLS OR INSTALLED
WITH INDEPENDENT SUPPORTS.
4. 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS.
22 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS,
NIT WIDT
1/4"
ROOF-26 GAGE
GALVANIZED STEEL
SUB ROOF
26 GAGE GALVANIZED STEEL
VINYL GASKET
#10-16x5/8" TEK
SCREWS AT 6" CENTERS
INTERIOR WALL
.040 ALUMINUM OR
26 GA, ACRYLUME
SEE SCHEDULE
di
2x4 LUMBER AT
TOP OF INTERIOR
WALL BETWEEN SEAMS
ALLOWABLE UNIFORM ROOF LOAD SCHEDULE
UNIT
WIDTH
L
(IN)
d1
(IN)
d2
(IN)
d
(IN)
SELECTED
MEMBER
REINFORCING ROOF JOISTS AT:
9" CTRS
12" CTRS
16" CTRS
24" CTRS
6'
67
4,50
1.50
6.00
2x8
439 PSF
307 PSF
218 PSF
137 PSF
7'
79
4.50
1.75
6.25
2x8
384 PSF
268 PSF
190 PSF
119 PSF
8'
91
4.50
2.00
6.50
2x8
344 PSF
239 PSF
170 PSF
106 PSF
9'
103
4.50
2.25
6.75
2x8
312 PSF
218 PSF
154 PSF
96 PSF
10'
115
5.50
2,50
8.00
2x10
355 PSF
245 PSF
171 PSF
106 PSF
11'
127
5.50
2.75
8,25
2x10
329 PSF
227 PSF
159 PSF
98 PSF
12'
139
5.50
3.00
8.50
2x10
308 PSF
212 PSF
148 PSF
92 PSF
13'
151
5.50
3.25
8.75
2x10
290 PSF
199 PSF
139 PSF
86 PSF
14'
163
5,50
3,50
9.00
2x10
275 PSF
189 PSF
132 PSF
81 PSF
15'
175
5.50
3.75
9.25
2x10
262 PSF
180 PSF
126 PSF
77 PSF
ALLOWABLE LOADS ARE BASED ON COMPOSITE ANALYSIS COMPARED WITH TESTED
ADHESION VALUES WITH 26 CA. GALVANIZED STEEL ON THE EXTERIOR AND 26 GA.
ACRYLUME STEEL ON THE INTERIOR.
0 3" 6" 1' 3'
SCALE
26 GA. GALV. STEEL ROOF & 26 GA. ACRYLUME CEILING
REV IY din (t
ONE WAY REINFORCED ROOF
APRIL Wc"
2014 CTH CC95117
III IN NI NI NI IN III IM NI IS SI IN MI
2
ROOF TRIM 1/2"X2"
.040 ALUMINUM OR
26 CA. GALV. STEEL
SEE SCHEDULE
TOP RAIL-24 GAGE
GALVANIZED 1/2"x9/16"x2"
URETHANE FOAM
EXTERIOR WALL
,040 ALUMINUM OR
26 GA. GALV. STEEL
SNOW LOAD DRIFTING DIAGRAM
#10-16x5/8" TEK SCREWS
AT 6" CENTERS
TAPERED 2x ROOF JOISTS SYP #2
(SEE CHART FOR SIZE AND SPACING)
(3)12d NAILS AT 12"O.C,
AT EACH END IN EACH
TIMBER 12"
11/4"
`CONTINUOUS BEAD OF
CEILING SOUDSEAL ADHESIVE
26 GA. ACRYLUME
1
EQUIVALENT UNIFORM LIVE LOAD => W = W1+W2
< ALLOWABLE UNIFORM LIVE LOAD (PSF) 2
PROFILE OF TAPERED 2x JOISTS
L
d2}d=d1+d2
d1+ L=UNIT WIDTH -5"
* SEE SCHEDULE
NOTES:
1. TAPERED LUMBER SHALL HAVE NO LOOSE KNOTS WITHIN 2" OF SAWN EDGE
AND NO KNOTS LARGER THAN 1-1/2" DIAMETER WITHIN 1" OF SAWN EDGE.
2, MAXIMUM SPACING TO FIRST ROOF JOIST FROM INSIDE FACE OF PARALLEL
WALL NOT TO EXCEED JOIST SPACING AT SCHEDULE.
3. LOAD VALUES GIVEN DO NOT ACCOUNT FOR THE CONDENSING UNIT WEIGHT,
CONDENSING UNIT MUST BE INSTALLED OVER DUAL TEMP. WALLS OR
INSTALLED WITH INDEPENDENT SUPPORTS.
4. 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS.
22 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS,
UNIT WIDTH
ROOF-26 GAGE
GALVANIZED STEEL
SUB ROOF
26 GAGE GALVANIZED STEEL
SEE SCHEDULE
d1
VINYL GASKET
2x4 LUMBER AT TOP
OF INTERIOR WALL
BETWEEN SEAMS
##10-16x5/8" TEK
SCREWS AT 6" CENTERS
INTERIOR WALL
.040 ALUMINUM OR
26 GA. ACRYLUME
ALLOWABLE UNIFORM ROOF LOAD SCHEDULE
UNIT
WIDTH
L
(IN)
d1
(IN)
d2
(IN)
d
(IN)
SELECTED
MEMBER
REINFORCING ROOF JOISTS AT:
9" CTRS
12" CTRS ..
16" CTRS
24" CTRS
6'
67
4.50
.75
5.25
2x6
400 PSF
281 PSF
200 PSF
126 PSF
7'
79
4,50
.875
5.375
2x6
345 PSF
242 PSF
172 PSF
108 PSF
8'
91
4.501,00
5.50
2x6
304 PSF
213 PSF
152 PSF
96 PSF
9'
103
4.501.125
5.625
2x8
273 PSF
191 PSF
136 PSF
86 PSF
10'
115
5.501,25
6.75
2x8
312 PSF
217 PSF
152 PSF
95 PSF
11'
127
5.501.375
6.875
2x8
287 PSF
199 PSF
140 PSF
87 PSF
12'
139
5.501.50
7.00
2x8
264 PSF
184 PSF
129 PSF
81 PSF
13'
151
5.501.625
7.125
2x8
248 PSF
171 PSF
120 PSF
75 PSF
14'
163
5.501.75
7.25
2x8
233 PSF
161 PSF
113 P$F
70 PSF
15'
175
5.501,875
7.375
2x10
220 PSF
151 PSF
106 PSF
66 PSF
ALLOWABLE LOADS ARE BASED ON COMPOSITE ANALYSIS COMPARED WITH TESTED ADHESION VALUES
WITH 26 GA. GALVANIZED STEEL EXTERIOR AND 26 GA. ACRYLUME STEEL ON THE INTERIOR,
0 3" 6" 1' 3'
SCALE
26 GA. GALV, STEEL ROOF & 26 GA. ACRYLUME CEILING
REV Ir DATE
GABLE REINFORCED ROOF
APRIL uvw CC95118
2014 CTH
III IN NI MI IN 111 NI NI NI NI NI IN NI NI IN 111 IN
ROOF TRIM 1/2"X2"
.040 ALUMINUM OR
26 GA. GALV. STEEL
4
TOP RAIL-16 GAUGE
GALVANIZED STEEL
URETHANE FOAM
EXTERIOR WALL
.040 ALUMINUM OR
26 GA, GALV. STEEL
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
2X6 ROOF JOIST SYP #2
(2X6 LUMBER RIPPED TO 4' WIDE)
(3)12d NAILS AT 12"0.C.
AT EACH END IN EACH
TIMBER 12" "
1/4
CEILING 26 GA. ACRYLUME
CONTINUOUS BEAD OF
SOLIDSEAL ADHESIVE VINYL GASKET
N�TFS:
1. LUMBER SHALL HAVE NO LOOSE KNOTS WITHIN 2" OF SAWN EDGE
AND NO KNOTS LARGER THAN 1-1/2" DIAMETER WITHIN 1" OF SAWN EDGE.
2. MAXIMUM SPACING TO FIRST ROOF JOIST FROM INSIDE FACE OF PARALLEL
WALL NOT TO EXCEED JOIST SPACING AT SCHEDULE.
3. LOAD VALUES GIVEN DO NOT ACCOUNT FOR THE CONDENSING UNIT WEIGHT,
CONDENSING UNIT MUST BE INSTALLED OVER DUAL TEMP. WALLS OR INSTALLED
WITH INDEPENDENT SUPPORTS.
4. 22 GAGE GALVALUME MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS.
22 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR THE .040 ALUMINUM WALLS.
UNIT WIDTH
#10-16x3/4" HWH #3
TEK SCREW AT 6" CENTERS
INTERIOR WALL
.040 ALUMINUM OR
26 GA. ACRYLUME
ROOF-26 GAUGE
GALVANIZED STEEL
SUB ROOF
26 GA. GALVANIZED STEEL
411.111.
2x4 LUMBER AT
TOP OF INTERIOR
WALL BETWEEN SEAMS
ALLOWABLE UNIFORM ROOF LOAD SCHEDULE
BUILDING
WIDTH
L
(IN)
SELECTED
MEMBER
REINFORCING ROOF JOISTS ATI
24' CTRS.
16' CTRS.
12' CTRS.
9' CTRS.
FT
67
2X6
RIPPED6- 4'
101 PSF
159 PSF
222 PSF
313 PSF
7 FT
79
RIPPED 6- 4'
86 PSF
135 PSF
188 PSF
265 PSF
8 FT
91
RIPPED6- 4'
75 PSF
117 PSF
164 PSF
230 PSF
9 FT
103
RIPPED 6. 4'
66 PSF
104 PSF
144 PSF
203 PSF
10 FT
115
RIPPED 6- 4'
59 PSF
93 PSF
130 PSF
183 PSF
11 FT
127
RIPPED • 4'
53 PSF
84 PSF
117 PSF
166 PSF
12 FT
139
RIPPED6- 4'
49 PSF
77 PSF
107 PSF
151 PSF
13 FT
151
RIPPED 4'
45 PSF
71 PSF
99 PSF
139 PSF
14 FT
163
RIPPE�6 4'
42 PSF
65 PSF
91 PSF
129 PSF
15 FT
175
RIPPED6- 4'
39 PSF
61 PSF
85 PSF
120 PSF
ALLOWABLE LOADS ARE BASED ON COMPOSITE ANALYSIS COMPARED WITH
TESTED ADHESION VALUES WITH 26 GA. GALVANIZED STEEL EXTERIOR AND
26 GA. ACRYLUME STEEL ON THE INTERIOR.
26 GA. GALV. STEEL ROOF do 26 GA. ACRYLUME CEILING
0 3" 6" 1' 3' REv BT DATE 4" ONE WAY REINFORCED
CATHEDRAL ROOF
SCALE APRIL DWG°
2014 LWB CC95119
IN 1111 NI NI NI NI NI III NI 1111 NI NI IN NI III IN IN III
EXTERIOR WALL OF
EXISTING BUILDING
w = WIDTH OF DRIFT
(AS CALCULATED FROM ASCE 7-10)
Pe (EQUIVALENT POINT LOAD
FOR TRIANGULAR SNOW
DRIFT LOAD)
WIND UPLIFT
UNIT WIDTH
tigai
ALLOWABLE LOADS ARE BA5ED ON PANEL SEAMS
SPANNNG THE SHORTEST DISTANCE.
Pf = FIAT ROOF SNOW LOAD (AS CALCULATED
FROM GROUND SNOW LOAD PER ASCE 7-10)
LIVE LOAD + DEAD LOAD
ROOF LIVE LOAD = 20 PSF (MINIMUM)
ROOF LIVE LOAD = Pf IF Pf IS GREATER THAN
20 PSF.
ROOF DEAD LOAD = 3 PSF (NO ROOF JOISTS)
OVERTURNING FORCES
DUE TO WIND
WINO PRESSURE ON WALL
REV IY DATE
A CT 04/18/14
TYP, LOAD DIAGRAM FOR ROOF
FEBRUO CMT
2010 Dw4CC95120A
NI IIII IN IN NI 1111 NI 1111 IN NI IN NI IIII MI NI NI
rff
o
2
o t.DLLJ
0 U
—I
UcC
o
M
< 0
I
EXTERIOR WALL OF
EXISTING BUILDING
ALLOWABLE LOADS ARE BASED ON PANEL SEAMS
SPANNING THE SHORTEST DISTANCE.
w = WIDTH OF DRIFT
(AS CALCULATED FROM ASCE 7-10)
Pe (EQUIVALENT POINT LOAD
FOR TRIANGULAR SNOW
DRIFT LOAD)
WIND UPLIFT
UNIT WIDTH
Pf = FLAT ROOF SNOW LOAD (AS CALCULATED
FROM GROUND SNOW LOAD PER ASCE 7-10)
LIVE LOAD + DEAD LOAD
ROOF LIVE LOAD = 20 PSF (MINIMUM)
ROOF LIVE LOAD Pf IF Pf IS GREATER THAN
20 PSF,
ROOF DEAD LOAD = 5.5 PSF (WITH ROOF JOISTS)
OVERTURNING FORCES
DUE TO WIND
WIND PRESSURE ON WALL
REVL DATE
A CT 04/18/14
TYP, LOAD DIAGRAM FOR ROOF
FEBRUARY 114°
2010 CMT CC95121A
1
1
1
1
t
1
1
1
1
1
1
1
1
1
1
1
APPENDIX B
ALLOWABLE STRESSES
DERIVED FROM TEST RESULTS
Per PFS Corporation Test Report No. #09-92
1
i
1
1
1
1
1
1
1
1
1
1
ALLOWABLE
ROOF TO WALL STRESSES
P = A x Fy x 0.6
Fy (STEEL) = 35,000psi A = .1912 in2
Fy (ALUM.) = 22,000psi A = .5120 in2
P = .1912 x 35,000 x 0.6 = 4,015 lb
P = .5120 x 22,000 x 0.6 = 6,758 Ib
ALLOWABLE TENSILE STRESS
Ptotal = 10,773 Ib = 5387 Ib
S.F. 2
ALLOWABLE COMPRESSIVE STRESS = 5387 Ib
80 in2
WALL TO WALL STRESSES
P = A x Fy x 0.6
Fy (STEEL) = 35,000psi
Fy (ALUM.) = 22,000psi
P = .508 x 35,000 x 0.6
P = .767 x 22,000 x 0.6
ALLOWABLE TENSILE STRESS
Ptotal = 20,792 Ib = 10,396 Ib
S.F. 2
ALLOWABLE COMPRESSIVE STRESS = 10396 Ib
A=.508in2
A=.767in2
= 10,668 Ib
= 10,124 Ib
RACKING SHEAR STRESS
RACKING SHEAR STRESS
STRESSES
8"
A=.1912 in2
24 GA. STEEL
ROOF
.032 ALUM.
67 psi
A=.508 in 2
16 GA. GALV. STEEL
130 psi
80 in2
ULTIMATE SHEAR STRENGTH PER 3 TEST PANELS
PANEL # 1 = 1152.8 Ib/ft
PANEL #2 = 1222.3 Ib/ft
PANEL #3 = 1314.5 Ib/ft
AVERAGE = 1152.8 + 1222.3 + 1314.5 = 1230 Ib/ft
3
ALLOWABLE RACKING SHEAR STRESS
1230 Ib/ft = 615 Ib/ft
S.F. 2
ULTIMATE SHEAR STRENGTH PER 3 TEST PANELS
PANEL #1 = 719.4 Ib/ft
PANEL #2 = 576.9 Ib/ft
PANEL #3 = 767.0 Ib/ft
AVERAGE = 719.4 + 576.9 + 767,0 = 687 Ib/ft
3
ALLOWABLE RACKING SHEAR STRESS
687 Ib/ft = 343 Ib/ft
S.F. 2
1
ALLOWABLE STRESSES
COMPRESSIVE STRESS
4"
48"
COMPRESSIVE STRESS
4"
48"
BENDING STRESS OF WALL PANEL
AVERAGE TEST VALUE FOR 4'-0" WIDE X
9'-4" TALL WALL PANEL = 115psf
AVERAGE TEST VALUE FOR 4'-0" WIDE X
6'-10" TALL WALL PANEL = 206psf
ALLOWABLE MOMENT AND SHEAR ARE
CALCULATED FOR A 1'-0" STRIP OF PANEL.
__ 8(626 ft•Ib) w = 2(352 Ib)
L� L
ULTIMATE LOADS PER 3 TEST PANELS
PANEL #1 = 13,881 Ib
PANEL #2 = 10,772 Ib
PANEL #3 = 11,838 Ib
AVERAGE = 13,881+10,772+11,838 = 12,164 Ib
3
ALLOWABLE COMPRESSIVE STRESS
12,164 Ib = 63.4 psi = 31.7 psi
(48")(4') S.F. 2
ULTIMATE LOADS PER 3 TEST PANELS
PANEL #1 = 12,598 Ib
PANEL #2 = 10,213 Ib
PANEL #3 = 9,999 Ib
AVERAGE = 12,598+10,213+9,999 = 10,937 Ib
3
ALLOWABLE COMPRESSIVE STRESS •
10,937 Ib = 57.0 psi = 28.5 psi
(48")(4") S.F. 2
M = $Z= 115 Ib/ft (9'-4"2) = 1252 ft. Ib
ALLOWABLE BENDING MOMENT
1252 ft • Ib
M = —
S.F. 2
626 ft•lb
V = wl = 206 Ib/ft (6'-10") _ 704 Ib
2 — 2
ALLOWABLE SHEAR
V = 704 Ib =
S.F. 2
352 lb
2
ALLOWABLE BENDING STRESSES
BENDING STRESS OF ROOF PANEL
AVERAGE TEST VALUE FOR 4'-0" WIDE X
8'-0" LONG ROOF PANEL = 144psf
AVERAGE TEST VALUE FOR 4'-0" WIDE X
14'-0" LONG ROOF PANEL = 53psf
ALLOWABLE MOMENT AND SHEAR ARE
CALCULATED FOR A 1'-0" STRIP OF PANEL.
w = 8(649 ft•Ib) w — 2(288 Ib)
L2 L
wL2_ 53 Ib/ft (14'-0"2) = 1298 ft• Ib
8 8
ALLOWABLE BENDING MOMENT
1298 f t • Ib
S.F. 2
649 ft• Ib
v = 2 = 144 Ib/ft (8'-0
2
ALLOWABLE SHEAR
V = 576 Ib
S.F. 2
BENDING STRESS OF FLOOR PANEL with SKIDS
288 Ib
= 576 Ib
TESTING APPARATUS MAX. LOAD WAS 690 PSF.
NO VISIBLE DEFORMATION WAS WITNESSED.
ALLOWABLE FLOOR LOAD
690 psf
BENDING STRESS OF FLOOR PANEL with out SKIDS
LOADS PER 3 COMPRESSION TESTS
PANEL #1 = 21618 psf
PANEL #2 = 21790 psf
PANEL #3 = 23224 psf
AVERAGE = 21618+21790+23224 = 22,211 psf
3
ALLOWABLE FLOOR LOAD
22211 psf = 5552 psf
S.F. 4
ALLOWABLE STRESSES
111
UPLIFT AND SHEAR STRESS ON L2X2X1/8 ANGLES
12"
1
1
1
' UPLIFT AVERAGE ULTIMATE LOAD = 3747 Ib
SHEAR AVERAGE TEST VALUE = 6934 Ib
ALLOWABLE UPLIFT LOAD
3747 Ib = 1874 Ib / 3 screws = 625 Ib/screw
S.F. 2
12"
ALLOWABLE SHEAR LOAD
1 6934 Ib S.F. 2 = 3467 Ib / 3 screws = 1156 Ib/screw
ALLOWABLE SHEAR AND TENSION LOADS BASED ON TAPCON CAPACITY
(REFER TO ICC ES REPORT NO. ESR-1328)
ALLOWABLE SHEAR = 420 Ib/ft (FOR SINGLE ANGLE)
ALLOWABLE TENSION = 405 Ib/ft (FOR SINGLE ANGLE)
UPLIFT AND SHEAR STRESS ON L12 ANGLES
UPLIFT AVERAGE ULTIMATE LOAD = 4370 Ib
SHEAR AVERAGE TEST VALUE = 4020 Ib
ALLOWABLE UPLIFT LOAD ALLOWABLE SHEAR LOAD
7784 Ib — 3892 Ib 4569 Ib — 2285 Ib
S.F. 2 S.F. 2
ALLOWABLE SHEAR LOADS BASED ON HILTI ANCHOR CAPACITY
(REFER TO ICC ES REPORT NO. ESR-1328)
ALLOWABLE SHEAR = 1596 Ib/it
111
4
ALLOWABLE STRESSES
ALLOWABLE ROOF UPLIFT AT WALL CONNECTION
ALLOWABLE VALUES ARE BASED ON ICS—ES LEGACY
REPORT NUMBER ER-4780 FOR DRIL—FLEX AND
KWIK—FLEX SELF DRILLING FASTENERS. REFER TO
ANCHORAGE SECTION FOR LEGACY REPORT.
ALLOWABLE PULLOUT
.032 X 306 LBS = 78.3 LBS PER SCREW
.125
ALLOWABLE SHEAR
.032 X 587 LBS = 150 LBS PER SCREW
.125
SCREWS ARE PLACED AT 6'O.C.
ALLOWABLE PULLOUT
78.3 LBS x 2/FOOT = 157 LB/FT
ALLOWABLE SHEAR
150 LBS x' 2/FOOT = 300 LB/FT
ROOF
ROOF AND WALL ARE
CONNECTED TOGETHER WITH
#10-16 x % TEK SCREWS
AT 6" ON CENTER AT THESE
TWO LOCATIONS.
ALLOWABLE LOADS FOR STEEL C3X6.0 OPENING REINFORCING
FOR OPENING 6'-0' HIGH
Critical Stress = pi2 E = (pi2)(29,000 ksi) = 9.555 ksi
(L/r)2 (72"/.416" )2
Critical LOAD = 9.555 ksi (1.76 in2) = 16,816 Ibs / S.F. 2 = 8408 Ibs
FOR OPENING 6'-6" HIGH
Critical Stress = pi2 E = (pi2)(29,000 ksi) = 8.141 ksi
(L/r)2 (78"/.416")2
Critical LOAD = 8.141 ksi (1.76 in2) = 14,328 Ibs / S.F. 2 = 7164 Ibs
FOR OPENING 7'-0" HIGH
Critical Stress = pi2 E = (pi2)(29,000 ksi) = 7.02 ksi
(L/r)2 (84"/.416" )2
Critical LOAD = 7.02 ksi (1.76 in2) = 12,355 Ibs / S.F. 2 = 6178 Ibs
5
f
APPENDIX C
ALLOWABLE UNIT SIZES AND
TIEDOWNS DUE TO WIND FORCES
FOR UNITS WITH A MAXIMUM HEIGHT OF 9'-4"
IN EXPOSURE B.
OCCUPANCY CATEGORY II WAS USED PER ASCE 7-10.
NOTE: PLEASE NOTE WIDTH/LENGTH LIMITATIONS
FOR SINGLE AND MULTIPLE COMPARTMENT
BUILDINGS.
.l
•
L l
L 4
r-1
[ 1
length of
Unit (feet)
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
19'-0"
20'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
28'-0"
29'-0"
30'-0"
32'-0"
33'-0"
34'-0"
35'-0"
361-0"
37'-0"
38'-0"
391-0"
40'-O"
41'-0"
42'-0"
43'-0"
44'-0"
45'-0"
46'-0"
471-0"
48'-0"
49'-0"
50'-0"
6'-0" wide Single Compartment Units
Maximum 3 Second Gust Wind Speed (per IBC Maps)
4/18/2014
115 mph 120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
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(4) L12 Anchors required - One at each corner of unit.
\\\�\\`\ (4)L12 Anchors required - One at each corner of unit, additional continuous
Angle required between L12's at each end wall
Unit FAILS in shear or Tension/Compression.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
■E.EwEErwMMMMM E■
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LJ
t J
L,
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Length of
Unit (feet)
7'-0" wide Single Compartment Units
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
4/18/2014
120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
12'-0"
131-0"
141-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
201-0"
221-011
231-0"
24'-0"
251-0"
26'-0"
27'-0"
29'-0"
31'-0"
321-0"
33'-0"
34'-0"
35'-0"
36'-0"
381-0"
391-0"
40'-0"
411-0"
421-0"
43'-0"
44'-0"
45'-0"
46'-0"
47'-0"
481-0"
501-0"
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(4) L12 Anchors required - One at each corner of unit.
\''��������� (4)L12 Anchors required - One at each corner of unit, additional
Continuous Angle required between L12's at each end wall
Unit FAILS in shear or Tension/Compression.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
1. J
r•
4.J
Length of
8'-0" wide Single Compartment Units
Maximum 3 Second Gust Wind Speed (per IBC Maps)
4/18/2014
Unit (feet)
115 mph
120 mph
130 mph 120 mph4 150 mph 160 mph 170 mph
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
191-0"
20'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
31'-0"
32'-0"
34'-0"
35'-0"
36'-0"
38'-0"
q0'-O"
4 1'_O"
42'-0"
43'-0"
44'-0"
46'-0"
47'-0"
48'-0"
49'-0"
50'-0"
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(4) L12 Anchors required - One at each corner of unit.
{4)L12 Anchors required - One at each corner of unit, additional
Continuous Angle required between L12's at each end wall
Unit FAILS in shear or Tension/Compression.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
9'-0" wide Single Compartment Units
4/18/2014
Length of
Maximum 3 Second Gust Wind Speed (per IBC Maps)
Unit (feet)
12'-0"
115 mph ' 120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
191-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
26'-0"
27'-0"
28'-0"
29'-0"
311-0"
32'-0"
33'-0"
34'-0"
35'-0"
37'-0"
38'-0"
40'-0"
43'-0"
44"-0"
46'-0"
47'-0"
48"-0"
49'-0"
50'-0"
11
(4) L12 Anchors required - One at each corner of unit.
� N(4)L12 Anchors required - One at each corner of unit, additional
Continuous Angle required between L12's at each end wall
Unit FAILS in shear or Tension/Compression.
Units with4Condensers in the 17omph" Wind Speed
Reinforced roof.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9"-4"
J
L
LJ
L-,
fl
Length of
Unit (feet)
12'-0"
10'-0" wide Single Compartment Units
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
4/18/2014
120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
19'-0"
20'-0"
22'-0"
23'-0"
24'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
32'-0"
33'-0"
34'-0"
35'-0"
36'-0"
38'-0"
40'-0"
42'-0"
44'-0"
45'-0"
46'-0"
47'-0"
48'-0"
50'-0"
(4) L12 Anchors required - One at each corner of unit.
(4)L12 Anchors required - One at each corner of unit, additional
Continuous Angle required between L12's at each end wall
Unit FAILS in shear or Tension/Compression._____
Units with Condensers in' the 160mph and 170mph Wind Speed regions
MUST have~a Reinforced roof Y;
Units without condensers irithe 170rriph Wind Spee
Reinforced roof
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
r 1
11'-0" wide Single Compartment Units
4/18/2014
r—;
. _A
J
'7
,_,
Length of
Unit (feet)
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
120 mph
130 mph
12'-0"
13'-0"
14'-0"
151-0"
16'-0"
17'-0"
18'-0"
191-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
32'-0"
33'-0"
34'-0"
35'-0"
38'-0"
39'-0"
40'-0"
42'-0"
44'-0"
45'-0"
47'-0"
48'-0"
50'-O"
140 mph 150 mph 160 mph 170 mph
\\NN\
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= :::::::::
(4) L12 Anchors required - One at each corner of unit.
(4)112 Anchors required - One at each corner of unit, additional
Continuous Angle required between L12's at each end wall
Unit FAILS in shear or Tension/Compression.
Units with Condensers, in the 140 mpi 154mph,160nph an
Speedo egions MUST nave °Reinforced roof.
Units without condensers in the l60mph and 170mph Wind
MUST have a Reinforced roof HIy
Assumptions for Table.
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
c_J
12'-0" wide Single Compartment Units
4/18/2014
LJ
'-1
J
•
Length of
Unit (feet)
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
120 mph
130 mph
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
311-0"
32'-0"
33'-0"
34'-0"
35'-0"
37'-0"
38'-0"
40'-0"
42'-0"
44'-0"
46'-0"
47'-0"
49'-0"
501-0"
140 mph 150 mph 160 mph 170 mph
N
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(4) L12 Anchors required - One at each corner of unit.
(4)L12 Anchors required - One at each corner of unit, additional
Continuous Angle required between L12's at each end wall
Unit FAILS in shear or Tension/Compression.
Units with Condensers in:the 130mph, 140mph,150mph, 160mph and 170m,
Wind Speed regions MUST have a Reinforced roof.
tlit con°densersin the50rriph, $160rnph:ar+
regions MUST have a Reinforced roof.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
1111111111111111111011111111111111.1111
i J
r-.
Length of
13'-0" wide Single Compartment Units
Maximum 3 Second Gust Wind Speed (per IBC Maps)
4/18/2014
Unit (feet)
115 mph
120 mph 130 mph
140 mph 150 mph 160 mph 170 mph
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
211-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
311-0"
32'-0"
34'-0"
35'-0"
36'-0"
37'-0"
39'-0"
40'-0"
43'-0"
45'-0"
46'-0"
47'-0"
48'-0"
50'-0"
-N\k\
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nNlllllllllllllllll
mummiumumum
(4) L12 Anchors required - One at each corner of unit.
(4)L12 Anchors required - One at each corner of unit, additional
Continuous Angle required between L12's at each end wall
Unit FAILS in shear, additional shear (interior) walls are required.
[All Un t Condensers, MUST have a Reinforced ,roof
Unitswithout condensers the 140mph,1mph,160 mph and 170_m
(Wind Speed region MUST have a reinforced50roof
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
.J
(-1
LJ
r
LJ
r)
,J
I
LJ
J
7-1
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L J
t.J
Length of
14'-0" wide Single Compartment Units
Maximum 3 Second Gust Wind Speed (per IBC Maps)
Unit (feet)
4/18/2014
115 mph 120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
,\\\\N
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27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
32'-0"
33'-0"
34'-0"
35'-0"
37'-0"
38'-0"
40'-0"
41'-0"
42'-0"
44'-0"
46'-0"
47'-0"
48'-0"
50'-0"
\\`\ \\ '\N
\,\1/4 ,
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(4) L12 Anchors required - One at each corner of unit.
(4)L12 Anchors required - One at each corner of unit, additional
Continuous Angle required between L12's at each end wall
Unit FAILS in shear, additional shear (interior) walls are required.
IAII Units with Condensers, MUST have a Reinforced roof.
Unitts without condensersin the 130mph,14omph, 15omph,
17.0mph Wind Speed region MUST have a reinforced roof
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
{. J
t.
I
{.a
Length of
Unit (feet)
12'-0"
15'-0" wide Single Compartment Units
Maximum 3 Second Gust Wind Speed (per IBC Maps)
4/18/2014
115 mph 120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
32'-0"
33'-0"
34'-0"
35'-O"
36'-0"
37'-0"
38'-0"
40'-0"
41'-0"
42'-0"
43'-0"
44'-0"
46'-0"
48'-0"
50'-0"
\\
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ii
(4) L12 Anchors required - One at each corner of unit.
(4)L12 Anchors required - One at each corner of unit, additional
Continuous Angle required between L12's at each end wall
Unit FAILS in shear, additional shear (interior) walls are required.
All Units, with or without Condensers,, MUST have a Reinforced roof -
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
<,J
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u
Length of
Unit (feet)
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'
29'-0"
30'-0"
32'-0"
33'-0"
34'-0"
35'-0"
37'-0"
38'-0"
39'-0"
40'-0"
42'-0"
43'-0"
44'-O"
46'-0"
47'-0"
48`-O"
49'-0"
50'-0" \\\\\
■.■lwrl.■■i...■/l
22./.2122....■.la
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6'-0" wide Two Compartment Units
Max
u
Second Gust Wind Speed (per IBC Maps)
4/18/2014
115 mph 120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
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(6) L12 Anchors required - One at each corner of unit and each end of interior wall.
(6) L12 Anchors required - One at each corner of unit and each end of interior wall,
additional continuous Angle required along one side of interior wall.
Unit FAILS in shear or Tension/Compression.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
tJ
J
l�1
J
Length of
Unit (feet)
12'-0"
131-0"
14'-0"
15'-0"
161-0"
17'-0"
18'-0"
191-0"
20'-0"
211-0"
2 21-0"
231-0"
24'-tyre
25'-O"
261-0"
2T-0"
28'-0"
29'-0"
30'-0"
31'-0"
33'-0"
34'-0"
35'-0"
36'-0"
3 7'-0"
38'-0"
40'-0"
42'-0"
43'-0"
45'-0"
46'-0"
471-O"
49'-0"
501-O"
7'-0" wide Two Compartment Units
Maximum 3 Second Gust Wind Speed (per IBC Maps)
4/18/2014
115 mph 120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
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(6) L12 Anchors required - One at each corner of unit and each end of interior wall.
N (6) L12 Anchors required - One at each corner of unit and each end of interior wall,
additional continuous Angle required along one side of interior wall.
Unit FAILS in shear or Tension/Compression.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
..... MMMMM.MM..MM
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L_1
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Length of
Unit (feet)
12'-0"
8'-0" wide Two Compartment Units
Maximum 3 Second Gust Wind Speed (per IBC Maps)
115 mph 120 mph 130 mph 140 mph
4/18/2014
50 mph 160 mph 170 mph
13'-0"
14'-0"
151-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
32'-0"
33'-0"
35'-0"
36'-0"
38'-0"
401-0"
41'-0"
42'-0"
431-0"
46'-0"
481-0"
50'-0"
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(6) L12 Anchors required - One at each corner of unit and each end of interior wall.
(6) L12 Anchors required - One at each corner of unit and each end of interior wall,
additional continuous Angle required along one side of interior wall.
Unit FAILS in shear or Tension/Compression.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 91-4"
mlallllllr■ll■l■
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Length of
Unit (feet)
12'-0"
9'-0" wide Two Compartment Units
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
120 mph 130 mph
4/18/2014
140 mph 150 mph 160 mph 170 mph
13'-0"
141-0"
15'-0"
16'-0"
17'-0"
18'-0"
191-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
311-0"
32'-0"
33'-0"
34'-0"
35'-0"
37'-0"
39'-0"
40'-0"
43'-0"
46'-0"
47'-0"
49'-0"
50'-0"
\ \
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(6) L12 Anchors required - One at each corner of unit and each end of interior wall.
(6) L12 Anchors required - One at each corner of unit and each end of interior wall,
additional continuous Angle required along one side of interior wall.
Unit FAILS in shear or Tension/Compression. _ _
'Units with,$ Condensers in the 170mp'h Wind Speed region MUST -have.
Reinforced root
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
t J
t-J
•
Length of
Unit (feet)
12'-0"
10'-0" wide Two Compartment Units 4/18/2014
Maximum 3 Second Gust Wind Speed (per IBC Maps)
115 mph
120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
221-0"
23'-0"
24'-0"
251-0"
261-0"
27'-0"
281-0"
29'-0"
30'-0"
311-0"
32'-0"
34'-0"
35'-0"
36'-0"
38'-0"
40'-0"
41'-0"
44'-0"
461-0"
471-0"
48'-0"
501-0"
\\\
(6) L12 Anchors required - One at each corner of unit and each end of interior wall.
N(6) L12 Anchors required - One at each corner of unit and each end of interior wall,
additional continuous Angle required along one side of interior wall.
Unit FAILS in shear or Tension/Compression.
Units with'Condennsers in the 160mph and 170rnph Wind.Speed regio!
MUST have a Reinforced roof.
Units without condensers in th"e«1
reinforced roof.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
f
11'-0" wide Two Compartment Units
4/18/2014
[1
r1
n
r
n
n
Length of
Maximum 3 Second Gust Wind Speed (per IBC Maps)
Unit (feet)
12'-0"
13'-0"
115 mph 120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
191-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
32'-0"
33'-0"
34'-0"
35'-0"
38'-0"
39'-0"
40'-0"
42'-0"
45'-0"
46'-0"
47'-0"
48'-0"
501-0"
.,\\,\\ \ N
, , Nk.Xks... ' NN
.,...
1 -1 N \\IN.\ .\-1.\
\., .1/4\ , N N.,
\s\s
\ \
.\ N,
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• N■�■1111■
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N 111111IIIIIII iiiiii
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-N\VS4 111111111111111111111
• � ,, 11.Illllllllll�=am
(6) L12 Anchors required - One at each corner of unit and each end of interior wall.
(6) L12 Anchors required - One at each corner of unit and each end of interior wall,
additional continuous Angle required along one side of interior wall.
Unit FAILS in shear or Tension/Compression.
nits with Condesers it
SpeedregiosMST havethae R1e4in
0fomrcpehd 1o50rn
ph,160
Uniswithoutcndensersinthe 160mjoMUST have a ROnfo -
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
12'-0" wide Two Compartment Units
4/18/2014
Length of Maximum 3 Second Gust Wind Speed (per IBC Maps)
Unit (feet) 115 mph 120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
12'-0"
13'-0"
14'-0"
151-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
\\.\\,\\
'\\N \‘' \\\
ks\.\\ ,LX\
\\\:;;:\
\N.:\ )\.
28'-0"
29'-0"
30'-0"
311-0"
32'-0"
33'-0"
4'-0"
35'-0"
36'-0"
37'-0"
39'-0"
40'-0"
42'-0"
44'-0"
46'-0"
49'-0"
50'-0"
ks..\\X-\ `st\-
UUhhhhhhhhhhhhh1
WW
11111111111111
(6) L12 Anchors required - One at each corner of unit and each end of interior wall.
(6) L12 Anchors required - One at each corner of unit and each end of interior wall,
additional continuous Angle required along one side of interior wall.
Unit FAILS in shear or Tension/Compression.
Units with Condensers in the 130mph;14omph,
ind Speed regions MUST have a Reinforced roof:
out condensers in the 150mp
regions MUST have a Reinforced roof.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4
13'-0" wide Two Compartment Units 4/18/2014
Length of Maximum 3 Second Gust Wind Speed (per IBC Maps)
Unit (feet) 115 mph 120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
121-0"
13'-0"
14'-0"
151-0"
16'-0"
171-0"
18'-0"
19'-0"
20'-O"
21'-0"
22'-0"
231-0"
24'-0"
251-0"
26'-0"
27'-0"
281.0"
29'-0"
301-0"
31'-0"
32'-0"
331-0"
37'-0"
391-0"
411-0"
42'-0"
46'-0"
N \\,7 ',V
- N'N ''' N ‘‘'' \ ''
Nk\\\:\":14,\.s\:\
\\\k‘ N ..1k1
(6) L12 Anchors required - One at each corner of unit and each end of interior wall.
(6) L12 Anchors required - One at each corner of unit and each end of interior wall,
additional continuous Angle required along one side of interior wall.
Unit FAILS in shear or Tension/Compression.
nits with Condensers MUST have a Reinforced roof.
,* ,tin a x i_ �.,
units without condensers In the 140mph,150mph, 160 m
Wind Speed ;regio nMUST-have a reinforced roof.._ _
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
L. 1
LJ
L_
L
LJ
LJ
fl
L_.1
LJ
f."I
LJ
ry
L_J
n
Length of
Unit (feet)
14'-0" wide Two Compartment Units
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
4/18/2014
120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
12'-0"
131-0"
141-0"
15'-0"
16'-0"
17'-0"
181-0"
191-0"
20'-0"
21'-0"
22'-0"
231-0"
24'-0"
25'-0"
261-0"
27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
321-0"
33'-0"
34'-0"
35'-0"
36'-0"
37'-0"
381-0"
39'-0"
40'-0"
41'-0"
44'-0"
46'-0"
47'-0"
48'-0"
501-0"
\LNs.\\
Ns 116111411:
lil!!it!!•ll
� � •. � _.,,.�1, IIIlIII�
Nss iiiiiiiiiiiiiiiidi
vER_LIiM nUEe.OL.::
■111irrrr::::::NMI eew11111101lIII
(6) L12 Anchors required - One at each corner of unit and each end of interior wall.
(6) L12 Anchors required - One at each corner of unit and each end of interior wall,
additional continuous Angle required along one side of interior wall.
Unit FAILS in shear or Tension/Compression,
1Unitswith Condensers MUSTThave a Reinforced roof
iUnits without condensers rn the 130mph, "14Qmph, 15 ,
170rr, ph Wind Speed region, MUST have a reinforced roof,
Assumptions for Table: � � ��
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
Length of
Unit (feet)
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
211-0"
22'-0"
231-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
32'-0"
34'-0"
35'-0"
36"-0"
37'-0"
38'-0"
39'-0"
40'-0"
41'-0"
42'-0"
43'-0"
44'-0"
46'-0"
48'-0"
501-0"
15'-0" wide Two Compartment Units
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
4/18/2014
120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
\\N\
NMI
\ NN-1
N. MI II
N\
(6) L12 Anchors required - One at each corner of unit and each end of interior wall.
(6) L12 Anchors required - One at each corner of unit and each end of interior wall,
additional continuous Angle required along one side of interior wall.
Unit FAILS in shear or Tension/Compression.
Ail. Unrt wrth or witbout condensers MUSTihhave'a-Reiinfforced roof.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
6'-0" wide Three Compartment Units 4/18/2014
Length of Maximum 3 Second Gust Wind Speed (per IBC Maps)
t I Unit (feet) 115 mph 120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
12'-0"
..
u
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
30'-0"
31'-0"
32'-0"
33'-0"
34"-0"
35'-0"
36'-0"
38'-0"
39'-0"
40'-0"
411-0"
43'-0"
44'-0"
46'-0"
47'-0"
48'-0"
49'-0"
50'-0"
N, Ns
1/4\Ss h k%\:\, \\\ .. N,,%\\)\• \\k 1\\,. \ \
:\:,\\\\*:NN\N NI\
' X .\\ \N LIN\L\ ,N\ \\\ \ 1/4\\\ \
''\''\:\\ 'sN'.'"c\N\ \IV'
\ \\ `\'' NN,\\AN
&\.\\ N, N._, \a -
\\..\V\NA,`\\
\`'\. ,` 7k\ ' Niiiiiiiiiiiiiii
,, .
\ \ ,N..\\,„ . I 1
1111.naxiiuiI
(8) L12 Anchors required - One at each corner of unit and End of each interior wall.
(8) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear or Tension/Compression
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
y. 4
Length of
Unit (feet)
12'-0"
131-0"
7'-0" wide Three Compartment Units 4/18/2014
Maximum 3 Second Gust Wind Speed (per IBC Maps)
m h 140 mph 150 mph 160 mph 170 mph
115 p
14'-0"
15'-0"
16'-CI"
17'-0"
18'-0"
19'-0"
120 mph
20'-0"
211-0"
221-0"
23'-0"
24'-0"
251-0"
261-0"
27'-0"
281-0"
30'-0"
32'-0"
33'-0"
34'-0"
36'-0"
37'-0"
381.0"
39'-0"
40'-0"
42'-0"
431-0"
45'-0"
461-0"
471-0"
48'-0"
49'-0"
501-0"
111Ouu•••••u•u1
1•••••••••••••••■1
1 NO 1
130 mph
NN\\\,..\\"\,x
\\%\'N\\.kx,\\. „N\s,\N
\ \\\\\
■••uuuuu
■ ■
•uuuu.u■
(8) L12 Anchors required - One at each corner of unit and End of each interior wall.
8) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear or Tension/Compression
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
. _l
l
l
L_1
Length of
Unit (feet)
8'-0" wide Three Compartment Units 4/18/2014
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
120 mph
130 mph
12'-0"
13'-0"
14'-0"
140 mph 150 mph 160 mph 170 mph
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
30'-0"
31'-0"
32'-0"
33'-0"
34'-0"
36'-0"
37'-0"
39'-0"
40'-0"
43'-0"
44'-0"
46'-0"
48'-0"
49'-0"
50'-0"
.\\
'N\N
(8) L12 Anchors required - One at each corner of unit and End of each interior wall.
`��` `(8) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
iiiiiii
t■ii■...sill .hiss
{■i■iiiiiii iii■iit
Length of
9'-0" wide Three Compartment Units
Maximum 3 Second Gust Wind Speed (per IBC Maps)
Unit (feet)
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
21'-0"
22'-0"
23'-0"
24'-0"
26'-0"
27'-0"
28'-0"
30'-0"
31'-0"
32'-0"
33'-0"
34'-0"
35'-0"
36'-0"
39'-0"
40'-0"
411-0"
43'-0"
44'-0"
46'-0"
47'-0"
48'-0"
LJ
49'-0"
50'-0"
115 mph
120 mph
4/18/2014
130 mph 140 mph 150 mph 160 mph 170 mph
(8) L12 Anchors required - One at each corner of unit and End of each interior wall.
(8) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
Units with Condensers in the 170mph Wind Speed region MUST have a
Reinforced roof__
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
u
LJ
Length of
Unit (feet)
10'-0" wide Three Compartment Units
Maximum 3 Second Gust Wind Speed (per IBC Maps)
115 mph 120 mph
130 mph
4/18/2014
140 mph 150 mph 160 mph 170 mph
12'-0"
131-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
201-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
261-0"
27'-0"
28'-O"
30'-0"
32'-0"
33'-0"
34'-0"
35'-0"
36'-0"
38'-0"
39'-0"
41'-0"
43'-0"
45'-0"
461-011
47'-0"
48'-0"
50'-0"
\\\
Nssk
(8) L12 Anchors required - One at each corner of unit and End of each interior wall.
(8) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
Units with Condensers in the 160mph and'1;
MUST have a Reinforced roof.
`haut condensers in the 170mphW,in
reinforced roof
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9"-4"
11'-0" wide Three Compartment Units 4/18/2014
Length of
Maximum 3 Second Gust Wind Speed (per IBC Maps)
Unit (feet)
12'-0"
13'-0"
14'-0"
115 mph
120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
30'-0"
32'-0"
33'-0"
34'-0"
36'-0"
37'-0"
38'-0"
39'-0"
40'-0"
42'-0"
43'-0"
44'-0"
46'-0"
47'-0"
48'-0"
50'-0"
•
(8) L12 Anchors required - One at each corner of unit and End of each interior wall.
(8) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
Units with Condensers in the 140mph, 150mph, ph and 170mph Wind
Speed regions MUST have a Reinforced roof.
(Units without condensers in the 160mph and 17omph"Wind Speed regions
MUST have a reinforced roof ._.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
12'-0" wide Three Compartment Units
4/18/2014
L
Ll
LJ
LJ
Length of
Maximum 3 Second Gust Wind Speed (per IBC Maps)
Unit (feet)
12'-0"
115 mph
120 mph
130 mph
140 mph 150 mph 160 mph 170 mph
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
2 2'-0"
23'-0"
24'-0"
25'-O"
26'-0"
27'-0"
28'-O"
29'-0"
30'-0"
32'-0"
33'-0"
34'-0"
36'-0"
38'-0"
39'-0"
40'-0"
41'-0"
43'-0"
44'-0"
46'-0"
47'-0"
48'-0"
50'-0"
(8) L12 Anchors required - One at each corner of unit and End of each interior wall.
(8) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
Units with Condensers rn the 130mph,14Qmph,150mph,160rrph and 170m
ind Speed regions MUST have a'Remforeeti roof
tUnits without condensers in the 150mph,1.60mph and 170mph Wind Spee
re$100 MUST•have a °renfor,ced rdof'
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
r-1
. J
■J
L-J
lJ
LJ
\\\\\\\\\\
Length of
Unit (feet)
13'-0" wide Three Compartment Units 4/18/2014
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
120 mph 130 mph 140 mph 150 mph 160 mph 170 mph
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
32'-0"
33'-0"
34'-0"
36'-0"
38'-0"
39'-0"
40'-0"
42'-0"
43'-0"
45'-0"
46'-0"
47'-0"
48'-O"
50'-0"
(8) L12 Anchors required - One at each corner of unit and End of each interior wall.
(8) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear or Tension/Compression.
*its- with Condensers MUST have a Reinforced roof
IUnN wthout condensers in the 140mph, 1.5Qmph, 160
Wind Speed regions MUST have a:reinforced roof.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
•_l
LA
L J
L I
Length of
Unit (feet)
12'-0"
13'-0"
14'-0"
14'-0" wide Three Compartment Units
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
120 mph
4/18/2014
130 mph 140 mph 150 mph 160 mph 170 mph
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
32'-0"
33'-0"
34'-0"
35'-0"
36'-0"
38'-0"
39'-0"
40'-0"
41'-0"
42'-0"
43'-0"
46'-0"
47'-0"
48'-0"
49'-0"
501-0"
(8) L12 Anchors required - One at each corner of unit and End of each interior wall.
,�,�`r`(8) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear or Tension/Compression
Units with Condensers MUST have a Reinforced roof.
Units without, condensers in: the 130mph,140mph,150mpr
1170mph Wind Speed regions MUST have a reinforced7ro' of.
Assumptions for Table;
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
lJ
r,
r
LJ
r71
4_1
15'-0" wide Three Compartment Units
4/18/2014
Length of
Unit (feet)
Maximum 3 Second Gust Wind Speed (per IBC Maps)
115 mph 120 mph
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
32'-0"
33'-0"
34'-0"
35'-0"
36'-0"
38'-0"
39'-0"
40'-0"
41'-0"
42'-0"
43'-0"
46'-0"
47'-0"
48'-0"
49'-0"
50'-0"
130 mph 140 mph 150 mph 160 mph 170 mph
-.\\`‘\\
(8) L12 Anchors required - One at each corner of unit and End of each interior wall.
\�\\\\ (8) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear or Tension/Compression _
fAll U th:o with:ou Condensers, MUST hive a Rernforc d:roof r
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
t�
L.J
w.,
Length of
Unit (feet)
12'-O"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
6'-0" wide Four Compartment Units 4/18/2014
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
140 mph 150 mph 160 mph 170 mph
120 mph
130 mph
24'-0"
251-0"
26'-0"
27'-0"
28'-0"
30'-0"
31'-0"
32'-0"
34'-0"
35'-0"
36'-0"
3 7'-0"
38'-0"
40'-0"
42'-0"
43'-0"
44'-0"
45'-Ott
46'-0"
47'-0"
48'-0"
49'-0"
50'-0"
(10) L12 Anchors required - One at each corner of unit and End of each interior wall.
��(10) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear or Tension/Compression.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
l.1
Length of
Unit (feet)
7'-0" wide Four Compartment Units
115 mph
4/18/2014
Maximum 3 Second Gust Wind Speed (per IBC Maps)
140 mph 150 mph 160 mph 170 mph
120 mph
130 mph
121-0"
131-0"
14'-0"
15'-0"
161-0"
17'-0"
18'-0"
191-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
251-0"
261-0"
271-0"
28'-0"
301-0"
311-0"
321-0"
33'-0"
34'-0"
36'-0"
37'-0'1
38'-0"
40'-0"
411-0"
42'-0"
43'-0"
44'-0"
451-0"
48'-0"
49'-0"
50'-0"
11111111■11M•11111.1�i
1wrr1M1111111111111■■I
(10) L12 Anchors required - One at each corner of unit and End of each interior wall.
(10) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
u
r—,
—1
^^
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, _j
�^
—I
^^
^^
r`
r�
_`
u
I- A
I— I
8'-0" ~de Four Compartment Units
4/18/7D14
Length of
Maximum 3Second Gust Wind Speed (per IBC Maps)
Unit (feet)
115nnph
130n`ph
130mph ~
140mnph
150mnph
160nnph
170mnph
1I'-D"
13��
14''D''
1S'-0"
16'-O"
171-D"
181-011
19f-D"
201-011
211-U^
22''O"
2]''O"
34'-0"
26`'O"
37''U"
28''0"
3O1-O"
31''O"
]2''O"
]4''O"
361-O"
37'-O"
381-U"
401-O
42',7'
43��
441-011
45''U"
4G4�
4Q''U^
48��
501-011
(10) L12 Anchors required - One at each corner of unit and End of each interior wall.
(10) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS inshear, additional shear (interioMwalls are required.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height ofQ'-4"
^^
.-1
L.J
LJ
LJ
L J
fl
L,
Length of
9'-0" wide Four Compartment Units 4/18/2014
Maximum 3 Second Gust Wind Speed (per IBC Maps)
Unit (feet)
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
115 mph
120 mph
130 mph
17'-0"
18'-0"
19'-0"
140 mph 150 mph 160 mph 170 mph
20'-0"
211-0"
22'-0"
23'-0"
24'-0"
26'-0"
27'-0"
28'-0"
30'-0"
31'-0"
32'-0"
34'-0"
35'-0"
36'-0"
37'-0"
38'-0"
40'-0"
41'-0"
42'-0"
44'-0"
46'-0"
48'-0"
49'-0"
50'-0"
(10) L12 Anchors required - One at each corner of unit and End of each interior wall.
(10) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
Speed regia
Units with Condense_
Reinforced roof.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
I. 1
L J
l-,
Li
L_1
4J
1.0'-0" wide Four Compartment Units 4/18/2014
Length of
115 mph
12'-0"
13'-0"
Maximum 3 Second Gust Wind Speed (per IBC Maps)
120 mph
130 mph
140 mph
14'-0"
150 mph 160 mph 170 mph
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
311-0"
3 2'-0"
33'-0"
34'-0"
36'-0"
38'-0"
40'-0"
42'-0"
44'-0"
46'-0"
48'-0"
49'-0"
50'-0"
(10) L12 Anchors required - One at each corner of unit and End of each interior wall.
` (10) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
fUknits with�Condensers in the 160r
MUST have a Reinforced roof.
nits without condensers in the 170mph Wind S
reinforced roof-
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
11'-O" wide Four Compartment Units 4/18/2014
LJ
LJ
LJ
L J
Length of
Maximum 3 Second Gust Wind Speed (per IBC Maps)
Unit (feet)
121-0"
13'-0"
115 mph
120 mph
130 mph
140 mph 150 mph 160 mph 170 mph
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
32'-0"
34'-0"
35'-0"
36'-0"
38'-0"
40'-0"
42'-0"
43'-0"
44'-0"
45'-0"
46'-0"
481-0"
49'-0"
50'-0"
,N\\\\A
N . \NN,
WV \\ems
(10) L12 Anchors required - One at each corner of unit and End of each interior wall.
(10) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
J Unit FAILS in shear, additional shear (interior) walls are required. __ _
lUnits with Condensers an the-140mph,150mph,160mph and 170mph Wind
l_ J
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Speed rgion MUST hav
Units without condensers ini'
MUST Have a reinforced roof.
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
12'-0" wide Four Compartment Units
4/18/2014
ia
Length of
Unit (feet)
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
120 mph
130 mph
12'-0"
140 mph 150 mph 160 mph 170 mph
13'-0"
151-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
32'-0"
33'-0"
34'-0"
35'-0"
36'-0"
37'-0"
40'-0"
42'-0"
44'-0"
46'-0"
48'-0"
49'-0"
50'-0"
(10) L12 Anchors required - One at each corner of unit and End of each interior wall.
(10) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
nits with Gondensers in the .30mph, l4omph, .50mph,1.60mph and 170r
Cmd Speed regions MUST Have a Reinforced roof „
Units w thout condensers inthe 150mp'h,160mph and 17Amph Wind Spee
einfofce`
Ions
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
L 1
13'-0" wide Four Compartment Units
Length of Maximum 3 Second Gust Wind Speed (per IBC Maps)
Unit (feet) 115 mph
120 mph
130 mph
140 mph
4/18/2014
150 mph 160 mph 170 mph
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
32'-0"
33'-0"
34'-0"
36'-0"
37'-0"
38'-0"
40'-0"
42'-0"
44'-0"
46'-0"
48'-0"
49'-0"
501-0"
(10) L12 Anchors required - One at each corner of unit and End of each interior wall.
(10) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
All -Units with Condensers MUST have a Reinforced roof.
withoutcondensers in the 140mph,150mph, 160 mph'
Wind Speed region MUST have a reinforced roof..
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
L _J
L
r
LJ
n
L_J
�.a
Length of
Unit (feet)
115 mph
14'-0" wide Four Compartment Units
Maximum 3 Second Gust Wind Speed (per IBC Maps)
130 mph 140 mph 150 mph 160 mph
120 mph
4/18/2014
170 mph
12'-0"
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
311-0"
32'-0"
33'-0"
34'-0"
35'-0"
36'-0"
37'-0"
38'-0"
39'-0"
40'-0"
42'-0"
44'-0"
46'-0"
48'-0"
49'-0"
50'-0"
.\*'\N
\\\N
, 1/4\ s.\\\
,\.\\\\\k's\\\,%\:
‘\'
\`•"\ \\s,\Nss \\\N
(10) L12 Anchors required - One at each corner of unit and End of each interior wall.
(10) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
All Units withCorideinsers.MUST have a.Reinforced roof ` —.
u as
Units without condensers in the' 130mph,140mph,150mph,160 mp
170mph WindwSpeedregion MUS1 :have a reinforced roof...
LJ
Assumptions for Table:
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
L _1
LJ
L.J
Length of
Unit (feet)
12'-0"
15'-0" wide Four Compartment Units
115 mph
Maximum 3 Second Gust Wind Speed (per IBC Maps)
120 mph
130 mph
4/18/2014
140 mph 150 mph 160 mph 170 mph
13'-0"
14'-0"
15'-0"
16'-0"
17'-0"
18'-0"
19'-0"
20'-0"
21'-0"
22'-0"
23'-0"
24'-0"
25'-0"
26'-0"
27'-0"
28'-0"
29'-0"
30'-0"
31'-0"
32'-0"
33'-0"
34'-0"
35'-0"
36'-0"
37'-0"
38'-0"
39'-0"
40'-0"
42'-0"
44'-0"
46'-0"
48'-0"
49'-0"
50'-0"
(10) L12 Anchors required - One at each corner of unit and End of each interior wall.
\\�������` (10) L12 Anchors required - One at each corner of unit and End of each interior wall,
additional continuous Angle required along interior walls.
Unit FAILS in shear, additional shear (interior) walls are required.
All Units, with or without Condensers, MUST have.,a Reinforced roof.
Assumptions for Table;
All openings are located in the length walls.
Units are based on a maximum height of 9'-4"
4. J
r
r
L
APPENDIX D
SAMPLE CALCULATIONS
(Using ASCE 7-10)
For a Unit 12'-0" Wide x 30'-0" Long x 9'-4" High
With one condensing unit
Unit is in Risk Category II
Assume Terrain Exposure B
Use Wind = 130 mph
Use Snow = 25 psf
WIND ANALYSIS
SEISMIC ANALYSIS
SNOW ANALYSIS
DWG. # CDVWLA2014
DWG. # CDVEQLA2014
DWG. # CDVSLA2014
1 171 11 Ull 171 ,11 Ir I 11
\ D A \ A
SAMPLE CALCULATIONS ARE BASED ON A UNIT 30'-0" LONG x 12'-0" WIDE x 91-4" HIGH
WITH A MONOSLOPE V4:12) ROOF
REFERENCE ASCE 7-10, CHAPTER 27 FOR SECTIONS, FIGURES AND TABLES NOTED.
p=qGCp-qGCpi
q=0,00256KzKdKztV1(psf)
Kz =U.7 (EXPOSURE B)
Kd = 1.0
Kzt = 1,0
V = 130mph
q=0,00256(0.57)(1.0)(1.0)(130)z=24.7psf X 0.6 FOR ASD = 14,8psf
G=0,85
Gcpi=+18/-,18
Cp=0,8 (WINDWARD WALL)
Cp=-0.5 (LEEWARD WALL)
Cp=-0.7 (SIDE WALL)
Cp=-0.9 (ROOF)
WINDWARD WALL
p=14,8psf(0.85)(0,8)-14.8psf(+.18). 7.40 psf
p=14.8psf(0.85)(0.8)-14.8psf(-.18)= 12.73 psf
L/8=12730'=0.4
H/L=9,33712'.,78
LEEWARD WALL
p=14.8psf(0.85)(-0,5)-14.8psf(+.18)= -8.95 psf
p=14.8psf(0,85)(-0.5)-14.8psf(-.18)= -3,63 psf
SIDE WALLS
p=14.8psf(0,85)(-0.7)-14.8psf(+,18)= -11.47 psf
p=14,8psf(0.85)(-0.7)-14.8psf(-,18)=. -6.14 psf
ROOF
p=16 psf(0.85)(-0.9)-16 psf(+.18)= -13,99 psf
p=16 psf(0.85)(-0.9)-16 psf(-,18)= -8,66 psf
SECTION 27.4-1
EQUATION 27.3-1
SECTION 27.3 & IABLE 2/.3-1
SECTION 26,6 & TABLE 26.6-1
SECTION 26.8,2
GIVEN
SECTION 26.9.1
TABLE 26.11-1
FIGURE 27,4-1
FIGURE 27,4-1
FIGURE 27.4-1
FIGURE 27.4-1
ALLOWABLE PANEL LOAD (SEE SHEET CC95103D)
57.5psf > 12.73 psf
ALLOWABLE PANEL LOAD (SEE SHEET CC95103D)
57.5psf > 8.95 psf
ALLOWABLE PANEL LOAD (SEE SHEET CC95103D)
57,5psf > 11.47 psf
ALLOWABLE PANEL LOAD (SEE SHEET CC95111D)
36,1psf > 13.99 psf
WIND BASED SHEAR P=12,73psf+3.63psf=16.36psf USE 17psf (CANNOT BE LESS THAN 16 psf)
V= 17psf (30'-0")(9'-4"high). 4760 Ib
OR 17psf (12'-0")(9'-4"high). 1904 Ib
ROOF DIAPHRAGM
LOAD TO ROOF=17psf (9'-4" hiqh+2)= 79.3 lb/ft
TREAT ROOF AS A BEAM 304' LONG AND 12'-0" deep
M=wL2+8= 79.3 lb/ft (30'-0T+8= 8921 ft•lb
CHORD TENSION/COMPRESSION=8921 ft•Ibi-12'-0"deep= 743 Ib
CHORD TENSION= 743 Ib
CHORD COMPRESSION= 743 lb+.80in'. 9.3psi
ALLOWABLE TENSION=5387 Ib > 743 Ib
ALLOWABLE COMPRESSION=67psi > 9.3ps
SHEAR TO ENDWALL=79.3 lb/ft (30'-0"+2)=1190 Ib
v=1190Ib+12'-0"deep=99.2 lb/ft
SHEAR WALL
LOAD=1190Ib (9'-4"high)+12'-0"wide= 9261b
v=9261b+12.-0"wide= 77.21b/ft < 4111b/ft
SHEAR WALL OVERTURNING
TENSION IN ANCHOR DUE TO OVERTURNING
OT=11901b (9'-4"high)=11107ft.lb
RESISTING OT = (2499ft + 1121f1'lb) = 2413ft.lb
UPLIFT=(11107ft•lb - 2413ft.lb) +.12'-0"wide= 725 Ib UPLIFT AT EACH CORNER
ALLOWABLE UPLIFT= 3892 Ib > 725 Ib
USE L12 ANCHORS WITH 34"0 HILTI HVA ADHESIVE ANCHOR
ROOF TO WALL CONNECTION
P=[(14-2.314)psf(3C-0")(12'-0"wide)M(2x30'-0")+(2x12'-0"wide)]=50.11b/ft
#10-15 SCREWS AT 6" 0.C, ARE GOOD FOR 157 lb/ft,> 50.1 lb/ft
REV BY OAT
A CT 01/10/12
B CT 04/15/14
CONSTRUCTION DOCUMENTS VALUE
WIND LOAD ANALYSIS
17 JUL
2009
RH
pws#
CDVWLA2014
� r1 r1 ri [1
1-1 [1 [1 [1 [-1 [1 [1 [1 [ 1 [-7
sv
\ A
VS
SAMPLE CALCULATIONS ARE BASED ON A UNIT 30 —0" LONG x 12'-0" WIDE x 9'-4" HIGH
WITH MONOSLOPE (Y4:12) ROOF
REFERENCE ASCE 7-10, CHAPTERS 11 & 12 FOR SECTIONS AND TABLES NOTED.
UNIT DEAD LOAD
ROOF DEAD LOAD=2.314psf (30'-0")(12'-0"wide)= 8331b
FLOOR DEAD LOAD=4,579psf(12'-0")(12'-0"wide)= 6591b
EXTERIOR WALL DEAD LOAD=1.669psf(9'-4"high)(2(30')+2(12'))= 13081b
INTERIOR WALL DEAD LOAD=(2)1.669psf(11'-4"wide)(8'-9"high)= 3311b
MECHANICAL / ELECTRICAL=2psf(30'—D")(12'-0"wide) = 7201b
TOTAL DEAD LOAD= 38511b
FOR SOIL PROPERTY NOT KNOWN USE SITE CLASS D
Sms = FaSs=0,70
Ss = ASSUME 0.50
Fa=1.4
Sm1 = FvS1=0,40
S1 = ASSUME 0.20
Fv = 2.0
Sds = 2/3 Sms = 2/3(0.70)=0.467
Sd1 = 2/3 5m1 = 2/3(0.40)=0,267
SEISMIC DESIGN CATEGORY
SEISMIC RISK CATEGORY = II
Sds = 0.467 USE C
Sd1 = 0.267 USE D
USED DESIGN CATEGORY D
ALLOWABLE ANALYSIS PROCEDURE IS SIMPLIFIED PROCEDURE PER SECTION 12.14,8
SEISMIC BASE SHEAR
V = (FSds/R) W
F = 1.0
R 2.0
Sds = 0,467
= DEAD LOAD + EQUIPMENT WEIGHT = 38511b + 3001b = 41511b
V = (1,0(.467)/2.0) X (41511b) = 9691b < WIND BASE SHEAR IN BOTH DIRECTIONS
WIND DETERMINES LATERAL ANALYSIS
SECTION 11,4,2
SECTION 11.4.3 (EQUATION 11,4-1)
SECTION 11.4.3 (EQUATION 11.4-2)
EQUATION 11,4-3
EQUATION 11,4-4
SECTION 11.6
TABLE 11,6-1
TABLE 11.6-2
EQUATION 12.14-11
SECTION 12.14.8.1
TABLE 12.2-1
REV BY DATE
A CT 01/10/12
B CT 04/18/14
CONSTRUCTION DOCUMENTS VALUE
SEISMIC LOAD ANALYSIS
17 JUL
2009
RH
ono
CDVEQLA2014
U- 11 11 11 FI 11 11
S\O OAD A\A
vs
SAMPLE CALCULATIONS ARE BASED ON A UNIT 304" LONG x 124" WIDE x 9I-4" HIGH
WITH MONOROPE (,14:12) ROOF
REFERENCE ASCE 7-10, CHAPTER 7 FOR SECTIONS, FIGURES AND TABLES NOTED.
1004'
NOTE:
IN ORDER TO CALCULATE
SNOW LOADS THE LAYOUT
OF THE UNIT COMPARED TO
THE EXISTING BUILDING MUST
BE KNOWN ALONG WITH THE
DIMENSIONS OF THE EXISTING
BUILDING AND THE EAVE
HEIGHT OF THE EXISTING AT
THE UNIT LOCATION.
EAVE HEIGHT OF
EXISTING BUILDING
AT UNIT LOCATION
• = 154' (ASSUMED
2'-
BUILDING
••.;
•
, . .
,
ICS UNIT
pf = 0,7CeCtlpg
Ce = 0.9 (FULLY EXPOSED)
Ct = 1,3 (FREEZER)
I = 1.0 (RISK CATEGORY II)
pg = 25 psf
pf = 0.7 (0.9) (1.3) (1.0) 25psf = 20,5 psf
MINIMUM ALLOWABLE 20psf(I) = 20psf(1.0) = 20 psf SECTION 7.3,4
USE pf = 20,5 psf
SNOW DENSITY 7= .13pg + 14 = 17.25pcf
hb = 20,5 psf = 20.5 psf = 1.188 ft
7 17.25 pcf
hd = 3.35 ft FIGURE 7-9
hc = 4.479 ft
IF hc/hb < .2 DRIFT LOADS ARE NOT REQUIRED SECTION 7.7,1
TO BE APPLIED
= 1004
EXISTING BUILDING
EQUATION 7,3-1
TABLE 7-2
TABLE 7-3
TABLE 1,5-2
GIVEN
EQUATION 7.7-1
SECTION 7.7,1
hc/hb = 4.47971.188=3.77 MUST APPLY SNOW DRIFT LOADS SECTION 7.7.1
hd = 3.35' < hc = 4.479' \AI = 4hd = 4(3,35') = 13.4' SECTION 7,7,1
W CAN NOT BE GREATER THAN 8hc = 8(4.479') = 36' SECTION 7,7.1
Pmax = Pd + Pf = 17.25pcf (3.35' + 1.188') = 78.28 psf USE 78,3psf
Pe = .5(57.8-6.04)(12')(1') = 310.6 Ib
RL = 310.6 Ib (4') + (26,54)(1 2')(1')(6') = 262.8 Ib
12'
310.6 Ib (8') + (26.54)02')(1')(6') = 366,3 Ib
12'
Mm = (26.54)psf (12'2) + 310.6 Ib (8')(4') = 1306 ft•lb
8 12'
Rmax weov = 2R = 2(356.3 Ib) = 61.1 psf
2 L 12'(1')
Mmox = wL2 w • = 8M = 8(1306 ftalb) = 72,6 psf
8 L2 12'2(1')
FROM ALLOWABLE UNIFORM LIVE LOAD TABLE ON DRAWING CC95111D
ALLOWABLE LOAD FOR 12'-0u SPAN = 36.1 psf < 72.6 psf
FROM ALLOWABLE UNIFORM LIVE LOAD TABLE ON DRAWING CC95114E
ALLOWABLE LOAD FOR TIMBERS AT 2e0,C, = 182 psf > 72.6 psf
MUST USE TIMBERS AT 24" O.C. IN ROOF TO SUPPORT SNOW LOADS
REV BY DATE
A CT 01/10/12
8 CT 04/18/14
CONSTRUCTION DOCUMENTS VALUE
SNOW LOAD ANALYSIS
17 JUL
2009
RH
DBC
CDVSLA20 11
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: M19-0006 DATE: 1/15/19
PROJECT NAME: TACO BELL
SITE ADDRESS: 16350 WEST VALLEY HWY
X Original Plan Submittal
Response to Correction Letter #
Revision #
Revision #
before Permit Issued
after Permit Issued
DEPARTMENTS:
uilding ivision
*16\ WI 0\1 & 14-611°1
Fire Prevention Planning Division
Public Works
n
Structural
Permit Coordinator
PRELIMINARY REVIEW:
Not Applicable
(no approval/review required)
DATE: 1/17/19
Structural Review Required
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
(corrections entered in Reviews)
Approved with Conditions
Denied
(ie: Zoning Issues
DUE DATE: 2/14/19
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MA ED:
Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW Staff Initials:
12/18/2013
Home Espanol ContmA,
Safety & Health
hington State Department of
abor & Industries
AZ Index Ili'Nly
Claims & Insurance VVorkplace Rights
METRO AIR INC
Owner or tradesperson
Principals
SCHEFFLER, MICHAEL ALLEN, PRESIDENT
HANLON, ASH T, VICE PRESIDENT
Doing business as
METRO AIR INC
WA UBI Na
602 156 865
11447 120th Ave. NE #200
KIRKLAND, WA 98033
425-658-7664
KING County
Business type
Corporation
Governing persons
ASH
T
HANLON
MIKE A SCHEFFLER;
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor
License specialties
Heating/Vent/Air-Conditioning and Refrig
(HVAC/R)
License no.
METROAI995RC
Effective — expiration
12/03/2001— 12/03/2019
Bond
CBIC
Bond account no
SE0682
Active.
Meets current requirements.
$6,000 00
Received by L&I Effective date
12/03/2001 11/15/2001
Expiration date
Until Canceled
Insurance
American States Insurance Co $1,000,000.00
Policy no.
bka53356859
Received by L&I Effective date
11/02/2018 11/15/2018
Expiration date
11/15/2019
TradeS & Licensing
Insurance history
Svings
Help us improve
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Lawsuits against thebond or savings
No lawsuits against the bond or savings accounts during the previous 6 year period.
LW Tax debts
No L81 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.
Workers' comp
Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums.
This company has multiple workerscomp accounts.
Active accounts
L&I Account ID
022,459-01
Account is current.
Doing business as
METRO AIR INC •
Estimated workers reported
Quarter 4 of Year 2018 "4 to 6 Workers"
L&I account contact
T1 / JAN BENTLEY (360)902.4652 - Email: STR0235@lni.wa.gov
Track this contractor 0
Public Works Strikes and Debarments
Verify the contractor is eligible to perform work on public works projects,
Contractor Strikes
No strikes have been issued against this contractor.
Contractors not allowed to bid
No debarments have been issued against this contractor.
Workplace safety and health
Check for any past safety and health violations found on jobsites this businessesponsible for,
Inspection results date
05/01/2014
Inspection no.
317228070
Location
3580 Wheaton way
Bremerton, WA 98310
Viol
n
(it) Washington State Dept of Labor & Industries. Use of this site is subject toithe laws of the state of Washington,
Help us improve
703 2)
<0-731>
NEW EQUIPMENT SCHEDULE
MIN.
00000
00 _ CC
(4 D-620
ENTRY
USTOMER
AREA
WOMEN
74\�I--//_
8-140>
OFFICE
KITCHEN
OFFICE
IIIIt i IIIIII�IIII1111I11� UIIII 111 IIIIIIII K699
III I III
\�I i--
t
III � /� i II I III
Ili 1I II
IIl � � i II IIIII
III Ilr^lli =_-j III
WAL -I
CO
IIIIII III;IR�01�1 II IIII' ' I111 IliOlk
IIr�`IIIII1I1III1II[� IIII IIII�K 6021 1)I IIIIICK-69971111�II
GENERAL NOTES:
G.C. SHALL PROVIDE A CLEAR SILICONE SEAL JOINT
AT ALL PERMANENTLY MOUNTED EQUIPMENT,
COUNTERS AND CEILING GRID THROUGHOUT THE
ENTIRE STORE. MASKING TAPE SHALL BE USED ON
JOINTS EXCEEDING 1/4" TO PROVIDE A COVED
CORNER.
NO. QTY G.C. INST.
S-375
S-443
S-459
S-481
K-490
L-049
B-101
8-140
8-290
8-405
1
1
1
1
2
1
4
1
1
2
2
x
X
x
X
X
X
X
X
X
X
ITEM DESCRIPTION
SELF SERVE DRINK COUNTER 72'
DISPENSE -RITE
FRUTISTA CART
CUP DISPENSER
FRONT COUNTER SHELVING 18' x 24" x 24' (2 TIER)
INTERIOR MENU BOARD PACKAGE
ACCESSIBLE SIGNAGE
SECURITY DOOR
DRIVE-THRU WINDOW
PAPER TOWEL DISPENSER
WASTE BASKET
MFR. & MODEL NUMBER
CARTER HOFFMAN #CH3-TDS72N55
#TB-TLO-'3'
WST1306YA
A.J. ANTUNES #DACS50
ISS #WST440Y
STRATACACHE LG 49 DISPLAY
LOCKNET #DU3670R52VED
OUICKSERV #SC-4030BR
BOBRICK #B-262
RUBBERMAID SUM JIM #3541 (GREY1
PLUMB ELECT GAS
X
REMARKS
TOP OF COUNTER @ 34" MAX.
LID AND STRAW DISPENSER
UNDERCOUNTER SHELVING
(1) MEN'S, (1) WOMEN'S, (2) EXIT
RIGHT HAND REVERSE
G.C. TO PROVIDE TRANSOM - CLEAR ANODIZED
SURFACE MID.
V ••r -"lame :4Yy
BID NOIS NO. QTY O.C. INST.
RI
RI
RI
RI
RI
RI
AD
CT
CT
CT
CT
5-375
S-443
S-459
S-481
K-490
B-101
B-140
B-290
B-405
8-599
L-150
K-525
K-602
K-699
N-062
N-071
N-208
P-362
S-275
6
2
5
2
1
1
1
1
X
X
X
X
X
X
x
X
X
X
ITEM DESCRIPTION
MOP SINK STATION
SECURITY DOOR DANGER SIGN
SHELVING UNIT 18" X 48' X 76" (5 TIER)
SHELVING UNIT 18' X 36" X 86'H (5 TIER)
SHELVING UNIT 18" X 60" X 74'H (5 TIER)
HAND SINK (KITCHEN)
MOP SINK FAUCET
MOP SINK 24'X24' FLOOR MOUNT SINK
DUAL LINE,157' READY TO ACCEPT EVO CABINETS
PICK-UP DRIVE-THRU COUNTER (30" x 52')
MFR. & MODEL NUMBER
ISS #WST806Y
ADVERCO#ADVCUSTOM
ISS #WST1613Y
ISS #WST238Y
ISS #SU186075Y
AERO #HSK-A
T&S #B-2465
AFRO MANUF. CO., INC. #3MP-2121-6/1P
DELFIELD #TBOOOP92 (DUKE OPTIONAL)
155 #WST 690YA
PLUMB ELECT GAS
X
X
X
X
X
X
REMARKS
ORDERED DIRECT FROM YRFS
WALK IN COOLER
15'W x 17t - 10'x14', FRONT TO BACK x 5"D, INCL.
FAUCET W/.5 GPM AERATOR, BASKET, KNEE VALVE
REFER TO C/A8.3
INCLUDES (2) 24-X36' WALL PANELS
BID NO.
CT
CT
CT
CT
CT
CT
CT
CT
CT
CT
`"�vv SEATIN AND EQUIPMENT PLAN 1/4"=1'-0"
B-599
L-150
K-525
K-602
K-699
N-062
N-071
N-208
P-362
S-275
A
SYM.
QTY.
ITEM
<D-581>
7
PLANK SETTEE - 48°
<0-620>
42
RETRO CHAIR - 18-
D-623
<D-640>
<D-646>
12
1
1
1
BARREL BAR STOOL - 29'
SERVICE COUNTER - TOP @ 34" MAX.
CONDIMENT CART -RECTANGULAR
WASTE ENCLOSURE - SINGLE
1
WASTE ENCLOSURE -DOUBLE
2
WB HUB TABLE • 72'
<D-658>
1
W B HUB TABLE (ADA) - 48L x 3041
<D-700>
6
22' X 22' X 28.5"H FREE STANDING TABLE BASE
<D-703>
20
22' X 5.3 X 28.5"H FREE STANDING TABLE BASE
SYM.
QTY
ITEM
<D-720>
6
24" X 19" TABLE TOP - PLYWOOD
<0-721>
Q-723>
2 24" X 42' ADA TABLE TOP - PLYWOOD
4
24" X 42" TABLE TOP - PLYWOOD
<D-731>
3
24" X 48" TABLE TOP - PLYWOOD
/ailEgto
1
24" X 48' ADA TABLE TOP - PLYWOOD
<-750>
50-6"
WINDOW SILL
-753
95-6'
WAINSCOTING
<D-755>
45
CHAIRRAIL
0
QTY.
ITEM
REMARKS
®
I
FRAMED ART - EMOJIS
SEE A8.0 FOR LOCATION
®
1
FRAMED ART - MASH UP 1
SEE A8.0 FOR LOCATION
®
1
FRAMED ART - MASH UP 2
SEE A8.0 FOR LOCATION
1. 'HOLD" DIMENSIONS ARE FROM FACE OF FINISH.
2. G.C. TO CONFIRM 'HOLD" DIMENSIONS WITH EQUIPMENT
MFR / VENDOR.
3. TILE CHIPPING AROUND CORE DRILL HOLES FOR SEATING
WILL NOT BE ACCEPTED.
4. ALL DIMENSIONS FOR SEATING / CORE DRILL PLAN SHALL BE
FROM FACE OF GYP BD,
5. VERIFY ALL DIMENSIONS WITH SEATING VENDOR PRIOR TO
INSTALLATION.
6. REFER TO SC SHEETS FOR SCOPE OF WORK
RESPONSIBILITIES.
7. SEE INTERIOR ELEVATIONS A8.0-A8.1 FOR LOCATION OF
OWNER SUPPUED ARTWORK.
8. NOT USED
9. (H) - SYMBOL DENOTES A HIGH TABLE OR DINING COUNTER
WITH STOOLS
10. ALL SOLID SURFACES TO BE PROPERLY SEAMED PER MFRS
SPECIFICATIONS
11. PAINT UNDERSIDE OF SERVICE COUNTER WITH WHITE GLOSS
PAINT. AND PROVIDE METAL ANGLE LEDGER FOR END OF
COUNTER IF VENDOR DOES NOT PROVIDE ONE.
6 SYMBOL DENOTES A HANDICAP ACCESSIBLE TABLE.
REMODEL IMAGE (RI)
1 R SERVICE COUNTER.
2 R INSTALL NEW DIGITAL MENU BOARDS.
3 R CORNER GUARD. SEE DETAIL 8/A6.0.
SR
C7 RD
9R
REINSTALL FRUITISTA MACHINE ON NEW CART.
NOT USED
HIGH CHAIR BY OWNER.
NOT USED,
NOT USED.
FRAMED ARTWORK. SEE ELEVATIONS SHEET A8.0 FOR SIZE AND
LOCATION.
RELOCATE TEA URN AND/OR BREWER AS SHOWN.
INSTALL UNDER COUNTER CUP DISPENSER WITH ANGLED
BRACKETS
KITCHEN - NO MODIFICATIONS EXCEPT AS NOTED.
REWORK EXISTING POWER FOR POS ITEMS IF NECESSARY.
NOT USED.
NOT USED.
HOLES FOR POS CASH REGISTER POWER AND DATA UNE SHOULD
BE FIELD CUT BY GC PRIOR TO POS SETUP (TYP).
1 B R REINSTALL THE SAFE BELOW THE EXPEDITE SECTION OF THE
SERVICE COUNTER. SEE DETAIL C/E1.0.
NOT USED.
REINSTALL EXISTING PEPSI AND ICE MACHINES ON NEW TABLE.
ADA NOTES (AD)
PROVIDE TACTILE EXIT SIGN AT EGRESS DOOR PER TACTILE SIGN'
DETAIL ON ADA1.0 WHEN EXISTING IS NOT PROVIDED.
36" MIN. CLEAR COUNTERTOP REQUIRED PER ADA.
MAINTAIN A MINIMUM 3'-0" CLEAR PATH OF EGRESS.
30' x 48" CLEAR FLOOR SPACE FOR HANDICAP SEATING POSITION.
CUSTOMER TOUCH POINT C
T TT
«! l REI ST LL • • •T • I H' D S' ITIZ R lISP NS RS.
RELOCATE EXISTING BAG -IN -BOX SYSTEM. RELOCATE SYRUP /
WATER LINES AS REQUIRED.
REINSTALL EXISTING EQUIPMENT ON NEW PREP LINE.
INSTALL STAINLESS STEEL CORNER GUARD AT PERIMETER OF
�RI ET RU WI a i .
GPD GROUP
Professional Corporation
520 South Main Street, Sale 2531
Akron, OH 44311
330.572.2100 Fax: 330.572.2102
A ADDENDUM #1 09.01.17
A ADDENDUM #2 12.01.17
A
A
A
A
A
A
A
CONTRACT DATE: 05.10.17
BUILDING TYPE: M70H-EXP
PLAN VERSION: MAY 2017
SITE NUMBER:
STORE NUMBER: 2017088.36
TACO BELL
16350 W. VALLEY HIGHWAY
TUKWILA, WA 98188
4QC0
0
M7OH
EXPLORER
REVI-:. ...... a
CODE CC. ~. ! \NCE
AI" •', :'...... -'
.inia �'
-i
97, 'i;i�
City of Tukwila a
BUILDING DIVISION I
SEATING AND
EQUIPMENT
PLAN
A2.0
nECE n IVED
,.._
CITY OF TUKWILA
JAN 15 2019
PERMIT CENTER
SEATING PACKAGE (TOTAL SEATS = GBINT.)
ARTWORK SCHEDULE
D
SEATING PLAN NOTES
C
Mllw- 0 C � �O
KEY NOTES
B
PLOT DATE: 12-13-17
SPECIAL INSPECTIONS:
SPECIAL INSPECTIONS ARE TO BE PROVIDED IN ACCORDANCE WITH SECTION
1704. SPECIAL INSPECTIONS SHALL BE IN ADDITION TO THE INSPECTIONS
CONDUCTED BY THE DEPARTMENT OF BUILDING SAFETY AND SHALL NOT BE
CONSTRUED TO RELIEVE THE OWNER OR HIS AUTHORIZED AGENT FROM
REQUESTING THE PERIODIC AND CALLED INSPECTIONS REQUIRED BY THE
BUILDING CODE. SPECIAL INSPECTION SHALL BE PAID BY THE OWNER.
REQUIRED SPECIAL INSPECTIONS:
IN ADDITION TO THE REGULAR INSPECTIONS, THE FOLLOWING ITEMS WILL
ALSO REQUIRE SPECIAL INSPECTION IN ACCORDANCE WITH THE BUILDING
CODE.
1. SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION
(COMPACTING FILL, SPECIAL GRADING)
2. STRUCTURAL CONCRETE OVER 2,500 PSI
SPECIAL INSPECTOR SHALL MEET THE QUALIFICATIONS AS STATED IN THE
BUILDING CODE AND SHALL PERFORM THE DUTIES AND RESPONSIBILITIES AS
OUTLINED IN THE BUILDING CODE. THE SPECIAL INSPECTOR SHALL PROVIDE
INSPECTION REPORTS TO THE CODE OFFICIAL. ENGINEER AND OWNER.
SPECIAL INSPECITONS
F
I
L
NOTE: THE EXISTING WALL, ROOF. & FOUNDATION CONSTRUCTION
IS ASSUMED. CONTRACTOR SHALL FIELD VERIFY ALL THE
DIMENSIONS AND ALL EXISTING CONSTRUCTION CONDITIONS
PRIOR TO STARTING WORK. COORDINATE ANY DISCREPANCIES
WITH THE ARCHITECT BEFORE ORDERING MATERIALS
1
1
L
NOTE: THE CONTRACTOR SHALL PROVIDE, DESIGN, MONITOR AND
MAINTAIN ALL NECESSARY TEMPORARY AND PERMANENT SYSTEMS
(SHORING, BRACING, GUYS, FALSEWORK, FORMWORK, SHEETING,
ETC.) TO ENSURE THE INTEGRITY OF THE STRUCTURE AT ALL
STAGES OF CONSTRUCTION. ALL WORK SHALL BE PERFMORED
WITHOUT DAMAGE TO ADJACENT EXISTING WORK.
r
TYP.
(1) TRIMMER STUD W/
(2) KING STUDS
5'-0"
FROST SLAB
SEE CIVIL
NEW OPENING
(1) TRIMMER STUD W/
(2) KING STUDS
(1) TRIMMER STUD WI
(2) KING STUDS
5'-8"
II
(1) TRIMMER STUD W/
(2) KING STUDS
TI
J
2 RI
18'-3"
TYP.
6' MIN.
N
FOUNDATION PLAN
Ira"=1'-0'
MISCELLANEOUS:
A. DRAWINGS SHALL NOT BE SCALED. ALL DIMENSIONS AND FIT SHALL BE DETERMINED AND
VERIFIED BY THE CONTRACTOR PRIOR TO COMMENCEMENT OF WORK.
B. DETAILS NOT FULLY OR SPECIFICALLY SHOWN SHALL BE OF SAME NATURE AS OTHER
SIMILAR CONDITIONS.
C. COORD. FOUNDATION AND SLAB LAYOUT WITH OTHER TRADES PRIOR TO POURING SLAB.
CONCRETE:
A. CONCRETE SHALL BE HARD ROCK CONC. (5 SACK CEMENT PER CU.YD. MIN.) AND MEET THE
FOLLOWING MIN. ULTIMATE COMPRESSIVE STRENGTHS AT 28 DAYS:
MIN. STRENGTH AGGREGATE SLUMP
LOCATION 28 DAYS PSI SIZE - INCHESS INCHES TOLERANCE
SLAB ON GRADE (4000 DESIGN) 1"x #4 3-1/2" ±1/2"
FOUNDATIONS (4000 DESIGN) 1'x #4 3.1/2" ±1/2"
B. CONCRETE MIX DESIGN AND TESTING SHALL MEET WITH THESE SPECS. CEMENT SHALL BE IN
ACCORDANCE WITH ASTM C 150 TYPE II. VERIFY MIN. CONC. STRENGTH AND CEMENT TYPE.
C. REINFORCING STEEL SHALL CONFORM TO ASTM A-615. GRADE 60. STEEL SHALL BE KEPT
CLEAN AND FREE OF RUST.
D. CONCRETE CURING SHALL BE IN ACCORDANCE WITH REQUIREMENTS OF ACI.318-14 SECTION
5.11 AND STANDARD PRACTICE FOR CURING CONCRETE REPORTED BY COMMITTEE 308.
E. ANCHOR BOLTS - F1554 GR 36, USE 5/8" DIAMETER x 12" HD GALVANIZED ANCHOR BOLTS
(A.B.) AT 24" O.C. U.N.O. FOR NEW FOUNDATION CONSTRUCTION. ANCHOR BOLTS SHALL BE
TIED IN PLACE PRIOR TO PLACEMENT OF CONC. WHERE ANCHOR RODS ARE TO BE
INSTALLED INTO EXISTING CONCRETE, USE F1554 GR 36, USE 5/8' DIAMETER GALVANIZED
TREADED ANCHOR RODS WITH 12' MIN. EMBEDMENT USING HILTI HIT-HY 200 SAFESET
ADHESIVE.
SOILS
A.
B.
GEOTECHNICAL INFORMATION WAS NOT AVAILABLE FOR THE DESIGN OF THE
FOUNDATIONS. A SOILS TESTING LABORATORY SHALL BE RETAINED BY THE OWNER
TO PROVIDE CONSTRUCTION REVIEW TO TEST EXISTING SOIL, CONDITIONS AND
ENSURE CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS DURING THE
EXCAVATIONS. BACKFILL, AND FOUNDATION PHASES OF THE PROJECT. CONTACT
DESIGN ENGINEER IMMEDIATELY IF SOILS ENCOUNTERED DO NOT MEET ASSUMED
DESIGN SPECIFICATIONS.
FOUNDATIONS HAVE BEEN DESIGNED FOR AN ASSUMED SOIL BEARING PRESSURE
OF 2000 PSF BELOW ALL FOOTINGS. ON -SITE GEOTECHNICAL ENGINEER SHALL
VERIFY THAT ALL BEARING SURFACES BELOW FOOTINGS MEET OR EXCEED
ASSUMED SOIL BEARING CAPACITY. ALL FOUNDATIONS SHALL BEAR ON FIRM,
UNDISTURBED. NATIVE SOILS OR ENGINEERED FILL AT OR EXCEEDING DEPTHS
SHOWN ON THE DRAWINGS. INCREASE DEPTH AS REOD BY ON SITE
GEOTECHNICAL ENGINEER, ALL FOOTING EXCAVATIONS SHALL BE AS NEAT AS
PRACTICAL. OVER -EXCAVATIONS IN DEPTH SHALL BE FILLED WITH CONC., AND IN
WIDTH MAY BE f LLED WITH LEAN CONC. OR COMPACTED. APPROVED BACKFILL.
ALL LOOSE SOILS SHALL BE REMOVED FROM EXCAVATIONS PRIOR TO PLACEMENT
OF REINF. OR CONCRETE ALL SOILS WORK SHALL BE DONE IN ACCORDANCE WITH
THE SPECS.
FOUNDATION NOTES
E
DESIGN CRITERIA:
2015 INTERNATIONAL BUILDING CODE
WITH STATE OF WASHINGTON AMENDMENTS
ROOF SNOW LOADS:
GROUND SNOW LOAD (Pg):
EXPOSURE FACTOR (Ce):
IMPORTANCE FACTOR 0):
FLAT -ROOF SNOW LOAD (PI):
THERMAL FACTOR (CO):
ROOF LOADS:
LIVE LOAD:
DEAD LOAD:
WIND LOADS:
3 SECOND GUST:
RISK CATEGORY:
EXPOSURE:
INTERNAL PRESSURE COEFF.:
25 PSF
1.0
1.0
20 PSF+DRIFT
1.0
20 PSF
20 PSF
110 MPH (ULT)
II
B
±0.18
SEISMIC LOADS:
SEISMIC RISK CATEGORY: II
SESMIC IMPORTANCE FACTOR: 1.0
SITE CLASS: D (ASSUMED)
MAPPED SPECTRAL RESPONSE ACCEL:
Ss: 1.4419
St : 0 5364
SPECTRAL RESPONSE COEFF.:
EF
SHORT PERIODS (SDS): 0.961
1 SEC. PERIODS (SDI) 0.536
SEISMIC DESIGN CATEGORY: D
FRAMING SYSTEMS:
BASIC STRUCTURAL SYSTEM:
LOAD BEARING WALL SYSTEM
SEISMIC -RESTRICTING SYSTEM:
WOOD SHEAR WALLS
RESPONSE MOD. FACTOR (R): 6.5
DEFL. MOD. FACTOR (Cd): 4.0
DESIGN BASE SHEAR (V): 0.1479•W
ANALYSIS BY EQUIVALENT LATERAL FORCE
PROCEDURE
DESIGN CRITERIA
D
SCOPE NOTES (RI)
EXISTING SLAB. REFER TO ARCH'L PLANS AND MECHANICAL PLANS FOR
LOCATION OF SLAB TRENCHING. SEE SLAB TRENCH REPAIR DETAIL,
7/S4.0.
EXISTING WALL FOOTING. CONTRACTOR TO FIELD VERIFY
3 R EXTERIOR FACE OF EXISTING 2x6 STUD BEARING WALL. CONTRACTOR
TO FIE
LD VERIFY.
4 EXISTING PARTITION WALLS TO REMAIN.
CUSTOMER TOUCH POINT (CT)
EXTERIOR FACE OF CURB FOR COOLER/FREEZER UNIT.
INSULATED FREEZER/COOLER SLAB CONSTRUCTED WITH 4" THICK
CONCRETE SLAB ON 4' RIGID INSULATION & 10 MIL VAPOR RETARDER
ON 4' THICK CONCRETE SLAB -ON -GRADE. REINFORCED TOP AND
BOTTOM SLAB WI 6x6 W2.1xW2.1 W.W.F.
CENTERED
SL
AB. BOTTO
M
SLAB -ON -GRADE SHALL BE OVER IONIC VAPOR RETARDER ON 5'
WELL -GRADE AGGREGATE BASE. REFER TO DETAIL 1 AND 2 ON SHEET
S4.0 FOR ADDITIONAL INFORMATION.
CM) SIMPSON HDU5S0S2.5 HOLDOWN WITH 5/80 HILTI HIT-Z ROD.
POST -INSTALL ANCHOR USING I HIT HY-200 ADHESIVE ANCHORING
SYSTEM (5r HILT
EMBED INTO EXISTING WALL FOOTING).
SLAB JOINT - 2 EQUAL SPACES. SEE 5/34.0.
EXTENT OF NEW FREEZER/COOLER. CONTRACTOR TO COORDINATE
DIMENSIONS OF COOLER WITH MANUFACTURE PRIOR TO ORDERING
AND/OR FABRICATION OF MATERIALS. SEE ARCHITECTURAL PLANS FOR
ADDITIONAL INFORMATION.
�g C� BOTTOM OF NEW FOOTING TO MATCH BOTTOM OF EXISTING WALL
FOOTING. DOWEL NEW INTO EXISTING W/ 1'-6" LONG DOWELS. SIZE AND
QUANTITY MATCHING NEW FOOTING REINFORCING. USE HILTI HIT-HY
200 SAFESET ADHESIVE WITH 8" EMBEDMENT.
�I (2)-#4X7-0" LG CENTERED IN SLAB AT ALL RE-ENTRANT CORNERS. SEE
DETAIL 6/S4.0.
8 C PARTITION WALLS. SEE ARCH'L PLANS FOR ADDITIONAL INFORMATION.
SEE SHEETAI.0.
INFILL WALL. MATCH EXISTING CONSTRUCTION.
A
KEY NOTES
B
GPD GROUP
Professional Corporation
520 South Main Street, Suite 2531
Akron, CH 44311
330.572.2100 Fax: 330.572.2102
ADDENDUM #2 12.01.17
A
A
A
A
A
A
A
A
CONTRACT DATE: 05.10.17
BUILDING TYPE: M70H-EXP
PLAN VERSION: MAY 2017
SITE NUMBER:
STORE NUMBER: 2017088.36
TACO BELL
16350 W. VALLEY HIGHWAY
TUKWILA. WA 98188
BELL
M7OH
EXPLORER
REV1:. r4R
CODE Ct. .. , ,IJCE
i?s=....
City r=
BULL C:: -': - .:• ...
RRE:. .LIVED
CITY OF TL. KW LP
JAN 1 5 2019
PERMIT CENTER