HomeMy WebLinkAboutENGINEERING CALCULATIONSBRIAN J. SIELAFF, P.E.
STRUCTURAL ENGINEERING CALCULATIONS
FOR SCANNED
By
KOLPAK St. Lucie County
LUCIE COUNTY JAIL
I I; FORT PIERCE, FL
TGE PROJECT NO.: TGE17-8430
TGE FIRM NO.: M14000009249
140 69569 'k
STATE 0
NMI 4111 07/17/17
DESIGN CRITERIA:
STRUCTURAL CODE:
SEISMIC PARAMETERS:
SEISMIC DESIGN CATEGORY:
EXPOSURE CATEGORY:
DESIGN WIND SPEED
WALL/CEILING DEAD LOAD:
PANEL LIVE LOAD:
2014 FBC
Ss = 0.057
Si = 0.029
A
C
157 MPH
5.0 PSF
20.0 PSF
812 S. La Cassla Dr. - Boise, Idaho 83706 - (208) 345-8941 - (208) 345-8946 FAX
Page I of 39
TABLE OF CONTENTS
I PROJECT INFORMATION
2 JURISDICTIONAL INFORMATION .....................
3 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS ....................
4 GENERAL STRUCTURAL NOTES ...........................................................................................................
1-3
:14
................ 22
................ 24
......................... 29
......................... 31
812 S. La Cassia Dr. - Boise, Idaho 83705 - (208) 345-8941 - (208) 345-8946 FAX
Page 2 of 39
F11
PROJECT INFORMATION
Tamarack Grove Engineering
TGE Project Number:
TGE27-8430
Date:
6/2613.7
TGE Contact:
Logan King
TGE Engineer of Record:
Brian J. Sielaff, P.E. P. ENG.
Project Client Information:
Company:
Kolpak
Contact:
Tony Moffett
Address:
29:L5 Tennessee Avenue North
Parsons, TN 38363
Phone:
732847.6363.
Email:
Anthony.Moffett@mtwfs.com
Client Logo:
`-Koipak
Project Site Information
Name:
Lucie County Jail
Address:
goo Rock Rd
Fort Pierce, FL 34945
Coordinates:
27.46o' N, 80-407 * W
Phone:
N/A
Email;
N/A
Site Elevation:
N/A
Live and Dead Loads:
Panel Live Load:
20 PSF
Panel Dead Loads:
Steel Facing (ASTM-A-646):
3-8 PSF (26 GA. — t = 0.02 inch)
Insulation:
2.2 PSF
Miscellaneous:
2.0 PSF
TOTAL:
5.o PSF
812 S. La Cassia Dr. - Boise, Idaho 83705 - (208) 345-8941 - (208) 345-8946 FAX
Page 3 of 39
2 JURISDICTIONAL INFORMATION
Seismic Design information:
Seismic Parameters:
Ss = 0.057
9
S1 = 0.029
9
SD5 = o.o63.
9
SD� = 0.047
9
Site Coefficient, F,:
1.6
(IBC Table 3.623-3.3(l))
Site Coefficient, Fv:
2.4
(IBC Table ift3.3.3(2))
Building Site Class:
D
Seismic Design Category:
A
(IBC Table ift3.5.6(i&2))
Analysis Procedure Used:
Equivalent Lateral
Force Procedure
for Non -Structural Components
Basic Seismic -Force -Resisting -System:
Bearing Wall System — Light Framed
Walls of All Other
Materials
Importance Modification Factor, 1p:
1.0
(ASCE 7-20 13.1-3)
Amplification Factor, ap:
1.0
(ASCE 7-io Table 13.6-3.)
Response Modification Factor, Rp:
2.5
(ASCE 7-io Table 13.6-3.)
Lateral Pressure Design Information:
Design Wind Speed:
Vertical Main Wind Force:
Horizontal Main Wind Force:
Exposure Category:
157 MPH
-39.62 PSF
31-39 PSF
C
812 S. La Cassia Dr. - Boise, Idaho 83706 - (208) 346-8941 - (208) 345-8946 FAX
Page 4 of 39
3 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS
0 CITY OF LOS ANGELES RESEARCH REPORT: RR 248o8 FOR KOLPAK
0 ICC-ESR3.976"ITWBUILDEXTEKSSELF-DRILLING FASTENERS"
* KOLPAK PFS TEST REPORT
0 PSF TESTING REPORT #03-55 FOR KOLPAKWALK-INS
812 S. La Cassla Dr. -Boise, Idaho 83705 .(208) 345-8941 .(208) 345-8946 FAX
Page 6 of 39
4 GENERAL STRUCTURAL NOTES
2. GENERAL STRUCTURAL NOTES -
A. CONTRACTOR TO VERIFYALL OPENINGS, BUILDING DIMENSIONS, COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING
OFANY COOLER BOXES OR CONSTRUCTION.
B. THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR ANY DEVIATIONS FROM THESE PLANS UNLESS SUCH CHANGES ARE AUTHORIZED IN
WRITING TO THE ENGINEER OF RECORD.
C. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING AND/OR TEMPORARY STRUCTURAL STABILITY FOR ALL
PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL
CONFIGURATION.
D. NOTCHING AND/011 CUTTING OF ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIOR CONSENT IS GIVEN BY THE
ENGINEER OF RECORD.
812 S. La Casale Dr. - Boise, Idaho 83706 - (208) 345-8941 - (208) 346-8946 FAX
Page 6 of 39
Project Name: LUCIE COUNTY JAIL CBX
Location: FORT PIERCE, FL
TA14AJIACKIYURO—VE TGE Job Number- TGE1=7-8430
E N G I -N E E R, 1. N 0--
5 SEISMICANALYSIS
MUM Design Maps Detailed Report
2012/2015 International Building Code (27.460070N, 80.40776OW)
Site Class D - "Stiff Sol[', Risk Category I/II/M
Section 1613.3.1 — Mapped acceleration parameters
Note: Ground motion values provided below am for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean gmund motions computed by the LISGS by applying factors of 1.1 (to obtain S') and
1.3 (to obtain S.). Maps In the 2012/2015 International Building Code are provided for
Site Class B. Adjustments for other Site Classes am made, as needed, in Section
1613.3.3.
From Figure S. = 0.057 g
From Flaure 1612-2-1(211-1 S, = 0.029 g
Section 1613.3.2 — Site class definitions
The authority having jurisdiction (not the USGS), slte-spedflc geotechnical data, and/or
the default has classified the site as Site Class D, based on the site sail properties in
accordance with Section 1613.
2010 ASCE-7 Standard - Table 20.3-1
SITE CLASS DEFINITIONS
Site Claw
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft mck 1,200 to 2,SOO ft/s >50 >2,000 Psi,
D. Stiff Soil 600 to 1,200 ft/s is to so 1,000 to 2,000
PSI
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any proille with more than 10 ft of soil having the
characteristics:
• Plasticity Index P1 > 20,
• Moisture content W �: 40%, and
• Undralned shear strength 7. < 500 psf
F. Soils requiring site response analysis in Sea Section 20.3.1
accordance with Section 21.1
For SI: Iftfs - 0.3048 M/S Jib/ft2 0.0479 kWm2
812 S. La Cassla Dr. - Boise, Idaho 83705 - (208) 34"941 - (208) 345-9946 FAX
Page 7 of 39
Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake
Spectral response acceleration parameters
TABLE 1613.3.3(l)
VALUES OF SITE COEFFICIENT F.
Site Clan Mapped Spectral Response Acceleration at Short Period
S.S 0.25
S,-0.50 S.-O.75 S, = 1.00
S. � 1.25
A
0.8
0.8 0.8 0.8
0.8
B
1.0
1.0 1.0 1.0
1.0
C
1.2
1.2 1.1 1.0
1.0
D
1.4 1.2 1.1
1.0
E
2.5
1.7 1.2 0.9
0.9
F
See Section 11.4.7 of ASCE 7
Note; Use straight-line interpolation for intemediate values of %
For Site Clow = D and S. - 0.057 g, F. - 1.600
TABLE 1613.3.3(2)
VALUES OF SITE COEFFICIENT F.
Site Class
Mapped Spectral Response Acceleration at 1-s Period
S150.10 S, = 0.20 % = 0.30 % = 0.40 & k O.So
A
0.8 0.8 0.8 0.8
0.8
a
1.0 1.0 1.0 1.0
1.0
C
1.7 1.6 1.5 1A
1.3
D
2.0 1.8 1.6
1.5
3.5 3.2 2.8 2.4
2.4
F
See Section 11A.7 of ASCE 7
Note: Use straight-line Interpolation for Intemedlate values of S,
For Site Clan = D and S, = 0.029 9, F. = 2-400
812 S. La Cassla Dr. - Boise, Idaho 83705 - (208) 345-8941 .(208) 346-8946 FAX
Page 8 of 39
Equation (16-37):
S. = F.S. = 1.600 x 0.057 0.091 g
Equation (16-38):
S.� = F.S� = 2.400 x 0.029 0.071 g
Section 1613.3.4 — Design spectral response acceleration parameters
Equation (16-39): S.� = % S. = % x 0.091 0.061 g
Equation (1"0):
S., = % S.. = % x 0.071 �0.047 g
812 S. La Cassia Dr. - Boise, Idaho 83705 - (208) 345-8941 - (208) 345-8946 FAX
Page 9 of 39
STRUCTURAL ENGINEERING A Project Name: LUCIE COUNTY JAIL CBX
CALCULATIONS I Location: FORT PIERCE, FL
TAMAMACKnt T GROVE. TGE Job Number: TGE17-8430
E N G I -N E- E R I N 0-
Section 1613.3.5 — Determination of seismic design category
TABLE 1613.3.5(1)
SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION
RISK CATEGORY
VALUE OF Sw
I or 11 111 rV
lg� -c 0.1679 A A A
0.167g N S. < 0.339 B a C
0.331i S S. < 0.50l; C C D
0.5og S S. D ID D
For Risk Category - I and S. - 0.0619, Seismic Design Category - A
TABLE 1613.3.5(2)
SEISMIC DESIGN CATEGORY BASED ON I -SECOND PERIOD RESPONSE ACCELERATION
RISK CATEGORY
VALUE OF SD,
I or It III IV
S� -c 0.067g A A A
0.067g S S. < 0.1339 3 B C
0.133g S S. < 0.20g C C D
0.20g :5 E�� ID D D
For Risk Category - I and S. - 0.047 9, Seismic Design Category - A
Note! When S, Is greater then or equal to 0.75g, the Selsmic Design Category Is E for
buildings in Risk Categories 1, 11, and 111, and F for those in Risk Category IV, Irrespective
of the above.
Seismic Design Category a 'the more severe design category In accordance with
Table 1613.3.5(1) or 1613.3.5(2)n = A
Note: See Section 1613.3.5.1 for alternative appmaches to calculating Seismic Design
Category.
References
1. Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-
FIg16I3p3pI(1).pdf
2. Figure 1613.3.1(2): https:Hearthquake.usgs.gov/hazards/designmaps/downloads/pdf�JISC-2012-
FIgIGI3p3p1(2).pdf
812 S. La Cassla Dr. - Bolso, Idaho 83705 - (208) 345-8941 - (208) 345-8946 FAX
Page 10 of 39
6 WINDANALYSIS
711712017
Search Retuft for Map
..Qw Loan Kelaten Kesources Sponsors About ATC Contact
Search Results
QUOVY DatW Mon Jul 17 2017
Latitudo: 27AS14
Longitude; -80.4096
ASCE 740 Windapeads
(3� peak gmt In mph-):
Risk Category 1: 145
Risk Category 0: 157
Risk Category [INV. 168
MR1— 110-Year. 87
MPI" 25-Year. 106
MPI— 504can. 118
MRI" 100-Year. 129
ASCE 745 WIndspead:
136 (3-aft peak gust In mph)
ASCE 7.03 Windapeed:
99 (fastest mile In mph)
2 L, _.W.. � - �
V41NOSPEED WEBSITE DISCLAIMER
While the infennelon presented on this websRe is believed to be correct, ATC and its sponsors and ocaudbutom
assume no responsibility or liability for its accuracy. The material presented In the windspeed report should not
be used or relied upon for any specific application without competent emmination and verification of its
accamc)� suitability and appricalefily by engineers or other rwensed professionals. ATC does net Intend that the
use of this Information replace the sound judgment of such competent professionals. having expedenom and
knowledge In the field of practice, nor to substitute for the standard of care required of such professionals in
Interpreting and applying the results of the windspeed report provided by this wabsite. Users of the Information
frun this webs1te assume all liability arising from such use. Use of the output of this welesite does not Imply
approval by the governing bulkling code bodies responsible for building code approval and interprataflon for the
building site described by latitudeflongitude location In the windspeed load report.
SP� bYVVATGE�F� R� sh�ps�,, SUIWXO-R� 0,6Coikn�w�-(650)�IM
W:FAMdVeedAwumLOrgrindmPhP7oPtion=cwLcontmt&vfs�-arU"[&-10&d�I &[aMW�27A514452&kng"o=-80A095792&Nsk_cutaW... 111
812 S. La Canals Dr. - Boise, Idaho 83705 - (208) 345-8941 - (208) 345-8946 FAX
Pagel 1 of 39
STRUCTURAL ENGINEERING
Project Name: LUCIE COUNTY JAIL CBX
CALCULATIONS
T PIERCE, FL
'TAMARACK7 GROVE.
TGE Job Number: TGE17-8430
E N 0 1 -N
E E R -I' N 0
PrtqedTOo:
EngMw. Ned 0.
ProodDesoc.
ASCE Mi-W—nd Forces Chpt 28,
M &
D,s,,I;tl,: wow
Calculations per ASCE 7.10
V: Ba*VAW Speed per Sad 26.5.1 A. 8 or C
157.000
RooltilopeAngla
otolid",
0omWncypwTs*l-�l
AD Builfts ard libarsvipcilrin "C"l
thesellsted asCalleMl. M.aW IV
Expo�Cff"pwW
Exisawns C
Mit";MM110dHeigm
8.50 a
lambdels hda)PAWO bOtMW h9W tablolarvallms.
Lautdi: per FOM 293-1. Pop 305
121
Main Wod Ans of Conponnot 8 Clolft
10.0 11-2
RoolplIchforclaftVInovat
oto7degraos
Lbagedhed Mrinlul deSIp pm=
10.0 psi
TopoRpNol'sclar Kit per26.8
1.00
LHD: Least Horlaptal MnenWm
12.300
a (I)AV1.10. 3. Minp.10'U11). OA-A")
3.00 it
M (0.04 - LHO, 3, nrO.10 - LHD, OAV")
KahmniAd(liSmal Load Cwlsepar2BAA-16 Won entfirovestical plans
low. PMM—nus:17—
Zm: A - 47.35 pd
zons: C -
31.39 pd
Zone: a - .24.59 pd
Zone; D -
-1458 Psi
Vertcallareman...
Zan: E - 46ai psi
zons: G =
-39A2 pd
Zom F - 'VM psi
Z�' H -
-aw psi
onrisangs...
Zuni: Ech -79J83 Pat
Zons: Goh -
-an psi
E&Lckddiffg-�Tp
D'SOWROPffison-Lansfa-M-PsM parEq3D.&I
RadZm 1: pasbe:
21M psi
Mrdmm AdManal Load Case per21L4A 16 PSF
NeplKv:
43.748 pit
on antis wrlical owe
RadZm2: posiol:
21in psi
Nagative:
-W.121 P61
ltadZocall: Pollen:
2lAn pd
Negative:
435M psi
Won Zoos 4: NWM:
53.746 psi
Negalln;
413.288 pd
Wa9zows; posba:
53.745 psi
Negaft:
-TIM$ pst
Ro0l0MrInn;Zon92:
QM psi
RodCa"Zone&
-132253 pit
812 S. La Cassla Dr. - Boise, Idaho 83705 - (208) 345-8941 - (208) 345-8946 FAX
Page 12 of 39
7 SNOWANALYSIS
LUCSNOW LOADS BY LOCATION
Search Result
NIM00c �M�' ASCE r Gn� Sno
Q.MVAeQWY17.20J7
Md� 900 �& Rd. F� M,... M MUS.
�Wd@3 27.4514452
LaDg�.:40.40957M
El.U= 20.3 F�
AM eL��w �nd Sm� laad b 0 pd
-8Md . FVM 7-1 � S. � V�
M�E745��ASCE74&
My duW nd � b The depp�g Jd W
�UMIWY.
GROUND SNOW LOAD WEBSrrE DISCLAMER
While the information presented on this website is believed to be correct, ATC
and its sponsors and contributors assume no responsibility or liability for its
accuracy. The material presented in the ground snow load report should not be
used or relied upon for any specific application without competent examination
and verification of its accuracy, suitability and applicability by engineers or
other licensed professionals. ATC does not intend that the use of this
information replace the soundjudgment of such competent professionals,
having experience and knowledge in the field of practice, nor to substitute for
the standard of care required of such professionals in interpreting and applying
the results of the ground snow load report provided by this website. Users of
the information from this website assume all liability arising from such use. Use
of the output of this welisite does not imply approval by the governing building
code bodies responsible for building code approval and interpretation for the
building site described by latittidellongitude location in the ground snow load
report.
Sponsored by the ATC Endowment Fund - Applied Technology Council * 201 Redwood Shores
Parkway, Suite 240 - Redwood City� California 94065 - (650) 595-1542
812 S. La Cassia Dr. - Boise, Idaho 83706 - (208) 346-8941 - (208) 346-8946 FAX
Page 13 of 39
STRUCTURAL ENGINEERING
CALCULATIONS
JURSIDICTION INFORMA
DESIGN CRITERIA
DESIGN VALUES
ASD LOAD
10
1) DESIGN CALCULATIONS: <COOLER & FREEZER COMBO>
Project Name: LUCIE COUNTY JAIL CBX
Location: FORT PIERCE, FL
TGE Job Number: TGE17-8430
STRUCTURAL ENGINEERING
CALCULATIONS
TYPICAL CEILING PANEL
Project Name: LUCIE COUNTY JAIL CBX
Location: FORT PIERCE, FL
TGE Job Number:,TGE17-8430
STRUCTURAL ENGINEERING
CALCULATIONS
WALL
Project Name: LUCIE COUNTY JAIL CBX
Location: FORT PIERCE, FL
TGE Job Number: TGE1 7-8430
STRUCTURAL ENGINEERING
CALCULATIONS
LATERAL FORCE GENERATION 1-1
Project Name: LUCIE COUNTY JAIL CBX
Location: FORT PIERCE, FL
TGE Job Number� TGE17-8430
STRUCTURAL ENGINEERING
CALCULATIONS
LATERAL FORCE GENERATION 2-2 DIRECTION
Project Name: LUCIE COUNTY JAIL.CBX
Location: FORT PIERCE, FL
TGE Job Number: TGE1 7-8430
STRUCTURAL ENGINEERING
CALCULATIONS
FLOOR TO WALL CONNECTION <DETAIL 2.>
Project Name: LUCIE COUNTY JAIL CBX
Location: FORT PIERCE, FL
TGE Job Number: TGE17-8430
STRUCTURAL ENGINEERING Project Name: LUCIE COUNTY JAIL CBX
CALCULATIONS Location: FORT PIERCE, FL
lf;.l L FOVF17101 M C TGE.Job Number: TGE17-8430
7) TYPICAL CEILING PANEL TO WALL PAN
STRUCTURAL ENGINEERING Project Name: LUCIE COUNTY JAIL CBX
CALCULATIONS Location: FORT PIERCE, FL
FJ;lv;:k*J TGE Job Number: TGE17-8430
I
9 SOFrWARE PRINTOUTS
9.1 ENERCALC PRINTOUTS
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812 S. La Cassla Dr. -.Bolso, Idaho 83705 - (208) 34"941 - (208) 345-8946 FAX
Page 22 of 39
STRUCTURAL ENGINEERI NG
CALCULATIONS
TAJ4AJRACKVWF GROVE
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812 S.
La Cassia
Dr. - Boise, Idaho 83706 - (208) 345-8941 - (208) 345-8946 FAX
Page 23 of 39
Page 24 of 39
Ref: 62712017 2:31 PM I Softare version: 3
pada - 71.9;
Design loading Design and Combined Loading
Tensile forces per anchor.
Recommended anchors:
Tepcon Anchors Carbon Steel with Blue Climaseal 114
ESR 2202
Issue: 10101/2015/Validlty. 10/0112016
4WMWAWMI4
Lo6di'on afidhors:
Anchor Tensile
Sheadxj
Shearfy]
1 0 IN
0 Ibf
750 Ibf
Design resistance according to ACI 318 fAC 193:
TENSILE
SHEAR
Pullout strength
Concrete edge faillurec.
Failure mode not decisive
Failure mode not decisive
Concrete breakout strength
Oryout strength
Failure mode not decisive
k. = 1:
Steel strength:
h. = 1.5 In; r. = 4 in; c� = - In;
Failure mode not decisive
T. 2500 Psi; K = 24; w� = 1.00;
N. 2205.6 lbf*.
A.. A� = 1; Ac = 20.9 ir?.* A� = 20.2 In2;
G,m = 0 In: Ga. = 0 In; tp.,n = 1.00; W� 1.00;
tp"m - I -DO: q6x = 1.00;
V. = 220S.5 lbf.
OV. = 1644 lbf, O� = 0.7;
V. = 750 Itif
N = 0.49
Steel strength
Failure mode not decisive
Utilization equation:
0.49s 1
812 S. La Cassla Dr. - Boise, Idaho 83706 - (208) 3415�8941 - (208) 346-8946 FAX
Page 25 of 39
Project Name: LUCIE COUNTY JAIL CBX
Location: FORT PIERCE, FL
TAMARACKWG TGE Job Number: TGE1 7-8430
iE N 0 I-N E-E R- "0
Relf: 612712017 2:31 PM I Software version: 3 Page: 315
Dimensions of the base plate
0.08
11.40
4.00
812 S. La Cassia Dr. - Bolso, Idaho 83705 - (208) 3454941 - (208) 345-8946 FAX
Page 26 of 39
Ref : 6127J20117 2:31 PM / Software version: 3 Page:415
Recommended anchors: Tepcon Anchors Carbon Steel with Blue Cilmaseal 114
ProductCode; IESR2202/lssue:1010112015/ Issue: 10/0112016
.5 In
j!LjnfMUMthIc, ass of base material: jjIn
Hole djamenn the base material: O.Fln
lHole depth In the base material: 12.4 In
I Base plate thickness: 10.1 In I
in
Stop 1: Using a TapconO drill bit
drill the hole 1/4" deeper than
anchor embedment
Step 2: Clean hole with compressed
air or vacuum to remove any excess
dust/debris.
Stop 3: Place CondriveM tool with
drive socket over drill bit.
stop 4: Drive anchor thru fixture
and into hole until nut driver spins
free ftm head of anchor.
-Am RM HEAW
Installation Method belows,
812 S. La Cassia Dr. - Bolse, Idaho 83705 - (208) 3415�8941 - (208) 34r�8946 FAX
Page 27 of 39
TAMARACK r$F GROVE_
E M 0 1 N E E R I N G--
Ref : 6127120117 2:31 PM I Software version: 3
Page:515
TENSILE
SHEAR
Bond Stremith
Concrete edge fallure:
N:
�2500
NEW')
W'162W
ONp,, �: N�
TOO.,."
I T. Ift"i
ov
1 al:�v
1p". 0.7 4 o3.(jSt) s LO
W"
V6-7.
ONIft � N_
Ax�
A.. -9.hW2
W� = (-�;3'
.F)5 110
W,*= 0.7 *03.bm.) .9 1.0
4',, = LO
Nb = ",rr—c lx.�
SUNNI Strongth
N.
PrvotEt st�ath:
I,vm
AN. - 9.b,'
PrvotEt st�ath:
I,vm
AN. - 9.b,'
!%,(�
I fto"I"I
. s LEE
1.0
(WE)
IN41712M)
912ELMMOSMIDWth no Imel ann)
VE.
OV. �: V.
I
Facie: 51
812 S. La Cassia Dr. - Boise, Idaho 83705 - (208) 346-8941 - (208) 346-8946 FAX
Page 28 of 39
io MATERIAL AND HARDWARE PRINTOUTS
10.1 LARR#24808
B61LDIN'GAND'SAFET-Y
COMMISSIONERS
KELENAWBANY
�?MMIQT ,
,vANAmBA'na:os'
mcs�mxw
E. FEUCIA BRANNON
_VICTOR H. CUEVAS'
GFORGEHOVAGUIMLAN
Koloak
i9l 5 Tenn6ie Avenue N
Parsons, TN 38363
Atfii:'Tony MoMlit
�731[) 84-�iifii9�
Qft)(o�-L68-ANGELES
:EMCGARCETTI
'MAYOR'
� ��W,
BUILDING AND SAFETY
L03AN=Es.CA=12'
RAYMOND S. CHAN C.E:.S.E.
RESEARCH REPORT. RR*24808,
(CS14.0030)
Expirew 'January 1, 2017
Issned'Date: April, 1. 2014'
Code- , 2014 1ABC
GENERAL'APPROVAL—,RcnewW/Cl�ricid Modification � Kolpak-Mbdullir Walk-lo
CooliffreezersZ
DETAILS.
% . I
Panels for the coolers'and. freezer consis
E94 are 20 and'139, respectively, for the core material. The self-igftition temperaturc.of the,'
kamperASTMID-1929is95013. Surfhoebumiirigchari6teristics of the finisbeabuilding,unit
shall not exceed 75 fbr�fiarne spread and 4�0'fbr smoke developcd respectively.
Kolpak,fivestanding,walk-m—co-oler's and fre6iorsconstrudied.6f p*iIsdescTibcd ab6vc-ari
9piovedwith the.61lowingrequit'ements:
L Th6cooli��i6dfre,ezirs"shalt-beinstaflddifi.thelini�.rior , ofbuildings.
2 1 . Hei . g . In pfunits shail not exceed 10�ct.
j. Thea W"'rigate-floor aita.of the Ikestanding walk-in cooler and ffee"shalf he less than,
400 square.&et.
4. Thi' inils�shdll'b-cconsider6d�66mVugtiblikdmaYbbliswbnlYinareas�wheie
.p
combustible materials are permitted bythe Code.,
RR'248o8-
Page I,of 2
�AFW "(��,U AN EQUAL EMPLOYMENT OPPORTUNITY� AMRMATFVE ACTION EMPLOYER
812 S. La Cassia Dr. - Boise, Idaho 83705 - (208) 3454941 - (208) 346-8946 FAX
Page 29 of 39
Project Name: LUCIE COUNTY JAIL CBX
Location: FORT PIERCE, FL
I'TAMARACK'FTF GROVE - TGE Job Number: TGE17-8430
E N 0 I-N E E- R I, N
Kolpak
P�E',Kolp*,ModubrWalk-'-I.n'Coolerl�reezer
5. Minimum thielffiesi 6fthe mc6likiiii ane 26 gage (0.019") for the aluminura iioited
galvanized I sieci,,0.03r- for aluminum and 22 gagc'(0;-Q10") f�r the Stainless steel.
6. Thepanels shall.W: f6bridatW:in the Abli.of a fabricat6flicefis6d by the Dcoartin6ritsfid
shall bearidentification markings..
7. Separate aplubvil'iliall b.e foq'itired forlelectrical installidi6ni driclosbil, inAlfu Panel.
Also,.no electrical, plumbing or mechanical can be installed aft&,fabrication of. the
panel�.
DISCI(JSSION
I
The Clirical-Modiri ban P
cation'w.toc 8c the ciontact ersmiti teliphoiric num&r, and update the
t6de to 2614LABC.,
11cycooit is in compliance mrith-the 21014 City of LosAngq14 Auilding Code.
'Ite approval is basedon'the foarn plasti6asulittion requirements- of Section 2603 and itru6tuml'
Itqs� and analysis.
Addiessce to whom, thi's-RescanchItepoit is'issued 'is res
ponsi providing copies of it,
c6mblete with any attakhmentsjndicatcd� to architccts� �engineeri and builders using iterns
ipproved herein in design or construction whi6kniust be approved by Department of Bitildifig�
and Sif6ty Engineers andlnspcctoris�
Tliis general approval of an.'equival6rit afternite to the Code, is'only valid wheri ahlenjginier:
and/or inspector of this Department has dete"minined that all-c(inditions . of this"approval,havi been,
met in the project in whicht it is to be us'ecL
ALLEN PEERY,.Chi6f
Engine , e ! ring ResearcliSection
9011N. Figueroa St., Room 880
Los'Angeles�.CA 9001Y
Phone- 213-202798 12
Fak-113'202-'0943.:
M
RR 248618
page 2 of 2
812 S. La Cassia Dr. - Boise, Idaho 83706 - (208) 345-8941 -(208) 345-8946 FAX
Paae 30 of 39
10.2 PFSTESTREPORT
TAMARACK rf F GROVE
E N 0 1 N E C R I N G -
PFS TEST REPORT #01-SS
STRUCTURAL INSULATED PANEL
TESTING
FOR
KOLPAKWALK-INS
PARSONS, TENNESSEE
RIVERFALLS, WISCONSIN
PFS
Test
Report
By:
PFS Corporation
1507 Matt Pass
AMRIMR-5
7L-109 CottageGirove, W1.53527 It
812 S. La Cassla Dr. - Boise, Idaho 83705 - (208) 346-8941 - (208) 345-8946 FAX
Page 31 of 39
Laborato
ces
Testing - Research - Consulting - Model Code Qualifications
Quality Assurance, - Design Calculations - Sampling - Witnessing
ENGINEERED WOOD PRODUCTS
MI)Fpanels, IJojsfs� Rim -board, LVI, Thisses
WOOD- PLASTIC COM POgITE LUM 0 E R And GUARDRAI LSYSTEMS
Deck boards, Structural Elements,'Guaids, and Handrail;
BUILDING STRUCTURAL COMPONENTS
Load Bearing Performance
STRUCTURAL INSULATED PANELS.
Structural Performance and Adbesive Qualification
STRUCTURAL and CONSTRUCTION ADHESIVES
Exterior Wit -Use, Builkng Matedals Product Uie, Sub -floor, and Genertil Purpose
R06F COVERINGS and El
Aft types
FASTENERS and CONNECTIONS
Malls, Screws, Staples, Bolt; ConnectorPlates, Joist Hangers
CORPORATE HEADQUARTERS and LABORATORY
I501MattPass
Cottage GroveWl 53527
Tel: (608) 839-1013
x: (608)839-1014
Michael J. Slifka, k
msllfka@pfscorporation.com
James A. Rothman, PE
J6thman@pfscorporation.com
MIDWESTREGION
1507 Matt Pass
Cottage GroveWl 53S27
Tel: (608) 839-1013
Fax: (6W) 839-1014
Ronald H. ReIndl, AIA
ffefndl@pfscorporaVon.com
SOUTH CENTRAL REGION
9550 Skillman StreeL Suite 108
DallasjX 75243
Tel: C214) 221-5585
Fax:;(114) 221-5589
James M.HopiandPE
jimlioptand@phcorporation.com
NORTHEAST'REGION
2877 Skateto-Nn Road
Bloomsburg,PA 17815
Tel: (570) 784-839i
Fax: (570) 784-5961
Richard L. Wenner, FE
rwenner@pficorpbFation.com
WESTERN REGION
3637 MotorAvenue, Suite 3iO
Los Angeles, CA 90034
Tel: (310) 559-7287
Fax: (310) 559-1368
J. Robert Nehon, PE
melson,Lapftcotporatlon.corn
SOUTHEAST REGION
6608 Six Forks Road, Suite 201
Raleigh, NC'27615
Tel: (919) 845-8450
Fax: 1919) 845-8454
Larry kBeineke, P� Ph.D.
lbeineke@pfscorporation.com
812 S. La Cassia Dr. - Boise, Idaho 83705 - (208) 345-8941 - (208) 345-8946 FAX
Page 32 of 39
kf6dqiw�
240213aniftfteet
phom6cam —Vol
We=
mk hsdamiups
ft.�
Omkc,,"
D.U,W
,214,231—
CA
:V,dW,m
WMISM
smh�
FbW4%KC
AMMMW,
.8"Ouke
M&AM AL
PF� T - ist lipoit: 06NZ
Test'Dam: M26;—�10410 ' 4-
Report Deft: 6/19/04'
PagF.+ of 79
PFS -TESfREI!Olk;f#O. 5�
,STRUCTURAL INSULATED PANELT.E.87ING
FOR
KOLPAK W&K-INS
PARISONS�,TENNESSEF'
RIVERFALLS, WISCONSIN
MATERMLS
The�dlcrvt subndtf6d struefung'las ..smplcs with Dow-DeltMean AF4500 core
mate6l bonded with IlNiift 49314 HL fi�wfiik �verall "ensionsfiar the teistin't; fiftd:
rm Lod Tp�t — ASTM R M(Bactiowl I ---AmccdW by ICQ AM, S"ns t"
4 ea; 44n. x 464i., x 934n., Ceffin&4a U Panel -dalvalumc�26 g& lifiAodExterior
4 ;�� 4-ii� x, 130-in.. CeiIIW*ll Pa4foilimlun* 26 ow hateriodiskierior
4 caA n'g/W21
-hL x46-im J0854n., Celli I Panel Gawumot; Winterlormi6or
4 ca.-S 4n. x 46- in. x 934m,'Mir tnterlor/lixtedoi
W.Wait Panel Gilvaluin% 26 BL
Ccm. 5rin. x 4&inax, 130-'in., 611inglWall Panel Go'I6'-Ium'%.26 p. lnteribiig�"r
's Ces�'54& - Il I t X', 16 .4 1 .-C@ !a 117ROlAbil iii wicdarip�vtcimr
� 11 , - In. -, I irw� , " — val
4 ca. 4�hv. -x 446-in. -,x 142;1/4�io, 6.0246L Stuc6o Ceifinqll(Wetl Pariel, Alumlnun,�.
Interiorffixt
4� *9 &A -tic 46-ffi;k.93-in�, Super.Cciling Panel Galvahone. 26 go. Interiorl-20 ga. Smooth.
caliam�Aib�fior�w 1, one
4ei%'44L i 4&'K x 139'-;In., S'uperCciling Panel Gal�al 26. lnte�ad
unke� , Pt r2oga�§Mooth.'
'Gaivinized &WI&AiRli channel 7
08'ea. 4-A. i 4646;�'X- igS,-In., Su' 'Coiling Panel Gajvajumc� 26 gm l6teriorl-201ga. SM001h
Fr
812 S. La Cassia Dr. - Bolse, Idaho 83705 - (208) 34&8941 - (208) 346-8946 FAX
Page 33 of 39
PFS Test Report-.,-,903-55
Tc�tl)htis: IW:-W0G04'
0*�:IoM
(Conflnued)
Rft*ihe ResiWamp Test — AMM R 72 1Sectigm 14 fication, 4r 51
12ea.+In. ifO-In. i 94-1/446,Yall Panel Galvalume,26ge. InteriodExtedoir
9xiii'Load Test on Walls. ASTM E 72, (Svoion 9 �Amendcd by,ICC AC-04.19cotions 4.4)
4ea.4-in.x46-in.,x-142-V44.,,Wal[P=14jdvatdme�26gm,lme.iiorABxtmior
IjajectrLoad Test on Ceiling Panrja. ASIM E 695-03 ff�eli6n83—AmmMkXlcCAC-O4.Scdonq4.6,21�
0 1 c&44&. x 46-in. x 93-1n., Ceiling Panel Galv6lurne, 26ga. InteriorMitedor
Test on Walls. ASTM;C 297.04 for MY Tension and ASTM Q 1183-03 farrExt"loTlOymbility,
. I ca..4-in. x 46-fiL x 94-4/4-in.. Wall Panel Galvalurne, 26 ga. Intedarffixtetior
ComnmseimiTnt,AStM-C365-63,m6difiedjfFl"se Comormi" Streneth of Sandwich Cam)
1 Ca. &In. x 46-in. x 944/4-IN.Wall Panel G�Ivalumr�'26 gA: lntaxiv��cr.
OnNall fl"iiip� Cam -Locks
3 ca 4-In. x 4.1n. x 94-114�ln, wAtandard'locles and %�Aong strilmPlaced 12,-in. apadelong thewrtical sidelof
the panels
44n. x 46. 1/2-in. x 934n� �dstandard locks and wilong strikes placed 124n: apait aTound.p6imeter of the
Panels
I � ; I'l
trat load test was -perfbrrni!d,aocordIng to'the SectIoW4.3'jof'TOC-ES 'AC04 3PCCificallons. A uAlfounly
transieric 16�d was aOpIicd1.-�nihe, surfice of the paiel-in it vicuum. juessure,chantim. Tho.partel'imas
inside the chambersuch, that Wivas supportcd�acnass the' t�idih.at.3 IrL. It I am tin, ends on-ei 3.�LL %�Idj
LVJDT* wem positioned on the
i
4invIdne'Losal Ted
of
nw load
Went
812 S. La Cassia Dr. - Boise, Idaho 83705 - (208) 345-8941 - (208) 346-8946 FAX
Page 34 of 39
,Rjjj6fi Load T61 i6ritinuid),
finally
with
WS Test RePortr 403-SS
TO Datem W6.4 Y04/04
Report Date: fi/J[9104
. . Pigo-O of 79 -
ifit into the core whem.thi "Latch" slot engages afid the'-pnels
the Posi-Lac'featars with finter mention using a ifexC%irrewj�
ction anchoredto the Rocking Shear test apparatus according to
14n.-Iong,TapoontmemiscrewrWevers. 1U.1foor-simuladoir
I wbIch was attached to The racking shear frame.
TU sore, Canfl. I ack Waning system was usiki fbt the fastening simulated ceiling and floor sacflons'�* the racking'shear
ap" testimnal had 2 Cain Locics t6r the haid66ticalons and 2 f6 r the sill connecticm spacod 23-in. awcenter'
Zinc= 111MIn. o¢ertistpane'llmd 4 Cam'L6cksfbr the head connections and4 fbr tha'Al connection
The Cant Locks wen; located at approximately ow.-thirdPositions. -The shanlited floor iectidn contained the CentLack.
S, i n and the wall -panels had the "Latch!'section. The simulated ceiling section contained the "Strike'se6flon and the
wa I panefhad. die �UWIO section. Before testing all.Cam Lock connections were com"pleted and locked'd6wrtibrihi
duration of the tesL,
tuxurarte.to 0.01-lnch� were used to monitur di
which was attached to the stini. measured any
offt
A,preload 4,200 Ilif was opplic&affid relea�e& 71w.load was,then applied and released in thme stages 0*90% 1400, and.
2400 Ibf to establish set chavacterisfics.Aftef the specimens werilimcled as'specill6d., any residual deflection (Set) In the
panel was recorded. The deflection Tenifings, W-Mrecorded at each 2004bf-Imid'ificrementi. The1oad vnWapplled-
continuously throughout the tesf at im approxintamratte of 400L lbf* mhurtaand i�as applied until ultimale4hitme
occured.11m maximum load and the failure mode were recorded (Photo4).
(Newe bles 37 to 42 and the Figurer'13 1614fordelatted resuils)
Axial Laid Test
Tha�axlal fmadjt
mounted in a bei
monitor the axial
venicid deflection
limmuci Land test
The Impact load (as
pQd6h. _Two.dl�
instantaneous diflel
,Rn�quickrelem m
I c,
panel.
was conducted
Section 4A of thi TMES AC04 specifications.. 71u; panels,'wem
ire (Photo 5). The load Was applied to'the panels at an eccentricity of
i the top and bottom'skinsmiWimmmed on, both sides of the pawl to
i dial gages were mounted near the edge if mid-i
pan twntoriltorthe
Wilum the panel,was inema entally loade& 71te'loading Procedure
cut of fooliffit; r6ilowcd -by holding the load For 5 minutes, releasing
to, the next load'Increment. The deflections were monitored at -the
oading and -unloading stages. lU i�crcrvcnhilly Increasing lead was.
failure occurred due to crashing pf the panel skins afth�,Ioadlag cud
r 17LI
Ion after the impac(. A- 60.1
center oftho panel (Photo.1).
in 6 h6rivanioil
thi maximIum
ied to.a.julloy
812 S. La Cassla Dr. - Bolso, Idaho M706 - (208) 345-8941 - (208) 345-8946 FAX
Page 35 of 39
tiiiiii 1;iw Test (Cio jt.)�
PFS'Tast.lt�qort: 003Z5
Ttstl)atis:-1126�5/Mil
'Ikepoii Date: 640104
,Pige-.,'4iot79
panel tl�'thc-
of*6�panel'
raised to the'
,Ths compression load test was conducQ according to the ASTM C 365;03 ktandard. FWe(5)I8-hL6%v1de-by-I9-
�ir�iong-by-3-3/4-in;iNck.spe6imem.ivcm,cut,frdm the parent,pawl. 'Me panel wasmounted.in a hoiWnialt
position. Deflection readings weve measured.wlih a linear voltage deflection-Vansducer(LWn afted to the test
machines crosshead. An cleamnle lead call mensurod the appliediforce. Tha,force was applied over a, I square
foot am with a Holdwin universal test machine at a continuous rate of cmeAead. movernesu of 0.20 InJoilh. Force'
and deflection data was monitored and recorded with an electronic data ic
(See ]'holes 9 - 10 A Table 4 7for. detailed re v;11s) quisition System;
*teiisile�strwugih test ofthie C`Om orthi bond bchv�c6 the core and skins we're variformed . according to the ASTM
were
sWel
Tensile Pull of CnmJ-,2jh
for 4 week
'Ut tat resilts ino iho%in im'thi follawinglAblis and figuici �isidOieribcd b;Io%v.
,transverse Land Tests - Tables I - 36; Figures I - 12
IMC1169 Load Tests - Tables 37 - 42, Flitmis 13.-114�
-Axiil Load -Testa - Tables 43 - 45i, Figures 15,- 16
1mpactLoodTe3t—Tu6k46, '*
Cinfipivulon iAad Test— Table 47.
146ifloh.-Irests - Tables 48 - 49
Tenslle,ftfi-Twta - Table 56
tensile load was
offidlum Me
812 S. La Cassla Dr. - Boise, Idaho 83706 - (208) 345-8941 - (208) 346-8946 FAX
Page 36 of 39
TAMARACK7 GROVE
E N' 0- 1 -N E E R' I- N 0
All
Ul
S
I'l, AN
IP
lr5
812 S. La Cassla Dr. - Boise, Idaho 83706 - (208) U5.8941 - (208) 345-8946 FAX
page 37 of 39
RESULTS (Continued)
RACKING T-F-W SUMMARY
841 x 8-ft k 44n Wall Panels
TFS Test Report: #03-55
Test Dales: V26 -,516904
Report Date: 6/19/04
Page: 7 of 79
Two Cam -locks snaced 23-in.
Test NO.
Ultimate Load (lbo
1
2
3
2,303
2,474
401
AVERAGE
2,259
Two Carn-lacks somacedd I W/n2
avarL
1
2
3
2,786
2,436
2,728
AVERAG
2,650
AXIAL LOAIQ TEST SUMMARY
46-In. x 12-ft x 4-in Wall Panels
Test
Ultimate Load
NO.
(lbf)
1
9,815
2
10,447
3
10,175
AVERAGE
10;146
$T=1WWS
This report may not be reproduced; except in fidl, without the written approval of die PPS Corporation.
Report Reviewed by: Report Reviewed by:' ReparlReviewed and
.... Repok Prepared by!
PdM
James Van Schoyck Deepak Shrcstha P.E. Dwight E. McDonald
Lab Adininistrator Lab Technical Manager Lab General Manager
812 S. La Cassla Dr. - Boise, Idaho 83705 - (208) 346-8941 - (208) 34S-8946 FAX
Page 311 of 39
IRFS Test Rcpo�: flt)3-5�
Test Date&: M26 - 51VO4
Report Data: 6119/04
Page 73 ob9
KOLPAKWALKINS
Tensile Pull -Test of Wall and Ceiling'Connectors
Dow DdtaTherrto AP4500 Foant Systent wifft Swffl 49314 Adhes&a
Wall to Wall
wall to well
Wall to Ceiling
Test
(Short Latch)
(Long Latch)
(Short Latch)
Load
Qbf)
1
339
610
379
2
396
625
384
3
423
159
392
4
575
-856
311
5
53i
870-
458
TveraRc
451
744
395
TABLESO
M S. La Cassia Dr. - Boise, Idaho 83706 - (208) 345-8941 - (208) 345-8946 FAX
Page 39 of 39