HomeMy WebLinkAboutPROJECT INFORMATIONSCANNED
BY
St Lucie County
STATE OF FLORIDA
DEPARTMENT OF BUSINESS & PROFESSIONAL REGULATION
"License efficiently. Regulate fairly."
RICK SCOTT
Govemor
September 25, 2013
Theresa Reagan
CelIXIon, LLC - LA
5031 Hazel Jones Road
Bossier City, LA 71111
RE: Manufacturer Certification, ID MFT-155; Expiration Date: September 23, 2016
Dear Theresa Reagan
It Is my pleasure to inform you that CellXion, LLC - LA, located at 5031 Hazel Jones Road, Bossier
City, LA 71111, has been approved under the Manufactured Buildings Program, as provided for
under Chapter 553, Part 1, Florida Statutes, to manufacture Manufactured Buildings for Installation
In Florida.
Construction or modification on a manufactured building cannot begin until the Third Party Agency
has approved the plans In accordance with the current Florida Building Code. Your Third Party
Agency Is a contractor for the Department and has statutory authority and responsibilities that
must be met to maintain approved status. You may expect and demand quality plans review and
Inspections.
Each Code change will make your plans obsolete until they have been reviewed, approved and
Indicated [on the cover page of the plans] for compliance with the Code by your Third Party Agency
for plans review. Please ensure that your plans are In compliance and are properly posted on our
webslte. All site -related Installation Issues am subject to the local authority having jurisdiction.
The Department's contractor will make unannounced monitoring visits at least once each year. You
must grant complete access to your manufacturing facility and records to remain In compliance with
the rules and regulations of this program.
Your certification Is approved for three years from this date. You will receive a renewal notice by
Email generated by the BCIS (�.floriclabulding.org for online renewal. If you have questions
you may contact me or Leola Baldwin at 850-921-0956 or our FAX at 850-414-8436.
Please visit our welosite at www.florldabuildino.orn to see valuable Information on the Florida
Manufactured Buildings Program. A copy of this letter must accompany applications for local
building permits.
Sincerely,
a-"-C-IL0
Robert Lorenzo
Manufactured Buildings Program
cc; PFS Corporation (WI)
2555 SHUMARD OAK BOULEVARD + TALLAHASSEE. FL 32399-2100
85D-488-8466 (p) * 850-921-0781 (f) # We IS s 1 t e: www.dca.sfateAus
4 GOMSUROWPLANNING 8S�EI42356 (P) 85�841309(1) 0
HOUSING AND COMMUNIW DEVIELOPMEWr 850-188-7SSS(p) 8SG-9U4S23(Q 4
PFS Corporation
AnEmploy.e-Owned Company
Headquarters
1507 Matt Pass
Cottage Grove, Wl 53527
Phone: 608.839.1013
Fax: 608.839.1014
Website
~.plecorporation.com
June 12,2013
Ms. Ila Jones
State of Florida
Dept. of Community Affairs
2555 Shumard Oak Boulevard
Tallahassee, FL 32399-2100
Assurance you can build oe.
Jame,s A. Rothman, PE
RE: Cell)dorl, LLC
President
Bossier City, LA
jrothman@pfsoorporation.00m
Model: K �6k55-
Dear Ms. Jones:
Regional Office,s
Northeast
Enclosed please find one set of documents for the above -noted model.
Bloomsburg, PA
570.784.8396
PFS Corporation hereby certifies that it has examined the building plans and other documents
Southeentral
submitted by the manufacturer for certification and found them to be in compliance with the
Piano, TX
972 424,2740
following codes and standards:
Western
Los Angeles, CA
2010 Florida Building Code Buildingwith 2012 FBC Supplement
310.559.7287
2010 Florida Building Code Residential with 2012 FBC Supplement
Midwest
20 10 Florida Building Code Mechanical
Cottage Grove, Wl
ro8.839.1013
2010 FloridaBuilding Code Plumbing with 2012 FBC Supplement
Southeast
20 10 Florida Building Code Fuel Gas
Wake Forest, NC
2010 Florida Building Code Energy Conservation wiffi2012 FBC Supplement
919.217.7002
20 10 Florida Fire Prevention Code
2012 Florida Building Code Accessibility Code with 2012 FBC Supplement
2008 National Electrical Code
61G20-3.006 for Florida Product Approval
If you have any questions concerning this submission, please feel free to contact this office at
any time.
Approved By.:
14a 4-44.1�
ACCREDIUD
Mark Severson.
Plan Reviewer — SNV0000020
Enclosures: As Stated
cc: Theresa Reagan
File
Date Received at PFS:
IBCTimismittal No: (by PFS):—
Project No. (by PFS):
ADDITIONAL OR MODJFIED ACCEPTANCE fMQDTJLARS/PANELIZED)
This form is to be used only when the manufacturer is seeking acceptance of an additional model, modified model or model name change which was a previously accepted
building system
Current
Uelixion, i
Plant(s) at which model will be pro(
Check One: v/ NEWMODEL
RevisedMadel-
TECHNICAL DATA
Conforms
YloorPlzn Showing'.
Yea
No
NA
V
Braced Wall Method or Shearwalls
11
Y
Building Size (LxW Dimensions)
Y
Room Sizes, Light & Ventilation Schedule
V(
ExitRequireinents
Electrical outlet Spacing & Smoke Detector
V(
Location of Labels & Data Plates
Y,
Use GToup, Type Const, Total Sq-Ft Aima
Y
Plumbing System Design or Reference No.
Beat Loss Calculations or Ref:reace No. (
HVAC/Funiace Size(Madel No. ( HVAC WPU 3 5T SICK Ma= RH 100-1. ECON
Thermal performance Calculations or Reference No. Attached
V
Electrical Load Calculations or Reference No. Attached
Service Size and Location
Applicable Building codes 2010 Flodda Building Code w/2012 Amendmends
Submit madel to the followingiis,* Florida
-Description of ModificatiD
Requested by, Victor Hassell Date: 6/3/13
Idesigner)
S
StaffP Ian Revi c.— IBC Certification Date: 6112113
-11
rForPPSUse
Stiucatual Calculation(s) Reviewed Byr� Pa #: Date:
Remarks:
—(I) copy sent to I 'BC within 15 days of approval,
V13RBAL APPROVAL GIVEN By Whom. To Whom Date:
MODEL WAS DEVIATED, Revision Nutiber:
THISFORM SHALL BEFILLED OUT COMPLETHLY WITHEACH MODEL ACCEPTANCE OR MODIFICATION PRIUR LU �UJJMI 1� lu rPb.
Rev 05/13108 m1b
. . . . . . . . . .
APPROVED
DATE 6/12/13
PFS CORPORATION
Cot
Vtoge Grove, Wl
FLORIDA COABffit RCUL PLANS M, VIEW CHECIMM
Manufacturer: Cellxlon, LLC —Model Name/Number: SVNSDI FFS RefDrence/Project#
Reviewer: Mark Severson DatelieviLwed-1 6/3.2/13 ALpproval Date: 6/12/13
Conforms (by PFS)
I
PFS MQUM, MENTS
TPAGENAND
YES
NO
NIA
NOTES
(B)
BUMDING:
B-1.
occupancy classification
0-0
B-2.
Special occupancy requinunants
N.IA
E
5?
B-3,
Minimum IYPO Of construction
(FR q
ME, RESISTANT CONSTRUCTION.
-
FRC-1.
Fire resistant separations
Cales Sec 1
C
E;
FRC-2.
Fire resistant protec; a fbr type of construabon.
Calcs See 1.3.2
td
L
E
FRC-3.
protection of opuninEs and penetrations of rated walls
--WA-
FRC-4.
Firoblocking
��Es
FRC-5.
Draftstopping
NIA
FRC-6.
Calculated fire resistance
FM SUFMW, SSION SYSTEM:
FSS-1-
Early warning
4-0
FX
El
El
FSS-92.
_
Smoke evacuation systems schematic
—1-4-2—
FA
M
FSS-3.
Fire sprinklers
N/A
FSS4.
standpipas
NIA
FSS-5.
Pre-engineered systems
N/A
El
FSS-6-
Riser diagram
N/A
11
El
EA
LMSAFLITY-
LS-11
Occupant Wait capac tius
E
El
E
LS-2.
Egress capacities
NIA
F1
F2
LS-3.
EarlY warning sYstems
W/A
rl
LS-4,
Smoke control
NIA
E
E
9
LS-5.
Stair pressuemation
N/A
LS-6.
Svstems schematic
N/A
(OLER)
0 /FGRE, SS
OWNTS:
OLER-1.
apancy load
oLER-2.
Not occupancy load
'9
OLER-3.
Means of egress
2-0
El
cLER-4.
Mt access
2-0
IR
�R
4H
21LI.R
Exit and exit discharge
4-0
—r_
El
Stairs construction/geometry and protection
Doors;
NIA
Ej
I OLER-7.
U-1
APPRO Q
DATE 6/12/13
PFS CORPORATION
Cottage Grove, W
Con s(bYPFS)
REV.
QUMB M NTS
PLAN SHEET PAGE #AND
NOTES
OLEF-8.
Emergency ligbting
4-0
OLER-9.
Exit sizns
4-0
OLER-10
Specific occupancy requirements
0-0
OLM-11
Construction requirements
108-016
OLER-12
Horizontal exits/exit passageways
(SR)
STRUCTURAL REQUMMENTS:
SR-1.
Termite protection
NIA
SR-1
Design loads
0-0
SR-3.
Wind requirements
0-0
RE
E
SX-4.
Building envelope
S(1-0
SR-5.
Structural calculations (if required)
Cales
E:
SR-6.
Wall stems -
Si-O-SI-2
E
El
SR-7.
Floor systems
108-009
E
E
SR-8.
Roof systems
81 of 5
E:
E
SR-9.
Threshold inspection plan
NIA
F]
-
SR-10.
Stair systems
NIA
M
M-1.
Wood
NIA
M-2.
M-3.
Steel
Aluminum
SO-Q, 108-016
NIA .
H
M
M-4.
Concrete
0-0,108-016
M-5.
Plastic
N/A
M-6.
Glass
NIA
M-7. -
—Masonry
NIA
M-B. _
M-9.
Gg board and pla ter
Ins 1MR (mechanical)
JOB-035
NIA
M-10.
Roofing
S1 Of5
M-11.
Insulation
I 08-D35
TAR-)
ACCESSIBUITY REQUUMIENTS:
AR-1.
Aucassible route
NfA
AR-2.
AIL-3.
AR-4. -
Vertical accessibili
Toilet and bat1iing faciliflos
Drinicing fountains
NIA
NIA
NIA
E El
H
F
AR-5. -
AR-6. -
AR-7.
Equipment
Special occupancy reguirements
Fair Housing reEirements
4-0
NIA
NIA
F-
EA
ag)
EWE, RIOR REQUIREAWNTS:
N..
IR-1.
interior finishes (flame spread/smoke develop)
108-035
12
E E
IR-2.
Light
Ventilation
3-0
4-0
R
E
IR 41E
Sardtatian
NIA
ET:
I V�- APPROVED
DATE 6/12/13
PFS CORPORATION
Cottage Grove, W1 I
confanns PFS)
RFF.
QUMEMENTS
PLAN SEMET PAGE #AND
NOTES
YES
NO
NIA
(SS)
spwuL SYSTEM:-
SS-1.
Elevators
N/A
SS-2.
Escalators
NIA
SS-3.
Lifts
NIA
(R)
ELECTRICAL:
E- 1.
Wiring services
5-0,5-1
E-2.
Feeders and branch circuits
5-0,5-1
E-3.
overcLurentproteefion
--v4A-
11
FIL
E-4,
Grounding
6-0
E-5.
Wiring methods and materials
0-1,0-2
E!
E-6.
GFUS
3-0
E-7,
Equipment
3-0
E
E-8.
Special occupancies
NIA
E-9.
Emergency systems
N/A
F110.
Communication systems
N/A
F�11.
Low -voltage
0-0
E-12.
Load calculations
0-0
(p)
PLUMBING1
P-1.
Minimum plumbing facilities
NIA
El
El
E
P-2.
quirements:
NIA
H
F--
P-3.
�' �turo
ater s ply piping
NIA
EHF-
L
P-4.
Sanitary drainage_
NIA
F:
P-5.
Water heaters
N/A
r
El
F.
P-6.
P-7.
Vents
Roof drainage
NIA
NIA
r
r
E3
El -H
P-8.
Back flow prevention
NIA
El
EMI
I
P-9.
Irrigation
NIA
El
El
1:
P-10. -
Location water supply line
NIA
E
P-11. -
Grease traps
N/A
E
P-12.
Environmental requirements
NIA---
F.-
P-13.
Plumbing riser
NIA
E
E
MCELAMCAL:
M-1.
Energy calculations
NIA
M-2.
haust systems including clothes dryer exhaust
N/A
M-3.
Kitchen equipment exhaust
N/A
E]
9
M-4.
Specialty exhaust systems
NIA
M-5.
Equipment
0-1, 1-0
E
M-6.
Equipment location
1-(),2-1
El
F-
M-7,
Make-up air
M-9.
Roof mounted equipment
NIA
M-9.
Duct systems
-34
M-1 0. -
M-11.
M-12. -
M-13.
Ventilation
Combustion air
Chirrmeys
Fireolaces and vents
3-1
NIA
NIA
N/A
E
E
VV APPRO
DATE 6/12/13
PFS CORPORATXON
Cottage Grove. WI I
Conforms (by
PFS
REF.
13FS PM QUMR TAUNTS
i?LAN SHERT PAGE, #AND
NOTES
YEs
No
NIA
M-14.
Appliances
NIA
M-15,
Boileis
NIA
M-16.
Refrigeration
NIA
M-17.
Bathroom ventilation
NIA
M-18,
Laboratory
NIA
ED
F-
IN
(G)
GAS,
G-1.
Gas piDinp
NIA
E.
E
R
G-2.
Venting
N/A
F-
E
R
G-3.
Coinbustion air
NIA
E
F-
FX
G-4,
Chimneys and vents
N/A
1:
E
(33-5.
Appliances
NIA
El
El
R
0-6.
Type of gas
NIA
F-
E:
R
G-7.
Fire places
NIA
E
E:
5�
0-8:
LP tank location
NIA
F-
E
R
(3-9.
Riser diagranakluat-offs
NIA
F-
F-
rx
(M
RULF, a-72 sTATEPRODUCTAPPROVAL
9B-72,005
OM manual
9B-72.010
Definitions
submit as needed
9B-72.030
Exceptions
submit as needed
L
E
El
-�B-72 0-40
Product Evaluation & Quality Assurance for Local
Approval
QA manual approved 9-21 -1
F
9B-72.060
Optional Statewide Approval GeneralLy
submit as needed
9B-72.070
Product Evaluation & Quality Assurance for State
Approval
QA manual approved 9-21 -10
-
9B�792.080
Product Validation by Approved Validation Entity for
State Approval
submit as needed
9B-72.090
Product Approval by the Commission,
submit as needed
9B-72.100
Approval of Product Evaluation Entities, Product
Validation Entities, Testing Laboratories, Certification
Agencies, Quality Assurance Agencies and
Accreditation Bodies
submit as needed
E
E
E
9B-72-110
Criteria for Certification of Independence
submit as needed
E
E
E:
9B-72.120
List oFApproved Product Evaluation Eutities,
Validation Entities, Testing Laboratories, Certification
Agencies, Quality Assurance Agencies and
AccraditationBDdlas
submit as needed
9
E
—
911-72.130
Forms
submit as needed
FL
El
EI
9B-72.135
Revisions to ProductApprovals oratity Approvals
submit as needed
E
9B-72.160
Itzvocation or Modification of Product Approvals and
Entltv Certifications
submit as needed
1:
E
9B-72.170
913-72-180
Investipations
Equivalence of Standards
submit as needed
submit as needed
E
EA
9B -72 - 19 0
-- _LR�
eference Standards
submit as needed
E
E
FL Approval #28535
-C 1.1 1 1 /)
ion
A Division of Sabre Industries, Inc.
Model: SVNS07
1 V-6" x 25'-5 1/2"
Concrete Shelter
State
V�- APPROVED
DATE 6/12/13
PFS CORPORATION
Coffage Grove, W1
of Florida
June
NO)
CUT ON, LLC
Nl� 70301
6031 Hazel Jones Road
t !-Q. 4 ZE:
0
�O
Bossier City, Louisiana 71111
STATE OF
(318) 213-2900
ORIV!�
... X.
N
Fax: (318) 213-2864
I 1 11111
TABLE OF CONTENTS
I. STRUCTURAL CALCULATIONS: 22 pages
Prepared by John T. Irving
H. ELECTRICAL LOAD CALCULATIONS:
I page
Iff. FLORIDA PRODUCT APPROVAL I page
IV. DRAWINGS: (see drawing SBEET 0-0 for index)
1 4 PFS, APPRO
i�v
DATE 6/12/13
PFS CORPORATION
Cottage Grove, Wl I
June 30 2013
'0\X1 I //I
S. EN
Ho� 70301
MTE OF
U
STRUCTURAL CALCULATIONS:
2010 FBC; CONCRETE
1.1 REFERENCE MATERIAL FOR DESIGN CALCULATIONS
o 2010 Florida Building Code
Fi American Concrete Institute (ACI) 318-08
• Embedment Properties for Headed Studs, TRW Nelson, Design Data Catalog
• Steel Construction Manual, AISC 360-05
• ASCE7-10
1.2 DESIGN CRITERIA USED IN CALCULATIONS
o Reinforcing Steel Yield Strength = fy = 60 ksi
Ei Structural Steel is ASTM A 361A 36M-05
[3 Unconfined Compressive Strength of Concrete = fe = 5000 psi
• Weight of Concrete = 115 pcf
• Stud Yield Strength = 50 ksi
1.3 FLORIDA BUILDING CODE REQUIREMENTS
The following is a summary of the Code requirements applicable to CellXion
Last Revision Date:
28 NOV. 2011
915f� APPRO
DATE 6/12/13
PFS CORPORATION
Cottage Grove, WI
precast concrete equipment shelters.
1.3.1 Occupancy Classification
Occupancy may be Group S-2 per see 311.3, Group B per see 304.1 or Group U per see 312.1.
1.3.2 Construction Type
Type V-B per section 602.5 and Table 601.
1.3.3 Building Limitations
OCCUP2ncy S-2 or B or U
Relative to the location of the nearest structure or property line:
Walls must be rated one hour if less than 10 feet. (Table 602)
Maximum size of S-2 building (Table 503) is 13,500 SF, 2 story. (Table 503
Maximum size of B building (Table 503) is 9,000 SF, 2 story. (Table 503
Maximum size of U building (Table 503) is 5,500 SF, 1 story. (Table 503
NOTE., STANDARD SHELTERS MAY BE RATED UP TO 2-HOURS.
REF: Table 720.1(2), Item number 4-1.1, Sand -lightweight concrete 4 inches thick.
IF PROTECTED OPENINGS ARE REQUIRED:
314 HOUR RATED OPENINGS ARE REQUIRED IN ONE HOUR ASSEMBLIES.
1.5 HOUR RATED OPENINGS ARE REQUIRED IN TWO HOUR ASSEMBLIES.
Unprotected Openings Allowed Protected Openings Allowed Table 705.8
Not permitted up to 5 feet. Not permitted up to 3 feet.
10% permitted > 5 feet to 10 feet. 15% permitted > 3 feet to 5 feet.
15% permitted > 10 feet to 15 feet. 25% permitted > 5 feet to 10 feet.
25% permitted > 15 feet to 20 feet. 45% permitted > 10 feet to 15 feet.
45% permitted > 20 feet to 25 feet. 75% permitted > 15 feet to 20 feet.
70% permitted > 25 feet to 30 feet No restriction > 20 feet.
No restriction > 30 feet.
1.4 FLOOR LOADS Floor live load required (Table 1607.1) for light storage is; 125 psf
The summary loading chart in Section 2.0.1 indicates allowable loads of.
195 psf 12'wide OK 251 psf 10'wide OK
207 psf 11.5'wide OK 346 psf 8'wide OK
For some equipment, such as batteries, a concentrated load is realized (2.5 SF in size).
Section 2.3.6 shows that concentrated loads of 1604 lbs can be placed anywhere.
If the concentrated load is next to the wall, 4285 lbs can be used.
Page 1 of 22: CODE REQUIREMENTS
STRUCTURAL CALCULATIONS:
2010 FBC; CONCRETE
Last Revision Date:
28 NOV, 2011
1.5 ROOF LOADS Minimum roof live load required (2010 FBC 1607.11.2.1) is:
L, = L. R, R2 [see 1607.11.2.1, Eq 16-251
L, = 20 [see 1607.11.2.1]
R, = 1.0 (worst case for smaller shelters [see 1607.11.2.1, Eq 16-26]
F= .167 in perft slope R2= 1.0 (for F< 4) [see 1607.11.2.1, Eq 16-29]
L,= 20 psf
The summary loading chart in Section 2.0.1 indicates allowable loads of'.
120 psf 12'wide OK
107 psf 11.5'wide OK
156 psf 10'wide OK
251 psf 8'wide OK
Snow Loads
All buildings are exempt from snow loads in Florida
1.6 WIND LOADS
Sect. 1609.1.1 FBC requires ASCE 7-10, Chapter 28; Part 2: simple diaphragm low-rise buildings:
Risk Category: H [ ASCE 7-10, Section I and Tablel.5-1 I
V = 180 mph [ASCE 7-10, Section 26.5.1 and Figure 26.5-1A]
Surface Roughness Catogory: C ASCE 7-10, section 26.7.21
Exposure Category: C ASCE 7-10, section 26.7.3
Exposure C Adjustment Factor X = 1.21 [ ASCE 7-10, see 28.6.3 & Fig 28.6-1
Enclosure Classification: enclosed ASCE 7-10, section 26.2
Topographic Factor., Ke = 1.0 ASCE 7-10, see 26.8.2 ]
MWFRS; Design Wind Pressures: from ASCE 7-10, see 28.6.3 & Figure 28.6-1
p. = X Ke ps3o ASCE 7-10, see 28.6.3, Eq 28.6-1
WALLS: 62.2 psf JzoneA]
-32.3 psf [ zone B, negligible—> only 1 inch tall
46.6 psf [zone C ]
-19.1 psf I zone D, negligible—> only 1 inch tall
Zone A controls, use it for analysis
Allowable load on walls: 74.7psf (Calcs,sec2.0.1) 10 ft tall wall OK
ROOF: -74.7 psf [zone E]
-42.5 psf [ zone F
-52.0 psf [zone G
-32.9 psf [zone H
Zone E controls, use it for analysis
Allowable negative load on roof: -52.2 psf (Gales, section 2.1.4)
Plus .6 x DL = -79.7 psf 12 ft wide OK
DATE 6/12/13
PFS CORPORATION
Cottage Grove, W1
Page 2 of 22: CODE REQUIREMENTS
STRUCTURAL CALCULATIONS:
2010 FBC; CONCRETE
Last Revision Date:
28 NOV. 2011
1.6.1 Check structural connections for carrying wind loads to the foundation.
The worst case for the windward forces are when they are projected onto the long walls. Half
of the load is carried to the floor connections and half is carried to the roof connections.
The walls are assumed to be 10'-0" tall, the worst case scenario.
The connections which connect the long walls to the end walls are neglected for
the purposes of this particular analysis. Analysis with Calculations from section 3
1.6.1.1 Check connections for transfer of windward loads from wall to the floor and roof.
The connections along the top and bottom of the walls are at a standard spacing of 56 inches.
This will be the tributary width of wind load for each connection at the floor and roof. The load
for this tributary area on the windward wall is then:
P'(w)= P(windward wall) x tributary area (for 10'tall wall)
Where tributary area= (10feet/2)x4ft8in 23.33 sq. ft.
62.2 psf x 23.33 sq. ft.
P'(w)= 1,451 Ibs
This load is resisted by three main components of the connection at the floor:
5.95 kips Capacity of P/N 223100 in tension per Clacs Section 3.3.1
22.87 kips Capacity of the Floor Lifting Insert in shear per ClaGs Section 3.7
8.35 kips Capacity of the weld which connects the plates per Clacs Section 3.8
The capacity of all 3 components exceed the wind load OK
This load is resisted by three main components of the connection at the roof.
3.52 kips Capacity of P/N 223000 in Y-shear per Clacs Section 3.4.3
5.95 kips Capacity of PIN 222000 in tension per Clacs Section 3.5.1
8.35 kips Capacity of the weld which connects the plates per Clacs Section 3.8
The capacity of all 3 components exceed the wind load OK
1.6.1.2 Check connections for transfer of leeward loads from wall to the floor and roof.
The leeward wall has similar construction, but the loads are less and are outward.
P'(O= P(leeward wall) x tributary area
Where tributary area= (10feet/2)x4ft8in 23.33 sq. ft.
62.2 psf x 23.33 sq. ft.
P'(I)= 1,451 lbs (negafive indicating an outward direction)
This load is resisted by three main components of the connection at the floor:
5.95 kips Capacity of P/N 223100 in tension per Section 3.3.1
22.87 kips Capacity of Floor Lifting Insert in shear per Section 3.7
8.35 kips Capacity of the weld which connects the plates per Section 3.8
The capacity of all 3 components exceed the wind load OK
This load is resisted by three main components of the connection at the roof.
3.52 kips Capacity of P/N 223000 in Y-shear per Section 3.4.3
5.95 kips Capacity of PIN 222000 in tension per Section 3.5.1
8.35 kips Capacity of the weld which connects the plates per Section 3.8
The capacity of all 3 components exceed the wind load OK
QWF: F-10- APPROVED
DATE 6/12/13
PFS CORPORATION
Cottage Grove, WI
Page 3 of 22: CODE REQUIREMENTS
STRUCTURAL CALCULATIONS:
2010 FBC; CONCRETE
Last Revision Date:
28 NOV, 2011
1.6.1.3 Windward and leeward loading transfer to endwalls:
The loads on the top half of the shelter must be transferred to the ground through the connections
on the endwalls. There are three connertions from the roof to the endwall and three conner-
tions; from the endwall to the floor. The load on the projected area of the top half of the long
side of the shelter is resisted by these connertions and is assumed to distribute half of the
load to each endwall.
A shelter which is 40 feet long has 2 tributary area of
Area= (10.8feet/2)x(40feet/2) 108 sq. ft.
P(proj.)= 108 sq ft x 62.2 psf
= 6,717 lbs.
The roof connection consist of the same three components as were indicated in the sidewalls.
except that they are loaded in a different direction. Their capacities are shown below.
7.04 kips Capacity of P/N 223000 in X-shear per Section 3.4.2
22.87 kips Capacity of the Wall Comer Insert per Section 3.6.1
8.35 kips Capacity of the weld which connects the plates per Section 3.8
Since there are three of these connections, the total capacity is: 21.12 kips OK
1.6.1.4 Windward and Leeward loading transfer to floor:
The same loads that are transferred to the endwalls from the roof need to be transferred to the
floor panel. This is accomplished through the three connections at the base of the endwall.
The floor connections consist of the same three components as were indicated in the sidewalls,
except that they are loaded in a different direction. Their capacities are shown below.
14.54 kips Capacity of P/N 223100 in X-shear per Section 3.3.2
22.87 kips Capacity of Floor Lifting Insert in shear per Section 3.7
8.35 kips Capacity of the weld which connects the plates per Section 3.8
Since there are three of these connections, the total rapacity is: 25.05 kips OK
1.6.1.5 Find horizontal forces and overturning moments.
This is used in the tle-down anchor analysis. The shortest and longest shelters
of various widths are shown. Use 10' tall walls (worst case).
Shelter Dims (feet)
Shelter
Weight
lbs
Hor.Wiind
7
(PxA-hor)
lbs
Vert. Wind
(PxA-vert.)
lbs
Overturn
Moment
ft-lbs
Resisting
Moment
ft-lbs
OK/
NOT OK
Width
Length
I Height
8.0
12
17.716
5,374
4,778
48,129
70,865
OK
0
i.��
37,977
14,777
N25,524
13,140
132,356
151,906
OK
To—. OF
10.0
1 10.8
23,845
6,717
7,466
73,600
119,224
OK
10.0
38.0
1 10.8
69,124
28,370
279,680
345,620
OK
T2—. OF
30,653
�3 �� �3
8 .060
'�6: ';6
10,751
9
1 � N98
0 K
—T2—.O
12:
1 1 868
8�' BOB
35,8351
NUNN
I AN
A "NOT OK'indiGates the shelter requires foundation tie downs.
1 4 AFS, APPROVED
i�v
DATE 6/12/13
PFS CORPORATION
CoUage Grove. %M
Page 4 of 22: CODE REQUIREMENTS
STRUCTURAL CALCULATIONS:
2010 FBC; CONCRETE
1.6.1.6 Components and Cladding:
P net � X KztPnet3o [ ASCE 7-10, see 30.5.2, Eq 30.5-1
POS NEG [from ASCE 7-10, Figure 30.5-1 ]
ROOFZONE1: 22.7 psf -64.5 psf (100 sf effective wind area)
ROOFZONE2: 26.9 psf -.105.8 psf (20 sf effective wind area)
ROOFZONE3: 28.7 psf -178.1 psf (10 sf effective wind area)
Allowable positive load on roof. (From section 2)
120 psf 12'wide shelter
107 psf
11.5 wide shelter
156 psf
10' wide shelter
251 psf
8'wide shelter
AJlowable negative load on roof: (From section 2, neglecting DL)
-52.2 psf
12'wide shelter
-48.4 psf
11.5'wide shelter
-64.9 psf
10'wide shelter
Last Revision Date:
28 NOV. 2011
DATE 6/12/13
PFS CORPORATION
Cottage Grove, Wl
-104.1 psf 8'wIde shelter
Allowable negative load on roof. (From secfion 2, including .6 x DL)
Roof Dead Load: 45.9 psf X .6 27.52 psf
-79.7 psf 12'wide shelter OK
-75.9 psf 11.5'wide shelter OK
-92.4 psf I O'wide shelter OK
-131.6 psf 8'wide shelter OK
POS NEG [from ASCE 7-10, Figure 30.5-1 ]
WALL ZONE 4: 58.2 psf -64.1 psf (200 sf effective wind area)
WALL ZONE 5: 65.9 psf -92.3 psf (30 sf effective wind area)
Allowable load on walls: (From section 2)
75 psf 1 O'tall OK
83 psf 9.5'tall OK
92 psf 9'ta[l OK
117 psf 8'tall OK
The larger load at the comers does not produce a significant bending stress,
and the shear strength of the roof panel will be more than adequate to resist this uplift load.
In addition, extra connections between, the roof and endwalls anchor the roof at these end zones.
1.7 SEISMIC LOADS Florida buildings are exempt from seismic requirements.
1.8 Check overall Tie Down capacity from wind loads.
Group S occupancies must
add minimum of 25%
of floor loads.
Building size:
12x4O
11.5x4O
1 OX38
8x22
Floor load is:
194.8
205.6
251.5
346.2 psf
25% of floor load is:
49
52
63
87 psf
Floor area is:
480
460
380
176 sf
Additional weight:
23.370
23.764
23,889
15,233 lbs
Shelter Weight:
81,383
78,608
69,124
37,977 lbs
Total Weight:
104,753
102,372
93,013
53,210 lbs
Horizontal wind load:
26,868
26,868
25,524
14,777 lbs
Tiedown Capacity [sec.
6,060
6,060
13,060
6,060 lbs
Number of tiedowns
8
8
8
4
Total Tiedown Capacit�
48,480
48,480
48,480
24,240 OK
All Shelters 24� and over
are supplied with 8 fie -down anchors.
All Shelters under 24� are supplied
with 4 tie -down anchors.
Page 5 of 22: CODE REQUIREMENTS
STRUCTURAL CALCULATIONS; 2010 FBC; CONCRETE
2.0 DESIGN CRITERIA
NOTE: These calculations representthe panels of a 12 ftwide x 40 ft long x 40 It tall shelter.
Smaller buildings are built with the same rebar size and spacing*, so the panel
strengths will be better than those shown here due to the decreased spans.
STRUCTURAL PROPERTY UNITS LABEL
Concrete Compressive Strength 5000 psi f� (sand -lightweight)
Reinforcing bar Yield Stress
60000 psi
MREBAR]
Concrete Density
115 pcf
DENSITY
Maximum Building Width
12 feet
BLDGW
Maximum Building Length
40 feet
BLDGL
Maydmum Wall Panel Height
10 feet
WALLH
Max. Est. weight of Shelter
81.383 LBS.
BLDGWT
Concrete volume req'd.
24.5o YDS.
CONCYIDS
Roof thickness at peak
5.5 inches
H[ROOF]
Roof thickness at edge
4 inches
Reber size used in roof 9
4 REBAR
REBARROOF
8 to 11-6 rebar spacing: roof
12 inches
ROOFSPACING
12-wide rebar spacing: roof
10 inches
ROOFSPACING12
Longitudinal rebar spacling-roof.,
18 inches
Steel mesh used in wall:
W4 Wire
REBARWALL
Add vert steel used in wall #
4 REBAR
REBARWALL2
Steel spacing in wall (12"max.)
4 inches
WALLSPACING
Add Vert Reber spacing in wall
36 inches
WALLSPACING2
Wall panel thickness
4 inches
WALLTHICKNESS
Reber size used in floor #
6 RE13AR
REBARFLR
Numberof rebar perfloor rib
2 each
REBARFLRQTY
Spacing of ribs in floor
28 inches
FLOORSPACING
Floor thickness
5.75 inches
H[FLOOR]
Floor deck thickness
2.75 inches
H[DECKJ
Floor rib width
6 inches
B[RIBj
Last Revision Date:
29 NOV. 2011
I QF�k APPROVEDI
DATE 6/12/13
PFS CORPORATION
Gottage Grove. VVI
Floor deck steel size
W4 Wire
Floor deck steel spacing
4
inches
Area per roof rebar
0.200
sq. in.
A[REBARROOF]
Diameter of roof rebar
0.600
inches
DIAIREBARROOF]
Area per wall wire
0.040
sq. in.
AIREBARWALL]
Area per extra vert wall rebar
0.200
sq. in.
AIREBARWALL2]
Diameter of wall rebarlwire
0.225
inches
DIA[REBARWALL]
Area of floor rebar
0.880
sq. in.
A[REBARFLR]
Diameter of floor rebar
0.750
inches
DIA[REBARFLR]
Area of deck rebar/wIre
0.040
sq. in.
A[REBARDECK]
Diameter of deck rebarlwire
0.226
"inches
DIA[REBARDECK]
Area of deck steel per foot
0.120
sq.in./fl.
AIDECKSTEELI
Minimum req'd deck steellfoot
0.059
sq.in./fL
A(DECKSTEEL-MIN]
2.0.1 STRUCTURAL LOADING SUMMARY FOR PANELS, AS DESIGNED,
PANEL ALLOWABLE LOAD
TYPE
8',Wtde 1 O'wide
11.5 widi 12 wide
roof 1 251 1 1661
107
IgEo
psf LIVE
ipsf
floor 1 3461 254
1 207
1
LIVE
8'tall 9'tall
95tall
10'tall
wall 116.7 1 92.21
82.8
1 74.7
Ipsf WIND
Page 6 of 22: ROOF, WALLS AND FLOOR
STRUCTURAL CALCULATIONS; 2010 FBC; CONCRETE
2.0.2 CHECK STEEL RATIOS (ACI 318�08, sec. 21.9.2.3) Pt P�
B, 0.80 ROOF: 0.0040 0.0027 OK
Pb P.0 Pmin FLOOR: 0.0068 OK
0.0335 0.0252 0.0033 WALL: 0.0050 .0.0050 OK
Minreqd.perAC1318-08,sec2l.9.2.1 0.0025
2.0.3 CHECK DEVELOPMENT LENGTH (ACI 318-08, sec. 21.7.5.1
Wall Roof Floor
Largest ot. 10 db 2.3 in 5.0 in 7.5 in
7.5 in 7.5 in 7.5 In
fdh= 1.25 fy db/ (65 xf.'r') 3.7 in 8.2 in 12.2 in
All rebar development lengths are 18 in OK
2.1 ROOF PANEL CALCULATIONS
Temperature steel required: Ats
Panels are 4 in thick, minimum.
Maximum thickness of roof panel is 5.5 inches at center peak.
Ats= Aconc x 0.0018
5.5 in. x 12 in. x 0.0018
0.1188 sq. in. per foot of Width of roof panel.
#4 rebar at 18 in longitudinal: Ats(actual)= 0. 1333 sq. In.
2.1.1 Determine shear strength: Vu[ROOFj
b[ROOF] = 12.0 inches
d[ROOFSHEAR]= 31n. - DIA[REBARROOF]/2
2.76 inches
OK
Last Revision Date:
29 NOV. 2011
Q51�� APPROVED
DATE 6/12/13
PFS CORPORATION
Cottage Grove, WI
VulROOF]= .85 x .85 x 2 x (fo4.5 x bjROOF] x d[ROOFSHEAR]
3372 lbs.
2.1.2 Determine allowable live load due to shear: w[ROOFSHEARLL]
ROOFSPANSHEAR= bldgw - ((d[ROOFSHEAR + 4) x 2 /12)
= 10.88 feet 12'wide shelter
= 10.38 feet 11.5'wide shelter
8.88 feet 1 0'wide shelter
6.88 feet B'wide shelter
w[ROOFDLI= density x thickness 4.75 in avg) 46.5 psf (concrete only)
w[ROOFSHEARLL]= (VujROOFj / ROOFSPANSHEAR - 1.4 x w[ROOFDLj) / 1.7
145 psf allowable roof live load due to shear strength (12'wide)
164 psf allowable roof live load due to shear strength (11.5'Wde)
186 psf allowable roof live load due to shear strength (10'wide)
251 psf allowable roof live load due to shear strength (8'wide)
2.1.3 Determine allowable live load due to moment: w[ROOFMOMENTLL]
A[ROOFSTEEL]= AIREBARROOF] x (12 inches/ ROOFSPACING)
0.�O sq. inches per foot of roof panel (8 to 11.5 ftwides)
A[ROOFSTEEL121= A[REBARROOFJ x (10 inches I ROOFSPACING)
0.24 sq. inches per foot of roof panel (12 ft wides)
d(ROOFMOMENT]=(HIROOFI)-(I+DIA[REBARROOF]/2)
4.25 inches
alROOF]= (A[ROOFSTEEL] x fy[REBAR]) / (.86 x to x bjROOFj)
= 0.236 inches (for 8 to 11.5 wide shelters)
a[ROOF12]= (A[ROOFSTEEL12] x MREBAR]) / (.85 x fc x bjROOFj)
= 0.282 inches (for 12 foot wide shelters)
MujROOFj= (.9/12) x AIROOFSTEEL] x fy[REBAR] x (d[ROOFMOMENT] - a[ROOF] 12)
3719 it-lbs
Page 7 of 22: ROOF, WALLS AND FLOOR
STRUCTURAL CALCULATIONS; 2010 FBC; CONCRETE
2.1.4
Last Revision Date:
29 NOV, 2011
MuIROOF12]= (.9/12)xA[ROOFSTEEL12]xfy[REBAR]x(d[ROOFMOMENTI-a[ROOF121/2)
4438 ft-lbs
l[ROOFSPANI= BLDGW-.5 = 11.50 feet 12'wide shelter
= 11.00 feet 11.5'wide shelter
9.50 feet 1 0'wde shelter
7.50 feet 8'wide shelter
wjROOFMOMENTLQ= [ (8 x Mu[ROOF] / l[ROOFSPAN]h2) - (1.4 x w[ROOFDL]) I / 1.7
120 psf allowable roof live load due to bending strength. (12� wide)
107 psf allowable roof live load due to bending strength. (11.5'wide)
166 psf allowable roof live load due to bending strength. (10' wide)
274 psf allowable roof live load due to bending strength. (B'wide)
Determine allowable negative live load due to moment w[ROOFNEGMOMENTLLI
d[RFNEGMOMENT]= 1 +DIAIREBARROOF] / 2
1.25 inches
a[RFNEG]= (A[ROOFSTEEL] x fyIREBAR]) 1(.85 x fc x b[ROOFI)
= 0.235 inches
a[RFNEG12]= (A[ROOFSTEEL121 x fy[REBAR])1(.B5 x fc x b[ROOFI)
0.282 inches
Mu[RFNEG]= (.9/12) x A[ROOFSTEELI x MREBAR] x (d[RFNEGMOMENII - ajRFNEG] 12)
1244 ft-lbs
Mu[RFNEG12]= (.9112)xA[ROOFSTEEL12]xfy[REBAR]x(d[RFNEGMOMENT]-a[RFNEG12112)
1468 ft-lbs
I[ROOFSPANJ= BUDGW-.5 = 11.50 feet 12'wide shelter
= 11.00 feet 11.5'wide shelter
9.50 feet 10'wide shelter
7.50 feet 8'wide shelter
w[ROOFNEGMOMLLI= [ (8 x MujROOF]) / (I[ROOFSPAN]A2) ] /1.7
Allowable negative roof live load due to bending strength (neglecting dead load)
I
-52.2
psf
12 wide shelter
-48.4
psf
I 1.6'wide shelter
-64.9
psf
10'wide shelter
-104.1
psf
B'wide shelter
CHECK SHEAR ALLOWED PARALLEL TO PLANE OF ROOF
CHECK SHEAR ALLOWED FOR ONE CURTAIN OF REINFORCEMENT
Use 4 inch panel, 4 foot length, for minimum Acv. (ACI 318-08, 21.9.2.2)
2 Ac, x X x f.'� = 23080 ibs [CONTROLS]
APPROVED
DATE 6/12/13
PFS CORPORATION
Cottage Grove, W1
2.1.5.2 NOMINAL SHEAR FOR ROOF SECTION per ACI 318-08, see. 21.9.4.1, eq. 21-7
Use 4 inch panel, 4 foot length, for minimum Acv.
V�=A,v(a,xX xf."+r,xf,)
Acv = 192 in' X =
czc = 2.0 (forhw/1,>2)
pt� A,/Arv=
0.85 (per ACI 31 B-08 sec. B.G. 1)
0.0040
69625lbs [DOES NOT CONTROL]
2.1.5.3 NOMINAL SHEAR FOR ROOF DIAPHRAGM (perAC13IM8,sec2l.11.9.1,eq.21-10)
Use 4 inch panel, 4 foot length, for minimum Acv.
V� Acv ( 2 x X x + p, x fy)
69625lbs [DOES NOT CONTROL]
Page 8 of 22: ROOF, WALLS AND FLOOR
STRUCTURAL CALCULATIONS; 2010 FBC; CONCRETE
2.2 WALL PANEL CALCULATIONS
Last Revision Date:
29 NOV, 2011
Temperature steel required: Ats
Panel thickness is: 4 inches
Ats= Aconc x 0.0018
4 in. x 12 in. x 0.0018
0.0864 sq. in. per foot of width of wall panel.
(ACI 318-OB, sec. 14.3.5; 18" MAX)
use 4x4-W4xW4 mesh: Ats(actual)= 0.1200 sq. in. per foot OK
2.2.1 Determine allowable loads perpendicular to plane of wall
2.2.1.1 Determine shear strength perpendicular to plane of wall: (Vu)
b[WALL] = 12 inches
d[WALL] = 2 inches (Distance from outside face of panel to center of rebar)
Vu[WALL]= .85 x .86 x 2 X (fC)A.5 x b[WALL] x d[WALL]
2452 lbs.
2.2.1.2 Determine allowable live load due to shear: w[WALLSHEARLL]
WALLSPANSHEAR= WALLH - (d[WALL] x 2 112)
9.67 feet 10'tall wall
9.17 feet 9.5tall wall
8.67 feet 9' tall wall
7.67 feet 8'tali wall
w[WALLDLj= 38.33 psf (does not add to horizontal force)
NOTE: WALL DEAD LOAD DOES NOTACT PERPENDICULAR TO PLANE OF PANEL.
w[WALLSHEARLL]= Vu[WALL] / (WALLSPANSHEAR] x 1.7)
Allowable wall load due to shear strength
149 psf 10'tall wall
157 psf 9.5'tallwall
166 psf 9'tall wall
188 psf B'tall wall
2.2.1.3 Determine allowable live load due to WINDWARD moment: w(WALLMOMENTLL)
A[WALLSTEEL]= AIREBARWALL]x(12"ANALLSPACING)+A[REBARWALL2]xlZ'NVALLSPACING2
0.19 sq. inches per foot of wall panel
ajWALLj= (APMALLSTEELI x fy[REBAR] (.85 x fc x bjWALLj
= 0.220 inches
Mu[WALL]= (.9/12) x A[WALLSTEEQ x fy[REBAR] x (d[WALL] - a[WALL] / 2
1588 ft-lbs
w[WALLMOMENTLL]= 1(8x MuDNALLI / I[WALLI-1142) - (1.4 xw[WALLDLj) j / 1.7
Allowable wall live load due to bending strength.
74.7 psf 10'tall wall
82 8 sf 9 5'tall wall
92.2 psf 9: tl:�� ww:��
116.7 psf 8
APPRO
DATE 6/12/13
PFS CORPORATION
Cottage Grove, WI I
Page 9 of 22: ROOF, WALLS AND FLOOR
STRUCTURAL CALCULATIONS; 2010 FBC: CONCRETE
2.2.1.4 Determine allowable live load due to LEEWARD moment: w(WALLMOMENTLL)
d[LEEWALL] = 2 inches (Distance from intside face of panel to center of rebar)
a[LEEWALL]= (A[VVALLSTEEL] x fyjREEiAR])1(.85 x fc x b[WALLI)
= 0.220 inches
MujLEEAALL]= (.9/12)xA[WALLSTEEL] xfy[REBARjx(d[VVALLj - aWALL]/2)
1538 ft-lbs
w[LEEVVALLMOMENTLL]= [(BxMu[WALL]IIIVVALLHIA2)-(1.4xw[WALLDL])] /1.7
Allowable wall live load due to bending strength.
74.7 psf 10'tallwall
82.8 psf 9.5'tallwall
92.2 psf 9'tall wall
116.7 psf 8'tall wall
2.2.2 CHECK SHEAR ALLOWED PARALLEL TO PLANE OF WALL
2.2.2.1 CHECK SHEAR ALLOWED FOR ONE CURTAIN OF REINFORCEMENT
Use 4 inch panel, 4 foot length, for minimum Av. (ACI 318-013. 21.9.2.2)
2 Acv x X x fc'� = 23080 lbs [CONTROLS]
2.2.2.2 NOMINAL SHEAR FOR WALL SECTION per ACI 318-08, see. 21.9.4.1, eq. 21-7)
Use 4 inch panel, 4 foot length, for minimum Acv.
Vn Acv ( a. x X x f.'� + pt x fy) kv= 192 inz
oc� = 2.0 (for h. / 1. > 2 ) ?, = 0.85 (per ACI sec. 8.6. 1)
Pt= A./Acv= 0.0050
80680lbs [DOES NOT CONTROL]
2.2.2.3 NOMINAL SHEAR FOR WALL DIAPHRAGM (per ACI 318-08, see. 21.11.9.1, eq. 21-10)
Use 4 inch panel, 4 foot length, for minimum Acv.
V, Av (2 x.N x f.'� + pt x fy )
80680 lbs [DOES NOT CONTROL]
2.3 FLOOR PANEL CALCULATIONS
2.3.1 Determine temperature steel required for the deck:
Deck temperature steel required is:
ATS[DECK]= HPECK] X 12 in. X.001 8
2 75 in x 12 in x 00018
Last Revision Date:
29 NOV, 2011
VFS, APPRO
DATE 6/12/13
PFS CORPORATION
Cottage Grove. WI
0.0594 sq. in. per foot of width of floor panel.
AIDECKSTEELI= 0.1200 sq. in per foot of panel. OK
2.3.2 Determine floor deck strength:
DECKSPAN= FLOORSPACING - BIRIB]
22.0 inches
d[DECK]= HIDECKI -1 (Assumes mesh is V clear from bottom of deck)
1.8 inches
aIDECK]= (AIDECKSTEELI x FY[REBAR]) / (.85 x to x 12 in.
= 0.1412 inches
Mu[DECK]= 0.9/12xA[DECKSTEEL]xfy[REBAR]x(d[DECK]-(a[DECK]12))
907 fl-lbs
w[DECKTOTALMOM]= (MuIDECK] x 8) / (DECKSPAN x 12 in. per ft.)A 2
2159 psf
Page 10 of 22: ROOF, WALLS AND FLOOR
STRUCTURAL CALCULATIONS; 2010 FBC; CONCRETE
2.3.3
2.3.4
w[DECKDLI= (HIDECKI 112 in. park x 1 fLA2 x DENSITY)
26.4 psf
w[DECKLLMOM]= (w[DECKTOTAL - 1.4 x w[DECKDL]) / 1.7
1248 psf
VufDECK]= .85 x.85 x 2 x (fe.5) x d[DECK] x 12 in.
2146 lbs.
w[DECKTOTSHEAR]= 2 x (Vu[DECKI / L
2341 psf
w[DECKLLSHEAR]= (w[DECKTOTSHEARI- 1.4xw[DECKDLI)/ 1.7
1365 psf
Allowable live load for the floor deck is: 1248 psf (FLOOR DECK MOMENT CONTROLS)
Determine floor rib strength:
Effective width of flange: AC1318-08,sec.8.12,2 flange width
Last Revision Date:
29 NOV, 2011
114 span: 34.5 inches
Effective width of overhang: ACI 318-08, sec. 8.12.2 (a) & (b)
(a) 8 times H[DECKJ 22 inches 50.0 inches
OR (b) 112 clear dist. 11.0 inches 28.0 inches <controls>
bf-- 28.0 inches
d[FLOORI= H[FLOORI-(.75"+ DIAIREBARFLRI/2)
4.625 inches
a[FLOORI= (A[REBARFLR]xfy[REBARI)/(.85xfcxbf)
= 0.444 inches
Mu[FLOORI= (.9/12)xA[REBARFLR]xfy[REBAR]x(d[FLOORI-a[FLOORI/2)
= 17436 ft-lbs
FLOORSPANMOM= BLDGW-.6ft. = 11.6 feet 12'wide shelter
= 11.0 feet 1.5'wide shelter
9.5 feet 1 0'wIde shelter
7.6 feet 8'wide shelter
w[FLOORMOMTO-Q= 8 x MuJFLOOR] (FLOORSPANMOM)A2
1055 pff 12'wide shelter
1153 plf 11.5'wide shelter
1546 plf I O'wide shelter
2480 plf 8'wide shelter
w[FLOORDL]"- ((HPECK] x bf 1144) + b[RIBj x (H[FLOOR] - H[DECK]) 144) x 1 fix DENSITY
75.9 pff (PER RIB) 32.5 Pat
wiFLOORMOMLL]= W[FLOORMOMTOT] - (1.4 x w[FLOORDL]) (1.7 x bib)
239 psf 17 wide shelter
264 psf 11.5'wide shelter
363 psf 1 O'wide shelter
598 psf 8' wide shelter Allowable floor bending strength.
Determine rib shear strength: VuJFLOOR]
bIRIB] = 6.00 inches
AFRIBSHEAR1= (HIFLOORI - ( 75" + DIA[REBARFLR]/2)) x BIRIB]
27.75 sq. in.
I Q S, APPROVED
WF��
DATE 6/12/13
PFS CORPORATION
Cottage Grove, W1
Page I I of 22: ROOF, WALLS AND FLOOR
STRUCTURAL CALCULATIONS; 2010 FBC; CONCRETE
Last Revision Date:
29 NOV, 2011
ACI 31 B-08, see. 11.2.2.1 Eq. 11-5 ?� = 0.85
Vc[FLOOR]= ( 1.9 X X X (fcA .5 + (250OX p. xA[REBARFLR]/(b[R[Blxd[FLOOR]))x b[RIB]xd[FL00R7
5369 lbs.
But not greater than: 3.5 x X x fe.5 x b[RIB] x d[FLOOR] 5838 lbs.
USEVc[FLOOR]= 5369 lbs. 4) 0.73
(OVc[FLOORI= 3919 lbs
ACI 318-08,8.13.8 Vc[FLOORALLOV4]= 1.IxVc[FLOOR]= 4311 lbs.
2.3.5 Determine allowable live load due to shear: w[FLOORSHEARLL]
FLOORSPANSHEAR= bidgw - ((d[FLOOR + 8.5) x 2 /12)
9.81 feet 12'wide shelter
9.31 feet 11.6 wide shelter
7.81 feet 10'vAde shelter
6.81 feet 8' wide shelter
w[FLOORSHEARLLI= (VCIFLOORA LLOWI 1(.5XFL00RSPANSHEAR)-1.4 xw[FLOORDL]) (i1xFLOORSPACING/12)
Allowable floor live load due to shear strength
195 psf V wide shelter
207 psf 11.5'wide shelter
251 psf 10'wide shelter
346 psf 8'wide shelter
Allowable live load for the 12'vv'idL floor rib is: 195 psf (FLOOR RIB SHEAR CONTROLS)
Allowable live load for the 11.5'wide floor rib is: 207 psf (FLOOR RIB SHEAR CONTROLS)
Allowable live load for the 1 O'wide floor rib is: 251 psf (FLOOR RIB SHEAR CONTROLS)
Allowable live load for the S'wIde floor rib is: 346 psf (FLOOR RIB SHEAR CONTROLS)
Gross allowable floor load; LL + 39 psf DL= 234 psf 12'wide shelter
2.3.6 Determine allowable concentrated load over 2.5 sf.
2.5 square foot area is equivalent to approximately 19 inch x 19 inch. or 1.58 feet x 1.58 feet.
Assume one rib takes the entire concentrated load.
Allowable load based on shear is: 195 psf
For a 12footwide shelterwith an 11 footspan, the equivalent concentrated load is:
P[shear) 11 ft x 195 lbs. x 2
4285 lbs Maximum concentrated load (shear).
Maximum live load for bending on one rib is:
w[FLOORRIBLL]= w[FLOORMOMLL] x BF 112 558 plf
Make uniform load momentequal to concentrated load momentand solve for P.
w[FLOORRIBLL)x (FLOORSPANMOMA2)18 = P x FLOORSPANMCIVI / 2
P(moment)= w[FLOORRIBLL]x(FLOORSPANMOM)14
1604 LBS Maximum load in center of floor (bending).
If the load is next to the wall (as is usually the case with batteries)
w[FLOORRIBLL]x (FLOORSPANMOMA2) / 8 = P x 1.5
P(moment)= w(FLOORRIBLL]x(FLOORSPANMOMA2)*(2x8)
6149 LBS Maximum load next to wall (bending).
Shear controls.
Shear controls when load is next to wall.
PFS1. APPRO
DATE 6112/13
PFS CORPORATION
Cottage Grove, WI
Page 12 of 22: ROOF, WALLS AND FLOOR
STRUCTUAL CALCULATIONS:
2010 FBC CONCRETE
3.0 INSERT PLATE ANALYSIS
(Analysis per ACI 318-08, Appendix D)
3.1 Material Properties
f�= 5000 psi (sand -lightweight)
f.ta = 61 ksi
Ase = 0. 196 in' 2"
AWU = 0.589 in 2 STUD
h�f= 2 in
d. = 0.5 in
3.2 Stud Analysis 112"
3.2.1 Per D.5.3.4, Eq D-15, Pullout strength in tension shall not exceed:
NP = 8 Abg f� = 23,562 lbs/stud
(due to crushing strength of concrete at the head of the stud.
3.2.2 Basic tension breakout strength of stud shall not exceed:
Nb = k. X (f� 112 hefl-5 [Eq D-71 See D.5.2.2
X- = 0.85 See 8.6.1 (sand -lightweight) kc = 24 (for cast -in anchors)
Nb = 4080 lbs/stud
3.2.3 Check ductile strength of stud.
N�a = A.ft. 11.98 kips/stud
q) = 0.75 See D.4.4 a) f)
(P N,� = 8.98 kips/stud
3.2.3 Check shear strength of stud.
V. = A.f.� 11.98 kips/stud
co = 0.65 See D.4.4 a) ii)
cPN� = 7.79 kipsistud
3.3 INSERT PLATE "PIN 223100" ANALYSIS
Y
X
0 0 E�==
811
ov_ D=
U
1/41' PLATE, Wff'
1/2" x Z' STUD CTYP 3 PLCS)
Last Revision Date:
29 NOV, 2011
;51_� APPROVED
DATE 6/12/13
PFS CORPORATION
Cottage Grove, W1 I
Page 13 of 22: CONNECTIONS
STRUCTUAL CALCULATIONS:
2010 FBC CONCRETE
3.3.1 Tension Capacity of "PIN 223100" plate:
Ncbg � (Anc/Anw)*ec,N *ed,N *..N V4cp,N Nb
Aw� = 9hef 2
Find AN, for just the two upper studs.
AN. = AN. + 4(3)(hef) =
3.3.2
3.3.3
[Eq D-5] See D.5.2.1
36 ln�
60 in2
*ec,N 1.0 assume no eccentricity
1.0 (c. min > 1.6 hf for 2 studs)
c-N Uu k1or cast -In aric o, s) I
*CP.N = 1.0 (for Gast -in anchors)
Nag = 8500 lbs 0.70 [See DA4 (c) condition B]
(Mvg = 6960 lbs
TENSION CAPACITY OF "PIN 223100" PLATE
Shear Capacity of "PIN 223100" plate in the X-direGtion:
This shear force is parallel to the edge of the panel. (equels two times perpendicular)
Vag= 2(A.M.)*.�v *.d,V 11/�V'yhV Vb [Eq D-22 x 21 See D.6.2.1 (c)
Vb = 7(ljd.)1.2 (d.)M X(f.)lr2 (C.,)l-1 [Eq D-24] See D.6.2.2
her = 2 inches 0.85 See 8.6.1
d� = 0.5 inches Cal 7 inches
Vb = 7270 lbs/stud *h.v 1.0 ID.6.2.8]
'I'ec,v � 1.0 assume no eccentricity *ed.V 1.0
*.,v = 1.2 (for #4 bar between anchor and edge)
ll� = 4 inches Sl = 4 inches
A. = 2(1.5 c�l) h, = . 84 in'
Last Revision Date:
29 NOV, 2011
A. = (2 (1.5 C.1) + sl) h. 100 in'
Vag = 20772lbs (P 0.70 [ DA4 (c) condition BI
IOV69 = 14540 lbs
SHEAR CAPACITY OF I'M 223100" PLATE IN X-DIRECTION
Shear Capacity of "PIN 223100" plate in the (negative) Y-direction:
This shear force is perpendicular to the edge of the panel.
NOTE: The lower stud is ignored since it is close to the free edge.
V,bg = (A�JA=)*.,v *edV *.,V *h-vvb [Eq D-22] See D.6.2.1 (b)
Vb = 7270 lbs/stud from 3.3.2 above
*ec,v= 1.0 assume no eccentricity
*ed,V = 1.0 C.2>1-5C.1 *h,v = 1.0 ID.6.2.8]
APPROVED
DATE 6/12/13
PFS CORPORATION
Cottage Gmve, Wl
*.,v = 1.2 (for #4 bar between anchor and edge)
h. = 4 inches sl = 4 inches
A. = 84 in2 A� = loo in' from 3.3.2 above
V,bo = 10386 ibs 0= 0.70 1 DA4 (c) condition BI
CbVbg = 7270 lbs
SHEAR CAPACITY OF "P/N 223100" PLATE IN Y-DIRECTION
Page 14 of 22: CONNECTIONS
4
STRUCTUAL CALCULATIONS: Last Revision Date:
2010 FBC CONCRETE 29 NOV, 2011
3.4 INSERT PLATE "PIN 223000" ANALYSIS
V. Y
L, x
Olr4`
3.4.1
3.4.2
IX'Plate 6"x4!'
6" J_ "-, 1/2"x2" stud (2 pics)
Tension Capacity of "PIN 223000" plate:
N-bg = 04A ... )*..,N *ed.N w.,N *cp.N Nb
ANm = 9hef 2
Find AN, for just the two upper studs.
AN. = AN. + 4(3)(ho =
*ec,N
V' ed-N
4"
D=J
[Eq D-5] Sao D.6.2.1 (b)
36 in2
60 in2
1.0 assume no eccentricity
1.0 (q, min > 1.5 h,f for 2 studs considered)
le of panel
V� APPROVED
*.N = 1.25 (for cast -in anchors) DATE 6/12/13
*CP,N = 1.0 (for cast -in anchors) PFS CORPORATXON
N�bg = 8500 lbs I Cottage Grove, WI
cl� = 0.70 [Use condition B, D.4.41
<PNbg = 5950 lbs
TENSION CAPACITY OF "PIN 223000" PLATE
Shear Capacity of "PIN 223000" plate in the X-direction:
This shear force is parallel to the edge of the panel. (equels two times perpendicular)
Vog � 20�/A..)*ecv *.d,V'PV *h,V Vb JEq D-22 x 2] Sec D.6.2.1 (c)
where: Vb = 7(i./d.) 1.2 (dj112 X(f�1/2 (0.,)1.5 [Eq D-24] SeG D.6.2.2
le= hef = 2 inches 0.85 Sec 8.6.1
d. = 0.5 inches Cal 4 inches
Page 15 of 22: CONNECTIONS
STRUCTUAL CALCULATIONS:
2010 FBC CONCRETE
Last Revision Date:
29 NOV, 2011
Vb = 3140 lbs/stud 'yh,V 1.0 [D.6.2.81
*ec.v � 1.0 assume no eccentricity *ed,V � 1.0
*C.v = 1.2 (for #4 bar between anchor and edge)
h. = 3.5 inches [at step -joint] sl = 4 inches
A� = 2(1.5 c,l) h,= 42 in'
Av. = ( 2 (1 -5 c.1) + sl) h. 56 ln2
Vag = 10049 lbs
cl� = 0.70 [Use condition B, D.4.4]
Iovag = 7035 lbs
SHEAR CAPACITY OF "PIN 223000" PLATE IN X-DIRECTION
3.4.3 Shear Capacity "PIN 223000" in the neg Y-direction (toward free edge):
This shear force is perpendicular to the edge of the panel.
Vag = (A=/A..M.,V *.d,V *c,V '14,A JEq D-22] Sao D.B.2.1 (b)
Vb = 3140 lbs/stud from 3.4.2 above
*ec.v = 1.0 assume no eccentricity
*ed,V = 1.0 C.2>1-5cal *h,v = 1.0 [D.6.2.81
\Pc,v= 1.2 (for #4 bar between anchor and edge)
A. = 42 in2 A. = 56 in2 from 3.4.2 above
Vag = 5025 lbs 0.70 [Use condition B, D.4.4]
I(>Vag = 3517 lbs
SHEAR CAPACITY OF "PIN 223000" PLATE IN Y-DIRECTION
3.5 INSERT ANGLE "PIN 222000" ANALYSIS
y
3/4"
L--)� x
3"
ENIMM-ROW
y
211
z 4� "
3.51'
114" angle
#4x24" DB
IqwF§�.- APPROVED
DATE 6/12/13
)FS CORPORATION
Cottage Grove, WI I
stud
3.5.1 Tension Capacity of "PIN 222000" Insert Angle: (negative Z)
Nag � (An.1An.)*..,N qM.N *C,N *cp,N Nb [Eq D-51 Sec D.5.2.1 (b)
AN. = gh ef 2 36 in2
Find AN, for just the two studs.
Page 16 of 22: CONNECTIONS
STRUCTUAL CALCULATIONS:
2010 FBC CONCRETE
3.5.2
AN. = AN. + (4-5) (3) (hf) =
3"
60 irl�
AN.
paneledge
Last Revision Date:
29 NOV. 2011
q7o�
APP OVED
DATE
6/12/13
PFS CORPORATION
'Yec,N � 1.0 assume no eccentricity Cottage Gmve, WI
*ed,N � 1.0 (c. min > 1.5 h.f for 2 studs considered)
*C,N = 1.25 (for cast -in anchors)
*q,N = 1.0 (for cast -in anchors)
N�bu = 8500 lbs (b 0.70 [Use condition B, D.4.4]
IcPNcbg = 5950 lbs
TENSION CAPACITY OF "PIN 222000".
Shear Capacity of "PIN 222000" Insert Angle in X direction:
This shear force is parallel to the edge of the panel. (equals two times perpendicular)
Vcbg � 2(Av,1Aw.)*ex *ed,v *�,V V1 hv Vb [Eq D-22 x 2] See D.6.2.1 (c)
where:
Vb = 7(le/d.)0.2 (d.)"2 X(f.)"2 (c.1)1-5 JEq D-241 See D.6.2.2
].= h.f = 2 inches 0.85 See 8.6.1
d� = 0.6 inches Cal � 3 inches
Vb = 2040 lbs/stud '4'h,V = 1.0 (D.6.2.81
Vec,v = 1.0 assume no eccentricity *ed.V 1.0
*c,v = 1.2 (for #4 bar between anchor and edge)
h. = 4 inches [at step -joint]
sl = 4.5 inches
A= = 2(1.5 c,l) h,= 36 in2
A�c = (2 (11.5 c.1) + a,) h. 54 in2
Vcbg = 7343 lbs rb 0.70 [Use condition B, D.4.4]
(�v6g = 5140 lbs
SHEAR CAPACITY OF "PIN 222000" INSERT, X-DIRECTION
3.5.3 Shear Capacity of "PIN 222000" Insert Angle in Y direction:
This is for uplift forces from the roof panel.
V�bg = (Aw1A=)*...V *.d,V 'V�,V *h,VVb [Eq D-22] See D.6.2.1 (b)
Vb = 2040 lbs/stud from 3.5.2 above
*ec,v = 1.0 assume no eccentricity
*ed-V = 1.0 C.2>1.5cal *hV = 1.0 ID.6.2.8]
Page 17 of 22: CONNECTIONS
STRUCTUAL CALCULATIONS:
2010 FBC CONCRETE
*.,v =
1.2 (for #4 bar between anchor and edge)
A. =
36 in2 from 3.5.2 above
A�. =
54 in2 from 3.5.2 above
V�bg = 3672 lbs
cl� = 0.70
[Use condition B, D.4.4]
'PVbg = 2570 lbs
SHEAR CAPACITY OF "P/N 222000" INSERT, Y-DIRECTION
3.6 WALL CORNER INSERT ANALYSIS
1/2"xZ'stud (7 places)
6"x4�6/11 6" angle
Last Revision Date:
29 NOV, 2011
V�- APPROVED
DATE 6/12/13
PFS CORPORATION
Cottage Grove, WI
Threaded coupling Y
1/4" endplate L-0. X
This insert is used on the vertical sides of the endwalls. The 4" leg forms the outside edge
of the endwalls, and the 6" leg is abutted to the side walls and is used for the welded
connection to the side wall, the roof, and the floor.
The primary loads on this insert are those from wind and seismic forces as they are
transferred to/from the floor/roof panel by using the endwall as a shearwall against the
forces as they are applied to the side walls.
The shearwall forces are applied in the X-direction as applied to the end view on the
right side of the picture above. Of the 7 studs (minimum) that are on the insert, three
of them would be analyzed for tension and the other four would be in shear. Depending
on the direction of shear, (+X or -X direction), the free edge will come into play. This
analysis will only consider the free edge allowable loads with the assumption that the
insert will exceed that capacity when loaded in the opposite direction.
3.6.1 Capacity of Wall Corner Inserts in X-direction
Check capacity of individual studs on the 6" leg of the angle.
These studs would be in shear toward the free edge.
V1b (A�/A.) *.d.V *.,V *hVVb JEq D-21 Sao D.6.2.1 (a)]
where:
Vb = 7(le/d.)1.2 (djl'2 X(f.)11 (C.,)l.1 [Eq D-241 Sec D.B.2.2
le= hf = 2 inches X = 0.85 Sao 8.6.1
d. = 0.5 inches Gal = 5 inches
Vb = 4389 lbsistud
*ed,V = 1.0 *h,V 1.0 [D.6.2.81
Tc,v = 1.2 (for #4 bar between anchor and edge)
h. = 4 inches [at step -joint] sl 24 inches
A� = 4.5 C,12= 112.5 in'
A. = 2(1.5 c.1) h.= 60 inz
Page 18 of 22: CONNECTIONS
STRUCTUAL CALCULATIONS:
2010 F8C CONCRETE
V6 = 5618 lbs (P 0.70 [Use condition B, D.4.4]
W6 = 3932 lbs
iShear rapacity of studs on 6" leg, X direction.
To this, add the tension load from the studs on the 4" leg.
N6 = (&^.) *.d,N qfC,N *CP�N Nb [Eq D-4] Sec D.5.2.1 (a)
AN. = 9hef 2 36 W
Find AN. rai 2 inches h�f 2 inches
AN, = 2(c,j) x 2(1.5 hef) 24 in2
AN.
21' paneledges'
2"
'!'W,N = 1.0 (c, min > 1.5 hef for 2 studs considered)
*.,N = 1.25 (for cast -in anchors)
*.p.N = 1.0 (for cast -in anchors)
N�b = 3400lbs (P 0.70 [Use condition B, D.4.41
M�b = 2380lbs I
Shear capacity of studs on 6" leg, X direction
These two were analyzed as individual studs since they are spaced
12 inches apart, far enough to act alone, not as a group.
In this direction, there would be a minimum of 4 studs in shear,
and three studs in tension. The total allowable lead is:
Px = 4(1)V�b) + 3 (ONO) = 22870lbs
16HEAR CAPACI OF WALL INSERT, +/- X-direction
3.7 FLOOR LIFTING INSERT ANALYSIS
Last Revision Date:
. 29 NOV, 2011
I V� APPROVED
DATE 6/12/13
PFS CORPORATION
Cottage Grove, WI
The floor lifting inserts are made from 5"x5"x5/16" angle with a 5"x5/16" plate
welded on the open top, to form a channel, and extend across the entire width
of the floor panel at each end of the sheltu. The inserts are similar to the wall
corner inserts in design as they have no less than 6 studs, 112"x4" long, on 12"
centers and two studs, 1/2'W" long. These inserts provide three connection points
for the endwall, and the two outer connections also double as side wall connections.
The floor panel side inserts are made from a 5"x5"x5/16" angle with one side up
and one side out, and extend the entire length of the shelter. They are also similar
to the wall comer inserts in design by having a minimum of 6 studs, 112"x4" long, on
12" centers and four# 6 x 30" rebar splices. These inserts provide three or more
connection points for the sidewall. By inspection these inserts are highly integrated
into the floor structure. A failure would require much more than the shear cone
failures as provided by the stud design manual. Therefore, the connections
will be considered as equivalent to the analysis of the wall corner insert (sec 3.6.1).
Page 19 of 22: CONNECTIONS
STRUCTUAL CALCULATIONS:
2010 FBC CONCRETE
3.8 CAPACITY OF WELDS AT CONNECTION PLATES
Welds to be made with SMAW, E70XX electrodes.
All standard connection plates will have a 3/16" weld, 3 inches long.
E70XX welds are good for .928 kips per inch per sixteenth inch of weld.
Weld capacity is then:
Pw = (0.928 krinch/sixteenth) x (3 inches) x (3 sixteenths)
CONNECTION PLATE WELDS
3.9 CAPACITY OF TIE -DOWN CONNECTION PLATES
Three failure modes are noted:
A: Failure of the connection plate.
B: Failure of the bolts connecting the plate to the shelter.
C: Failure of the expansion anchor connecting the plate to the foundation.
t = 0.25 " (DIate thickness)
Fy = 36 ksi
Fu = 68 ksi
Bolt DIA 1.001,
1.25 "
anchor DIA 0.75
0.875
A: Shear through edge of plate at one hole is:
Last Revision Date:
29 NOV, 2011
HoleArea(bolt)= D(top) x t
0.3125 in 2
HoleArea(anchor)= D(bot) x t
= 0.21875 in2
PL-Area = tx (Z'- (.5 x 1.25")
= 0.34375 in2
cannot exceed t x 4t
0.25 in 2 CONTROLS
OK [exceeds 2/3
hole area, AISC, LRFD (1999), D3.21
I V�- APPROVED
DATE 6/12/13
PFS CORPORATION
Cottage Grove, WI
Page 20 of 22: CONNECTIONS
STRUCTUAL CALCULATIONS:
2010 FBC CONCRETE
Last Revision Date:
29 NOV. 2011
Bearing on hole area: Apl(bolt)= 0.25 in 2
Apl(anchor)= 0J875 in'
Fp(hole) = 1.0 Fu 58 ksi
PL-beadng = 14.50 kips/ bolt hole
PL-bearing = 10.88 kips/ anchor hole
Transient load factor: 1.333
Capacity of connection plate is: 19.33 kips (using 1 bolt and 2 anchors)
B: 1",bolt capacity:
Fv
A(bolt) =
Transient load factor:
P(bolt) =
19333 lbs per connection
Use A307 bolts or better
10.0 ksi
0.785 in 2
1.333
10.47 kips I bolt
10472 lbs per connection
C; Expansion anchor capacity from Simpson charts:
Reference ICC report #ESR-3037, Tables I B & 41B
Anchor is Stainless Steel Simpson Strong -Bolt 2, 3/4" x 7"
Shear in horizontal direction (due to slidino of shelter):
See Table 4B, for 3000 psi normal weight concrete, in ICC report.
Shear (seismic): 5520 lbs
Allowable load limit: 3030 lbs per anchor (cracked concrqte/seismic)
See Table 1 B, for 3000 psi normal weight concrete, in [CC report.
Minumum Hole depth: 6.00 in OK
Effective Embedment depth: 5.00 in OK
Min. concrete thickness: 8.75 in OK
Critical edge distance: 8 in (in direction of load)
Min. edge distance allowed: 6 in
Actual edge distance: 14 in OK
Min. Anchor spacing: 6.� in
Actual spacing: 8 in OK
Horizontal load: 3030 lbs per anchor
Times 2 = 6060 lbs per connection
Shear in vertical direction (due to uolift of shelter):
Simpson Strong-Boit2 requirements
Critical edge distance: 8 in (in direction of load)
Min. edge distance allowed: 6 in
Actual edge distance: 6 in
Interpolated reduction in load: 25.00%
Allowable vertical load in 3000 psi concrete:
75.00% x 3030 lbs 2273 lbs per anchor
times 2 4545 lbs per connection
Controlling loads for tie -down connections:
Horizontal (sliding): 6060 lbs
I Vertical (uplift): 4545 lbs
QFS,APPROVED
F,,�.
DATE 6/12/13
PFS CORPORATION
cottage Grove, WI
Page 21 of 22: CONNECTIONS
STRUCTURAL CALCULATIONS:
2010 FBC; CONCRETE
Last Revision Date:
29 NOV, 2011
CONCRETE BUILDING WEIGHT CALCULATOR
4.1 Shelter Dimensions:
Width:
Length:
Height:
4.2 ROOF
Concrete Density =
Concrete Required =
115 pcf
24.5 var
2.25" INSULATION 174
7/16" OSB PANELING 655
318" OSB WIFINISH 557
Total Roof Wt. 23218
Avg. Dead Load, psf 45.9
4.3 WALLS CONCRETE 37303
1.75" INSULATION 290
7/16" OSB PANELING 967
3/8" OSB WIFINISH 832
Total Wall Wt. 39392
Avg. Dead Load, psf 38.4
4.4 FLOOR CONCRETE 16944
L5x5x5/l6 PERIMETER BEAM 1071
STYROFOAM (2 PCF DENSITY) 165
TILE, 1/8" 593
Total Floor Wt. 18773
Avg. Dead Load, psf 39.1
4.5 WEIGHTSUMMARY:
Total Overall : lbs
I qF;�� APPRO
DATE 6/12/13
PFS CORPORATION
Gottage Grove, WI I
Building
81383 12x40x10
30653 12x12x10
78608 11.6x40x10
23845 10x10x10
69124 1 Ox38xl 0
17716 8x8xl 0
37977 . 8x22xlO
Page 22 of 22: WEIGHT CALCULATIONS
SINGLE P13rASE PANELBOARD CALCULATIONS
PROJECT: MAINBREAKERSM: 200 DATE:
SVNS07 MAIN FEEDER WIRE SIZE: 3/0 May 31,2013
VOLTAGE: 120/240
CKT#
DESCRIPTION
BREAKER
Sim
WIRE
"A"
"B" I "A" WIRE
I
BREAKER
SIZE
DESCRIPTION
CKT it
size I
color ICONT
,,,r
NONC
NONC
CONTINONCI
NOI N�NCI WO color I
SIN
size
1
*RECTT=#I
20 amp
12
BLK 1
tCONT
I
ZCONTNONC
-
0 4116 BLK
6 1
60 arrm
HVAC#I
2
3
20 MP
20 amp
12
12
RED
BLY, 1
3
RED
13LK I
RED
iC
BLK
RED
BLKI
0 4116 RED
0 4116 BLK
6 1
6
60 amp
60 amp
4
5
*RECTIFIER #2
HVAC#2
6
7
20 now
12
0 4116
BLK
6
60 anm
60 amp
8
9
*RECTIFR#3
20 amp
12
12
HVAC #3 TUTURE
10
11
20 amp
RED
- - BLK
6
6
60 amp
60 amp
I HVAC #4 (FUTURE)
1
12
14
13
*RECTIFIER #4
20 anm
12
15
20 mp
I
RED
0 190 IBLK
6
12
60 auto
20 amp
16
17
.'RECTIFIER #5
20 amp
12
I EQUIP. LIGHTS
18
—
19
20i
20
12
RED
D
LK
RED
:
h L
BLK
RED
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DATE 6/12/13
PFS CORPORATION
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Subdivision Namc[Lot/Block
FLORIDA BUMDING CODE
PkODUCTAPPROVALSCREDULE
Manufacturer
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FLIIS37.1, FL11537.2
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Laboratories Inc.
Ceco Door Prod
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Harger Companies
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Miami -Dade
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SUB -PARTS LIST
Fm Z�71
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DESCRIPTION
OUT
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T
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[118,])
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NOTES; EXTERIOR ELEVATION "A"
1. INSTALL ONLY AT REQUIRED WAVEGUIDE LOCATION.
2. LIGHT FIXTURE TO BE INSTALLED AT MANUFACTURER, TESTED
FOR FUNCTON, REMOVED AND PACKED INSIDE FOR SHIPMENT. Q�Dt 6��12/1
3
3� ONLY (1) WAVEGUIDE LOCATION WILL BE INSTALLED AND PFS CORPORATION
UTILIZED. Cotta'. Gwyo, M
4. INSTALL TAPGON TO MARK CENTER OF UNUSED WAVEGUIDE
I nr.AT111N.
1/2013 0:30:04 AM, cmitchel, CONFIDENTIAL
No. 70301
;O� J,�44 Lu
A\ STAMOF
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PROPM AND COWMS �E
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3 ONLY (1) WAVEGUIDE LOCAFION WILL BE INSTALLED AND UTiUZED.
4: REMOVE FOR SHIPMENT
S. INSTALL TAPCON TO MARK CENTER OF UNUSED WAVEGUIDE.
LOCATION.
2013 9:SD:l I AM, Witchel, CONFIDENTIAL
(2T)
June 3, 2013
...........
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N..70301
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wl��, STATE OF
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I . INSTALL ONLY AT REQUIRED WAVEGUME LOCATION.
2. ONLY (1) WAVEGUIDE LOCATION WILL 13E INSTALLED
NOTESi
EXTERIOR ELEVATION ."D"
AND UnUZED.
6. OUTDOOR TEMP SENSOR INSTALLED WITH OPTION D3
3. REMOVE FOR SHIPMENT
ONLY. AFTER INSTALLING SENSOR THROUGH NIPPLE, SEAL
4, NEW BARD AND MARVAIR UNITS WILL HAVE AN
PENETRATION COMPLETELY AND SECURE IN BOX. REMOVE
EXTENDED HOOD ROUGHLY 17'. PRE -ASSEMBLE HOOD AND
PACK INSIDE SHELTER FOR SHIPPING.
THE 4 KNOCKOUTS TOWARD THE BOTTOM OF THE BOX.
Q�Dt
5. HVAC UNITS AND HVAC CAGES ARE TO BE MOUNTED
WITH TAMPER PROOF HARDWARE. (P/N 1613475)
'l
6��12
6. OPTION D3- TURN OFF BREAKER LOCATED ON WAC
PFS CORPORATION
UNIT AND PLACE MANUFACTURER SUPPLIED WARN114G
Cafto.a..W)
STICKER ACROSS BREAKER ACCESS OPENING PRIOR TO
SHIPPING.
7. INSTALL TAPCON TO MARK CENTER OF UNUSED
WAVEGUIDE LOCATION.
12013 9:30:14 AM, crallchel, CONFIDENTIAL
SEE
OTE E
June 3, 2013
...........
.
\-\ .........
No.70301
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PROP TR40E
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292.77 SQ. Fr. EXTERIOR AREA
164.39 SQ. Fr. EQUIPMENT ROOM
90.62 SO. FT. GENERATOR ROOM
W13 9:30:17 AM, crnitchal, CONFIDENTIAL
WAVEGUIDE
LOCATION "Dl" - — — — — — -
HVAC #2
(6'-8%" [80%'])
June 3, 2013
NO. 70301
STAM OF
/0
lll'�lllll
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DATE 6/12/13
PFS CORPORATION
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12013 ilA117 AM, witchel, CONFIDENTIAL
Jurie 12, 201
.... ......
NO. 70301
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June 3, 2013
W13 9:30:23 AM. MItchel, CONFIDENTIAL
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1. IMF = INTERIOR FINISH START PANEL
2. � = COVER SIDE OF WREWAY.
2Dl39:30:32AM,cMItche],CONFIDEr4TIAL
3/4
_j
4t6��
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6'-7%" [79%"] 2)�"
REFLECTED CEILING PLAN
ELECTRICAL
�une 3, 2013
APPRQVF-12
N..7030i
DATr 6/12/13
PFS CORIPMATION
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June 3, 2013
NO. 70301
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-
NOTE:
I � ALL ME[ALLIC OBJECT AND CONDUIT WITHIN 6' OF
HALO SHALL BE GROUNDED.
J. VON
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2. ALL GROUND CONDUCTORS TO BE SECURED WITH
. NO.
WAX STRING ONLY. NO TIE —WRAPS OR FISH PAPER
J-1
ALLOWED.
NO
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SVNS07
3=013 9.30:35 AM, emlichel, CONFIDENTIAL
rigommil
DO POWER
RECTIFIERS #1 & #2
CKTS 113 & 5/7
RECTIFIERS #3 & #4
CKTS 9/11 & 13/15
?al3 0:30.39 AM, =11chel, CONFIDENTIAL
WIREWAY UNISTRUT DETAIL
TOP VIEW
COILING
1-- 4"X4" WIREWAY
RECTIFIERS #7 & #8
CKTS 25/27 & 29/31
RECTIFIERS #5 & #6
CKTS 17/19 & 21/23
COILING �
9" UNISTRUT
P/N 510142
COVER S�DE
OF U4 WIREWAY
31V LFMC 45-
CONNECTOR
P/N 410128
TIE TO LFMC
ONE PER DROP
REC-11FIER DROP DETAILS
3/4' LFMC 45!
CONNECTOR
P/N 410128
3/4� LFMC
P/N 410111
EACH 10 M LONG
June 3, 2013
...........
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Nm703DI
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1. FF = CA13LE LADDER FACTORY END REFLECTED CEILING PLAN
2. W � CABLE LADDER SPLICE. MFCHANICAL
3. FI F� = INTERIOR FINISH START PANEL.
4. CABLE TRAY TO 13E MOUNTED B'-OY2" (96)/2") A.F.F.
2013 9:30:44 AM, mKithol, CONFIDENTIAL
June 3, 2013
No.7uaui
MTEOF
0
�2
VERIZON WIRELESS
W12 16-4
3-3
I I SVNS07 I A Ill
June 3, 2013
1012013 9:3D:50 AM, ennitchel, CONFIDENTIAL
SUB -PARTS LIST
FT—EM I P/N I ORIGINAL DESCRIP]ION CUT
APPROVED
NO. 70301 %
DATE 6/12/13
PIFS CORPORATION
44
SMAMOF
Sl
(24'-7Y4" [Zgs�/4'1) DRAWNG IS VE CONFKVE�
PROPERV MD COWMS WOE
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32%" - POSSESSION OF 9 MU_ BE
CKT WRESSLY N=RED OF M
85 14%" CONEDEWL MTURE.
—7'-2" [asl is �4 44Ya" #22/2 ALARM WIRE
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ELECTRICAL 4-0
-6m NG No-
� I SVMV�S07
SUB -PARTS LIST
FT—EM I P/N I ORIGINAL DESCRIP]ION CUT
APPROVED
NO. 70301 %
DATE 6/12/13
PIFS CORPORATION
44
SMAMOF
Sl
(24'-7Y4" [Zgs�/4'1) DRAWNG IS VE CONFKVE�
PROPERV MD COWMS WOE
SECRETS OF CtUAOK. =. W
(BI-43 /a" [1003/8"]) USE Or �ESE DRAWINGS OR �E
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EVRESSLY �ORRUV BY SABRE
INDUSTRIES. Rim a SmMy
PROHIRRED. WS DRAMNO �
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6 UNDERSTANDWO "T �ONE
_7'-10" (94!3 RECERRNG OR MEMOSE OSTMING
32%" - POSSESSION OF 9 MU_ BE
CKT WRESSLY N=RED OF M
85 14%" CONEDEWL MTURE.
—7'-2" [asl is �4 44Ya" #22/2 ALARM WIRE
114T
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3/4" 3/4"
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o
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8D
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SUB -PARTS UST
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52
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LOCATION FOR
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16"
2013 9:30:56 AM, mitchel, CONFIDEMM
1%"
INTERIOR ELEVATION "C"
ELECTRIC,�L
V, APPROVEPI
DATE 6/12113
PFS CORPORATION
cdft�G.�Wl I
[188%,1)
3/4:"
EW
HVAC #3
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12
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June 3, 2013
T. I
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No.70301
Lu:
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WTERIOR ELEVATION "B"
ELECTRICAL
NOTES:
I . IF 'Rl'/-R2- OPTION IS CHOSEN, MOUNT DAMPER
MOTOR INSIDE EXTENSION. IF 'R3-/'R4" OPTION IS
CHOSEN. MOUNT DAMPER MOTOR OUTSIDE OF EXTENSION.
2013 9,31:02 AM, cmitchal, CONFIDENTIAL
Q51- APPRO
DATE! 6/12/13
PFS CORPORATION
CoUNNI.G.e.wl
June 3, 2013
...........
ND.70301
w
tul
=MOF
ZON
MS DR&%NG M WE CONUIDENM
PROPERV AND CONPUNS �E
SECRETS OF C�ON. = =
USE OF WEBB DMINGS OR WE
NFORUAION CONTMED HUSH
FOR W R�OM MER MAN AS
EVRESSLY AUTHORDID BY �E
INDUMER. ME. 5 SUN=
'ROHIOM. WUi DRAMS HAR
SEEN DIMMEUTED m WE
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INT ELEVATION
SqIOR
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SCALE,
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REV.
SVNS07
A
95p- APPROVIE-0
DATE 6/12/13
PIFS CORPORATION
Qtl.g.G,.%m I
3/4"
E:E� EMT
NOTE 2;
54
PER[ rill-l-mg
.IV
T'
015 55
10 49
- 3/4"
EW
76 74
CKT 26 201Ys" -
43" - 62%!, -
INTERIOR ELEVATION "D"
ELECTRICAL
(OPTIONS "Dl" & "D2" W/ WAVEGUIDE "Dl"
T—imsTALL wAc aLocKoLrr PLATE BEFORE cLrMNG OPENING IN
INT. FINISH.
2. LOCATION OF BARD/MARVAJR CONTROLLER WHEN END WALL
WAVGUIDE IS INSTALLED.
3. LOCATION OF BARD/MARVAIR CONTR011FR WHEN SIDE WALL
WAVGUIDE IS INSTALLED.
4. COIL 5 Fr EXTRA SLACK IN WIRING AT TFMP SENSORS.
2013 9:31:05 AM, cmithel, CONFIDENTIAL
INTERIOR ELEVATION "ID"
ELECTRICAL
(OPTIONS "Dl" & "D2" WIO WAVEGUIDE "Dl")
41
MT
June 3, 2013
No.70301
0 mo
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INTERIOR ELEVATION "D"
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(OPTION "D3" W1 WAVEGUIDE "Dl"
I . INSTALL HVAC BLOCKOUT PLATE BEFORE CUFMNG
OPENING 114 INT. FINISH.
2. LOCATION OF AJRSYS CONTROLLER WHEN END WALL
WAVGUIDE IS INSTALLED.
3. LOCATION OF ARSYS CONTROLLER WHEN SIDE WALL
WAVGUIDE IS INSTALLED.
4. COIL 5 Fr. EXTRA SLACK IN WIRING AT TEMP SENSORS.
12013 9:31:09 AM, =itchel, CONFIDENTIAL
INTERIOR ELEVATION "ID"
ELECTRICAL
(OPTION "DY.-W/O WAVEGUIDE "Dl")
June 3, 2013
No.70301
STATEOF
,�NAL
DRWNG IS WE 00��
PEOPEM MO wff�s �.F
SECRETS OF CE=N, = AW
WE OF VESE DRAMNGS OR WE
Mlo� COW EB �MON
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2013 9:3116 AM, mllhel. CONFIDENTIAL
June 3, 2013
SUB -PARTS LIST
PIN i p7N UNIGINAL ��UKIPTIQN
ND.73301
1
'u
,.IN M� OF
koRi
AL
�,S 0 MO IS THs CCWD�
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21" 4-YA" (10'-10" [130"1) NRMlY MZWET SABRE
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12
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INTERIOR ELEVATION "F" "P. W. DAM
ELECTRICAL 4 � 6A7112
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m Nm
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June 3, 2013
SUB -PARTS LIST
PIN i p7N UNIGINAL ��UKIPTIQN
ND.73301
1
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RWR OF ff m SE
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12
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SUB -PARTS LIST
19
N
ORIGINAL DESCRIPTION
9.ZDS.
�Mlg L"�Q.GRN
k
MMD,..
1:1 -um-,
I 20V
NOTE;
1. ALL CONDUCTORS BEING ROUTED TO/FROM MGB MUST BE ROUTED
AWAY FROM WAVEGUIDE.
2. ALL METALUG CONDUIT 6' WITHIN HALO SRALL. BE
GROUNDED.
3. DIMENSION TO NETWORK BOX ARE FOR REFERENCE ONLY. ALIGN
BOX KNOCKOUTS TO PENETRATON ON PARTITION WALL AND
CONDUT FROM JB.
4. ALL GROUND CONDUCTORS TO BE SECURED WITH WAX STRING ONLY.
NO TIE -WRAPS OR FISH PAPER ALLOWED.
5. SHOULD ONLY BE INSTALLED NEXT TO INSTALLED W/G LOCATION.
2013 9:31:21 AM, =fth.l, CONFIDENTIAL
INTERIOR ELEVATION "A"
MECHANICAL
0 I)l
��A. 15�1�2113
Prsco IN
I 12:TITTIO I
June 3, 2013
N.. 70301
c:
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5-0
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[100�0)
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174
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6
TO
NOTE,
1. ALL CONDUCTORS BEING ROUTED TOIFROM MrB MUST
BE ROUTED AWAY FROM WAVEGUIDE.
2. ALL mErALtic CONDurr 6' WITHIN HALO SHALL BE
GROUNDED.
3. ALL GROUND CONDUCTORS TO BE SECURED WITH WAX
STRING ONLY. NO TIE —WRAPS OR FISH PAPER ALLOWED.
12013 9:31:27 AM, cmitchal, GONFIDEI-Tr[AL
r it. EE Q
DA 6 =12113
PFS CORPORATION
(295Y4"1)
P/GD
190
fi'v'
INTERIOR ELEVATION."C"
MECHANICAL
(m 'h
6'-2Ya" [743�"]
June 3, 2013
T. In
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INTERIOR ELEVATION "B"
MECHANICAL
NOTES,
1. ALL CONDUCTORS BEING ROUTED TO/FROM MCB MUST
BE ROUTED AWAY FROM WAVEGUIDF
2. EXACT PLACEMENT OF GROUNDING FOR "D" WALL TO
DEPEND ON HVAC OPTION CHOSEN.
3. ALL METALLIC CONDUIT 6' WITHIN HALO SHALL BE
GROUNDED.
4. ALL GROUND CONDUCTORS TO BE SECURED WITH WAX
STRING ONLY. NO TlE-WRAPS OR FISH PAPER ALLOWED.
5. COIL 5' EXTRA SLACK IN WIRING AT TEMP SENSORS.
2013 0:31:30 AM. cmitchel, CONFIDENTIAL
(623 /4')
(3")
(50'/4")
INTERIOR ELEVATION "D"
MECHANICAL
TO
CORNER
DROP
June 3, 2013
M No.70301
: 30,
E.7O
0
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pLoRlop. C9
.... .... �:
.
ISWE MNFTD�
PRO
S EC RM V100 OWNM =SME
USE OF THESE DRAMNGS OR WE
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EXPRESSLY AUTHORIZED BY WHE
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SEEN �UTED MH WE
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A
V�- APPRO
DATE 6/12/13
PFS CORPORATION
Ga�e �A, M I
INTERJOB ELEVATION "E"
MECHANICAL
NOTE:
1. ALL MErALLIC CONDUrr 6' WITHIN
HALO SKAU- BE GROUNDED.
2. ALL GROUND CONDUCTORS TO BE
SECURED WITH wAx STRING ONLY. NO
TIE —WRAPS OR FISH PAPER ALLOWED.
2013 9:31;34 AM. cmitchal, CONFIDENTIAL
(lo'—lo"
n
r- - - - - - - - - - - - - - -
L— — — — — — — — — — — — — — —
INTERlOR ELEVATION "F"
MECHANICAL
June 3, 2013
No-7030i
T
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ST� OF
'I, ly
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�]S UMVNG 13 �5 CO�D�
PROPM MD OWMS �E
== OF VXOON U.C. M
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'L �P�O MPIPME 2 CMO�I � BE DWGET BE UL
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U= 4 AN ACCESSIORY MR R.ENUM USE AS PER ULIB87 VMDARD.
PIPING S� BE SECURED BY UL I.EIIED OMNI, VAND OFFS, M. AND
M BE SUMORpEO W P� SAGGING AND BOWS IN IRIE PIN
UETWORIC
MING S� BE C�Eo FROM DONEE PRIOR M CONINECM0 TO
� DEFETTOM
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MPMG NOM AT cEiIXG � BE ORIENTATED D�M M FINISH
FXK)R.
M=N �ACWRn DEEGN ANO PIST�ATON GIMWNEIL
W& � �PMO POINTS UMO �WWRM MPPUEO WINS.
No OENOS �N FRsT M- OF �E VESM DETINOTOR.
DO NOT GUE PIPE AND FITTINGS IN To INI-EF OF VESOA DEFECTOR OR MEIDA
Gks OEnBcMR.
SECTON I
NNE DMETER 0.874 IN
DISTWCE
I
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c.twa
VESDA APPLICATION NOTES
1012013 9:31:3B AM, cmItChel, CONFIDENTIAL -
REM�REN DAU NTK MR �N
ANEINEA
7/10f12
on
oEms. m Hom saEB
DEFECTOR', �-600
WE
VESOA WF�oo
CREATE A SWIRIED DMIGN
APPUCAlmm
DEFWLT
68.
AB PRERSURE
101MNPA
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STEEN F14mTC
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June 3, 2013
- ..........
No. 70301
LU
4U
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THIS DRAMNG Is THE WNFOSKUN.
'ROPERrr AND WNT� TREE
WE OF THESE DRX� OR THE
mr:wUm WHENNED HEREIN
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June 3, 2013
VERIZON 1WRELESS
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June 3, 2013 1
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June 3, 2013
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3=013 9:31.46 AM, mitchel, CONFIDENTIAL
ROOF INSERT PLATE
4
72,F COATING
TWURED SV.
(T."
APPRO
DATE 6/12/13
URETHANE SEALANT
3/16- 3-
PIPS CORPORATION
Ile x 3 X 3
3 16 2-
3 16 11 2' OR
(SEE WELD PLATE DUAL)
W� INSERT ANGu:Z
P/N 222000
WAU- PANEILI
NOTES
1. INSTALL INTERIOR PANELS W/ CONCRETE SCREWS (LENGTH MAY VARY)
WALURID
nON TYP
DOOR SECI10
Ze D.C. MAX ALONG LENGTH OF PANELS. (NO FASrENERS
REQUIRED ALONG SHOW SIDE OF PANEIS IF PANEL EDGE IS
TRIM DETAIL
AT A CORNER)
W W BETWEEN PANELS TO BE
3. USE CM TRIM IN ALL CORNERS AND MOUND
TOP PERIMETER. INSTALL USING J' BRAD NRLS.
4. TRIM ALL UPOSED OPENINGS W/ CMIDE CORNER TRIM.
WALL/FLOOR SEMION
2013 9:31.49 AM, crinitchel, CONFIDENTIAL
SIDE WALL
LOOR PANE
WALL/WALL SECTIOU
OR
JOINT QUAIL
PLAN VIM SEDWON
June 3, 2013
............
No. 70301
-U
o.
r STATE OF
�ZORION.-"
NZ
ME ORAWKS IS THE CONFDENR�
PROPERN ma cow"S �E
2 2SCREls OF ORULCON, LUD. NRY
0 WE OF VESE DRA�S OR WE
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MR CA,
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INDUSMIRS, mm IS �y
PROHIBITED. MS DRAMNG
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UNSB�RA4DNG �T �XE
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30/2013 9:31:52 AM, anitchel, CONFIDENTIAL
d
r 77 �kr,
CEILING
,E AIR FILM
0.61
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0.94
0.94
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--
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--
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FFFi
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0.25
�UTSIDE
2.140
12.460 TOTAL 'R'
0.467
0.080 TOTAL V
0.286
0.960
0.714 SURFACE AREA RATIO
12.380 R-FACTOR PER SURFACE AREA
0.191
5.�7
OVERALL U-
uv�L- K -VAUJL
June 3, 2013
NO. 70301
LU.
4� STAMOF
AZOMON
..........
o'
j\%\
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PROP� MD COMMS �E
S=RM OF �C% = M
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June 3, 2013
GEN
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=70.
GTAMCF
4 C RM P' C9
I,/
I,ONA*L"��I\Nl�l
1,1111110
MG DRAWS IS �E CONEDENT&
PROPERV AND COWN� WDE
SECRIVIS OF COVON. = W
ME OF �Z DRAWGS OR THE
llqm�vm Comm HERON
FOR � RIASOM mm THAN AS
WRESELY �RORRED BY
C�10111 WO. m mimy
PROMOM. `RM DRAVOIG W
BEER IxSNB.tRtO � IRE
=,,ST�DBIG �T ARMNE
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DATE
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111124 03
m
APP. IM.
DAM
� NO.
I OF I
D
OPTIONAL OVERHANG
(SIZE MAY VARY)
ROOF INSERT PLATE
WALL INSERT PLATE
P/N 223000 ROOF COATING
P/N 223100�
TURED. SEALER
(TAN)
UREIHANE SEALANT
P
FLOOR PERIMETER
.5-
ANGLE
URETHANE SEALANTJ
!;c
1/4" X 3" X 3"
(SEE WELD PLATE DETAIL)
APPROVED
WALL INSERT ANGLE
DATE 6/12/13
L3jxjxj AsrM A36-08
PFS CORPORATION
YIELD 54.6KSI
P/N 222000
... A
WALL PANEL-/
�4'—.
WALL INSERT
WALIJROOF CONNEQIION
M'N'MUM>3/1 I
(SHOP DETAIL 10-002)
SIDE PANEL
WALL INSERT PLATE MINIMU
ASTM A36-08 X 3- X 3"
'YIELD 54 K,Sr (SEE WELD P DETAIL)
P/N 2231(;o
:0 3"
WALL END ANG 3
L6X4Xjj ASTM A36-OB
YIELD 52KSI-'�\
'Ry
P/N WILL VA
.'7
END PANEI-j
WALL/WALL CONNECTION
(SHOP DETAIL 10-003)
12013 4.3M3 PM, cmitcbel, C014FIDENTIAL
WALL INSERT
1/4' X 3- X 3"
WELD PLATE
ASTM A36-08
)IELD 54XS
(TYP AT 2-PANEL
CONNECTIOM)
FLOOR PERIMEFER
ANGLE
L5X5XA ASTM A35-08
)IELD 55KSI
X 3" X 3-
(SEE WELD PLATTE DErTAIL)
3" EPS FOAM
NSULAflOM
WALUFLOOR CONNECTION
(SHOP DETAIL 10-00
WALL END ANGLE
X 3-
1/4 X 4"
WELD PLATES AT
CORNER. li,
3-PANEL CONNECTIONS)
3/16"
MINIMUM
3"
IINIMUM
WELD PLATE DETAILS
(SHOP DETAIL 10-005)
a
- M
miff
June 3, 2013
No.70301
LU
0
...... s1%
wS D�o M �E WMDE�
PROPERTY MD BOWANS �E
SECREVS OF GEUAON. = ANY
USE OF THESE DWINGS OR �E
WFORMON CONTANED WdEN
MR ANY �N OTHEB � AS
EvR,Y �m- BY SABRE
INBURBSES, m.mmy
PROUSM. VS Dmmo m
BEEN DISMBUTEO M THE
UNDERSTANDWO � ANYONE
REGENlma OR �z CRTANNG
MsSESSX)N OF M URU- BE
EN,R.Y
0
E
-Z�
�2
w
U
ENGINEERING STANDARD
GO .. 1EC11ON
PANEDErAILS
fl�L
10-MB
-
S�
i �G.
I llll�
cm �.
—
fg�
BREEF NO.
I OF I
ORRUNG NO-'
RWI
108-008
a
NOTES'
1. CONDUCTOR COLORS ARE AS FOLLOWING:
120/240 SINGLE
PHASE
PHASE "A"
- BLACK
PHASE "B"
- RED
NEUTRAL
- WHITE
120/208 THREE
PHASE
PHASE "A"
- BLACK
PHASE "B"
= RED
PHASE: "C"
- BLUE
NEUTRAL
- WHITE
277/4BO THREE
PHASE
PHASE "A"
- BROWN
PHASE 8"
- ORANGE
PHASE C"
- YELLOW
NEUTRAL
= GRAY
Cv. APPROM
DATE 6/12/13
PFS CORPORATION!
CoRz9OG..W
ALL ELECTRICAL GROUND — GREEN
ALL ISOLATED GROUND = GREEM/YELLOW STRIPE
ALL SWITCHED � PURPLE
2. AL) CONDUCTORS (UNLESS OTHERWISE NOTED) TO BE STRANDED THHN OR
THWN COPPER WRE.
3. ALL CONDUIT TO BE 1/2" EMT UNLESS OTHERWISE NOTED.
4. ALL LOW VOLTAGE CONOUT TO BE j- EMT UNLESS NOTED.
5. ALL CONDUCTOR AMPACTIES ARE BASED ON TABLE 310-16 NATIONAL
ELECTRICAL CODE.
6. CONDUT FILL EASED ON CHAPTER 9 - NATIONAL ELECTRICAL CODE.
7. PLACEMENT OF ELECTRICAL AND CDNDUrr COMPONENTS OR BOXES MAY VARY
TO ALIGN WITH COMPONENTS MANUFACTURE'S PRE -MADE BOX �NOCKOUTS.
THIS MAY INCLUDE ALIGNMENT WITH SHELTER PO4MRATIONS AND/011
INTERFERENCE WITH OTHER COMPONENTS.
8. CONDUIT, ELECTRICAL AND MECHANICAL DIMENS1014 TOLERANCE SHALL BE
±1/4-.
9. DASHED LINES DENOTE FIELD WORK.
10. ALL CIRCUITS ON 25 AMP THROUGH 6D AMP BREAKER MUST USE #10
ii. 66NDUCTORS SMALLER THAN 4 AWO MUST HAVE CORRECT COLOR INSULATION.
CONDUCTORS 4 AWG AND LARGER MAY BE RE -IDENTIFIED BY COLORED TAPE.
BLACK INSULATED CONDUCTOR SHALL BE THE ONLY COLOR TO BE
RE -IDENTIFIED. IF CONDUCTORS ARE RE-iDENTnED, IDENTIFICATION MUST BE
APPLIED IN THREE INCH (n WRAPS. MINIMUM EVERY THREE FEEr (3'-o").
RE-IDENTFICATION SHALL BE VISIBLE BY OPENING ANY ENCLOSURE. WHITE,
GRAY AND GREEN CONDUCTORS SHALL NOT BE RE-IDENTFIED.
12. ALL mErALuc ELECTRICAL BOXES (SWITCH BOXES, DUPLEX BOXES, LIGHTS,
JUNCrnON BOXES, EFC) SHALL BE CONNECTED TO THE PROTECTED GROUND
OF THE ACC DISFRIBUTON PANEL WITH A J12 GREE14 INSULKfED STRANDED
CONDUCTOR WHICH SHALL BE RUN INTERNAL TO THE CONDUIT.
13. THE AVAJLA13LE FAULT CURRENT CALCULATIONS AND MARKING IS THE
R�PONSIRILITY OF THE SITE CONTRACTOR. MARKING SHOULD BE OF SUCH:
14. NO SHAR6 NEUTR�g -BETWEEN CIRCUITS UNI ESS OTHERWISE SPECIFIED. IF
A NEUTRAL IS SHARED THE CIRCUITS MUST BE ON A SHARED DOUBLE POLE
/16/2011 IZ-35:05 PM, DBROYLES, CONFIDENTIAL
June 3, 2013
NO. 70301
LEGEND
CONDUrr (THICKNESS VARIES WITH SIZE OF CONDUIT)
%0 �AT
GROUND WIRE
4 X 4 BOX WITH QUAD RECEPTACLE
THE DMMNO JS
PROPEMY M5 co
4 X 4 E30X WITH DUPLEX RECEPTACLE
sm� OF CE=
USE OF THESE DRA
MW� OEM
MR � RM N 0
4 X 4 BOX WITH PENETRATION
EVREWLYOU
C�O% =
PROHMM. MOE
BEEN CSTWBUT
4 X 4 BOX BLANK
MERsukRDINO I
R�O OR OTHEF
MM50. .1
WREEmy NOE
4 X 4 BOX WITH 2 SWITCHES
4 X 4 BOX WITH SINGLE SWITCH
4" OCTAGON BOX WITH SMOKE DETECTOR
e OCTAGON BOX WITH HEAT DEFECTOR
4 X 4 BOX WITH TWIST -LOCK RECEPTACLE
4 X 4 BOX WITH TIMER SWITCH
4 X 4 BOX WrFH HYDROGEN DEFECTOR
PHOTOCELL SWITCH
SYSTEM GROUND FOR AC CIRCUITS
ISOL�TED GROUND FOR AD CIRCUITS
VENT FAN
FDj- MOTORIZED DAMPER
MOTION DETECTOR
Fmrllwj
108-015 1 1
GENERAL NOTES
1 .
2.
3.
4.
a.
9.
12.
13.
14.
15.
16.
ALL STEEL FASRICAMON AMD INSTALLAT10N SHALL BE DONE IN ACCORDANCE WITH
THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL AND LRFD(1999) AND
AWS D1.1 SPECIFICATIONS.
ALL WELDING SHALL BE MIG TYPE WITH THE FOLLOWING OPERATING SEMNGS:
WIRE SIZE ---------- — --- ---- 0.35
WIRE FEED SPEED (in/min) ------------ 5
VOLTAGE, DO W -------- — ------- 18.5
AMPERAGE, DO --- — — ----------- — 140
TRAVEL SPEED (in/min) — ----------- 10-12
SHIELDING GAS -------------------- 75/25
STRUCTURAL STEEL SPECIFICATIONS:
STRUCTURAL SHAPES ASTM A36M-97a
HIGH STRENGTH BOLTS, ASTM A 307-97
OTHER BOLTS, SAE J429 GRADE 5
ALL CONCRETE WORK SHALL CONFORM TO AMERICAN CONCREIE INSTITUTE A.C,I.
318-99 BUILDING CODES 311 & 211, AND ASTM STANDARDS C-172-97.
C-31/31ME16, C-39-96, AND PROVISIONS OF C-94-98.
ALL PRECAST STRUCTURAL SAND—UGHTWEIGHT CONCRERE SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH OF 5000 PSI AT 28 DAYS.
ALL REINFORCING STEEL BARS SHALL BE DOMESTIC, NEW BILUEr STEEL
CONFORMING TO ASTM A-61SM-96a SPECIFICATIONS.
CONCRETE COVERAGE OVER ALL REINFORCING STEEL S14ALL 13E A MINIMUM OF
3/4-.
ALL REBAR SHALL BE TIED 100% AT THE PERIMETER. AND 507 R SEWHERE.
ALL REBAR WIRE TIES TO BE 16 GAUGE
FIBROUS REINFORCED LIGHTWEIGHT CONCREFE MAY BE USED IN THE ROOF AND
FLOOR AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI AT 28
DAYS. FIBER REINFORCEMENT MAY BE USED IN THE FLOOR IF DESIRED IN
ORDER TO MAKE BATCHING OPERATION MORE EFFICIENT.
MAXIMUM JOINT SPACE BETWEEN PANELS SHALL BE 3/8" MEASURED BY REFUSAL
OF ABIL17Y TO PASS A 3/8" ROD ALL THE WAY THROUGH THE JOINT AT ANY
POINT ALONG THE JOINT.
WELD PLATE CONNECTIONS SHALL BE SPACED AT 4�—S" MAXIMUM ON THE. FLOOR
AND ROOF PANELS. THIS DIMENSION SHALL BE MAINTAJNED EXCEPT IN GASES
WHERE OPENINGS PROHIBIT.
TOLERANCES SHALL BE AS FOLLOWS:
PANEL THICK14ESS: thl/8"
PANEL SIZE ±1/16-
PANEL SQUARENESS: ±1/8" AGREEMENT ON DIAGONALS
LOCATION OF SLOCKOUTS & PVC'S: ±1/4-
SLOCKOUT DIMENSIONS: +1/4", —0"
PVC SIZE- USE TRADE SIZE AS USTED ON PROJECT DRAWINGS
REBAR SPLICING IS ALLOWED WHERE SPACE PERMITS. MINIMUM LAP IS 18* FOR
f4- REBAR AND 30" FOR #6 REBAR,
CONCRETE SHALL HAVE AIR ENTRAINMENT OF 6%, MODERATE EXPOSURE AND A
MAXIMUM AGGREGATE SIZE OF 318 INCH.
CONCRETE SHALL HAVE A WATER—CEMENTITIOUS MATERIAL RATIO OF 0.50.
June 3, 2013
GENERAL'
THESE REBAR SIZES AND SPACING REPRESENT THE MINIMUM
V*f"
AMOUNT FOR ALL CASUNG PLANS. PROJECT DRAWINGS MAY
N..7MOI
REQUIRE REINFORCEMENT IN ADDITION TO CELLXION
STANDARDS.
ROOF PANEL
#4 (SHORT AXIS) 12- D.C. ON SHELTER WIDTH OF 11--6-
AND LESS, 10- D.C. ON SHELTER WIDTH GREATER THAN
--6-
I 1 AND #4 (LONG AXIS) AT is" D.C.
'WALL PANEU
#4 AT PERIMETER AND 4 X 4 X W4.5 X W4.5 MESH
D�G 19 FK CON
7HROUGHOUT.
Pmp� ANO ww�
=RM OF �01, U
FLOOR:
(2)—#6 (SHORT AXIS) EACH RIB, #6 (LONG AXIS) EACH
U� OF � DRNMNGS
NRIWMON ww"M
AMMN MER
INTERIOR RIB. DECK: 4 X 4 X W4.5 X W4.5 MESH.
MR �
WRMLY AMORRE
SEALANT APPLICATION
STEP 1. AT MATING SURFACES BETWEEN PANELS, APPLY URIETHANE SEALANT 0"
BEAD) DURING ASSEMBLY.
VowmDNO Wr M
R�WNO OR OVMWISE OE
POMMION OF M W�
MPRESSLY NORM OF
CONRD� NAWRE
d
—
9
STEP 2.
URETHANE SEALANT REQUIRED ON ALL dOINTS. APPLY TO EXTERIOR
AFFER PANEL ASSEMBLY.
0
STEP 3.
ROOF COATING:
..L
APPLY SHELTER ROOF COATING PER MANUFACTURER INSTRUCTION.
ROOF COATING TO CONFORM TO, ASTM DBOB3-97A. OBC 1507.15.2 &
o-S
2000 ISO 1507.15.2.
—p
STEP 4.
APPLY AGGREGATE SEALER TO EXTERIOR WALLS. USE 1 GALLON PER
200 SO. FEEr.
STEP 5.
USE TEXTURED SEALER ON ALL SMOOTH EXPOSED SURFACES. USE
CEMEI,rnTOUS GRAY PAINT.
DO
V�-- APPRO
DATE 6/12113
PFS CORPORATION
Conn. G.. N I
ENGINEERING
I OF 4
1 IOE-016 1 M I
GENERAL NOTES
5.
S.
7.
10.
11.
12.
13.
14.
is.
16.
ALL STEEL FABRICAT10N AND INSTAI-I-AXION SHALL BE DONE IN ACCORDANCE
WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL AISC
LRFD(1999) AND AWS D1.1 SPECIFICATIONS.
ALI. WELDING SHALL BE MIG TYPE WITH THE FOLLOWING OPERATING
SMINGS:
WIRE SIZE ----------------------- 0.35
WIRE FEED SPEED (in/min) ------------ 5
VOLTAGE� DO -------- 18.5
140
TRAVEL SPEED Cin/min) 10-12
SHIELDING GAS -------------------- 75/25
STRUCTURAL STEEL SPECIFICATIONS:
STRUCTURAL SHAPES ASTM A36/A 36M-00
HIGH STRENGTH BOLTS, ASTM A 307-00
OTHER BOLTS, SAE J429 GRADE 5
ALL CONCRETE WORK SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE
A.C.I. 318-02 BUILDING CODES 311 & 211, AND ASTM STANDARDS
C-172-99, C-31/C311,498, C-39-99col, AND PROVISIONS OF
C-94/C94M-00.
ALL PRECAST STRUCTURAL SAND —LIGHTWEIGHT CONCRETE SHALL HAVE A
MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI AT 28 DAYS.
ALL REINFORCING STEEL BARS SHALL BE DOMESTIC, NEW BILLET STEEL
CONFORMING TO ASTM A 615M-00 SPECIFICATIONS.
CONCRETE COVERAGE OVER ALL RMNFORCING STEEL SHALL BE A MINIMUM
OF 3/4".
ALL REBAR SHALL BE TIED 1009 AT THE PERIMETER, AND 507. ELSEWHERE.
ALL REBAR WIRE TIES TO 13E 16 GAUGE.
FIBROUS REINFORCED LIGHTWEIGHT CONCRETE WAY BE USED IN THE ROOF
AND FLOOR AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5000
PSI AT 28 DAYS. FIBER REINFORCEMENT MAY BE USED IN THE FLOOR IF
DESIRED IN ORDER TO MAKE BATCHING OPERATION MORE EFFICIENT.
MAXIMUM JOINT SPACE BETWEEN PANELS SHALL BE 3/8' MEASURED BY
REFUSAL OF ABILITY TO PASS A 3/8- ROD ALL THE WAY THROUGH THE
J0114T AT ANY POINT ALONG THE JOINT.
WELD PLATE CONNECTIONS SHALL BE SPACED AT 4�—B" MAXIMUM ON THE
FLOOR AND ROOF PANELS. THIS DIMENSION SHALL BE MAINTAINED EXCEPT
IN CASES WHERE OPENINGS PROHIBIT.
TOLERANCES SHALL 13E AS FOLLOWS:
PANEL THICKNESS: :El/a"
PANEL SIZE: :hi/160
PANEL SQUARENESS: 11/8" AGREEMENT ON DIAGONALS
LOCATION OF BLOCKOUTS & PVC'S; ±1/4"
BLOCKOUT DIMENSIONS: +1/4". —0*
PVC SIZE. USE TRADE SIZE -AS LISTED ON PROJECT DRAWINGS
REBAR SPLICING IS ALLOWED WHERE SPACE PERMITS. MINIMUM LAP IS 18"
FOR #4 REBAR AND 30' FOR #6 REBAFL
CONCRETE SHALL HAVE AIR ENTRAJNMENT OF 6%. MODERATE EXPOSURE ANC
A MAXIMUM AGGREGATE SIZE OF 3/8 INCH.
CONCRETE SHALL HAVE A WATER—CFMENTITIOUS MATERIAL RATIO OF 0.50.
GENERAL
THESE REBAR SIZES AND SPACING REPRESENT THE MINIMUM
AMOUNT FOR ALL CASTING PLANS. PROJECT DRAWINGS MAY
REQUIRE REINFORCEMENT IN ADDITION TO CELLXION
STANDARDS.
ROOF PANEL.
#4 (SHORT AXIS) 12' D.C. ON SHELTER WIDTH OF ll'-6-
AND LESS, 10" 04. ON SHELTER WIDTH GREATER THAN
ll'-6- AND #4 (LONG AXIS) AT is- D.C.
WALL PANEL'
#4 AT PERIMETER AND 4 X 4 X Wl,.5 X W4.5 MESH
THROUGHOUT.
FLOOR:
(2)—#6 (SHORT AXIS) EACH RIB, #6 (LONG AXIS) EACH
INTERIOR RIB. DECK: 4 X 4 X W4.5 X W4.5 MESH.
SEALANT APPLICATION
STEP 1. AT ITING SURFACES 13ETWEM PANELS, APPLY URETHANE SEALANT (1"
B D
EAD DURING ASSEMBLY.
STEP 2. URETHANE SEALANT REQUIRED ON ALL JOINTS. APPLY TO EXTERIOR
AFFER PANEL ASSEMBLY.
STEP 3. ROOF COATING:
APPLY SHELTER ROOF COATING PER MANUFACTURER INSTRUCTION.
ROOF COATING TO CONFORM TO, ASTM DBOB3-97A. DEC 1507.15.2
2003 ISO 1507.15.2.
STEP 4. APPLY AGGREGATE SEALER TO EXTERIOR WALLS. USE I CALLON PER
200 SQ. FEET.
STEP 5. USE TEXTURED SE40 ON ALL SMOOTH EXPOSED SURFACES. USE
CFMEN7IlTOUS GRAY PAINT.
June 3, 2013
z No.70301
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STAM OF
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MOS ORAMM IS THE WNFDENnAL
PROPERO( AND W�S �C
SECRETS Of cE=ION. ac. �
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PROJECT,
GENERAL CAS77NG
SPECIRC4TIONS
2003 IBC
SHEET NO,
2 OF 4
GENERAL NOTES
2.
3.
4.
S.
6.
7.
12.
13.
14.
15.
16.
ALL STEEL FABRICATION AND INSTALLATION SHALL BE DONE IN ACCORDANCE
WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL Aisc
360-05 AMD AWS D1.1-04 SPECIFICATIONS,
ALL WELDING SHALL BE MIG TYPE WITH THE FOLLOWING OPERATING
SETTINGS:
WIRE SIZE ----------------------- 0.35
WIRE FEED SPEED (In/min) ------------ 5
VOLTAGE. DC (+) --- — ------------- 18.5
AMPERAGE, DC ------------ — - — --- 140
TRAVEL SPEED (in/min) -------------- 10-12
SHIELDING GAS -------------------- 75/25
STRUCTURAL STEEL SPECIFICATIONS:
STRUCTURAL SHAPES ASTM A36/A 36M-04a
HIGH STRENGTH BOLTS, ASTM A 307-D3
OT14ER BOLTS. SAE J429 GRADE 5
ALL CONCRETE WORK SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE
A.C.I. 318-05 BUILDING CODES 311 & 211, AND ASTM STANDARDS
C-172-04, C-31/C31M98, C-39-05.1. AND PROVISIONS OF
C-94/C94M-04.
ALL PRECAST STRUCTURAL SAND-UGHTWEIGHT CONCRETE SHALL HAVE A
MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI AT 28 DAYS.
ALL REINFORCING STEEL BARS SHALL BE DOMESTIC, NEW BILLET STEEL
CONFORMING TO ASTM A 615M-04a SPECIFICATIONS.
CONCRETE COVERAGE OVER ALL REINFORCING STEEL SHALL BE A MINIMUM
OF 3/4-.
ALL REBAR SHALL BE TIED 100% AT THE PERIMETER, AND 50% ELSEWHERE.
ALL REBAR WIRE TIES TO BE 16 GAUGE.
FIBROUS REINFORCED LIGHTWEIGHT CONCRErE MAY BE USED IN THE ROOF
AMD FLOOR AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5000
PSI AT 28 DAYS. FIBER REINFORCEMENT MAY BE USED IN THE FLOOR IF
DESIRED IN ORDER TO MAKE BATCHING OPERATION MORE EFFICIENT.
MAXIMUM JOINT SPACE BETWEEN PANELS SHALL BE 3/8' MEASURED 13Y
REFUSAL OF ABILITY TO PASS A 3/8- ROD ALL THE WAY THROUGH THE
JOINT AT ANY POINT ALONG THE JOINT.
WELD PLATE CONNECTIONS SHALL BE SPACED AT 4'-B" MAXIMUM ON THE
FLOOR AND ROOF PANELS. THIS DIMENSION SHALL BE MAINTAINED EXCEPT
IN CASES WHERE OPENINGS PROHIBIT.
TOLERANCES SHALL BE AS FOLLOW&
PANEL THICKNESSi ±l/B"
PANEL SIZE: ±1/16-
PANEL SQUARENESS: ±1/8" AGREEMENT ON DIAGONALS
LOCATION OF BLOCKOUTS & PVC'S: ±1/4!'
BLOCKOUT DIMENSIONS: +1/4". -0"
PVC SIZE. USE TRADE SIZE AS LISTED ON PROJECT DRAWINGS
REBAR SPLICING IS ALLOWED WHERE SPACE PERMITS. MINIMUM LAP IS 18"
FOR #4 REBAR AND 30- FOR #6 REBAR.
C014CRETE SHALL HAVE AIR ENTRAINMENT OF 6%. MODERATE EXPOSURE AND
A MAXIMUM AGGREGATE SIZE OF 3 8 INCH.
CONCRETE SHALL HAVE A WATER-9EMENTITIOUS MATERIAL RATIO OF 0.50.
GENERAL
THESE REBAR SIZES AND SPACING REPRESENT THE MINIMUM
AMOUNT FOR ALL CASTING PLANS. PROJECT DRAWINGS MAY
REQUIRE REINFORCEMENT IN ADDITION TO CELI-XION
STANDARDS.
ROOF PANEL'
#4 (SHORT AXIS) 12' D.C. ON SHELTER WIDTH OF ll'-6-
AND LESS. 10" D.C. ON SHELTER WIDTH GREATER THAN
Il'-S- AND #4 (LONG AXIS) AT 18" O.C.
WALL PANEL.
#4 AT PERIMETER AND 4 X 4 X W4.5 X W4.5 MESH
THROUGHOUT.
FLOOR-'
(2)-#B (SHORi AXIS) EACH RIB, #B (LONG AXIS) EACH
INTERIOR RIB. DECK: 4 X 4 X W4.5 X W4-.S MESH.
SEALANT APPUCATION
STEP 1. AT MATING SURFACES BETWEEN PANELS, APPLY URETHANE SEALANT (11
BEAD) DURING ASSEMBLY.
STEP 2. URETHANE SEALANT REQUIRED ON ALL JOINTS. APPLY TO EXTERIOR
AFTER PANEL ASSEMBLY.
STEP 3. ROOF COA71NG:
APPLY SHELTER ROOF COATING PER MANUFACTURER INSTRUCTION.
ROOF COATING TO CONFORM TO, ASTM D60B3-97A, 013C 1507.15.2 &
2006 IBC 1507.15.2.
STEP 4. APPLY AGGREGATE SEALER TO EXTERIOR WAU.S. USE 1 GALLON PER
200 SQ. FEET.
STEP 5. USE TEXTURED SEALER ON ALL SMOOTH EXPOSED SURFACES. USE
CENENTITOUS GRAY PAINT.
June 3, 2013 '
.....
.....
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7-0 a
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P0 DRAMS G� COWO�
PROPERn' MO cow"s NODE
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F----E-NjR-'AT'&S77NG
SPECIFICATIONS
2006 16C
GENERAL NOTES
1.
2.
3.
4.
5.
6.
7.
8.
9.
12.
13.
14.
15.
16.
ALL STEEL FABRICATION AND INSTALLATION SHALL BE DONE IN ACCORDANCE
WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL AISC
360-05 AND AWS D1.1-04 SPECIFICATIONS.
ALL WELDING SHALL BE MIG TYPE WITH THE FOLLOWING OPERATING
SETTINGS:
WIRE SIZE ----------------------- 0.35
WIRE FEED SPEED (In/mln) ------------ 5
VOLTAGE. DO (+) ------------------ 18.5
AMPERAGE. DO - ------------------ 140
TRAVEL SPEED Cin/min) -------------- 10-12
SHIELDING GAS ------ - ------------ 75/25
STRUCTURAL STEEL SPECIFICATIONS:
STRUCTURAL SHAPES ASTIA A36/A 36M-05
HIGH STRENGTH BOLTS, ASTIA A 307-03
OTHER BOLTS. SAE J429 GRADE 5
ALL CONCRETE WORK SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE
A.C.I. 318-08 BUILDING CODES 311 & 211, AND ASTM STANDARDS
C-172-04, C-.3i/C31-05. C-39-05al, AND PROVISIONS OF
C-94/C94M-07.
ALL PRECAST STRUCTURAL SAND -LIGHTWEIGHT CONCRETE SHALL HAVE A
MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI AT 26 DAYS.
ALL REINFORCING STEEL BARS SHALL BE DOMESTIC, NEW BILLET STEEL
CONFORMING TO ASTM A 615M-04a SPECIFICATIONS.
CONCRETE COVERAGE OVER ALL REINFORCING STEEL SHALL BE A MINIMUM
OF 3/4:.
ALL RE13AR SHALL BE TIED 10OZ AT THE PERIMETER, A14D 5DY ELSEWHERE
ALL RERAR WIRE TIES TO BE 16 GAUGE.
FIBROUS RONFORCED LIGHTWEIGHT CONCRETE MAY BE USED IN THE ROOF
AMD FLOOR AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5000
PSI AT 28 DAYS. FIBER RENFORCEMENT MAY BE USED IN THE FLOOR IF
DESIRED IN ORDER TO MAKE BATCHING OPEPA71ON MORE EFFICIENT.
MAXIMUM JOINT SPACE BETWEEN PANELS SHALL BE 3/8- MEASURED BY
REFUSAL OF ABILITY TO PASS A 3/8- ROD ALL THE WAY THROUGH THE
JOINT AT ANY POINT ALONG THE JOINT.
WELD PLATE CONNECTIONS SHALL BE SPACED AT 4'-B" MAXIMUM ON THE
FLOOR AND ROOF PANELS. THIS DIMENSION SHALL BE MAINTAJNED EXCEPT
IN CASES WHERE OPENINGS PROHIBIT.
PANEL THICKNESS: ±1/8"
PANEL SIZE: ±1/16'
PANEL SQUARENESS: ±1/8' AGREEMENT ON DIAGONALS
LOCA71ON OF SLOCKOUTS & PVC'S: :mle
BLOCKOUT DIMENSIONS: +1/4". -0"
PVC SIZE. USE TRADE SIZE AS LISTED ON PROJECT DRAWINGS
REEIM SPLICING IS ALLOWED WHERE SPACE PERMITS. MINIMUM LAP IS 18"
FOR #4 REBAR AND 30- FOR #8 REBAR.
CONCRETE SHALL HAVE AIR ENTRAINMENT OF 6%, MODERATE EXPOSURE AND
A MAXIMUM AGGREGATE SIZE OF 3/8 INCH.
CONCRETE SHALL HAVE A WATER-CEMENMOUS MATERIAL RATIO OF 0.50.
GENERAL'
THESE REBAR SIZES AND SPACING REPRESENT THE MINIMUM
AMOUNT FOR ALL CASTING PLANS. PROJECT DRAWINGS MAY
REQUIRE REINFORCEMENT IN ADDITION TO CEULXION
STANDARDS.
ROOF PA14EL:
#4 (SHORT AXIS) 12' D.C. ON SHELTER WIDTH OF ll'-6-
AND LESS, 10" D.C. ON SHELTER WIDTH GREATER THAN
ll'-6" AND #4 (LONG AXIS) AT 18" D.C.
WALL PANEL
#4 AT PERIMETER AND 4 X 4 X W4.5 X W4.5 MESH
THROUGHOUT.
FLOOR:
(2)-#6 (SHORT AXIS) EACH RIB, #6 (LONG AXIS) EACH
INTERIOR RIB. DECK: 4 X 4 X W4.5 X W4.5 MESH.
SEALANT APPLICATION
STEP 1. AT MATING SURFACES BETWEEN PANELS, APPLY URETHANE SEMANT 0"
BEAD) DURING ASSEMBLY.
STEP 2. URETHANE SENLANT REQUIRED ON ALL JOINTS. APPLY TO EXTERIOR
AFTER PANEL ASSEMBLY.
STEP 3. ROOF COATING.,
APPLY SHELTER ROOF COATING PER MANUFACTURER INSTRUCTION.
ROOF COATING TO CONFORM TO, ASTM D6083-05eOl, OBC 1507115.2
& 2009 IBC 1507.15.2.
STEP 4. APPLY AGGREGATE SFALER TO EXTERIOR WALLS. USE 1 GALLON PER
200 SQ. FEEr.
STEP 5. USE TEXTURED SEALER ON ALL SMOOTH EXPOSED SURFACES. USE
CEMDMOUS GRAY PANT.
V*_ APPROM2
DATE 6/12/13
PFS CORPORATION
conspGw.,w;
June 3, 2013
....................
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2. DIESEL GENERATOR AND FUELTANK ARE JUST FOR ILLUSTRATION PURPOSE ONLY, ACTUAL SIM
3. PENETRA71ONS MAY VARY ON LOCATION WITH GENERATOR USED.
4. USE RECTOR SEAL NO. 7 PIPE TH READ SEALANT FOR ALL TH HEADED FITTINGS.
June 3, 2013
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DATEi 6/12/13
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DATE 6/12,/13
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ITEM
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NOTES
i. cur wiRE mEsti BACK 1 1/2� AROUND ALL BLocKours.
Dr
2. USE 115 PCF SA14D LIGHT WEIGHT CONCRETE MIX.
3 INSTALL ONLY IF WAVEGUME IS REGUIRED.
4: PREP DOOR FRAMES PER SHOP DETAIL 51-039
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CrURAL LAYOUT
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SCALE 1:32
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MESH LAY0
SCALE 1:32
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NOTES:
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2. USE 115 POP SAND LIGHT WEIGHT CONCRETE MIK
9�3" [III]"-
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WIDTH
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NOTES '
1. CUT WIRE MESH BACK 11/2' AROUND ALL BLOCKOUTS
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3. INSTALL ONLY IF WAVEGUIDE IS REQUIRED.
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LENGTH
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NOTES '
1. CUT WIRE MESH BACK 11/2' AROUND ALL BLOCKOUTS.
2. USE 115 POP SAND LIGHT WEIGHT CONCRETE MIX.
3.
STRUCTURAL LAYOUT
END WALL "D"
(B(TERIORVIEW)
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NOTES: ........
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1. ROOF LIVE LOAD 95 PSF -.1111IN
2. USE 115 PCF SAND LIGHT WEIGHT CONCRETE MD(
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PFS CORPOIMnON
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SUB-PARTLIST
I SUB-PARTLIST
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DESORPTION LENGTH WIDTH DEPTH
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PFS CORPORATION
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125 1/2"
119 11r
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53 lj2"
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SCALE 1:32
June 3, 2013 '
No.70301
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PAU LIST
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QTY
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I WIDTH
I DEPTH
M
QTY
I'M
U/M
I PIN
DESCRIPTION
LENGTH
WIDTH
DEPTH
PCS
Iz
NOTES '
1. USE 115 PCF SAND LIGHTWEIGHT CONCRETE MIX.
2. FLOOR LIVE LOAD - 208 PSF
13B'
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June 3, 2013 '
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PART LIST
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I QTY U/M
I PIN
DESCRIMON
LENG[li
951- APPROVED
DATE 6/12/13
PFS CORPORATION
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SCALE 1:32
DETAIL B
SCALE 1:8
SECTION C-C
SCALE 1:8
June 3, 2013 5
...........
ND. 70301
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