Specifications /5875- S / ,74/s /h/e it/fC20/ - D072/3
oCT 22
ZO19
PNORTH
aUiLDING 0, ��t:
ION
Mothers Milk Bank Walk-in Refrigeration
Structural Calculations
LOCATION
Tigard, Oregon
CLIENT
Custom Cooler Inc.
19-1599
Or
'-
/
i ` :4 '? r�
V
EXP/;ES: /_./W5-.4
Date Completed October 15,2019
Project Number 19028007
Engineer of Record Peter 0.Nussbacher P.E.
Completed by Peter 0.Nussbacher P.E.
Contact Peter@plan-north.com
r (208)960-4719
.' PLAN NORTH ENGINEERS 1345 W BOBWHITE CT STE 200,BOISE ID 83706
PLA.NNORTH
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TABLE OF CONTENTS
1-DESIGN CRITERIA 3
2-STRUCTURAL CALCULATIONS 5
2.1-PANEL CALCULATIONS 5
2.2-CONTINUOUS ANCHORAGE(SHEAR) 11
3-APPENDIX: MATERIAL SPECIFICATIONS 17
3.1-CUSTOM COOLER INC-LARR 25960 17
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1- DESIGN CRITERIA
CatHazards by Location
tLo.
Search Information is
,
Address: 15875 SW 74th Ave,Tigard,OR 97224,USA ay vaneguver
P
Coordinates: 45,4051079,-122.75249839999998 Tillamook Htlisboroo and
State Forest Bea en Gresham
Elevation: ft
riS3 Mt Hot
Timestamp: 2019-10-14T22:40:59.1472 National F
Hazard Type: Seismic .rty
Reference ASCE7-10 Go ,gie Map data 02019(too*
Document:
Risk Category: II
Site Class:
MCER Horizontal Response Spectrum Design Horizontal Response Spectrum
SaW) Sa(9)
1.00
0.60
0.80
0.60 0.40
0.40
0.20
0.20
0.00 0.00
0 5 10 15 Periods) 0 5 10 15 Period(5)
Basic Parameters
Name Value Description
Ss
0.965 MCER ground motion(period=0.2s)
Si 0.419 MCER ground motion(period=1.0s)
Skis 1.075 Site-modified spectral acceleration value
Smi 0.663 Site-modified spectral acceleration value
SOS 0.717 Numeric seismic design value at 0.2s SA
Sol 0.442 Numeric seismic design value at 1.0s SA
',Additional Information
Name Value Description
SDC 0 Seismic design category
1.114 Site amplification factor at 0.2s
1.581 Site amplification factor at 1.08
CRs 0.896 Coefficient of risk(0.2s)
r,f1 "0.7
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Ve.41 Ill•?aft%,
•
PGA 0.422 MCE6 peak ground acceleration
FPGA 1,078 Site amplification factor at PGA
PGA m 0.455 Site modified peak ground acceleration
TL 16 Long-period transition period(s)
SsRT 0.965 Probabilistic risk-targeted ground motion(0.2s)
SsUH 1.077 Factored uniform-hazard spectral acceleration(2%probability of
exceedance in 50 years)
SsD 2.195 Factored deterministic acceleration value(0.2s)
S1RT 0.419 Probabilistic risk-targeted ground motion(1.0s)
S1UH 0.481 Factored uniform-hazard spectral acceleration(2%probability of
exceedance in 50 years)
Sit) 0.722 Factored deterministic acceleration value(1.0s)
PGAd 0,8 Factored deterministic acceleration value(PGA)
The results indicated here DO NOT retied any state or local amendments to the values or any delineation lines made during the building code adoption
process.Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design,
Disclaimer
Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services.
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 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 sound judgment 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 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 website does not imply approval by the governing budding code bodies
responsible for budding code approval and interpretation for the building site described by latitudeflongitude location in the report.
PLAN NORTH ENGINEERS 345W1BOBWHITE CT,STE 200,BOISE ID 83706 4/21
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2- STRUCTURAL CALCULATIONS
2,1- PANEL CALCULATIONS
PROJECT INFORMATION
CLIENT: CUSTOM COOLER,INC
PANEL INFORMATION: LARR#25690-CUSTOM COOLER INCORPORATED PREFABRICATED MODEL 300
REFRIGERATION PANELS FOR WALK-IN COOLERS AND FREEZERS.
SCOPE OF WORK: STRUCTURAL DESIGN OF PREMANUFACTURED INSULATED PANELS AND THEIR
ANCHORAGE TO THE FOUNDATION SYSTEM.
IF REO'D,CAPACITY OF THE EXISTING STRUCTURE IS TO BE PROVIDED BY OWNER'S
REPRESENTATIVE,
DESIGN OF STRUCTURAL ELEMENTS SUPPORTING PANELS.
JURISDICTION: OREGON
STRUCTURAL CODE: 2014 OSSC(REF ASCE 7-10)
WALK-IN GEOMETRIC INFORMATION
CEILING PANEL THICKNESS: 5 in MEDIAN HEIGHT: 10.0 ft
WALL PANEL THICKNESS: 4 in WALL PANEL HEIGHT: 9.2 ft
PANEL LOAD DATA
CEILING PANEL LOADS WALL PANEL LOADS
PANEL WEIGHT: 4 psf PANEL WEIGHT: 3.5 psf
CEILING COVERING: 0 psf WALL COVERING: 0 psf
MISC.WIEGHT: 1 psf MISC.WIEGHT 1 psf
TOTAL DEAD LOAD: 5 psf TOTAL DEAD LOAD: 4.5 psi
CEILING LIVE LOAD: 10 psf 1 WALL LIVE LOAD*:I 5 psi
*Min lateral(1607,14)
SEISMIC LOADS
MAPPED MCE (0.2s PERIOD),S s: 0.965 g MAPPED MCE R (1.0s PERIOD), : 0.419 g
SITE AMP FACTOR,Fa: 1.114 s SITE AMP FACTOR,F 1.581 s
DESIGN VALUE(0.2s PERIOD),S Ds: 0.717 g DESIGN VALUE(1.05 PERIOD),S DI: 0.44 g
Lateral Force Generation: Shear wails
BUILDING TYPE: Nonbuilding structure similar to building(ASCE 7,Ch.15)
ANALYSIS PROCEDURE: Per 15.1.3,Equivalent Lateral Force Procedure(ASCE 7 Ch 12)
RESPONSE MOD FACTOR,R: 2.0 (Table 12,2-1,No.17) (TABLE 12.8-2)
SEISMIC IMPORTANCE FACTOR,Ie: 1.0 C, h
APPROX FUNDAMENTAL PRD, : 0.112 s (To„=C,x h ) 0,02 10.0 0.75
(12.8.1.1)
RESPONSE COEFFICIENT,C s:I 0.358 g S os EQUATION C s: 0.358
(Rile) MIN C s 0,032
*Note:See lateral analysis section for seismic load distribution MAX C s: 1.963
PLAN NORTH ENGINEERS I 345 W BOBWHITE CT,STE 200,BOISE ID 83706 5/21
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INDOOR PANEL CAPACITY
CEILING PANEL
LENGTH,L: 15.4 ft FRAME TYPE: WOOD
WIDTH,b: 47 in ALLOWABLE LOAD,P: 42.1 psf x L2
ALLOWABLE MOMENT: 4888.2 lbrft M =
APPLIED LOADS:
D 1 psf 'miscellaneous
Lr 10 psf
NA
W NA
NOT USED: APPLIED MOMENT: 1277.2 Ibrft D+(Lr,S)
`ALLOWABLE>APPLIED:PANEL Or
WALL PANEL
HEIGHT,h: 9.2 ft FRAME TYPE: HDR
WIDTH,b: 47 in ALLOWABLE TRANSVERSE LOAD: 52.5 psf
ALLOWABLE MOMENT. 2169,6 ibrtt
APPLIED LOADS: ALLOWABLE AXIAL LOAD: 300 plf
TRANS LOAD
D 0.0 psf
L 5.0 psf
W 0.0 psf APPLIED MOMENT: 206.6 but D+L
NOT USED: REACTION ON WALL CONNECTIONS: 23.0 elf
*ALLOWABLE>APPLIED:PANEL Or
AXIAL LOAD AXIAL TRIB 7.7 ft
D 38.5 plf Ceiling panel
Lr 77.0 plf
0 plf
NET UPLIFT 0 plf_ APPLIED AXIAL LOAD: 115.5 plf D+(Lr,S)
'ALLOWABLE>APPLIED:PANEL Or
COMBINED STRESS RATIO: 0 480 0+(Lr,S) 'COMBINED STRESS<1.0:PANEL OK'
PLAN NORTH ENGINEERS 345 W BOBWHITE CT,STE 200,BOISE ID 83706 6/21
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PANEL CONNECTION CAPACITY
Wall to Ceiling Capacity CONNECTION TYPE: LAG DOWN DETAIL 21
FASTENER SPACING: 23.3 in
WALL TO CEILING CAPACITY SUMMARY*
ALLOWABLE ALLOWABLE
SHEAR UNIT LOAD TENSION UNIT LOAD
LAG SCREW: 573.0 Ibf 295.7 plf 472.0 lbf 243,6 plf
OUT-OF-PLANE WALL REACTION: *OK* 23.0 ptf D+L
IN-PLANE WALL REAC770N: *OK* 22.2 pff Lateral analysis: CEILING A,E-W:
MAXIMUM UPLIFT: *OK* 0.0 plf No Uplift Present
*Reference LARR#25690 7-E
SCREW CAPACITY
LOCATION: Continuous angle vertical leg at wall base screw into panel-Detail 3
SCREW (LRFD)
MAIN PENETRATION: 1.5 in WOOD SPECIES: DF-L
LRFD CONV,FACTOR,(KFxcp): 2.158
0
REF DESIGN VALUE*: 145.2 Ibf
ALLOWABLE SHEAR: 313.3 lbf MAX SHEAR*: 89.5 lbf *OK*
WDS-TABLE 12.3.1A *reference lateral analysis for loads
REF DESIGN VALUE,W/DRAW*: 172 Ibifin
ALLOWABLE WIDRAW: 556.8 lbf
*reference NDS-Table 122B
PLAN NORTH ENGINEERS I 345W BOBWHITE CT,STE 200 BOISE ID 83706 7/21
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ENCtNEEPS
GRIDLINE&LATERAL LAYOUT
• (1.0L Ref 1607.14)
UNIT SHEAR ASD SEISMIC MIN INDOOR
WIDTH DEPTH CAPACITY DEAD LOAD,0 LOAD,0.7(DxC s) LATERAL LOAD
CEILING 1,N-S: 15.4 ft 20,0 ft 292.0 Of 1540.0 Ibf 386.3 Ibf 45.9 plf
CEILING A,E-W: 20.0 ft 15.4 ft _ 160.0 Of 1540.0 Ibf 386.3 Ibf 45.9 plf
TOTAL
LENGTH HEIGHT
GRIDLINE 1: 20.0 ft 9,1:: ft 826.9 lbf 207,4 Ibf
GRIDLINE 2: 20,0 ft 9.1:: ft 826.9 lbf 2074 Ibf
GRIDLINE A: 15,4 ft 9.168 ft 636.7 lbf 159.7 Ibf
GRIDLINE B: 15.4 ft 9.168 ft 636.7 lbf 159.7 Ibf
*Unit shear capacity depends on pane!span direction. Reference aspect ratio WID(diaphragms)in approval for panel spans transverse to
loading direction. See appendix for reference capacity.
TAL4,-;
E
1'
,
d144.'t:t
4"1
PANEL CAPACITY PROCEDURE:
N-S DIRECTION- WID aspect ratio applies to the total unit dimensions for load application. Chord forces are accounted for in
allowable loads. Reference approval report in appendix for table of allowable loads with respect to aspect ratio.
Shear walls provide in-plane support at Gridlines 1&2.
E-W DIRECT/ON- WID aspect ratio applies to the total unit dimensions for load application. Chord forces are accounted for in
allowable loads. Reference approval report in appendix for table of allowable loads with respect to aspect ratio.
Shear walls provide in-plane support at Gridlines A&B.
PLAN NORTH ENGINEERS 345W1BOBWHITE CT,STE 200,BOISE ID 83706 8/21
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LATERAL LOAD DISTRIBUTION
1------- Lateral Load Summary at Ceiling Diaphragms
TRIBUTARY
TRIBUTARY ASO MINIMUM ASO UNIT
SEISMIC LOADLATERAL LOAD CHORD FORCE SHEAR
CEILING 1,N-S: 614,4 ibf 353.7 lbf *Seismic Governs* NA 15.4 pit *OK*
CEILING A,E-W: 682.6 Ibf 459.4 Ibf *Seismic Governs" NA 22,2 pif *DK.
*includes load due to out of plane wall length
ILateral Load Summary at Shear Resisting Elements
SHORT
ELEMENT SEGMENT UNIT SHEAR
TYPE LENGTH,L CAPACITY'S is SHEAR APPLIED ASO UNIT
SEGMENTS SHEAR'
GRIDLINE 1: SW 20.0 ft 400.0 pit 20.0 ft 25.7 pif *Applied Load<Allowable*
GRIDLINE 2: SW 20.0 ft . 400.0 pit 20.0 ft 25.7 pit 'Applied Load<Allowable'
GRIDLINE A: SW 6.2 ft 135.4 pit 12,4 ft 40.4 Of *Applied Load<Allowable*
GRIDLINE B: SW 6..2 ft 135.4 pit 12.4 ft 40.4 pit *Applied Load<Allowable'
SW--,Shear Wall
MF-Moment Frame
*Unit shear capacity based aspect ratio HIL(walls). Shear wall capacity determined using shortest length of segment on gridline,
- 'Unit shear due to seismic load includes gridline self weight when seismic governs. Calculated using net load from ceiling diaphragms
above divided by sum of shear segment lengths,
ISW Wall Overturning Force
- ; CEILING WEIGHT,F3
; ymA.0= —Fl(H)+14.3 Gil+F;( )+F4(L)+Mao
L 4 L\LATERAL LOAD,Fl Mnet =F1(K)—F2(-2)—F3(7 —F4(L)
t— i 4 I ,/
WALL WEIGHT.F4
..= M (X)
F h =
y-anc or zx2
where,X=distance from centroid
gI of waif to each anchor
i WALL WEIGHT,F2 J ,,--
IliF
A lir8.FrA Ng s
NETC ' \A"-----*
LENGTH,L.ift)-----* IB WIDTH,WI
MOMENT,Mnet
an PANEL AREA RESISTING
11111111 OT FORCES
NOTE: ANCHORAGE FORCE,F,„00,..,CALCULATED USING THE ROTATIONAL MOMENT OF INERTIA ABOUT THE CENTROID OF THE
CONTINUOUS ANCHORAGE LINE AT Li2,
OVERTURNING FORCES DETERMINED USING STRENGTH LEVEL LOADS FOR COMPATIBILITY WITH CONCRETE ANCHORS,
...,
•
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OT RESISTING RESISTING RESISTING
• OT FORCE, MOMENT, MOMENT, F 3 TRIB MOMENT, F TRIB MOMENT,
Ft F x(h) F x(L/2) WIDTH,W t F 41/2) WIDTH,W1 F 4 x(L) NET OTM"
GRIDLINE 1: 735,2 Ibf 6.8 kip*ft 6.3 kip*ft 7,7 ft 9.2 kip'ft 7.7 ft 7.6 kip'ft -16.4 kip*ft
GRIDLINE 2: 735.2 Ibf 6,8 kip'ft 6.3 kirft 7,7 ft 9.2 kip*ft 7.7 ft 7.6 kip*ft -16.4 kip'ft
GRIDLINE A: 357,9 Ibf 3.3 kip*ft 0.6 kip'ft 10.0 ft 1.2 kip'ft 10.0 ft 3.1 kip'ft -1.5 kip'ft
GRIDLINE 357,9 Ibf 3.3 kip*ft 0.6 kirft 10,0 ft 1.2 kip*ft 10,0 ft 3,1 kip'ft -1.5 kip'ft
'Negative Net OTM indicates no overturning is present
Reference short segment length and unit shear above
Continuous Anchorage Forces at Shearwalls
HORIZONTAL LEG ANCHOR FORCES VERTICAL LEG FASTENER FORCES
Horizontal Vertical Horizontal Vertical Resultant
Anchor X 2 From Comp.per Comp.per Fastener I X2 From Comp.per Comp.per Shear
Spacing Centrad Anchor,F, Anchor,F y Spacing Centroid Anchor,F, Anchor,F (SRSS)
GRIDLINE 1: 2.0 ft NA 66.8 Ibf NA 2.00 ft NA 66.83 Ibf NA
GRIDLINE2; 2,0 ft _ NA 66.8 Ibf NA 2.00 ft NA 66.83 Ibf NA
GRIDLINE A: 2,0 ft NA 89,5 Ibf NA 2.00 ft NA 89.46 Ibf NA
GRIDLINE B. 2.0 ft NA 89,5 Ibf NA 2,00 ft NA 89.46 Ibf NA
GRIDLINE I SUMMARY: NO OVERTURNING PRESENT.ANCHORAGE CAN RESIST Fx FORCES.
GRIDLINE 2 SUMMARY: NO OVERTURNING PRESENT,ANCHORAGE CAN RESIST Fx FORCES.
GRIDLINE A SUMMARY: NO OVERTURNING PRESENT.ANCHORAGE CAN RESIST Fx FORCES.
GRIDLINE 8 SUMMARY: NO OVERTURNING PRESENT.ANCHORAGE CAN RESIST Fx FORCES.
*trii,,,Ng40-4,0**101. PLAN NORTH ENGINEERS 1346 W BOBWHITE CT.STE 200.BOISE ID 83706 21
PLANNORTH
ENGINEERS
2.2- CONTINUOUS ANCHORAGE(SHEAR)
1411116,11r1111
Hilti PROFIS Engineering 3.0.44
www.hilti.com
Company: Page. 1
Address: Specifier:
Phone I Fax-
Design: Date: 6/27/2019
Fastening point;
Specifier's comments:
1 Input data
..w*Moyne001" .10.1"....g.mawqm.
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(1 5/8) exim arm sem mar era
Item number: not available
Effective embedment depth: h.taa.1.180 in.,h 1,625 in.
Material: Carton Steel
Evaluation Service Report: ESR-3027
Issued I Valid; 6/112018 112/1/2019
ProofDesign Method AC1 318-11/Med),
Stand-off installation' =0.000 in.(no stand-off);t 0.118 in.
Anchor plate: tx tx1=1.500 in.x 24.000 in.x 0.118 in.:(Recommended plate thickness:not calculated)
Profile; no profile
Base matenal; cracked concrete,2500,f‘'=2,500 psi;h=4.000 in.
Installation: hammer drilled hole,Installation condition:Dry
Reinforcement tension;condition 8,shear;condition Et;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,0,E,or F) Tension load:yes(D.3.3.4.3(b))
Shear load:yes(0.3.3.5.3(a))
R- The anchor calculation is based on a rigid anchor plate assumption.
Geometry(ml&Loading[lb,Intl)]
M ":;:e;r000,„,„
114",
1APX d4tatx,,d resale mkt be ohedted to conformity ACM the extoting concritione arrel befikunikthri
snore ringinieamog r I 2003-2515 It AG,FbRibiR$01,Amn 551 4*414(.444 Til*/***44 040 AG,S044*
"
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HOU PROFIS Engineering 3.0.44
Company: Page: 2
Address: Specifier:
Phone I Fax: E-Mail:
Design: Date: 6/27/2019
Fastening point:
11 Design results
Case Description Forces[113)I Moments(MA] Seismic Max.VW.Anchor[°/.]
1 Combination 1 N 0;Vy 0;V =760; no 100
M,=0;My= M,=0;
2 Load case/Resulting anchor forces
Load case:Design loads MAXIMUM SHEAR LOAD
FOR ANCHOR
Anchor reactions(lb]
Tension force:(+Tension„-Compresiinn)
Anchor Tension force Shear force Shear force x Shear force y
1 0 760 0 760
max,concrete compressive strain: -rbid
max,concrete compressive stress; -[PA
resulting tension force in(x/y)=(0.000/0.000): 0[Ib]
resulting compression force in fx/y),(0.000/0.000):011131
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nn„0b1 Capacity+N„pill Utilization 0,•NJ+No Status
Steel Strength' N/A N/A NIA N/A
Pullout Strength' N/A N/A N/A N/A
Concrete Breakout Failure— N/A N/A N/A N/A
•highest loaded anchor "anchor group(anchors in tension)
irtpix rise ane results must be checited be contbernIty velb lbe eststIng cum:Minns sob fur plaustbattyl
PROF IS ErGineeting(c I 20032018 an AG, 43494 Sristusl 1141 C11 tegiStered itactemerk 01.11111AG,Schism
2
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114161119
HIM PROM Engineering 3.044
www.hiltt.com
Company: Page: 3
Address: Specifier'
Phone I Fax: E-Mail:
Design: Date: 6127/2019
Fastening point:
4 Shear load
Load V [lbj Capacity 4 V, Ib] Utilization(iv=V„.4 V, Status
Steel Strength* 760 637 91 OK
Steel failure(with lever arm)* N/A N/A
Frye:aft Strength** 760 763 100 OK
Concrete edge failure in direction** N/A N/A NIA
*highest loaded anchor **anchor group(relevant anchors)
4.1 Steel Strength
=ESR value refer to ICC-ES ESR-3027
ACI 318-11 Table 04 1.1
Variables
',say
fin. f fPnli
0.05 125,000
Calculations
lib)
1,395
Results
nbi Clooduale • [Ib] V [MI
1,395 0.600 1.000 837 760
but data area results must be checked tot cardotandyeathareeNsting eabsearts and far tstausatety!
PROF IS Enable/ONI 2003.2019 IsA0 Fl.9494 Stnnan H0 eetagett Tradearete eflilib AG Crease
3
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ENCINEEPS
111111M111111 I
HiltPROM Engineering 3.0.44
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Company: Page: 4
Address: Specifier
Phone I Fax: E-MaiL
Design: Date: 5/27/2014
Fastening point:
4.2 Pryout Strength
= „0,atop eh„,N Nj
EG)Nkw
co ACI 318-11 Eq.(D-40)
VV ACI 318-11 Table 0.4.1.1
A,4, see ACI 318-11,Part 0,5.2.1,Fig.RD.5.2.1(b)
A =9h ACI 318-11 Eq.(0-5)
Nis 44, =0.7 0.3(AT—:r)C 1.0 ACI 318-11 Eq.(D-10)
MAX 1.0 ACi 318-11 Eq.(0-12)
Nb. = b -11 h:es AC1 318-11 Eq.(0-6)
Variables
kqa hor Da-1 Fin] ..tq
1 1,180 1.000
c.Pal 20. fctPJ
2.000 17 1,000 2.500
Calculations
AN c fi1 AIfli No Obi
12.53 12.53 1 000 1.000 1,090
Results
V.[lb] #.„,„„,„ V,[Ib] V,0[IN
1,090 0.700 1 000 1.00(1 763 760
Win data and results be oNttkadbr MIPOITTlity Vigh be ebrebuconditions end br piaus.dirtid
PROPS Eftglne*Filv g )2.003,,2318 Mn AG,FL-9494 Solan 1M.4 rogoo944ti TqulooNg% Hilt AG ethaan
4
•
PLANNORTH
ENGINES Pt
111111111411rIl
Hilti PROFIS Engineering 3.0.44
ws•inv.hilticom
Company: Page;
Address: Specifier
Phone I Fax: E-Mail:
Design Date: 612712019
Fastening point:
5 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5218:2018,ETAG 001/Annex C,
EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the
anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading,PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above,The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering, Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• Condition A applies where the potential concrete failure surfaces we crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout
or pryout strength governs.
• Refer to the manufacturers product literature for cleaning and installation instructions.
• For additional Information about ACI 318 strength design provisions,please go to https://submittals.us.hlitl.corn/PROFISArichorDesignGuide/
• An anchor design approach for structures assigned to Seismic Design Category C,0, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3
(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure,If this is NOT the case,the
connection design(tension)shall satisfy the provisions of Part D3.3.4.3(b),Part 0.3.3.4.3(c),or Part 0.3.34.3(c)_The connection design
(shear)shall satisfy the provisions of Part 0.3.3.5.3(a),Part 0,13.5.3(b),or Part D.335.3(c)
• Part 0.3.3.4.3(b)/part 0.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding
at a load level corresponding to anchor forces no greater than the controlling design strength.Part 0.3.3.4.3(c)I part 0.3.3.5.3(b)waive the
ductility requirements and require the anchors to be designed for the maximum tension I shear that can be transmitted to the anchors by a
non-yielding attachment,Part 0.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to
equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by tic,.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions(UPI!).Reference ACI
318-Il,Part D.9.1
Fastening meets the design criteria!
lAput dais am results maw be decked for LONOrlity.1h The extong canaelons ass!sr pieruubilityl
PROF IS Ss5inevraig III?003-7018-bill 0.FL.9494 ScA&An HMI as ht9istlerd Troderror% HIIII AG,Sawn
5
PLAN NORTH ENGINEERS I 345 W BOBWHITE CT,STE 200,BOISE ID 83706 15/21
PLANNORTH
ENG1NEEns
. IMILT911
Hilti PROM Engineering 3.0.44
www.hilti.com
Company: Page: a
Address: Specifier:
Phone I Fax: &Mail:
Design' Date: 6(271201g
Fastening point:
6 Installation data
Anchor type and diameter.KWIK HUS-EZ(KH-EZ)1/4(1
5/8)
Profile:no profile Item number:not available
Hole diameter in the fixture;di=0.375 in. Installation torque:216 in.lb
Plate thickness(input):0.118 in. Hole diameter in the base material:0.250 in.
Recommended plate thickness:not calculated Hole depth in the base material:1.836 In.
Drilling method:Hammer drilled Minimum thickness of the base material:3.250 in.
Cleaning:Manual cleaning of the drilled hole according to instructions for use is
required.
Hilt KH-EZ screw anchor with 1.625 in embedment,1/4(1 5/8),Carbon steel,installation per ESR-3027
6.°1 Recommended accessories
Drilling Cleaning Setting
- Suitable Rotary Hammer - Manual blow-out pump • Torque wrench
• Property sized drill bit
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6
PLAN NORTH ENGINEERS i 345 W BOBWHITE CT,STE 200,BOISE ID 83706 16/21
P LANNORTH
ENGINEERS
3- APPENDIX: MATERIAL SPECIFICATIONS
3.1- CUSTOM COOLER INC-LARR 25960
CITY OF Los ANGELES
0440 04 DEPARTMENT OF
BUILDING AND SAFETY CALIFORNIA BUILDING AND SAFETY
COMMISSIONERS NOR I T IcAERGA STREET
LOS',MALES CA ED012
VAN AMBATIELOS IIIIlII
PRESIDENT rlpi FRANK M.BUSH
E.FELICIA BRANNON ip MANAGER
WU.PRESIDENT SUPERINTENDENT OF 131.11LOING
JOSELYN GEAGA-ROSENTHAL ERIC GARCETTI
OSAMA YOUNAN,PC.
GEORGE HOVAGUIMIAN EXECUTIVE OFFICER
JAVIER NUNEZ
CCI Global LLC,DBA Custom Cooler
A KPS Global Company RESEARCH REPORT:RR 25690
420 East Arrow Hwy (CSI#13030)
• San Dimas,CA 91773
Expires: December 1,2020
Attn:Steve Pearson Issued Date: February 1,2019
(909)592-1111 Code: 2017 LABC
GENERAL APPROVAL—Clerical Modification-Custom Cooler Incorporated Prefabricated
Model 300 Refrigeration Panels for Walk-In Coolers and Freezers.
DETAILS
The panels consist of 3-1/2"to 5-1/2"thick high density foam or wooden frames with foamed-in-
place rigid plastic core material manufactured by Dow Chemical Company and designated as:
Voracor CE108,CE151,CE153,CE128,CE155,CE152,CE157"A"side.
Delta Therm AF4509 or Voracor CRI004"B"side.
The skins are fabricated from 26 gauge galvanized steel with a minimum yield strength 33 ksi.
The panels are held together by the use of cam-locking devises along the edges of the panels.
Access holes for these devices are covered with metal or plastic plugs.Flame Spread and Smoke
Development ratings per ASTM E84 are 20 and 300 respectively,for the foam(tested alone)and
15 and 250 respectively,for the foam with the skin described below.Density of the foam core is
2.2+or-.2 pcf.
Custom Cooler Incorporated freestanding walk-in coolers and freezers constructed of
panels described above are approved subject to the following conditions:
I. Use of the panels shall be limited to locations where combustible construction is
permitted by the 2017 Los Angeles City Building Code.
2. The panels shall be fabricated in a shop of a licensed fabricator approved by the Los
Angeles City Building&Safety Department.Fabrication in unlicensed shops will
invalidate this approval.
RR 25690
Page 1 of 5
LAMS 0-5(FIA.04/30r2014) AN EQUAL EMPLOYMENT OPPORTUNITY AFFIRMATIVE ACTION EMPLOYER
PLAN NORTH ENGINEERS 345 VV BOBWHITE CT,STE 200,BOISE ID 83706 17/21
PLANNORTH
ENGINEERS
CCI Global LLC,DBA Custom Cooler a KPS Global Company
Re:Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers
and Freezers
3. A thermal barrier is required per Section 2603.4 of the 2017 Los Angeles City Building
Code unless exempted per Section 2603.4.1.
4. Complete plans and calculations,signed and stamped by a civil or structural engineer or
architect registered in the State of California,shall be submitted to the Structural Plan
Check for their approval for each job.
5. An approved fire retardant roof covering(Class"A"or"B")shall be placed over the
panels when used as exterior roof panels.
6. A separate approval from the Electrical Testing Laboratory shall be required for electrical
installations within the panels.
7. Design of building utilizing the panels shall be in accordance with the requirements of the
2017 Los Angeles City Building Code and the design data specified
A.Panel Height Limitation(feet)and Maximum Concentric Axial Loads(PLF)
Thickness Interior Panels Exterior Panels Maximum Axial
(20 lb/sqft) Load(PLF)
4"wood Frame 30 18 600
4"foam Frame 24 13 300
5"wood Frame 31 20 600
5"foam Frame 2 14 300
6"wood Frame 32 2 I 600
6"foam Frame 3u 15 300
RR 25690
Page 2 of 5
PLAN NORTH ENGINEERS 345 W BOBWHITE CT,STE 200.BOISE ID 83706 18 121
PLANNORTH
ENGINEERS
CCI Global LLC,DBA Custom Cooler a KPS Global Company
Re:Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers
and Freezers
B. Maximum Allowable Loads for Roof or Ceiling Panels
(W/F=Wood Frame)(FR=Foam Frame)
Span t=4 in,W/F t 4 in.FiF t=5 in.W.+ t=51n.FIF t=6 in.Wit` t=6 in.FT
10 53 49 65 65 79 79
12' 50 36 55 48 66 62
14' 37 27 47 37 57 48
16' 28 20 40 29 50 38
18' 22 16 32 23 42 30
20' 18 13 25 18 34 24
22' 14 10 20 15 27 20
24' 11 8 17 12 23 16
26' 9 7 14 10 19 13
28' 8 6 11 8 16 11
30' 6 10 7 13 10
32' 9 6 11 8
C. Maximum Allowable Shear Load of Wall Panels(PLF):
Shape Factor(Height:Width)Ratio Allowable Shear(ppf)
05:1 400
1:1 200
1.5:1 133
2:1 100
D. Maximum Allowable Roof/Ceiling Diaphragm Shear
Shape Factor(Height:Width)Ratio Allowable Shear(ppf)
0.5.1 400
1:1 200
1.5:1 133
2.1 100
3:1 MAXIMUM 67
RR 25690
Page 3 of 5
PLAN NORTH ENGINEERS 345W1BOBWHITE CT,STE 200.BOISE ID 83706 19/21
PLANNORTH
ENGINEERS
CCI Global LLC,DBA Custom Cooler a KPS Global Company
Re:Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers
and Freezers
The panels shall be continuous between exterior shear walls and shall not contain any openings
or holes.
E. Ceiling panel to wall panel connections are made with 3/8"dia.Lag screws or cam-
locking devises,then a 26 gauge galvanized continuance angle cap is installed using#8 x
5/8"long tek screws(see attachment 1).The allowable shear and tension loads for the lag
bolt connection are 573 and 472 pounds respectively.The allowable shear and tension
loads for the camlock connection are 464 and 123 pounds respectively.
F. Maximum Allowable Loading for the Cam-Locking Devices:
Wood Frame Foam Frame
Tension parallel to panel face 386 168
Shear along longitudinal edge of panel in 280 147
direction parallel to panel edge
8. Locations of connectors must be detailed on approved plans,the spacing of connections
shall be calculated for each job but not less than two per width of panel(Width of panel=
46 1/2").
9. Allowable loads for shear walls and diaphragms are not applicable to buildings
incorporating structural steel framing.
10. No increase in allowable stresses is allowed for the values indicated above for short
duration of loads due to wind or seismic forces.
11. All design values and methods not included in this report shall be in accordance with
requirements of the 2017 Angeles City Building Code.
DISCUSSION
The clerical modification is to recognize a new petitioner for this general approval.
The report is in compliance with the 2017 Los Angeles City Building Code.
The approval is based on tests on the foam per requirements of Sec.2603 of the 2017 Los
Angeles City Building Code,tests conducted in accordance with ASTM E-84 on the finished
panels,and load tests conducted in accordance with ASTM E-72.
Addressee to whom this Research Report is issued is responsible for providing copies of it,
let-un with an attachm.nts in,i s to architects,engineers and builders using items
approved herein in design or construction which must be approved by Department of Building
and Safety Engineers and Inspectors.
RR 25690
Page 4 of 5
PLAN NORTH ENGINEERS I 345 W BOBWHITE CT.STE 200.BOISE ID 83706 20121
PLAN NORTH
ENGEES
CCI Global LLC,DBA Custom Cooler a KPS Global Company
Re:Custom Cooler Incorporated Prefabricated Model Refrigeration Panels for Walk-in Coolers
and Freezers
This general approval of an equivalent alternate to the Code is only valid where an engineer
and/or inspector of this Department has determined that all conditions of this Approval have
been met in the project in which it is to be used,
DAVID CHANG,Chief
Engineering Research Section
201 N.Figueroa St.,Room 880
Los Angeles,CA 90012
Phone-213-202-9816
Fax-213-202-9943
ER
10.2.5640
7L81900017
• R02,041019
2601
Attachment:Panel Connection Detail(2 Pages).
RR 25690
Page 5 of 5
PLAN NORTH ENGINEERS 345 W BOBWHITE CT STE 200 BOISE ID 83706 21/21