HomeMy WebLinkAboutSTRUCTURAL ENGINEERING CALCULATIONSSTRUCTURAL ENGINEERING CALCULATIONS
FOR ;4unoo
As
MAGIC OYSTER COOLER BOMNVOS
KYSOR PANEL SYSTEMS
JENSEN BEACH, FLORIDA
TGE PROJECT NO.: TGE8-4823
FIRM NO.: M14000009249
<l
0
DESIGN CRITERIA:
USED 2010 FBC %
ml
NO 69569 S W
county
St. Ludie
""//7NAL
111011-1 *1 * I' I' I' I
SEISMIC PARAMETERS:
SEISMIC DESIGN CATEGORY:
DESIGN WIND SPEED:
EXPOSURE CATEGORY:
WALL/CEILING DEAD LOAD:
ROOF LIVE LOAD:
I
Ss = 0.053 g
Si = 0.027 g
A
[PSAMOV I w Iq
D
5.0 PSF
20.0 PSF
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page I of 39
TABLE OF CONTENTS
IPROJECT INFORMATION ..................... ..............................................................................................................................
3
2 JURISDITIONAL INFORMATION .........................................................................................................................................
4
3 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS ............... .................................
5
4 GENERAL STRUCTURAL NOTES ........................................................................................................................................
6
5 SEISMIC AND WIND ANALYSIS ...........................................................................................................................................
7
6 STRUCTURAL ENGINEERING CALCULATIONS ..................................................................................................................
9
7 MATERIAL AND HARDWARE PRINTOUTS ... ....................................................................................................................
18
I
812 s. La Cassia Dr - Boise, Idaho 8370S - (208) 34"946 .(208) 345-8946 FAX
Page 2 of 39
G 'TRUCTURAL ENGINEERING
CALCULATIONS TAMARACK T GROVE:
C N 0 1 H E E R 1 9 0
PROJECT INFORMATION
Tamarack Grove Engineering
TG[�Prcject Number; TGEIS-4823
Date: 71210201S
TGE Contact; Peter Nussbacher, E.I.
TGE Engineer of Record: Brian Sielaff, P.E.
Project Client Information:
Company:
Contact:
Address:
Phone:
Email:
Client Logo:
Project Owner Information:
Name:
Address:
APN:
Phone:
Email:
Site Elevation:
LIVE AND DEAD LOADS
Ceiling Live Load:
Ceiling Dead Loads:
Steel Facing (ASTM-A-646):
Insulation:
Miscellaneous:
TOTAL:
Kysor Panel Systems
Sharon Boyd
2915 Tennessee Avenue North
Parsons, TN 38363
(817)230-8744
sharon.boyd@manitowoc.com
(-O**'rKPS
KysorftnetSystems
Magic Oyster
:Loqqq South Ocean Dr.
Jensen Beach, FL 34957
N/A
N/A
N/A
N/A
20 PSF
2.'0 PSF
i.o PSF
2.0 PSF
5-0 PSF
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 .(208) 345-8946 FAX
Page 3 of 39
00; STRUCTURAL ENGINEERING
CALCULATIONS
TA14AJRACK 'Tf GROVE
E E F
2 JURISDITIONAL INFORMATION
Seismic Design Information:
Seismic Parameters: Ss = 0.053 9
S� = 0.027 9
SDS= 0.057 9
So, = 0.044 9
Seismic Design Category: A
Site Coefficient, FA: 1.6o
Site Coefficient, Fv: 2.40
Response Modification Factor, R: 2.5
Building Site Class: D
Lateral Pressure Design Information:
Horizontal Main Wind Force Pressure: 34-8 PSF
Vertical Main Wind Force Pressure: -43.8 PSF
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 34"946 - (208) 345-8946 FAX
Page 4 of 39
E N G
3 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS
* LAS ANGELES RESEARCH REPORT #24923. "KYSOR PANEL SYSTEMS"
0 ICC-ESR1976"ITWBUILDEXTEKS SELF -DRILLING FASTENERS"
* ICC-ESR 2526 "POWERS WEDGE -BOLT + SCREW ANCHORS IN CRACKED AND LIN CRACKED CONCRETE"
* 2012 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
812 a. La Cassia Dr - Boise, Idaho 83705 - (208) 34M946 - (208) 346-8946 FAX
Page 5 of 39
4 GENERAL STRUCTURAL NOTES
GENERAL STRUCTURAL NOTES:
A. CONTRACTOR TO VERIFY ALL OPENINGS, BUILDING DIMENSIONS, COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING
OF ANY 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 15 RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING ANDIORTEMPORARY STRUCTURAL STABILITY FOR ALL
PARTS OF THE STRUCTURE DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR FINAL
CONFIGURATION.
D. NOTCHING ANDIOR CUTTING OFANYSTRUTURAL MEMBER INTHE FIELD 15 PROHIBITED, UNLESS PRIOR CONSENTIS GIVEN BYTHE ENGINEER
OFRECORD.
812 a. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 6 of 39
�S
TRUCTURAL ENGINEERING
CALCULATIONS
E N 0 1 N E E R I N 0
SEISMIC AND WIND ANALYSIS
4r4WI5 Design Maps SwwoyRq"t
I
j% QWMI U S GS Design Maps Summary Report
User -Specified Input
Report Title TGEIS-4823
Wed April 29, 2DIS 18:09:35 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 27.198220N, 80.25173OW
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/11/1II
tuart, AIA
:'R,T H
714
rAl
I Q 'A�M-.Po..nj
Al
AM E R'1 CA
76
1 0
pffp;q: 20
Q d a a ZD 0 Mapout U
USGS-Provided Output
Ss = 0.053 g S,, = 0.086 g So, = 0.057 g
S, = 0.027 g S�, = 0.066 g S�, = 0.044,9
For Information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions In the direction of maximum horizontal response, please return to the application
and select the "2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
do
MOG
e. --------------- %
0.07 O.DS /
0.06
a.0
0.05
M
d.04 M02
0.03 0.02
0-:2 0.:1
a, ,
e0o i a. 0i i
MN M20 M40 0.60 0.20 1.0 1.20 1.40 J�GO J.N 2.00 0.zo 0.40 0.0 0.10 LN 2.20 1.40 1.6a 1.90 2.0
Period, T (sec) Period, T (sec)
For PGA., T, C. and C., values, please view the detailed report.
hWJ/Etq)4-em"uakna.mgs.ga,�des�ig-ep&Ws-Fmyphp?tm#at�-ffirimzd&latkx%--ZT.IOM445&kmigikido=.SD2517300%sitWn�3&rislcaiegory.. 112
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 7 of 39
STRUCTURAL ENGINEERING
CALCULATIONS TAPIARACK'V GROVE-
E N 0 1 N E
E R I N 0
ProjectTille., BAKER DISTRIBUTING
Engineer. ProiectID: TGE154823
PmjectDesw. COOLERBOX
TAMARACK T GROVIE
E N 0 1 N C r. R I N 0
ASCE 7-10 Wind Forces Chpt 28, M as cHMIYO1,KPYll�4B23.8*US�0315.SLWLFLiCBXCalcmdCalcP,&ENERCALC&fnd�,x6 III
ENERCALC,Wtl9Bl2Gi5,B,Zd�15.1.19,V�,.6.15.1.19
Desmiption: MNDANALYSIS
rd. �-�E 2
'-W`1-I-'-f-Va-1U'�--------'—.
Calculatlons per ASCE 7.10
V: BasIcWtod Speed perSect26.5-1 A. SorC
164.0 mph
RoofS[opeAng!e
0 to 5 degrees
occupancy perTablo 14M
11
All Buildings and other structures except
those listed as Category 1. 111, and IV
Exposure Categoiy par 26.7
Exposure D
MRH: Mean Roof Height
7.504
Lambda: per Figure 28.6-1, Page 305
1.47
Effective Wind kea of Component & CladdEng
38.30 ftA2
Net dedgn pressure tim table 1609.92 1(2)&(3) interpolated by area
Roof Vch far cladding pressure
0 to 7 degrees
User speoffed rrjrdmum design pressure
16.0 psf
TopographicFactor Kz% per 26.8
1.00
LHD: Least Horizontal Dimension
12.00
a = max (O.D4 - U-11), 3, minJ0.10 * U-113. 0.4*hIRH))
1.20 It
max (0.04 * LHD. 3. mih(0.10 ' LHD, 0.4*MRH))
F —DeslirMi—nd�r�s-siiWs
Minimum Additional Load Case per28.4A 16 PSF an entme wrtiml plane
Horizontal Pressures ...
Zone: A - SZ48 psi
ZGM: C m
34.84 psf
Zone: B = -2720 psl
Zone: D =
.16.17 psf
Ver9m] pressures ...
Zone: E = .63.06 pat
ZDW.' G =
.43ZI psi
Zone: F = -35.87 per
Zone: H =
-27.78 pat
Overhangs ...
Zone: Eah -8810 Psf
Zone; Goh
-69.09 mf
F-Qirn�jEn nt��Clqddfng§,Isfgl—VVind—Pres—sures-----I
Des�nK1mdPm=re=LBmbda'Kzf*Ps30 perEq30.51
RoofZow 1 positive:
16.00D psf
lAnimum Addiflonal Load Cam per 28AA 16 PSF
Negative:
-17.026 psf
on entire verW plane
RwfZona 2: posifiva:
16.000 Psi
Negative:
.24.186 psf
RoofZone3: Positfve:
16.000 psi
Negative:
-31.112 psf
Wall Zone 4: positive:
16.394 psf
Negative;
-17.920 psf
Wall 7ow 5: PositIve:
16.394 pst
Negative:
-2D.979 psf
Roof overhang Zone 2:
-111.960 psf
Roof0verhang Zone 3:
-116.553 psf
812 a, La Cassia Dr
- Boise, Idaho 83705 - (208) 34"946 - (208) 345-8946 FAX
Page 8 of 39
STRUCTURAL ENGINEERING P�I/ct Name: MAGIC OYSTER CBX
IF"! W5110 Location: JENSEN BEACH, FL
CALCULATIONS U
M W OF;.' =! I L% i TGE Job Number: TGE154823
6 STRUCTURAL ENGINEERING CALCULATIONS
DESIGN CALCULATIONS-
i) DESIGN CRITERIA
Jurisdiction; Florida
Code. 2olo FBC
Mean Roof Height
CoolerWidth
Cooler Length
Ceiling Panel Thickness
Wall Panel Thickness
Cooler Panel Roof Live Load
Cooler Panel Dead Load
WIND:
Design Wind Speed
Minimum Indoor Lateral Pressure
MWFRS Lateral Wind Pressure (Zone C)
MWFRS Vertical Wind Pressure (Zone G)
SEISMIC.
Design Spectral Acceleration
Amplification Factor
Response Modification Factor
Importance Modification Factor
Height of Attachment
OK := I NG := 0
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 9 of 39
2) ASD LOAD COMBINATIONS (7-io)
LC3 DLpanel+ Llpanel= 25psf
LC7 10.6DLpanel+ 0.6-WLstj = 23.3psf
0 SHEAR WALL
C
B
A
g) LATERAL FORCE IN DIRECTION i-i
Design Height
Load Combination 3- D + (Lr, S, or R)
Load Combination 7- o.6D + o.6W (Uplift Pressure)
GRIDLAYOUT
Length of Wall in the 2-2 Direction
LATERAL FORCE GENERATION
Wt:= (Aroof"DLpanel) + 2 LwairDLpane 2002.51bj
0.4-ap.SDS-Wt
Fp—avg 1+ 2- 18.31bf
Rp
1p
I
I
Area of Roof
Total Weight in 1-3. Direction
Seismic Lateral Force
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 34"946 - (200) 3454946 FAX
Page 10 of 39
TAMARACK'P.GROVE
5 N 0 f N E E R I N G
Fp_;nax:= 1.6-SDS-1p- Wt = 182.61b)
Fp_jnin:= 0.3-SDS-lp-Wt = 34.2-1151
Fp := Fp—max if Fp_pvg , Fp_Ma)
Fp_Min if Fp_avg < Fp—min
Fp_,,, ogierwise
Fp = 34.2.1bf
Fp_Asd:= 0.7.Fp = 24.1bf
I
H
Fp-pressure:= 2 -Leng6� WLiat = 2482.41bi
Fpjesign�= ma4Fp_asd, Fp_pressur� = 2482.41bf
SHEAR WALL CALCULATIONS
Length of Wall Line i
Length of Wall Line 2
Length of Wall Line 3
R
H
- = 11
n?iqLj,L2,L3)
Fp-desfgn Tr'bl
F1 Leng#7 L, 45.7pff
Fpjesfgn Tib2
F2 Lengh L2 177.3pff
Fp-desfgn Tn*b3
F3 Lengt L3 = 57.7pff
PANEL CHECK
Panel:= OK if FaLinpfam�Ma4F,,F2,F3)
ING oterwise
Pawl = I
Maximum Lateral Seismic Force
Minimum Lateral Seismic Force
Generated Lateral Seismic Force
ASD Lateral Seismic Design Force
Lateral Force from MW`FRS Pressure
Lateral Design Force
�14 2 Tributary Width of Wall -i
Uliig!' f Tributary Width of Wall 2
L
�Tn
1=13"-`I.�'3 Tributary Width of Wail 3
Worst Case Shape Factor Ratio
Allowable In -Plane Shear (LARR 24921)
In Plane Force on Wall 3.
In Plane Force on Wall 2
In Plane Force on Wall 3
SUMMARY., THEREFORE, USE r" THICK WOOD FRAMED WALL PANELS OR BETI-ER FOR LATERAL RESISTANCE
IN THE 1-1 DIRECTION.
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 34"946 FAX
Page 11 of 39
E N 0 1 N E E R I N 0
4) LATERAL FORCE IN DIRECTION 2-2
Design Height
N M"I'M Length of Wall in the i-i Direction
LATERAL FORCE GENERATION
Wt:= (Aroof'DL ane) +[(I = 181 Stbf
p 2
0.4.ap-'3DS-Wt
Fp_avg. .[I + (2-1
Rp 16.6-11it
1p
Fp—max:= 1-6'SDS-lp.Wt = 165.51bi
Fp_Min:= 0.3-SDS,1p-Wt = 31-1bi
Fp Fp_Max if Fp_p vg , Fp—ma)
Fp—min if Fp__p vg < Fp—min
Fp—avg otberwise
Fp 314bf
Fp__Osd:= 0.7.Fp = 21.7.1tit
H
Fp_pressure:= 2 -Width WLiat = 1567.81bf
Fp—desfgn:= ma4Fp_asdFp_pressur� = 1567.81bf
SHEAR WALL CALCULATIONS
Length of Wall Line A
Length of Wall Line B
Length of Wall Line C
Fp—design TfibA
FA - Width LA = 20.6pif
FoJesign TibB
FB. Width LB 94.4pY
Fp—design TribC
FU' Width LC = 24.5pff
Area of Roof
Total Weight in 2-2 Direction
Seismic Lateral Force
Maximum Lateral Seismic Force
Minimum Lateral Seismic Force
Generated Lateral Seismic Force
ASO Lateral Seismic Design Force
Lateral Force from MWFRS Pressure
Lateral Design Force
MwTributary Width of Wall A
Tributary Width of Wall B
Tributary Width of Wall C
In Plane Force on Wall A
In Plane Force on Wall B
In Plane Force on Wall C
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 34M946 - (208) 345-8946 FAX
Page 12 of 39
I
TAMARACKT GROVE
E N 0 1 N E E R I N 0
H
Rwall:= _�+ALBLC) � 0.9
IX. , It'O
F, ----�396P
PANEL CHECK
Panel:= OK if Fallinplani�ma4FA,FB,FC)
ING otherwise
Worst Case Shape Factor Ratio
Allowable In -Plane Shear of Wall Panels
(LARR #24921)
Pawl = I
SUMMARY. THEREFORE, USE ;" THICK WOOD FRAMED WALL PANELS OR BETTER FOR LATERAL RESISTANCE
IN THE 2-2 DIRECTION.
0 TYPICAL CEILING PANEL
LOADS
wdesign—ceifinj= max(L C3, L C7) = 25-psf
mmax:� Twidt/twdesign ceilin' 2 = 450ft-lbf
8
Twidth wdesign_ceifin�
Vmax, 2 = 1501bf
Twidth Wall -Lag 2
Mallow:= 1125.5ff lbf
TwidthWall-Lall
Vallow:= - = 367.51bf
2
CHECK
Moment:= OK 'f Mallow>Mmax
ING off7erwise
Design length
Allowable Live Panel Load (LARR NO. 24921)
Corresponding Allowable Span (LARR NO. 24921)
Tributary Width of Panel for Evaluation
Governing Load Combination for Ceiling
Maximum Moment
Maximum Shear
Allowable Moment
Allowable Shear
Shear:= OK 'f Yellow> Vmax
ING offierwise
Abnent = I Shear = 1
SUMMARY. THEREFORE, USE A;" THICK WOOD FRAMED CEILING PANELS OR BETrER..
812 a. La Cassia Dr - Boise, Idaho 83705 - (208) 34"946 - (208) 34"946 FAX
Page 13 of 39
TAMARACKIF GROVE
E N 0 1 'N E E R I N 0
6) TYPICAL WALL PANEL
AXIAL LOAD
Pdesign_Ceijinj=LC3-TribWidth= 150pif
TRANSVERSE LOAD
lit. WLat-H'
Tmax, 8 219.5ft-lbf
2
lit -wall -Hall -trans
Ta#:= - 8 - = 1119.9ft-lbf
Design Height
Tributary Width of Ceiling Acting on Wall Panel
Total Axial Load From Ceiling
Total Allowable Axial Load (LARR NO. 24921)
Allowable Height for Axial Load
Allowable Height forTransverse Load
Allowable Pressure on Walls (LARR No. 24921)
Maximum Transverse Load on Wall
Allowable Transverse Load on Wall
Pdesign-peillng Tmax
Rcombined:� + — = 0.3 Combined Axial and Bending Ratio
Pall Tall
CHECK
Axial := OK if Pall > Pdes�yn-ceillng Trans:= OK if TaP Tmax Roonublned:� OK if Rcombined:� 1-0
ING otherwise ING otherwise ING otherwise
Axial = 1
Trdris = 1
SUMMARY. THEREFORE, THESUM OFTHERATIOS FORAXIAL AND TRANSVERSE ARE LESS THAN OR EQUAL TO
1.o. USE ;"THICK WOOD FRAMED PANEL OR BETTER.
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 14 of 39
7) TYPICAL FLOOR TO WALL CONNECTION
LOADS
Pvert:= ILC71 -Thbwidth— 0.6-H-DLpanei= 117pif
H
Ptrans:= W�af— = 130.7pff
2
Finplane:� ma4F,, F2, F3, FA, FB, FC) = I 77.3plf
Fmax:= maOransFjinplan) = 177.3pf
#34 TEK SCRE
Pvert Ptrans
Roombined 1:_ + — = 0-4
— nscreWValLscrew nscreWTalLsorew
Piled Finplane
Roombined 21= + — = 0.6
— nscre0alLscrew nscre0aLsorew
SCREW CHECK
Combined:= OK if ma4Roombined_1Roombined_):5 1-0
ING oterwise
FMLTMA�
N
Tributary Width of Ceiling Acting on Connection
Design Height
Uplift Load Combination on Ceiling
Uplift Force on Floor -Wall Connection
Governing Transverse Load Combination on Wall
Horizontal Transverse Shear Force on Floor -Wall
Connection
in -plane Shear Force on Floor -Wall Connection
Governing Shear Force on Floor -Wall Connection
Length of Screw
Duration Factor forWind & Seismic (2oi2 NDS)
Number of Screw per 3.:z" Spacing
Spacing Of #24 Tek Screw Through Angle
Allowable Shear Of #14 Tek Through Angle
(2012 NDS)
Allowable Tension Of #14 Tek (2ol-2 NDS)
Combined stress ratio for Condition 3. (Transverse)
Combined stress ratio for Condition 2 (Inpiane)
812 s. La Cassia Dr - Boise, Idaho 8370S - (208) 345-8946 - (208) 34"946 FAX
Page 16 of 39
TAMARACKIF GROVE
E N 0 1 N E K R I N G
WEDGE BOLT +ANCHOR
Pvert Ptran s
Rcombined_,:= — + — = 0.6
TaLanchor Vail anchor
Pvert Finpiane
Rcombined-2:= — + — = 0-8
Tafl—anchor ValLanchor
SCREW CHECK
Combined:= I OK if ma4Roombined RoombineO--) �� 1-0
NG oherwise
ONVned = 1
Spacing of Wedge Bolt + AnchorThrough Angle
Allowable Shear Capacity of Anchor (ESR 25:a6)
Allowable Withdrawal Capacity of Anchor (ESR 2526)
Combined stress ratio for Condition 3. (Transverse)
Combin�d stress ratio for Condition 2 (Inplane)
SUMMARY. THE COMBINED RATIO OFACTUAL FORCE OVER ALLOWABLE FORCE IN BOTH DIRECTIONS IS LESS
THAN OR EQUAL TO i.o. THEREFORE, THE #14 TEK SCREWAND WEDGEBOLT + ANCHOR c6NNEcTION IS
ACCEPTABLE FOR RESISTING IMPOSED TENSIONAND SHEAR.
8) TYPICAL CEILING PANEL TO WALL PANEL CONNECTION
LOADS
P,,,t:= ILC71 - MbWdth = 140pff
H
Ptrans:= W�af— = 130.7pif
2
Finplane:=ma4F,,F2,F3,FA,F,3,FC) = 177.3pif
Fmax:= ma4Ptran, Finplan) = 177.3pif
Tributary Width of Ceiling
Uplift Load Combination on Ceiling
Uplift Force on Wall -Ceiling Connection
Horizontal Transverse Shear Force on Ceiling -Wall
Connection
In -plane Shear Force on Ceiling -Wall Connection
Governing Shear Force on Ceiling -Wall Connection
812 s. La Cassla Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 34"946 FAX
Page 16 of 39
TAMARACK'fr GROVE
E N 0 1 " E E R I N 0
-4/8" LAG SCREW
Valuagjransverse-
V411
60A If
bgjnplane—� 7
366 If
P
#14TEK SCREW INTO CEILING PANEL
W.-
1,14p'Y
raw,
5 lbf'
Tat/ � screW.— 85.'5pff
S�crew -
TOTAL
Fa,Lvert:= Taly—lag+ TaLscrew= 451.5pff
Fa#—Wali:= VaILIaginplang- Va/Lsarew= 274pff
Pvert F
Roombined:= — + — = 0.96
FalLvert FaLwall
CHECK
Combined:= I OK if Roombined�5 1-0
NG oftrwise
CWdWd = 1
Length of Lag Screw in Side Member
Duration FactorforWind & Seismic (2012 NDS)
Spacing of Lag Screw
Allowable Transverse Shear of Lag Screw
(Perpendicular to Grain) (2o3.2 NDS)
Allowable Shear of Lag Screw (Parallel to Grain)
(2012 NDS)
Allowable Tension of Lag Screw (2012 NDS)
Spacing of Tek ScrewThrough Angle
Allowable Shear Of #14 Tek (ESR-1976)
Allowable Tension Of #14 Tek (ESR-3-976)
Allowable Vertical Capacity of Connection
Allowable Horizontal Capacity of Connection
Combined stress ratio
SUMMARY: THE COMBINED RATIO OFACTUAL FORCE OVER ALLOWABLE FORCE IN BOTH DIRECTIONS IS LESS
THAN OR EQUAL TO 1.o. THEREFORE, THE WALL -CEILING LAG CONNECTION COMBINED WITH THEANGL
SCREWFASTENERS AREACCEPTABLEFOR RESISTING IMPOSED TENSIONAND SHEAR.
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 17 of 39
7 MATERIAL AND HARDWARE PRINTOUTS
�OOF
BUILDING AND SAFETY
COMMISSIONERS
HrLFNAJUBANY
MESIDENT
VAN AMaATIELOS
V'�DEW
E. FELICIA BRANNON
VICTOR H. CUEVAS
GEORGE HOVAGUIMLAN
Kysor Panel Systems
4201 North Beach St.
Fortwortit, TX 76137
Attn: Sharon Boyd
(817) 230-8744
CITY OF Los ANGELES
CALIFORNIA
(a-
ERIC GARCETTI
MAYOR
� DV��W
BUILDING AND SAFETY
RAYMOND S. CHAN, C.E., S.E.
RESEARCH RrPORT: RR 24921
(CSI# 13030)
Expires: May 1. 2016
Issued Date: JuneA, 2014
Code: 2014 LABC
GENERAL APPROVAL — ReneAval/Clefical Modification - Kysur Panel Systems - Wood -
Frame and Insuf-Rame Wall and Ceiling Panels for Walk. -in Coolers and Freezers for Indoor and
Outdoor use.
DESCRIPTION
Kysor Panel Systems. prefabricated wall and ceiling panels consist of minimum 3va-inch wood
or urethane lumber frames with 26 gage stucco embossed galvanized steel and a core of urethan6
foam. The panels utilize "cam4ock" devices to hold them together.
The wood Frame Panels are made of S-P-F No: 2 or better, while the Insul-Ftame panels are
made of moulded urethane lbam having a density of 10.3 pounds per cubic foot. The urethane
foam is Dow or BASF Class I foam.
Flame spread and smoke developed ratings per ASTM E-84 of 25 or less and 450 or less
respectively.
Kysor Panel Systerns-Wood Frame and Insul-Frume fabricated walk-in coolers and
freezers constructed of panels described above are approved with the following
requirements:
I . —Height to width ratio of units are as indicated in Table 2.
2. No permanent loads, equipment or storage loads shall be carried by the ceiling panels.
3. The panels shall be considered combustible -and may be used only in areas where
combustible materials are permitted by the Code.
RR 24921
Page I of 2
AN EGUAL EMPLOYMENT OPPORTUNITY- APFIRMATA/E ACTION EMPLOYER
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 34"946 - (208) 345-8946 FAX
Page 18 of 39
STRUCTURAL ENC31NEERING t
CALCULATIONS Z
Z
Kysor Panel System
RE: Wall and Ceiling Panels for Walk-in Coolers and Freezers
4. An approved fire retardant roof covering shall be placed over the panels when used as an
exterior roof panel.
5. The panels shall be fabricated in a shop of a licensed Type I fabricator approved by the
Los Angeles City Buildin g Department. Fabricaiion in unlicensed shops will invalidate
this approval. If piping or other utilities are in the walls or ceilings a type 11 rabricators
license is required.
I
DISCUSSION
Clerical modification is to update the contact person and phone number.
The report is in compliance with the 2014 Los Angeles City Building Code.
The approval is based on tests.
Addrcss-ce to whom , this Research Report is issued is responsible for providing copies of it,
comr)lctc with anv attachments indicated to architects, engineers and builders using items
approved herein in design or -construction 'which must be approved by Department or Building
and Safety Engineers and Inspectors.
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 inwhich it is to be used.
ALLEN PEERY, Chief
Engineering Research Se�tion
201 N. Figueroa St., Room 880
Los Angeles, CA 90012
Phone- 213-202-9812
Fax- 213-202-9943
VC
�492MGW�10
RU�114
SD��A
Attachment: Span Chart (2 pages)
RR 24921
Page 2,of 2
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 34"946 - (208) 345-8946 FAX
Page 19 of 39
6L
STRUCTURAL ENGINEERING
11"ect Name: MAGIC OYSTER CBX
Location: JENSEN BEACH, FL
cALCULATIONS� TAMARACK'T"GROVE TGE Job Number:
E N
G I T" E E R
TGE1 5-4823
I N 0
Kysor Panel Systems
Racking Shear - Based an PFS Load Test Report # 05-37A
Maximum Allowable 5hear Load of Wood Framed
Panels
Height to Width Ratio
Allowable Shear PLF
4T6 1
160
3To 1
161
2To 1
179
1 1/2 TO 1
246
ITO 1
333
1/2 TO 1
646
Kysor PaneI.Systems
Compressive Load - Based an PFS Test Report # 05-37B
Maximum Allowable Vertical Load of Wood
Framed Panel
Panel Thickness (Inches)
Panel Height
Allowable Vertical Load (PLF)
(Feet)
3 '/z
12
2080
3 '/z
17
1946
31/2
22
1033
5
16
2779
5
21
1582
5
26
1037
Kysor Panel Systems
Racking Shear - Based on PFS Load Test Report # 05-37A
Shear Load of Insul-Frame
Panels
Height to Mridth Ratio
Allowable Shear PUP
4To 1
56
3To 1
65
2TO 1
88
1 1/2 TO 1
108
ITO 1
136
1/2 TO 1
208
Kysor Panel Systems
Compressive Load - Based on PFS Test Report # 05-37B
Maximum Allowable Vertical Load of Insul-Frame Panel
Panel Thickness (Inches)
Panel Height
Allowable Vertical Load (PUF)
(Feelf)
31/2
12
920
3 t/z
17
714
3 1/2
22
603
5
16
1048
5
21
800
S
26
623
I
Table 2
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 20 of 39
x
on
L)
L>
0 <
0 U LU
Cn 0
Z t-
S13AN CHART CITY OF LOS ANGELES
ZW L
U)
x
z
w E
ZE
E n D
m .. Z
z C m
PANELS
TOPS
WALLS
a?
a .2 0
n
OUTSIDE��.
INSIDE:
OUTSIDE
LLI
0
Design basM un ddlectim
criteria! 11180
I.IVLLUAIJh-PbF
LIVE LOADS - PSI;
-
20
u
>
70
80
90
too
110
Iz
20
30
411
so
60
70]
80
90
100
5
MPH
INIPII
NIPII
NIPH
1.1pul
j
13
17
21
26
31
01
WOOD FRA
THERMA-STRUCTURE
2.2-POUND DENSITY -
Fc=ISPSI
'A"
111
7'-V
6'-6" 6'-2"
5'40"
5'.8"
5'-6"
1:-10.,
1 -06::
S. 4
ALUM
2
1.89
20
_o_
Fo
8'-6- 81-11,
7'.9"
T-5"
T.1"
6.1
9:_
4
2
�O
3:4 12"09"
.9::
1 -3.
3 14"
2.34
28
1 Y-O"
00
91-V
4"
2.98
32
15'-6"
12
='-O"Il
'.-6"".
9'-6-
91-01, 8'-6"
81.11,
7'.9"
7:.6'1'.,
7:�2'.'
]:.6.:.
124
15:4,
-6" IVA"
�4:
121-61,
. 111-91,
10'
9-1
9.8
2 -0'
2 1-0
9.0 17% 91,
16'.10"
15'-10'
51,
3. 73
40
2 P-V
13, .10
14 _0
13'-V
12'.V 11'4"
10' -IV
-5
_�ALV
-F-;F
-
7. 32
20
12'-V
9%
Ya
11'11�!oll
7'-6"
71-01,
6'-8-
6'-5"
:26:.0
:.3"
6
10" -
9,911
9 '-2"
12'-;--
1 -0
9 .3"
8'-9"
8-4"
8
7
7::5-'
14 10"
13'.101,
12'-10"
12'-0"
3 %"
41,
3,25
3.71
28
32
16'-0"
16*-6"
13'.0"
11 '-6"
lo:
0 -6::
9: .9..
91-1"
W.W.
8
7'.9-
2Y-V
16'.10"
15'-3"
14%6"
13'4
�2:4"
11 '.S"
I 1�2"
10 -9"'
10'-S"
24'-0"-
1 22'-6"
20'-8"
19'4"
18..Gll
0
5�
4,64
40
22'-V
17'.0"
13'.2"
W-O"
13W
12'.3"
U4SUIF R_AN_lE
'
THERNIA-STRUCTURE 11
2.2-FOUND DENSITY
=1 Its
87]
101-101,
91.
'::2
T.9"
88::r
T.5"
7'-I�
3:-0 2'-3-
0
9
14'-1"
1 4
'A
1
8'-0"
7'.8-1
7'.5.,
7:. V -
6 '40"
20'-6
:4 0::
S:.4
:3 .9:: �V.91.
t:-V
.11"
9-sl
3
V
Co
4"
2.63
32
14'.) 1
1 4 -11"
11
10, .01�
9
15'-0"
L
31*
3.34
40
F4
20'-0"
20. '.
15'-0"
13'-7"
Ill.r.
111-61, 101-10"
10'4"
9'-11"
9.7"
9'-3"
24'-D"
22-0--
s;:!;; 7'-4"
161-0..
-EAI.V
1 5'-6-
15'.6"
1 V-8"
10'-4�
9::6"
.0
13:-2"
12'-4"
11'.7"
Y
90
29
2
aF
9 11'.
gl::312"
88-4
'.9
8:�"
T-1 1"
_8
7
22 -1
�6'-V
14'.8"
10"
12' .10"
12' 1.
4'
4�
3.36
32
32
1 6._I_
16*-1"
12%2"
101_10.
1
2.
5.1
4.25
40
0
2 I..o.,
21'-0"
16'-3"
14'-7"
13-4-
12.-5..
1['-9"
[1'-2"
101.9*1
1AX SPAN IS BASED ON MANUFACTURING LIMITATION.
Table 1
K_ � i,
/, J W,
NJ KA -V F-'q Z-7763
ICC-ES Evaluation Report ESR-1976*
Reissued August 1, 2013
This report is sufeect to renewal July 1, 2015.
www.icc�es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary, of the:lnternaUcinal Code Counc#9
DIVISION: 05 00 00-4VETALS
Section: 05 05 23—Metal Fastenings
REPORT HOLDER:
ITWBUILDEX
700 HIGH GROVE BOULEVARD
GLENDALE HEIGHTS, ILLINOIS 60139
technicalifititwccria.comi
EVALUATION SUEUECT:
17W BUILDEX.TEWSELF-DRILLING FASTENERS
1.0 EVALUATION SCOPE
Compliance milth the following codes:
* 2012, 2009 and 200 6 international Building CodbP (IBC)
* 2012, 2009 Intemalloiral Residential Coddo (IRC)
Property evaluated:
Structural
2.0 USES
The ITW Buildex TEKSP Self -drilling Fasteners described
in this report we used in engineered orcode-prescdbed
connections of cold-fbrmed steel framing and of sheet steel
sheathing to.cold-lonmed steel fiaming.
3.0 DES CRIPTION
3.1 General:
ITVV Buildex TEKSP Selfdrilling Fasteners am self -drilling
tapping Screws complying with the material, process� and
performance requirements of ASTM C1513. The scirews
have either a hex washer head (HM), an HVVIII with
serrations, or a PhillipsP (Type 11) pan head. The suem
we fully threaded, except where noted in Table 1, and the
screw,s' threads comply with ASME B18.6A and the
screwe chill points and flutes are proprietary and are
designated as TEKS11, TEKS/2, TEKS/3, TEKS14,
TEKS14.5, and TEKS/5. The screws have nominal sizes
of No.110 (0.190 inch), No.12 (0.216 inch), and 114 inch
(0.250 inch), and lengths from '/2 inch to 8 inches
(12.70 mm to 203.20 mm). See Figures 1 through 3 for
depictions of the Screws. Table I provides scmw
descriptions (size, 1p, length), nominal diameters, head
style, head diameters, point styles, drilling capacity ranges�
length of loa&bewing wea and coatings.
3.2 filaterial:
ITVJ Buildeic TEKEP SellLdrilling Fasteners we case-
haidened from carbon steel confiruning to ASTM A510,
Grade 1018 to 102Z and are, heat -treated and case�
hardened to Ova them a hard outerr surface necessary to
cut internal threads in the joint material. Screws am coated
with corrosion preventive coating identified as Cfimasealo,
or am plated with electrodeposited zinc (E-Zinc) corriplying
with the minimum corrosion resistance requirments of
ASTM F1 941.
3.3 Cold-forimed Steel:
Cold -formed steel material must comply with Section A2 of
Am S1 oo.
4.0 DESIGN AND INSTALLATION
4.1 Design:
4.1.1 General: Screwthread length and point style must
be selected on the basis of thickness of the fastened
material and thickness ofthe Supporting steel, respectively,
based an the length oi load-boaTing area (see Figure 4)
and drilling capacity given in Table 1.
When tested for corrosion msistance in accordance with
ASTM B117, the Screws meet the minimum requirement
listed in ASTM F1 ' 941, as required by ASTM C1513, with
no white corrosion after three hours and no red rust after
12 hours.
4.1.2 Prescriptive Design: ITVV Buildex TEKS Self.
ddlling Fasteners described in Section 3.1 are recognized
fiur.use where ASTM C1 513 screws of the Sam size and
head styleldimension we prescribed in the IRC.and in the
AISI standards referenced in IBC Sadjon 2210.
4.1.3 Engineered Design: lTVV Buildex TEKe Self -
drilling Fasteners am recognized fix use in engineered
connections of col6formed steel construction. Design of
the connection must comply with Section E4 of AISI S100
(AISI-NAS for the 2006 IBC), using the nominal and
allowable fastener tension and shear strength for the
screws, shown in Table 5. Adlowable connection strength
for use in Allowable Strength Design.(ASD) for pull-out
pullover, and shear (bearing) capacity for common sheet
steel thicknesses are provided in Tables 2� 3, and 4,
respectively, based upon calculations in accordance with
AISI S100 (AJSI-NAS for the 2006 IBC). Instructions on
hcw to calculate connection design strengths for useln'
Load Resistance Factor Design (LRFD) we found in tire
footnotes of these tables. The connection strength values
are applicable to connections where the connected steel
elements are in direct contact with one another. For
*Revised September 2013
jV.Lh� Xotbw.= � . b* to be
Yhevb.v.&y by I= aq
O�Wpmdxtc�� by th.,q� Now
CorryrightO2013 Page I Oil
812 s. La Cassia Or - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 22 of 39
CK GROVE
E N 0 1 N E E R I N 0
ESR4976 I Most WidelyAccepled and Trusted Page 2 of 5
connections subject to tension, the least of the allowable
pullout, pullover, and fastener tension strength found In
Tables 2, 3 and 5, respectively, must be used for design
For connections subject to shear, the lesser of the fa - stene�
shear strength and allowable shear (bearing) found in
Tables 4 and 6, respectively, must be used for design.
Connections subject to combined tension and shear
loacring must be designed in accordance Vith Section E4.5
ofAJSI S100.
The values in Tables 2, 3, and 4 are based on a
minimum spacing between the center of fasteners of three
times the diameter of the screws, and a minimum cristance
from the center of a fastener to the edge of any connected
part of 1.6 times the diameter of the screws. Minimum
edge distance when connecting ccid-formed framing
members must be three times the diameter of the screw, In
accordance with Section D1.5 of AISI S200 (AiSt-General
for 2006 IBC). Under the 2009 and 2006 IBC, when the
distance to the end of the connected part is parallel to the
line of the applied force, the allowable connection shear
strength determined in accordance with Section E4.3.2 of
Appendix A of AISI S100 must be considered. Connected
members must be checked for rupture in accordance with
Section E5 of AISI $100-07IS2-10.
4.2 Installation:
Installation of ITW Buildex TEKe Self -drilling Fasteners
must be In accordance with the manufacturers published
installation instructions and this report. The manufacturers
published Installation instructions must be available at the
jobsite at all times during installation.
The screws must be installed perpendicular to the work
surface, using a screw driving tool. The installation speed
for '14-Inch TEKS/3, 'A�inch TEKS15, and #12 TEKS/5
screws should not exceed 1,800 rpm; the installation
speed for all other screws should not exceed 2,500 rpm.
The screw must penetrate through the supporting steel
with a minimum of three threads protruding past the back
side of the supporting steel.
(�� 0OWD
FIGURE 3--PHILUPS PAN HEAD
5.0 CONDITIONS OF USE
The ITW Buildex TEKSP Sell-Mi ling Fasteners described
in this report comply with, or are suitable alternatives to
what is specified in, those codes listed in Section 1.0 of
this report, subject to the following conditions:
5.1 Fasteners must be installed in accordance with the
manufacturers published Installation instructions and
this report. In the event of a conflict between this
report and the manufacturer's published installation
instructions. this report governs.
5.2 The utilization of the nominal strength values
contained in this evaluaticn report, for the design of
cold -formed steei'diaphragms, is outside the scope of
this report.
5.3 The allowable load values (ASD) specified in Section
4.1 for screws or for screw connections are not
permitted to be increased for short -duration loads.
such as Wind or earthquake loads.
5.4 Drawings and calculations verifying compliance with
this report and the applicable code must be submitted
to the code official for approval. The drawings and
calculations are to be prepared by a registere - d design
professional when required by the statutes of the
jurisdiction In which the project is to be constructed.
6.0 E%ADENCE.�UBMITTED
Data in accordance vvith the ICC-ES Acceptance Criteria
for Tapping Screw Fasteners (ACI 18), dated June 2012.
7.0 IDENTIFICATION
ITW Buildex TEKe Self -drilling Fastener heads are
marked with "BX' as shown in Figures 1 through 3. Each
box of fasteners has a label bearing the company name
(ITW Buildex), fastener description (model, point type,
diameter and length), lot number, and the evaluation report
number (ESR-1976).
—01 *MED (W
FIGURE 2"MM WITH SERRAMONS
FIGURE 4—LIENGTH OF LOAD43EARING AREA
812 s. La Cassia Or - Boise, Idaho 83705 - (208) 34"946 - (208) 345-8946 FAX
Page 23 of 39
.
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E
E
E
2
E
r
ES
r
E
E
E
E
E
E
E
E
E
E
E
E
E
Q
5-U-65-0-0-
dd-U-6-
6
0
u
Q
0
0
u
0
u
u
0
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11
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0
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OF
0
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-INIM
0
R
9
R
r
7
r
N
N
N
C�
q
q
In
6
15
C;
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6
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6
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Q
IQ
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r.
00
w
w
w
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w
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w
w
w
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ti 0
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li
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C4
14
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6
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c;
6
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0
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:z
x
x
x
x
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x
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x
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x
x
x
1�2V
w
w
u
--
46
ESR-1976 I Most WidelyAccepted and Trusted Page 4 of 5
TABLE 2-ALLOWABLE TENSILE PULL-OUT LOADS (P,,,10), pounc1S_fGMo1'2'a4'0
Steel Fu=45 ksi, Applied Factor of Safety, [1--3.0
screw
Designation
Nominal
Diameter
(in.)
Design 'thickness of Member Not In Contact with the Screw Head in)
0.036
0.048
0.060
0.075
0.105
0.125
0.187
0.250
10-16
0.190
87
112
112
123
111
-303
6
12-14.12-24
_71,14,
0.216
9.9
ii2
165
507
289
344
515
689
'1,28
0.250
115
153
191
239
335
398
596
797
For SI: I inch = 26.4 man, I flef = 4.4 N. I led a 6.89 MPa-
'For tension cormedwas, the least Ilh a allowable pWku% pulleanw, and fastener tension crength found in Tables Z 3, and 5, respacbmly, must be used V
decide.
'ANSUASME standard raw ctweeters were used in the calculations and we listed in the bbles.
�The alloa,able pulkut capacity for oth6r member thic]mess; can be determined by interpolating within the table.
'To caftelate LRFD val.ra, multiply values in table by the ASO safety factor of 3.0 and multiply again �sfth the LRFD 0 factor of O.S.
'For F� = 58 W, mulpy, salues, by 1.29; for Fu - 65 ko, multiply loss by 1.44.
'Outeldo tilling capacity lint,ts.
TABLE 3-ALLOWABLE TENSILE PULL -OVER LOADS (PmlQ), pounds-forcol.2.3.45
Steel Fu -45 ks[,Applied Factorof SafetyQ=3.0
Screw
Designate,
D a
N=lmdr
(in.)
Head or
Integral
Washer
Diameter
Un.)
Design
Thickness or Member In Contact with th a Screw Head (In)
0.018
0.024
I
0.030
0.036
I
0.048
0.060
0.075
0.105
0.125
0.187
I
OF250
Hex Washer Head (HWH)
10-16
2.190
0.400
162
216
270
324
432
540
675
141
6
12-14�,12-24
OT
1�
0.415
168
224
280
336
448
560
1 700
980
T11IN672
11746
F36F4
7,141 7,28
0.250
0.500
203
270
338
405
540
675
844
1181
1
HWH with Serrations
10-16
0.190
0.435
176
235
587
734
1028
1223
1 b
b
-/�-14
0.250
0.610
203
270
1 338
1 405
540
675
844
1181
1406
12104
Phillips Pan Head
-F-0 ---F-
10-16 0.190 .365 148 i97 1 246 1 296 394 493 616 862 11027 1 6 1 6
For 81: 1 inch - 25.4 non, I lbf- 4.4 N, I ks! - 6.89 Rhea.
'Far tension corrections, the louver of the allmable pull-aul. pullwor, and fastener tension stangth bond in Tables 2,3. and 5, respectmly must be used for
design.
2ANSVASME standard =raw diameters were usedin the calculations and we Road in the tablw-
3The all�able PUll-Waf Capacity flau 01hGr member thickness can be determined by interpolating within the table.
'To calculate LRFD wW as, multiply ralues in table by the ASO safety factor of 3.0 and multiply again with the LRFD 0 factor of 0.5.
'Far F. = SPSI, multiply ,alues by 129; tor Fu = 65 Irsk multiply "lues by 1.44.
50utsid. kT.g capacity Enfies.
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 34"946 - (20B) 34"946 FAX
Page 25 of 39
a tName'. MAGIC OYSTER CBX
1F. "WIJJS Loojati": JENSEN BEACH, FL
TGE Job Number: TGEI 54823
ESR-1976 I MostWidelyAwepted and Trusted Page 5 of 5
TABLE 4-ALLOWABLE SHEAR (BEARING) CAPACITY PNYQ), Frounds-force"o.'k.
Steel Fu - 45 ksl, Applied Factor of Safety, 0--3.0
screw
Designation
Nominal
Diameter
(in.)
Design
Thickness of
Member Not
In Contact
with the
ScrewHead
(in)
Design
Thickness
of
Member In
Contact
with the
Screw
Head (in)
T0.018OO24
0.030
0.036
0.048
0.060
0.075
0.105
0.125
0.187
0.250
10-16
0.190
0.018
66
66
66
66
66
66
66
66
66
0.024
102
102
102
102
102
102
102
102
102
0.030
Ill
143
143
143
143
143
143
143
143
0.036
120
152
185
188
188
188
188
188
lea
0.048
139
168
199
228
289
289
289
289
289
.060
139
185
213
239
327
404
404
404
404
.075
139
185
231
251
337
427
564
564
564
0.105
139
185
231
277
356
436
570
808
808
0.125
139
185
231
277
369
442
571
808
962
12-14
12-24
0.216
0.018
71
71
71
71
71
71
71
71
71
71
71
0.024
109
109
109
109
109
109
109
109
109
109
, 109
0.030
125
152
152
152
152
152
152
152
152
152
152
0.036
136
170
205
200
200
200
200
200
200
200
200
0.048
157
ISO
223
253
308
308
308
308
308
308
308
0.060
157
210
240
266
362
430
430
430
430
43F
430
U75
157
210
262
282
375
468
601
601
601
601
601
0.105
157
210
262
315
402
483
624
919
919
919
919
0.125
157
210
262
315
420
494
629
919
1094
1094
1094
0.187
157
210
262
315
420
525
642
919
1094
1636
1636
0.250
157
210
262
315
420
525
656
919
1094
1636.2187.
'1,285
0.250
0.018
76
76
76
76
76
76
76
76
76
76
76
76
76
0.024
117
117
117
117
117
117
117
117
117
117
117
0.030
142
164
164
164
164
164
164
164
164
164
164
0.036
156
193
215
215
215
215
215
215
215
215
215
0.048
182
218
253
283
331
331
331
331
331
331
331
0.060
182
243
276
300
406
463
463
463
463
463
463
0.075
182
243
304
322
424
521
647
647
647
647
647
182
243
304
365
461
544
694
1063
1063
IT
1063
1063
182
243
304
365
486
560
703
1063
1266
1266
T266
0.187
182
243
304
365
486
608
731
1063
1266
1893
1 ' 893
0.250
182
243
304
365
486
608
759
1063
1266
11893
25311
Forst: I irmh- 25Amnn, I [bf=4.4N. I ksi -6.89MP.. I
'The Fearer ofthe allarvable, diew Onearing) and the allcavable fastener shear strength found in Tables 4 and 5, mspecfi�oly, mud be mod for design.
2ANSUASM E standard des,r, diameters vvem used in the calculations and one lend in the lable%
3 The a9mable bearing capacity for other marrow thickness can be determined by interpolating within the table.
:To calculate LRFD values, multiply values in table by the ASO safety Fader of 3.0 and multiply Gain anth the LRFD 0 Factor of 05.
Far F. = 58 ksl, multiply values by 1.29; to, Fv = 65 kol, multiply .]us. by I A4.
rehear value. do at apply to 6, 6 and 8-Inth-long %-28 sorews, duo to the Fact that they am not Fully threaded.
TABLE 5-FASTENER STRENGTH OF SCREYVS-� 3.4.0
SCREW
DESIGNATION
DIAMETER
(in.)
ALLOWABLE FASTENER STRENGTH
NOMINAL FASTENER STRENGTH
Tensile, P.10 (lb)
Show, PaQ (lb)
Tensile, P. (lb)
Shaw, P..(Ib)
10-16
0.190
885
573
2654
1718
12-14
0.216
1184
724
3551
2171
12-24
0.216
1533
885
4750
2654
'/,14
0.250
1605
990
4816
2970
'1,28
0.250
1922
1308
5767
3925
For St: I inch = � mon, I For a 4.4 N, I ksi = 6.89 MPa.
'For tension connections the least of the allcavable pull-aut, pullover, and fastener tension strength found in Tablas 2, 3, and 5, respectively, mud be used far
dadgr.
2For shear correction, the I.., of the ksvelble show (bearing) and th a allowable fastener shear strength found in Table 4 and 6, respectively, mud be used Far
design.
age. Sect. 4.1 to, Fastener spacing and end dstarcenect.k.m.rds.
Nominal strengths am based on laboratory hads;
5To calculate LRFD values, muftiply nominal strength values "a LRFD 0 Faster or ii.s.
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 26 of 39
TAMARACKT GROVE
E N 0 1 N E E R I N 0
PRODUCT INFORMATION
Wedge-Bolf ScrewAnchor
PRODUCT DESCRIPTION
The Wedge -Bolt anchor is a one piece, heavy duty screw anchor with a finished hex head.
It is simple to install. easy to identify, fully removable and vibration resiStariL TheWedge,
Bolt has many unique features and benefits that make it weg suited for many applications
in a variety of base materials. Optimum performance is obtained using a combination of
patented design concept, The steel threads along the anchor body self tap into the hole
during installation and prcillde positive'kejed engagemeni.
The benefit ta the designer is higher load capacities, while the benefit to the utser is case
of installation. The Wedge -Bolt can be installed with either a powered impact wrench or
conve � * al ha ,
noon nd socket
Wedge-Rcit screw anchors are designed to be used Wth a matched tolerance Wedge -sit for
optimum performance.The Wedge -Bolt works in fixture clearance holes that are 1/16' over
nontinal, which is typical of standard lbifure holes used in sted fabricatior,
KC1 4 611:1. ?A mw!l:j:j 4 lJorill
I Lei el-1111 10 1 011CLIM
• Racking and Shelving.
- Material Harfidling
• SUpporLI-edders
- Storage Facilities
• Fencing
- Repairs
• Maintenance
- Retrofits
• Interior ApplicaUons/Lo;.v Level Corrosion Enviroments
• Onepiece design eliminates possiVility oficat anchor parts or improper assembly
• Can be installed vvith an impact wrench.or conventional handimcket
• Fast Installation and immediate loading minimizes downtime
• Kgh load capacities and full'contact along thread length
• Diameter and length ID stamped on headtof each hex head anchor for easy inspection
• Finished hex head provides attractive appearance and eliminates tripping hazard
• Can be installed closer to the edge than traditional expansion anchors
• Versatile installation in concrete, block and brick masonry
• Ratchet teeth on underside of hex washer head lock against the fixture
• Remcvable and NO not l6aw components in the hole
TESTING, APPROVALS AND LISTINGS
Tested in accordance with ASTM E488 and AC 106 criteria
CSI Divisions: 0310-Concrete Anchoring, 04087-Masonry Anchorage and 0509t
Fastenings. Screw anchors shall be Wedbe-Bolt as supplied by Powers Fasteners, Inc..
8rewsWr,.NY.
ftwers
FASTENERS
SECTION CONTENTS Page No.
General Information ...................
1
Installation Specifications ..........
2
Material Specifications-; ............
3
Performance Data ....... ........ ........
4
Design Criteria ............... ........
... 13
Ordering Information ...... .......
... 16
Dwa��10
Carbon Steel Widge-Bolt
HEAD STYLES
Hex Head
ANCHOR MATERIALS
Zim Plated Carbon Steel
-ANCHOR SIZE RANGE M.)
1/4'.thtough 3/4' diameter
SUITABLE BASE MATERIALS
Normal -weight concrete
Structural tlghMvight Concrete
Grouted Concrete Masonry (CIAU)
Brick Mas�tvriy
t
virvirw.powerscom Canada: (9115) 673-7295 or (514) 631-4216 Powers USP-, (800) 524-3244 of (914) 235-6300
812 a. Lar Cassia Dir - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 27 of 39
ftwers.
FASTENERS
PRODUCT INFORMATION
Wedge -Bolt
INSTALLATION SPECIFICATIONS
Installation Procedure
edae-Bolt (Blue Till)) Won the
Dimension
Nominal Anchor
Dlameter, of
1/4'
318-
1/2'
5/11'
314"
Wedge -Bit Sizc� 0, (m.)
114
318
112
518
314
ANSI Drill Bit Size Range fin.)
0,255-0159
0.385-0.389
a490-0.495
060-0.605
D.72G-0.725
Fixture Clearance lhlol� dh (m)
5116
7;16
9116
11/16
13116
Head Washer Height fin.)
7132
21164
7116
112
19132
�'Jasher 0 D.. Of. (in)
9116
47164
1
1-3116
1-13132
Wrends/Socket Size Cin.)
7116
9116
314
15116
1-1/8
Nomenclature
d = Nonind dumeter of anchor
d, - Dumcat of drU 61
d, = DFdnro of folta dffl� We
d. = W moza of v�$�
h = REM maww didness
The ouruTzma "A of h gvJd be 1.5 h,or 3' mhnan
b%ifticteoer is qre�)
.1 - Lero of indict
t = FbAn dockness
du
Maximum Clam ing Torque (ft.-'Ibs.)
. 13
diameter trz e-
Z'
or
NsfortheV 9,
8c][Usimme
the b" mze!ial
TO a deo d at
least b" andat
dia�tct deeptr
1tan the
embedment
tewked
Imes the aftohm
that eanct*rh0e.11
ddo
, axhv %
dotk%i
obas
pmved ftw
ranch may also be zed. This wtl
argap the ho re'v
d"d, as the andim
begins to Dft=t
con6we
51== - -7
fi�d is 1111 a*Aj - V7
aqa�za V=Iure
rhile achiming
roqumed
depth
Base Material
Anchor Diameter
114"
318*
112,
518,
314'
ZOOD 0 concrete
5
30
45
75
ISO
4,000 PSI Concrete
10
40
ED
95
200
6.000 PSI Connote
10
40
60
95
200
3,000 PSI Lightwtight c6nuele
10
15
40
60
70
Grout Fifled Nock
10
is
40
60
70
Solid Red Brick
1 10
30
45
75
100 1
Hex Head
DiarrieterfLength
Iden6ficafian
MATERIAL SPECIFICATIONS
Carbon Steel Wedge-Brilt
Hex �e F�� ""*a ip
W� sh —Bluer
I Marking
-ad Serrated Dual Thread
Underside Profile
AnchorComponent
Component Material
Anchor Body
Case Hardened Carbon Steel
Zinc Plating
AS7M B633, SCI,Tpe III (Feffn 5) Minimum Plating reclumnents for Mild Senrice Condition
c
Powers USA: (800) 524-3244 or (914) 235-6300 Canada: (905) 673-7295 or (514) 631-4216 wwvupowemcorn 7-
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 28 of 39
TAMARACK'TE GROVE
ENGINEERING
Wedge -Bolt' PRODUCT I NFORMATI ON
I PERFORMANCE DATA
Ultimate.Load Capacities for Wedge -Bait installed in Normal -Weight Concrete
at Critical Spacing and Edge Distances'-w
?owers.
FASTENERS
Nominal
Minimum
Minimum Concrete Compressive Strength (f
Anchor
Diameter
Embedment
Depth
Z000 psi
0 3.8 mpa)
4,000 psi
QZ6 MPa)
6,000 psi (41.4 MPa)
Tension
Shear
Tension
Shear
Tension
Shear
d.
h,
im
in.
lbs�
lbs.
lbs.
Ibs.
lbs.
Ibs.
(mm)
(mm)
(W)
(kN)
(kN)
(kN)
(kN)
(kN)
1
7zo
920
1,340
1.890
1.660
2,160
Q�.41
tjmij
(4.0)
(6.0)
(&3)
(7.5)
(9-6)
1 112
1.44D
2,000
2.140
2,080
2,490
2.260
114
(3&1)
(r,5)
(116)
(9-2)
(11.2)
110.0)
(6.4)
2
2,400
2,000
-3,940
2,080
4.990
Z580
(50.8)
(10.8)
(&8)
(17.7)
(9-2)
(22.4)
(11-9)
2 1/2
3,520
2.000
4.660
2,080,
5.260
2,680
(63-5)
(15.8)
(8-8)
(71.01
(9-2)
(23.7)
(11.9)
1 112
1,900
2,760
2,520
3.440
3.04Q
5,600
(38.1)
(11.61
112.2)
111.3)
051)
(13.7)
Q4.91
2
3000
3,1W
3,920
3.440
S.200
5,600
(50.8)
fi3.5)
113.7)
117.6)
(153)
(23.4)
t24.9)
WS
2112
4.100
3.440
5,320
3,440
7,34-0
5.600
(9-5)
(63.5)
V&SI
(IS.3)
123.9)
(15.3)
(33.0),
(2"1
3
S.800
4,120-
7,740
4;320
9.900
5,60D
Q& 2)
Q& 1)
(1&31
(34-8)
(19.2)
(44-6)
124.9)
3112
7,SOO
4.820
10,140
51200�
14440
S,600
(8&9) -
(33-8)
121.4)
(45-6)
(23.0
(56.0)
(3181
2
2.860
4.960
31940
51680
4,780
7,600
Mll)
(12.9)
(22.0)[
(17.7)
(25.2)
(2t.5)
(33.8)
2 1f2
4.100
S.800,
5,200
6,480
6,480
7,960
'135.4)
(63.5)
(1&5)
(25.8)
(214)
(28-8)
(2
112
3
5.920
6,200
7,800
7.240
9.380
7,960
(12-7)
QU)
(26.6)
(27,S)
(35.1)
(12.2)
(42.2)
(35.4)
3 112
6.060
-8,020
0490
9,160
11,900
8.600
(8&9)
(27.3)
(35-6)
68.2)
(16-2)
(53-6)
13921
4
7,560
6.661)
12,620
9,080
12.625
9,600
(101.6)
(34.0)
09.0)
(56.8)
(40-9)
(56-8)
14121
2 112
3.420
7,200
4,720
10,240
61900
10.180
(63.5)
(1 5.4)
�32..)
(21.2)
(�Ss)
(31.1)
(45.2)
3
4,S60
7.9210
7jal)
10.240
8.960
11,400
(76� 2)
(20.5)
(355)
133.2)
(4S.5)
00.3$
(W)
3 112
5.720
8.640
10,040
10140
11,040
11,400
518
(8a9)
(25.7)
139.4)
(45.2)
(45.5)
(49.7)
(50.7)
(15.91
4
B.240
9.s4o
12 760
11,140
14.320
17,020
(101.6)
(37.1)
J42.4)
tD.4)
(49-5)
(64A)
(537)
4 112
10,780
10.460
IS.500
12,040
17.600
12.760
(114.3)
(4&5)
(46.5)
169�9)
(53.5)
(79.7),
156-7)
5
13,300
11,360
18.220
12,960
20,1160
13.480
11127.0�
(59-9)
00.5)
182.01
(57.6)
(93.9),
(59.9)
3
4,320
9.480.
6,480
12120
3.700
14,800
(762)
(19.4)
(47 11
(29.21
(5K9)
(39.2)
(65-8)
3112
5.720
1 0,410
'9.320
14.820
11,360
16.400
(8&9)
(25.7)
46.5)
(41.9)
(65.4)
151.1)
(72-9)
4
7,120
IL 460
12,140
17,520
14.020
KUM
(101. 6)
(32.01
(50.9)
IS4.6)
l77�9)
(63.1)
(90.0)
314
4112
9.240
1 3,120
13,S80
113.660
1 6,720
19,840
(I 9� 1)
(1 U 3)
(41.6)
(5&3)
(61.1)
(83-0)
(75.7)
(8112)
5
14.780
15.020
19,740
1 9,400
21,700
(127.0)
115,340
1.0)
J65.7)
(67.6)
(07.8)
(873)
ts"I
5112
13.440
16,640
16,460
20,84D
22,090
23.560
(139�7)
(60.5)
(74.0)
(74.1)
(92.7)
(914)
(10")
6
15,540
18.120
17,900
21.960
24,760
11,420
(152.4)
(69.9).
(WO
(80.6)
(97.6)
(111.4)
111 3 .0)
1. tkdaralwdvJ�� be a rqs;e&*jfuw� at wmeari=4h�
2.UJT�WICAW� �.b�,ed�W by a
1. Cl,tGA "PW� 93cria am �kwd is it. bnr caada sectim
4. Uum merp--latan mal be uwd:add� LlWzV lmd, fw otamliaw effbedT�Is and
3 wwww.powemcorn Canada: (905) 673-7295 or (514) 631-4216 Powers USA., (800) 524-3244 r or (914) 235-6300
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 29 of 39
ftwers
FASTENERS
TAMARACK If T GROVE
E H G I N E Z R I N 0
PRODUCT INFORMATION
Wedge-Bolf
PERFORMANCE DATA
Allowable Load Capacities for Wedge -Bolt installed in Normal -Weight Concrete
at Critical Spicing and Edge Distances'-"
Nominal Minimum Minimum Concrete Compressive Strength (f j
Anchor Embedment
Diameter Depth ZOOO psi (13.8 mpa) 4,000 psi (27.5 MPa) 6,000 psi (41.4 MPa)
If k Tension Shear Tension Shear Tension Shear
In. in. lbs. Ibs. Ibs. Ibs. Ibs. Ibs.
(MM) (mm) RN) (W) (kN) (W) (kN) (kN)
1
ISO
230
us
470
41S
S40
(25A)
(0-8)
(1-0)
(1-5)
(2-0)
(1-91
12.4)
1112
360
50
535
520
620.
565
114
(38-1)
(1-6)
Q-2)
(2.4)
(2.3)
(2.8)
J2.S)
(6-4)
'2
coo
Sao
935
SIG
1.24S
670
(50.9)
(2-7)
(2-2)
(4A)
(2.3)
(5-61
12-91
2 112
880
SGO
1,165
520
1.315
670
(63.5)
(4.0�
(2.2)
(5.4
(7.3)
K9)
(2-9)
1 112
475
690
630
860
760
1.4DO
(38.1)
(11)
(3.0)
(2.11)
(3-8)
t3.4
16.2)
2
750
775
980
860
1,300
1,400
(50�8)
114)
UA)
(4A)
(3-8)
(5-9)
16.2)
318
2 112
1,025
860
1330
860
1.835
1,40D
(9-5)
(6365)
(46)
0.11)
(6-0)
(3.8)
(8.3)
(6-2)
3
1 450
1,030
1;935
1,030
2,47$
1,400
(76.2)
V5I
KS)
(8.7)
(4.9)
(11.1)
(6.2)
3112
1,875
1.205
Z53S
1.300
3.110
IADO
(88.91.
(&4)
(5.31
(11.4)
15-7)
(14.0)
[6-2)
z
715
1,240
985
1.420
1 19S
1,900
(50.8)
(3.2).
(5.51
(4.4)
(6.3)
1.5.4)
18.4)
2 112
1.025
"SO
1,300
1.620
1 620
1,990
(63-5)
(4.6)
(6.4)
(5-9)
17-2)
(.7.31
48.8)
112
3
1;480
1,550
11950
1.810
2.345
1.990
(12.7)
(76.2)
(6.7)
(6.8)
(89)
18.0)
(10.6)
18-B)
3 112
uls
2.005
7,120
2,040
2,97S
2.150
(98.9)
MS)
1 (8-9)
(9-5)
ISM
(13.4)
(9.5)
4
1,890
2.165
3.155
2,270
3,155
1,400
(101.6)
IS. 5)
(9-7)
(14.21
(10.7)
0 4.2)
(10.8)
2 It2
855
1,80D
I'l SO
2,560
025
2,545
(63.5)
(318�
ISM
(5.3)
(11.3)
V-S)
(1113)
3
1.140
1 980
1,845
2,560
2,240
2,ESO
t76.2)
all
(18-8)
(9-3)
1 (11-3)
(10.1)
1 (12.6)
3 112
1.430
2,160
2.510
2,560
2,760
2,850
518
(88.9)
(6.4)
(9.6)
111.3)
(11.3)
(12.4)
(12.6)
(15.9)
4
2,060
21385
3,190
1.785
3,580
3,020
DOM
(9-3)
(10.6)
114.4�
(12-3)
(ILI)
(13A)
4 112
2,695
2,615
3.87S
3,010
4,400
3.190
014.3)
02.9
01.6)
(17.4
(13.4)
.(19.8)
-(14.2)
5
3,325
Z,840
4,555
3,240
5,215
3,370
(127.0)
(15.0)
(12.61
(ZD.Sl
(14.4)
(23.5)
(14.9)
3
1,080
2,370
1,620
3.030
2.175
3,700
(76.
(10-5)
(7-3)
(13.4)
(9.8)
(16A)
3 1/2
1,430
2,615
2.330
3.705
2.840
4,100
(88-9)
(&4)
(11.61
(10.5)
(21.1)
(12.S)
(18.1)
4
1,780
21865
3,03S
4,380
3.505
4,500
(101.6)
(80)
412-71
(11-7)
(1 9A)
(15.8)
(20-0)
314
4112
2,310
3.280
3.395
4.665
4.180
4.960
(114.3)
(10A)
(14.5)
ITS.3)
(20.8)
(1&8)
(22-0)
5
2,835
3,695
3,755
4.935
4.850
5.425
(11 Z7.0)
412.81
(16.4)
06.9)
(21.9)
(21.8)
(24A)
5 1[2
3,36D
4,10
4,11S
5,210
S.S20
5.830
(139.7)
i15 1)
(18.5)
(18-51
(23.1)
(24-8)
(26-2)
'75)
4,530
4,475
5,490
6.190
6.355
1512.4)
J'S
(20.1)
(20.11
(24.4)
(27.9)
(28.2)
(� of aO. I
and &*d�modl In c�bnq.Cd:aca�
3. Lined ku"mon o�, bewd to emr-ine iflovztle 103da fW e.wr,.1d,3!t lmbednM and �PMhvo�rqld.
Poviers USA, (SDO) 524-3244 or (914) 235-6300 Canada: (9DS) 673-7295 or (514) 631-4216 wvAupowerscorn
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 346-8946 - (208) 345-8946 FAX
Page 30 of 39
-Powers
PRODUCT INFORMATION FASTE'NER-S
PERFORMANCE DATA
Ultimate Load Capacities for Wedge -Bolt installed in Normal -Weight Concrete
at 16 Diameters Spacing and Edge Dlstances�
Nominal
Anchor
Diameter
Minimum
Embed.
Depth
Spacing
and Edge
Distance at
Minimum Concrete Compressive Strength (fj
2,000 psi (13.8 M?a) 4,006 psi (27.6 MPa) 6,000 psi (41.4 MPa)
d
h,
16d
Tension Shear Tension Shear Tension Shear
in-
(mm)
in.
(nim)
in.
(mm)
lbs. lbs. lbs. lbs. lbs. lbs.
(kN) (kN) (kN) (kH)' (kN) (0)
1
V�41
920
(4-1)
920
(4.0)
1.520
(6.8)
1.900
(&4)
1.650
(7.41
2,720
0 8)
1 112
(31L 1)
1.760
(7-9)
2.340
(10.4)
2,360
(IELG)
2.520
(11.2)
2,48D
(11.2)
2.440
(10.81
114
4
(6.4)
2
(101-6)
1.800
(12-6)
Z,S20
V 1.21
4,230
419-0)
2.Szo
(11-2)
4,980
(22A)
3.059
(13.6)
(2
63-5)
4,220
(19-0)
4800
412.41
4,900
(12.11
2.800,
(12.4)
5,260
W-7)
3,330
(KII)
1 112
(3& 11
1,140
(9.61
2,940
(13.1)
2,660
(12.0)
31990
(1717)
3.030
(13.6)
6,018
(26.71
2
(50.8)
3,300
(14.9)
3,700
116.4)
4,120
(18.51
4,51S
(2G.0)
S.18S
(23.3)
6.018
[26-7�
3/8
0-5)
6
(152.4)
2 112
(63.5)
4A60
(200 U
4,460
(19.8)
5,550
(25.0)
5.045
122A)
7,340
p3.o)
61018
(2&7)
3
(76.2)
6.180
(27.8)
S'200
(a 1)
7,970
135.9)
5,570
(24.7)
9,890
(44-5)
6,125
(27.2)
3 112,
(8&%
7.900
(35.6)
S.960
Uas)
10,390
t4U)
6.100-
(77.1)
14440
OF-0)
6.240
Q7.7)
2
(50.8)
2.960
(13.3)
5.700
125.4)
3,930
(17.7)
6,450
(28.6)
4,780
(21-5)
7,830
V")
2 112
(63.5)
4,100
(1&5)
6,450
(28-6)
5.200
123.41
6,940
(30.8)
6.480
(29-2)
8,440
137.5)
1/2
(IZ7)
3
(76.2)
(203.2)
5.910
(26.6)
6.690
(29.7)
7.800
(35.1)
7.595
(33.7)
9.380
(42.2)
8,440
137.5)
3 U2
(88.9)
6.060
(27.3)
7,670
(34.1)
8,480
(38.2)
81400
(37.3)
11.890
(53.5)
8595
(311.2)
4
(101-6)
7.620
(34.3)
8.650
(33.d),
13.260
(59.7)
8.400
(37.3)
13.260
(59.7)-
9,60D
(43.21
2 112
(63.5)
3,420
(15.4)
7.790
(25.1)
4,720
(21.2)
10,760
(47.81-
61900
(31.1)
10,340
145.9)
3
(76.2)
4,S60
(20-5)
8.S90
'(38.2)
7.380
(312)
10,760
14718�
8,960
(40.3)
10,870
148.31
SfE
3 1/2
(88.9)
10
5.720
(25.7)
9.350
(41.7)
10.040
(115-2)
10.760
(47.8)
1,040
1(49.7)
11.400
J%21
(15-9)
4
(101 . 6)
(254.0)
8,2110,
(37.3)
11.430
(508)
12,760
(57.4)
11,700
(52.0)
14.320
(64A)
12.0%
453.8)
4 112
(114.3)
10,860
(48.9)
1,470
1,51A
15,500
(69.8)
12,640
(56.2)
17,600
(79.2)
IZ79D
(5C19)
5
1 (127.0)
13.440
(60.5)
12.520
1 (55.6)
18.220
(82M
13,580
(60.4�
20,860
(93.9)
13,490
(60.0
1
3
(76.2)
4,320
(190)
9,690
(431)
6,480
(29Q)
12,245
(54A)
10,260
(46-2)
14,1125
J65.9)
3 112
(88-9)
5,760
(25.9)
1 11010
(48.9)
9,320
(41.9)
14.225
(63.11'
1 2,140
04-6)
16,590
f73.8)
4
(101.6)
7.200
1324)
12.330
(S4.8)
12,140
0416)
18,175
(80-8)
14,020
(63.1)
1B4O25
IMI)
314
(19.0
4 112
(114.3)
12
(304.8)
9,800
(44.1)
14.780
(65.71
13.640
(61.4)
19.660
(87,4)
16,720
(75.2)
19.870
(81344)
5
(127.0)
12.400
(55.9)
17,230
(76.61
15,120
(68A)
21.150
(94.0�
19,400
(87.3)
21,720
5 1112
(139.7)
1 5,000
oT5)
19,680
(87-5)
16,600
(74.7)
22.940
(IM7)
22.090
(99.4)
23,570
(104.8)
17.570
(79.
22,140
(98.4)
18,080
191.4)
24.130
(107.3)
24,760
(111.4)
25,420
1113.01
ale
C� ilre amb. diaem
r
5 www.powemcom Canada: (905) 673-7295 or (514) 631-4216 Powers USA., (800) 524-3244 of (914) 235-630D
812 s. La Cassla Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 31 of 39
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STRUCTURAL ENGINEERING
CALCULATIONS
Project Name: MAGIC OYSTER CBX
Location: JENSEN BEACH, FL
T, AAJMV I A k AIR AC K GROVE. TGE Job Number: TGE1 5-4823
E N G I H E E R I N 0
ftwers
Wedge-Bolf
PRODUCT INFORMATION FASTENERS
'-PERFORMANCE DATA
Ultimate and A ' IlowabWShear Load Capacities for Wedge -Bolt
at 1-314" Edge of Normal-WeighfConcrete'
C, k 2,000 psi (13.8 MPa)
Edge
Nominal Minimum Minimum
Anchor Embedment Edge Parallel to the Free Edge
Diameter Depth Distance Ultimate Allowable
of Shear Shear
in. im im lbs. lbs.
(mm) (MM) (mm) (kN) (kN)
L
112 3318 1314 5,020 1,255
(12.7) t85-7) 144.51 12ZG) ME)
518 3318 1314 5.420 055
(159) (8517) 1 f4d. 124.4) 16.1:)
3318 314 5.660 .415
i
J
(139i� (85.7) (44.51 (25M (6.4)
1) 1
1, Al"Al, bud upaat� at altdacd &3kg an anted sect, f.W ed 4A
Ultimate and Allowable Tension Load Capacities forWedge-Bolt
Inst6liedat the Edge of Normal -Weight Concreteu
Edge
Nor �Inal Min. Min. Minlr6urn Concraie Compressive Strength (f�j
Anchor Embed. Edge
Dia Depth Distance 2,500 psi (IZ2 NIPa) 3,00 psi (207IVPa) 4,000 psl 1226 MPa)
of h, Ultimatel Allow, Ultimate Allow. I ale
in. in. in., lbs. lbs. tbs. lbs. b, lbs.
(mm) (mm) (mm) (kN) I (W) (kN) (kN) N-,,
4(("8kN)(kN)
8", 15.630 910 16.630 4,161) 18,150 4,540
13150
SIB 12031) 1-3M (70.3) 11 (817)
(17.6) (74.8) 11&7) (81:7) 420.41
(15-9) 19820
9 (44-5) 16.995 1 4.250 18,18S 4,545 19,820 4,955
( 92)
(22Pb) (M5) 1 (19-1) (81-8) (20-5) (89-2) (22-3)
1. Aflonnw, land dw,�, M Gloulated zbg an a;pwd seeq f� of 4a
L Lima aacrpdamm , �!,emedwd,-�.
AllowableLoad Capaciffles for Wedge -Bolt Installed ati-314" Edge
of NormalVeight Concrete Stem WallsY
Edge
f 2,S00 psi (17.2 MPa)
N Parallel to
orninal Minimum Minimum Towards the
Anchor Embedment Edge the Free Free Edge
Diameter Depth Distance Edge—
d he Tension Shear Shear
t
im in. in. Ib& I" lb$.
(mm) ("Im) (mm) W (kN) (kN)
112 4 1314 1,270 1,425 470
(12.7) (101.6) WLSI (5.7) (E4) (2.1)
V
2 1/2 610 1,155 380
(61 (2.7) IQ) (I.
518 3 14 1314 1( .310 1,330 490
=3
(15.9) (9 3) (44.5) 5.9) (6.0) (2.2)
5 2.015 I,SDS 600
7 (9.11 (6:4) (77)
2. AUvA*4t lud r4amks w4 JA be aNO , ZMa,, 0"dr, a a*,
7 wwwpowerscom
Canada: (905) 673-7295 or (514) 631-4216 Powers USA: (NO) 524-3244 or (914) Z35-6300
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 34"946 - (208) 345-8946 FAX
Page 33 of 39
'o STRUCTURAL ENGINEERING
F roj
- ect Name:
MAGIC OYSTER CBX
CALCULATIONS
Location: JENSEN BEACH, FL
TGE Job Number: TGE1 5-4823
.TAMAP-ACK!fT.GR0VE
E
N 0 1 N E E R I N 0
ftwers.
FASTENERS
PRODUCT INFORMATION
Wedge-BoIV
PERFORMANCE DATA
Ultimate and Allowable Load Capadties for Wedge-Balt Installed Through
Steel Deck into Structural Lightweight
Concrete�'
Structural Lightweight Concrete Over Minimum 20 Gage Steel Deck
f� 3.000 psi (20.7 M.Pa)
Anchor Minimum
Minim= 4 1/2' wide Dark
Diameter Embedment
Depth
Ultimate Load
Allowable Load
d
Tension Shear Tersion
Shear
in.
lbs. lbs.
bs.
lbs.
(mm)
(MM)
(K (kM
(kN)
(kN)
114
2
2.660
3.00
665
900
�6-4)
(50-8)
(12.0)
(1&2)
(3-0)
1 112
1,780
3.390
445
845
(3& 1)
(8-0)
(15-2)
(2-0)
(3-8)
318
2114
3.160
4,320
730
1.080
(9.5)
(57.2)
(14.2)
(19.4)
(3.6)
(4-9)
4,520
5.24D
11130
1.310
(20.3)
(23.6)
(5-1)
(s9)
2
21940
4.380
735
1.095
(50.8)
(13-2)
(19.7)
M3)
(--.91
112
3
4,320
6,300
1,095
1.57S
(12.7)
(76.2)
(19.7)
(28-4)
(&9)
(7.11
4
5,810
8.220
11455
21055
(lot . 6)
(26.2)
(37.0)
(6-5)
(12)
2112
3.100
5,020
775
1,255
(63.5)
(14.0)
(22.6)
(3.5)
(5-61
SIB
3 3M
S.i2o
7,640
1.355
1.970
(95.3)
(24A)
(34.4)
IS. 1)
%61
5
7.740
10,260
1,935
7,565
(127.0)
(34.8)
(46.2)
(8.7)
(11,5)
314
5 114
917OG
540
IA25
2,885
119.1)
(133.4)
(43.7)
(51.9)
110.9)
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WE
Powers USA: (800) 524-3244 or
(914) 235-6300
Canada: (905) 673-7295 or (514) 631-4216
v"vwpowemcorn 8
812 s. La Cassla Dr - Boise, Idaho 83705 - (208) 34"946 - (208) 34541946 FAX
Page 34 of 39
STRUCTURAL ENGINEERING
CALCULATIONS
-Powers
PRODUCT INFORMATION FASTENERS
PERFORMANCE DATA
Ultimate and Allowable Load Capacities for Wedge -Bolt Installed.in Structural Lightweight
Concrete�u�
Nominal!
Minimum
Minimum Conmete Compressive Strength f j a 3,000 psi (20.7 MPa)
An6or
Embedment
Ultimate Load
Allowable Load
Diameter
Depth
Tension
Shear
Terion
Shear
d
in.
ih
F�
I bs.
I bs.
bs.
I bs;
(mm)
(mm)
(kN)
(W)
(kN)
ON)
114
2
3.320
2,720
830
680
(6A)
(50.8)
(mg)
(12-1)
0-7)
(3.0)
1 112
Zno
2.100
SSS
550
(38.1).
(10-0)
(9-9)
(2-5)
3/8
2114
3,760
3.240
940
81 . 0
(9-5)
(57.2)
(16.9)
(14.4)
(41)
13.6)
3
5,280
4,660
1,320
1;165
(76.2)
(23.8)
(20.7)
11r, 9)
(5-1)
2
2,920.
5.360,
730
1,340
(50.8)
(13.1)
(23-6)
(3.3)
Mg)
1/2
3
5,320
7.320
i,330
1,830
(12-7)
(76.2)
(23.9)
(32-5)
16-0)
fv)
4
7,7ZO
9,260'
11930
2,31S
01.6)
(34.7)
(41.1)
(8.7)
(10.2)
2 112
3,7zo
9.i4G
930
2.310
(63-5)
(16.7)
(47-6)
(4.2)
(10-4)
5A
3314
7,940
10,960
1.985
2.740
(15.9)
J95.3)
(35,7)
(48.7)
18-9)
(12.1)
5
12,160
14.940
3.040
3,735
(127.0)
(Sil, 7)
(66A)
(13.7)
(ifi.6)
vi
5114
13,320
1717110
3.330
4,445,
(19.1)
(133.4)
(59.9)
(79.0)
(15.0)
(19.7)
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9 www-p4werscom Canada: (905) 673-7295 or (514) 631-4216 Powers USA., (800) 524-3244 of (914) 235-63DO
812 s. La Cassia Or - Boise, Idaho 83705 - (203) 345-8946 - (208) 345-8946 FAX
Page 35 of 39
roject Name:
)b STRUCTURAL ENGINEERING 9MhAkh.
MAGIC OYSTER CBX
CALCULATIONS TAMARACK T' R
;EN BEACH, FIL
TGE Job Number:
E N G I N E E R I N 0
TGE1 5-4823
ftwers.
FASTENERS PRODUCT INFORMATION
Wedge -Bolt'
PERFORMANCE DATA
Ultimate andAllOwable Load Capacities for Wedge -Bolt Anchors
Installed in MUltipleWythe Brick Masonryu
Structural Brick
Masonry
Nominal Minimum Minimum Minimum f;. � 1,500
psi (10.4 Wa)
Anchor Embe& Edge and Spacing
Diameter Depth End Distance Ultimate Load
Allowable.Load
d h, Distance In. Tension Shear
Tension Shear
Minimum End Distance in. In. in. (Mm) lbs. lbs.
(MM) (Irrim) (MM) (kN) (kN)
lbs. lbs.
(IN) (kN)
1 114 2112 4 4 2.260 1.480
(6.4) (635) 1101.6) (101.61 jio.3) (6.7l,
4SS 295
(2.0) (1-3)
318 3112 6 6 3,3il) 3,830
680 765
(9-5) (88-9) 1152.4) (152.4) (15-3) (17.2j
(3.1) (3.4)
112 4 a 8 41800 7,060
960 1,410
(12.7) (203.2) (203.;) (21.6) (37.8)
(&3) (6.31
518 4 10 12 Go120 11.2SO
1.225 2,250
(101-6) (254.0) CID4.81, (27-5� ou)
(5-5) (10-1)
314 4 12 Id 8,580 t2.340
I 1 315 2,470
(19-1) (101.61 (304.8) (40&4) (29.6) (55.5)
(5.9) (11. 1)
1. bhW,110A volin am it, phd del to
ASTUC 62. %t,11or �1 be �=Trsv N U=11WI;11-?� �O tz! Ito a it, VeoCal trouloim at dv t� or
kot:9�0' a 1.5(00L o
2. Mo.Ak IwIs = VIwe'd uil'g 0'rvIr4 ufey I" of 50. L=Mid low?v�a wy 1��_ toixf
dw&q M " 41)WaM Wh to utwitri'm MM413d
DESIGN CRITERIA (ALLOWABLE STRESS DESIGN)
Combined Loading
For anchors loaded in both shear and tension, the combination of loads should be proportioned as follows:
Where: & = Applied Senrice Tension Load
IN, � + iL .5 fflt � Allowable T�orw Load
(
FNn I Vin V. = Applied SerVice Shear Load
V,, = Ano%xable Shear Load
Load Adjustment Factors for Spacing and Edge Distancesi
Anchor
Installed in Nomal-Weight Concrete
Anchor
Critical Distance
Critical
Minimum Distance
Minimum
Dimension
Load Type
(Full Anchor Capacity)
Load Factor
(Reduced Capacity)
Load Factor
Spacing (s)
Tension
scr=12d
Fm, = 1.0
SmIn = 4d
Fm, = 0.50
Shear
su- 12d
Fvs = 1.0
Smi,,i � 4d
Fvs - 0.75
Edge Distance (c)
Tension
Crr=8d
FpIr = 1, 0-
cmln=3d
F'K' . 0.70
Shear
ca- 12d
Fvc. 1.0
ciotn= 3d
Fvc- OL15
Anchor Installed in Structural Lightweight Concrete
Anchor
Critical Distance
Critical
Minimum Distance
Minimum
Dimension
Load Type
(Full Anchor Capacity)
Load Factor
(Reduced Capacity)
Load Factor
spacing (%I
Tension
sor - Kid
FN, = 1.0
smin - 4.7d
FN, = 0-50
Shear
sa = Kid
Fv, = 1.0
smit, = 4.7d
Fv, - 0.75
Edge Divat"e (c)
Tension
co 9.4d
FN,= 1.0
= 3.5 If
Fin, a- 70B
Shear
ccr 14.1 d
rvc= 1.0
_Cmhm,
CWn - 3.5 If
Fvc Q. 15
1. jjb�ue Ind rjm IOLIW to it* ped�� &m, uJis M Mkirrol by n6nol 13=n �!v M-do, ciaum w ecip dl�o M IM thm MW 6iurzis L�,u, irft�16iu is j%wd
a1da IjW " ed;e dlmm� te� oW ,.d oi�m 6=10CANben a, 31&0 It efeCotd 4 ititti MIVA Kicltq da� ft i;iiwU aod ed?_ mi=bn
I Itox,
41�4 10,U0endYixt., -two &V
lovd. pa*.rd edm dgm, nvybp.rtq, itridg tot tl�e u�crqz�p arf9urxim
Powers USA: (800) 524-3244 or (914) 235-6300 Canada: (905) 673-7295 or (514) 631-4216 wwvApowemcom 12
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Page 36 of 39
Wedge -Bolt'
TAMARACK'V GFtOVE
E N 0 1 " E E R I N G
PRODUCT INFORMATION
Load Adjustment Factors for Normal -Weight Concrete
Spacing, Tension (Fm,)
Dia- GO
1 114
1 318
112
�518
1 T14_
5� GO
1 3
1 4112
6
7 lf2r
1 9
S.
On.)
I I
I I In
2
2 112
3
1
0.50
1112
1163
0.50
-5
2
0.75
0-58
0.50
2 112
0.88
0.67
036
0.50
-
.3
1.00
0.7S
0.63
0.55
0.50
4112
I.DD
0.81
0.70
CL63
61
1.00
US
0.75
7112
1.00
0.83
9
i
I.DD
Spacing. Shear (Fvs)
("MI
1 114
1 V8
112
Sig
314
s" (im
'm
3
4 1/2
6
7112
9
S.. On.)
'n
1
1 112
2
2 112
3
1
0.75
Z;
1 112
0181
0.75
Ema.
2
(1688
(L 19
(175
&r_2
1
W
0.94
0.83
0�78
0.75
3
1.00
0.89
0.81
0.78
0.7�__
4 4 112
112
1.00
0.91
0.85
(L81
6
I.Go
0.93
ass
7 112
1.00
LL94
3
i
1 1. _
Edge Distance, Tension (FNd
Di . (n)
'114
318
112
518
314
c Un.)
1 2
1 3
4
5
6,
.c� 061)
1 314
1 1 Its
1 112
1719
-
2 114
314
0.70
I Ila,
(179
0.70
7_112-
_T7_t8_
(1-28
0.76
0.70
't
_z
0-97
0.82
0.75
070
_J00
0.94
(06
0.71
2 IM
11.88
M79
0.74
0.70
3
1.00
0.88
0.61
0.76
4
1.00
1 0.90
1 (L.
5
1.00
ag
6
1.00
Edge Distance, Shear (F�c)
Dia. G&)
1 114
1 318
IJ2
518
314
c" Gm)
3
4 If2
6
7 112
9
I'm)
314
1 Ila
1 112
17/9
2 114
314
als
I Ila
0.29
OAS
112
OL43
0.24
0,15
718
0.58
0.34
0.22
0.15
2114
0.72
D.43
0.29
D.21
0.1s
3
1.00
0.62
CL43
0.32
0.24
4 IJ2
1.00
0.72
0.55
0.43
6
1�00
�11
02
7112
1.0,
081
ftwers
FASTENERS
Notc-Ftuandursloadedin teru�rA tfecfflU
SM619 fi;Ois equaltv 12 =ivdia mtert (120)
atwfkh the 100%ollmd-
W-Dixnarn. spacing (5�,Jis equal to 4 inchoi
aTt�m (40 �1 Ach the anft achleves 50%
of load.. A
Notes; For ancf�s loaded in shear. the witical
Spacing (Sv) is Mal to 12 arder 15�etas (12 d)
at vAach the atvJw achimes IN% of Itad.
1.1�nlmurn spaciN (s�j is equa to 4 aruba
&amna�i (4 d) at which the xxhm athlews 75%
of [Md.
Notw. For anchoet loaded in terttion, Oe mizz!
edge distance fc,) is eq tolianch6rclarrews
Wimm edge distance (cQ is equal to 3 andmr
dia,ne!eis (3d) at which the anchor achimxs 70%
of load. I
Notm For anchars loaded in shear, the cj6d e*
distance (c.) is equal to t2 anchor cf�etem I I 2d)
at YHA the ambm adiets 100% of load.
ed�e distanxe fc,�Ols equal to 3 anchor
di�ms (3d) at whIchthe anocr ad`�� 15%
of load
C
13 www-powemcom Canada: (9115) 673-7295 or (514) 631-4216 Powers USA: (800) 524-3244 or (914) 235-6300
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 37 of 39
?owers.
FASTENERS
PRODUCT INFORMATION
Load Adjustment Factors for Structural Lightweight Concrete
Spacing, Tension (FNs)
Dil Gn.)
1 114
1 3/8
112
Sig
314
fln.)
1 3 112
1 5 114
7
87/8
10112
fin.)
1 1 114
1 1 314
2318
3
3 112
1 1/4
O.So
I 31d
0.61
0.50
.5
2318
V5
OL59
OL50
3
0.89
(1.67
0.57
0.50
3 112
-T--
1.00
0.74
0.62
0.54
(Iso
T
114
1.00
0.82
4170
0.63-
7
1.00
0.94
0.7S
0718
1.00
�,
10 112
i
I So
Soaking, Shear'(Fv,)
Din. (in.)
114
318
112
518
314
s� (10
31.7
s Im
7
8718
101
sn,'. In)
1 114
1 344
2 NO
3
31
1 lid
0.75
1 314
0.81
0.75
2 118
0*88
0.79
(1.7s
3
0*94
Q84
0.78
0.75
31/2
1.00
087
0.81
0.77
0.75
5 114
1.00
0.91
0.85
0682
7
1.00
D.92
age
1.00
1 OL94
1 1.00
Edge Distance, Tension (FNJ
Di An.)
1 114
1 318
112
518
314
c- GnA
1 2 V8
1 3 112
4 3f4
5 71a
7
C�n
Un.)
1 718
1 1318
1314
21/4
2 58
718
0.70
1318
0.80
170
1314
0.88
a76
0.70
2114
0.98
0.83
0.75
0.70
2318
1.011
0684
(176
0.72
2518
0.88
0.79
EL74
R70
3 112
1.00
OL88
0.81
0.76
4314
1.00
2�21
a84
5718
1.05
EZ
7
7.0D
Edge Distance, Shear (FJ
Dia lul.)
1 114
1 318
112
518
314
C, GO
1 3 112
1 5114
-7
8718
10 1 Q
C.
n (in.)
1 718
1 1 318
1314
2 114
2518
718
0.15
1 318
-T3-14
0.31
0.15
IS
OA3
all
QJ5
-FI IT
0-59
e35
0.15
2 S18
1.00
0.43
0-29
OL 21
zi
3112
(162
0.43
0.32
als
51/4
1.00
0.71
0.54
0.43
7
1.00
0.77
1 0662
87/8
I.Go
1 0.82
10112
1 1.00
Wedge -Bolt'
Notm ry arecluas leaded Li tensim the critical
spacing (s�) is equal to 14.1 anchor ifzrreles
V A I d) at %Nch the anchor achencs t00% of load
115p.hurn spacing ls�,) is equal to 4J anchor
cf�trss (4-7d) at which the anchor addeves 50%
of 10A I
Notm F-i archon loaded �n ihor, the cfticel
*3dng (Q is Mal to 14.1 archer c!-,aroeaets
(11 to) at which the anchc, adiieves 100% of load
mintimurn Spacing is,,') Is oval to 4.7 anda
dameter; (4.7d) at width the anchor achieves 75%
011�1.
Notev: For anchors loaded in zenslMthe critical
edge &stanue (c�) is cquJ to 9A and* diancrev,
(9.4cf) at vAich the anchoiachieves 100% afload
WrJnurs edge distarece ic��) 4 equal an 3.5 anchor
daunaters 115d) at which the ancho, achtlem 70%
Of IU&
Nates� For anchors 1saeW in shoot, L�zcrfticd e*
clislaracerro) is equallu I It I andscr diacots
(111 d) at "Hch the arkhx achievies 1 03% of loaa
Uirknuro edge distance fc�,) is equal M 3.S
another tbvnelers D.Sd) pt vacich the archer
RhIZZ 15% Gilead
c
Pmvers USA: (800) 524-3244 or (914J 235-6300 Canada; (905) 673-7295 or (514) 631-4216 wwwpowers.corn 14
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 38 of 39
Wedge -Bolt
ORDERING INFORMATION
Carbon Steel Wedge -Bolt
TAMARACK'P GROVE
E N 0 1 H E E R I N 0
PRODUCT INFORMATION
Catalog'
Number
7204
Size
114'x I t/4"
Wedge Bit
Diameter
1/4'
Clearance Hole
Diameter
5116'
. Minimum
Embedment
1 .
Thread
Length
1 118-
Standard
Box
IF
Standard
Carton
SOD
7206
7208
114*x 13/4"
1/4'x 2 114"
1147
5116,
1 .
1518.
10�_
SOD
114"
Stl 6"
1 .
2-
100
SOD
7210
1/4'x 3"
114"
StIfil
I .
2 314*
100
SOD
7220
318'x 1314"
3/8'
7116'
1 112"
1 1 r2 "
50
250
7222
318"x 2 1/2"
318,
7116'
1 112"
2 1/4'
50
2SD'
7224
3t8! x 3*
318"
7116'
1 1/2'
2 314'
56
250
7226
3/8'x 4" 1
318*
7116'
1 11121
3314-
1 50
250
7228
3/8' x S"
318'
7116'
1 112'
3 314"
so
250
7240
W'x 2'
112,
9116,
1 314*
1 3/4'
so
200
7242
112"x 2 112"
112,
9116'
1 314"
2,7f4"
50
200
7244
1/2'x 3'
1/2"'
9116,
1 3f4'
2 3/4*
so
ISO
7246
1/2'x 4'
1121
9116,
1 3/47
3 314'
so
150
7248
112"x 5'
112"
9116,
1 3/4'
3 3/4'
25
100
7250
112'x 6'
1/2'
9116,
1, 3/4'
3 314*
25
75
7160
5/8*x 3'
518,
111161
2 112"
2 314"
25,
IDO
7262
518"x 4"
S/81
111161
2 112"
3 314'
25
100
7264
518" x S,
1 5/8*
111161
2 1/2'
3 314*
1 25
7S
7266
518"x 6'
518*
111161
2 1/2,
3 3/4'
25
7274
518"x 14"
518"
11116,
2112"
6'
25
7280
314% 3'
3/4"
13116,
2 112"
2 3/4'
20
6D
7282
314% 4'
314'
13116,
3-
3 314'
20
60
7284
314"x S"
314"
13116"
3'
3 314'
20
6o
7286
3/4'x 6'
314*
13116"
3'
3 314*
20
so
7288
3/4'x B"
3/4'
13116'
3-
3 314'
, 10
40
L,nan� K VA d akwrs�t
SI)S-PlusWedge-Bit
Catalog
Number
Size
Usable Length
Inches
Overall Length
Inches
Standard
Pouch
1312
114' SDS-Plus Wedge -Bit
2
4
1
1314
_T3T6_
114' SDS-PlusWedge-Sit
4
6
1
318" SDS-PlusWedge-Bit
4
6
1
1318
3/8" SIDS-PlusWedge-Elit
6
8
1
1332
31VSDS-PIus;V1edgeBlj
10
12
1
1320
112' SDS-PlusWedge-Bit
4
6
1
1322
W" SDS-Plus
Wedge -Bit
8
10
1
334
1 1/2' S05-PlasWedge-Bit
1 10
1-2
Heavy Duty Straight Shank Wedge -Bit
Catalog
Number
Size
Usable Length
inches
Overall Length
Inches
Standard
Pouch'
1370
1/4' Heavy Duty S lqht Shank
2314
4
1
1372
114" Heavy Duty Straiight Shank
4
6
1
1380
318" Heavy Duty Stiaight Shank
4
6
1
1384
318- Heavy Duty Straight Shank
11
13
1
1390
112 - Heavy Duty Straight Shank
4
6
1
1394
112" Heavy Duty Straight Shank,
I 1
13
1
Spline Wedge -Bit and SDS-Max Wedge Bit
Catalog
Number
Size
Usable Length
Inches
Overall Length
Inches
Standard
Pouch
1340
112" SplineWedfie-Bit
1
3
1
1342
1/2' Spline Wedge -Bit
5
1
1354
1/2' SIDS-MaxWedge-Bil
8
13
1
?owers.
FASTENERS
0 2310m� Fzn�l.�;O R4= PMvi F� kw�bc F.�� 9
15 www-powemccum Canada: (905) 673-7295 or (514) 631-4216 Powers USA: (800) 524-3244 of (914) 235-630D
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 346-8946 - (208) 34"946 FAX
Page 39 of 39
I � I %P, 9k- / � u —1 N4 /
TAM"70K T-GROVE
E N G I N E E R I N 0
STRUCTURAL ENGINEERING CALCULATIONS
'Y FOR
F I LE C 0 wr"' SCAIYIVpZ
By
MAGIC OYSTER COOLER Bft- uciecounty
KYSOR PANEL SYSTEMS
JENSEN BEACH, FLORIDA
TGE PROJECT NO.: TGE15-4823
FIRM NO.: M14000009249
NO 69569
STATE OF
N - A - L
DESIGN CRITERIA:
STRUCTURAL CODE:
2014 FBC
SEISMIC PARAMETERS:
Ss =
0.053 g
Si=
0.027 g
SEISMIC DESIGN CATEGORY:
A
DESIGN WIND SPEED:
164
MPH
EXPOSURE CATEGORY:
D
WALL/CEILING DEAD LOAD:
5.0
PSF
ROOF LIVE LOAD:
20.0
PSF
812 a. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page I of 39
TAMARACK Gf ZOVE
E N G I N E E R I N 0
3 ICC EVALUATION REPORT, PRODUCT SPECIFICATION LITERATURE AND DESIGN AIDS
a LAS ANGELES RESEARCH REPORT #24921 "KYSOR PANEL SYSTEMS"
0 ICC-ESR1976 "ITW BUILDEXTEKS SELF -DRILLING FASTENERS"
0 ICC-ESR 2526 'POWERS WEDGE -BOLT+ SCREW ANCHORS IN CRACKED AND UNCRACKED CONCRETE"
0 2012 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
812 a. La Cassla Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 5 of 39
TAMARACK T GROVE
E N 0 1 N E E R I N 0
4 GENERAL STRUCTURAL NOTES
GENERAL STRUCTURAL NOTES -
A. CONTRACTOR TO VERIFY ALL OPENINGS, BUILDING DIMENSIONS, COLUMN LOCATIONS AND DIMENSIONS WITH OWNER PRIOR TO SETTING
OF ANY 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/OR CUTTING OFANYSTRUTURAL MEMBER IN THE FIELD IS PROHIBITED, UNLESS PRIORCONSENTIS GIVEN BYTHEENGINEER
OFRECORD.
812 a. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
13.�� 1;
STRUCTURAL ENGINEERING Project Name: MAGIC OYSTER CBX
Location: JENSEN BEACH, FIL
CALCULATIONS TAMARACK"P113 "0 TGE Job Number: TGE15-4823
E N 0 1 N E E R
5 SEISMIC AND WIND ANALYSIS
Design Maps S�yRepxt
Design Maps Summary Report
1111.1ser-Specified rnput
Report Title TGEIS-4823
Wed April 29, 2015 18:09:35 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available In 2008)
Site Coordinates 27.198220N, 80.25173OW
Site Soil Classification Site Class D - "Stiff Soil'
Risk CategorV I/Il/111
5000%.:Z
All
t
tuart
A-W E FIJI CA
In
76
mapqUift' @20 casom d"o !0� I
_.jai
USGS-Provided Output
S, = 0.053 g S,, = 0.0869 So� = 0.057 g
S, = 0.027 g S,,I = 0.066 g So, = 0.044 g
f;Dr Information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application
and select the "2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
0.09
0.02
0.07 0.05
0.0
10
1A
0.04 to 0-03
0.03 0.02
00*::
0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 M90 0.90 1.00 1.20 1.40 1.90 1.80 Zoo
Pewiad. T Ised Period. T (sec)
For PGA, T, C., and C, values, please view the detailed renort.
Mvilehp4-carthquale-.-gs.goVd-ig-opsAWs--oy.php?teiroLit�nirirnal8Jafihjd�27.19=4458doMihxle--8025173005&sitW�-3&riskaalegory.. 112
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 7 of 39
TAMARACK T GROVE
E N 0 1 N E E R I N G
-4/8" LAG SCREW
Llag := 1.5ir
CD:= 1.6
Slag := 241t
(CU 130 lbf )
Valuag-fransvels . e -- Slag = 104 pff
Val' - lag -in I plane :- (CD,2001bf) = 160 pff
Slag
Ltag- CU 305 lbf
Taijjag := ( Slag —1in ) = 366 #f
#14 TEK SCREW INTO CEILING PANEL
Sscrew:= 8ir�
76 If
ValLsCrew — = 114pif
Sscrew
571bf
TaVscrew — - 85.5 pff
Sscrew
TOTAL
FalLyart TafLjag + Tall screw = 45L5 pf
FalLwall Vall—lag-jnplane + ValLsorew = 274 pl
Pvert Fmw( '
Rcombined — + — = 0.96
FafLvwt FalLwall
CHECK
Combined OK if Roombired :� 1-0
NG otherwise
Combined I
Length of Lag Screw in Side Member
Duration Factor for Wind & Seismic (2012 NDS)
Spacing of Lag Screw
Allowable Transverse Shear of Lag Screw
(Perpendicular to Grain) (2o:L2 NDS)
Allowable Shearof Lag Screw (Parallel to Grain)
(2o:i2 NDS)
Allowable Tension of Lag Screw (2012 NDS)
Spacing of Tek Screw Through Angle
Allowable ShearOf #:14Tek (ESR-3-976)
Allowable Tension Of #24Tek (ESR-3976)
Allowable Vertical Capacity of Connection
Allowable Horizontal Capacity of Connection
Combined stress ratio
SUMMARY: THECOMBINED RATIO OFACTUAL FORCE OVER ALLOWABLE FORCE IN BOTH DIRECTIONS IS LESS
THAN OR EQUAL TO 1.o. THEREFORE, THEWALL-CEILING LAG CONNECTION COMBINED WITH THEANGL
SCREW FASTENERS AREA CCEPTABLE FOR RESISTING IMPOSED TENSIONAND SHEAR.
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 17 of 39
TAMARACK T GFtOVE
E N G I N E E R I N 0
Kysor Panel System
RE: Wall and Ceiling Panels for Walk-in Coolers and Free2ers
An approved fire retardant roof covering shall be placed over the panels when used as an
exterior roof panel.
5. The panels shall be fabricated in a shop of a licensed Type I fabricator approved by the
Los Angeles City Building Department. Fabrication in unlicensed shops will invalidate
this approval. If piping or other utilities are in the walls or ceilings a type 11 fabricators
license is required.
DISCUSSION
Clerical modification is to update the contact person and phone number.
The report is in compliance with the 2014 Los Angeles City Building Code.
The approval is based on tests.
Addressee to whom this Research Report is issued is responsible for providing copies of it,
complete with any attachments indicated, to architects, engineers and builders using items
approved herein in design or construction which must be approved by Department of Building
and Safety Engineers and Inspectors.
This general approval of an equivalent alternate to the Code is only valid where an engineer
and/or inspector of this Department has determined that all conditions of this Approval have
been met in the project in which it is to be used.
ALLEN PEERY, Chief
Engineering Research Section
201 N; Figueroa St�, Room 880
Los Angeles, CA 90012
Phone- 213-202-9812
Fax- 213-202-9943
VC
MU4921NMV�10
R05WIA
SWMA
Attachment: Span Chart (2 pages)
RR 24921
Page 2 of 2
812 a. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 19 of 39
x
w
3�'
L)
0
<Z
SPAN CH,�RT -'CITY OF LOS ANGELES
Z E
Lu
E n 3
-
-
z
0 0
r-PANFLS
TOPS
WALLS
=
I
, -- OUFSIDE
INSIDE
OUTSIDE
C?
w
u
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Pmign hawd on deflocilen
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LIVE LOADS - PSF
LIVE LOADS - PSF
w
u
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60
70
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filpil
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THERMA-STRUCTURE
2.2-POUND DENSITY Fc--18p§f
A
ALUM
2 %"
1.88
20
1,1'-0"
V
7t"
.7 -0
:
jS'76
6'.2"
5'.11"
S'-6-
5'-3"
151-6"
1 P.4"
10'4*
91-10"
q*-0
8'4
3 -A"
2.34
28
15'.0"
1 If4",
10 0'.
9 -2�
S1-6
8--l"
T-9"
7'-3
7'.["-
6'-10"
- 191-01,
14'.6"
13'.9;'
12'-9"
111-101
11'-3"
4"
2.98
32
.15'-6!'
12'.0
10'.6"
1 -
91.61,
91-0.
8,61,
11.41.
7!-g
T-6"
T-2"
21'.6"
15W
14'.6"
13'4"
-12'.6"
1 [,-g,,
w
5.1
3.f3
40
2P-0"
15'-10"
14'-0"
1 3'-0"
1 2.4.
11'4"
10'.101
10'-5
91-111,
T-s"
24'-0"*
21'-0"
19,01,
171-9"
16'-10"
451-10"
GALV
2 W
212
20
12'.0-
9'-3"
11�-
7
1 6 1
63.5"
6'-]"
5 1.10.
5 .8
15'.8"
12W
11'.3"
10?-6'
-9.11
.21,
91.21,
m
z
3, W'
3.2 _ 5
28
16'.0"
1 11 .0.
9 -3::
8::g m
8! 4"
81.0.1
7..S
7 ' -5.
22'-0"
W-0"
14'.10"
13'-10"
121-10"
121.0"
.4"
3.71
32
164-6"
.12!4"
13'.0"
"1 P-67
1014.
�91-911
1 9.41.
8'.8 -
8'4"
81.0
7*-9"
23'-V
16'.10"
15'.3"
14'-6"
13'4"
.12'.11"
0
m
5-
4.64
40
22'-0"
17-4-
15'-2"
1
12'.3"
111-811
11'.2"
10'-9"
'10!-5"
'24'.0"-
22'-6"
20'-S"
19*4"
Is
17'w()"
*
IIN S U FRAME (KK)
THERMA-STRUCTURE
Il-
C= p
2.2-POUND DENSITY 31
0
ALUW
--
-
28
14:
--
-10
1 6:-
10"
, 14'.4"
3�-()::,
10.9
*
2. 63
32
14 It 'l;0:
1 .4"
'::2
-
7
3:.9
;2
2::l
�:-6
1 P.3'
03
3.34
40
20 .�o ;,
151-0-
13'-7'9
12'-
-4"
9'.11"
9 -7"
9'.3"
24--b
20'-0"
1 8 4"
17-4"
16'-W'
15'-D"
L
GA LV
3 Y."
2.90
21 I
'::"
-4-
-
7:.1"
2 I'-G"
15'4"
4'-0:
1.
2'4"
1'.7"
4
32
�16 -61"
1 �2
1'0: -1(
'::3
9
1 :� 9
814-
7,-11
7'
7 .5"
22' 0"
16'-0"
�4'- 81
1 -10
:2'-10'
2--l"
L5
40
M'-0-
16'-3'*
14'.7"
W4"
12'-5"
11".9"
1 V-2"
10'-
in
x I IS BASED ON MANUFACrURINU LIMI I X1 IUN.
m
ui
On
-rable I
No. C22642
,v,
TAMARACK T GROVE
E N 0 1 N E E R I N 0
ICC-ES Evaluation Report ESR-1 976*
www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543
DIVISION: 05 00 00—IVETALS
Section: 05 05 23—Metal Fastenings
REPORT HOLDER:
ITW BUILDEX
700 HIGH GROVE BOULEVARD
GLENDALE HEIGHITS� ILLINOIS 60139
(800) 848-5611
www,itwbulldexcom
technical(Mjtwccna.com
EVALUATION SUBJECT:
ITW BUILDEX TEIW SELF-DRILUNG FASTENERS
1.0 EVALUATION SCOPE
Compliance with the following codes:
0 2012,2009 and 2006 international Building Codes (IBC)
0 2012, 2009 IntermifionalResidenflialCodo? (IRC)
Property evaluated:
structural
2.0 USES
The ITW Buildm TEKSP Sefdrilling Fasteners described
in this report are used in engineered or code -prescribed
connections of coid-formed steel horning and of sheet steel
sheathing to mlMormed steel frarning.
3.0 DESCRIPTION
3.1 General:
ITW Buildex TEKSs Sefdrilling Fasteners are selfdrilling
tapping Screws complying with the material, process, and
performance requirements of ASTM C15i3. The suem
have either a hm washer head (Hif", an HWH with
serrations ' or a Phillipso (Type 11) pan hoad. The screws
we fully threaded, except where noted in Table 1, and the
Screws' threads comply with ASME B18.6A and the
=am' drill points and flutes are proprietary and are
designated as TEKS11, TEKS/2, TEKS/3, TEKS14,
TEKS14.5, and TEKS15. The sciews have nominal sizes
of No.10 (0.190 inch), No.12 (0.216 inch), and '14 inch
(0.26D inch), and lengths ftom '12 inch to 8 inches
(12.70 mm to 203.20 mm). See Figures 1 through 3 for
depictions of the swevis. Table I provides screw
descriptions (size, tpi, length), nominal damelem, head
style, head dametem point styles, chilling capacity ranges,
length of load -bearing area and coatings.
Reissued August 1, 2013
Ttgs report is subject to renewal July 1, 2015.
A Subsidiary of U7e International Code Council"
3.2 Mterial:
ITW Buildex TEKSP Self -drilling Fasteners we case-
hardened from carbon steel conforming to ASTM A510,
Gracte 11018 to 102Z and are heat -treated and case�
hardened to give them a hard outer surface necessary to
cut internal threads in thejoint material. Screws we coated
with corrosion preventive coating Identified as Cfimaseala�
or are plated with electrodeposited zinc (E-Zinc) complying
with the minimum ccirrosion resistance requirements of
ASTM F1 941.
3.3 Cold -formed Steel:
Cold-forrmed steel material must comply with Section A2 of
AISI SI 00.
4.0 DESIGN AND INSTALLATION
4.1 Design
4.1.1 General: Screw thread length and point style must
be selected an the basis of thickness of the fastened
material and thickness ofthe supporting steel, respectively,
based on the length of load -bearing area (we Rgure 4)
and chilling capacity given in Table 1.
When tested for corrosion resistance in accordance with
ASTM B117, the Screws meet the minimum requirement
listed in ASTM F1941, as required by ASTM C1513, with
no white corrosion after three hmm and no red rust after
12hours.
4.1.2 Prescriptive Design: ITW Buildex TEKS Self -
drilling Fasteners described in Section 3.1 are recognized
for use where ASTM C1 513 Screws of the sanne size and
head stylefidimension are prescribed in the IRC and in the
AISI standards referenced in IBC Section 2210.
4.1.3 Engineered Design: ITW Build" TEK80 Self -
drilling Fasteners are recognized for use in engineered
connections of cold-f6imed steel construction. Design of
the connection must comply with Section E4 ofAISI S100
(AISI-NAS for the 2006 IBC), using the nominal and
allowable fastener tension and shear strength for the
scrows, shown in Table 5. Alowable connection strength
for use in Mlowable Svength Design (ASO) for pull-out
pullover, and shear (bowing) capacity for common sheet
steel thicknesses we provided in Tables Z 3, and 4,
respectively, based upon calculations in accordance with
AISI S100 (AISMAS for the 2006 IBC). Instructions on
how to calculate connection design strengths for use in
Lead Resistance Factor Design (LRFD) are found in the
footnotes of them tables. The connection strength values
am applicable to connections where the connected steel
elements we in direct contact with one another. For
'Revised September 2013
c.od. nsr.i.Yio&.bsad
as an a Th,nv ism �MybyZCC�skuwn�,LZQ a;
Capinght 9 2013 pageTCH
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 22 of 39
-Powers.
FASTENERS
TAMARACK T GROVE
E N G I N E E R I N G
PRODUCT INFORMAON
INSTALLATION SPECIFICATIONS
Installation Procedure
edcle-Bolt (Blue.rip) Select th�
Dimension
Nominal Anchor Diameter, d
114'
.318"
IJ2"
Slit'
W4'
Wedgellit Size, orj rin.)
114
318
112
518
34
ANSI Drill Wit Size Ra 6ue im.)
OL255-0.259
6.385-0.3119
0.49D-0.495
O'.fiOD-0. . 605
G.h�6.725
Fixture dearance Hole. dr, (in.)
5116
7116
9A6
11116
131M
Head Washer Height (in.)
782
21164
7116
112
19132
Washer OD, d. (in.)
9116
47164
1
P9116
1-13132
WteqddSocket Size (im)
M6
9116
314
IS116
1-118
d
d.
lk =WIMLMWr�
'e =Ltroofanda
t
INSTALLATION SPECIFICATIONS
Maximum Clamping Tqrque (ft.-lbs.)
We
ShoJd1be1.5h,&1'rrdnnw
5rr"Pulh, t
to a depth of.a.t
lean W I t andior
diameter deeper
dMeM
lusert uW Mchn,
throu�h the lbaure
lnvoufoana�hol�
Begin4blesi Ote
anchcrWithAct
dockwise Md
applfrQ
E55tot M toRWrd
pm%�kedintpact
Yflerch M ay also be u 541
=%flielffumv
as the or
bepas to ad,=e.
corrt�ue Nhterting
the argha uotl thi I-
beid is firml
a - th
am e nure
Aile*kvingthe
requitedeabedmert
depth
fiase Material
Anchor Diameter
VV
318"
112*
SW
2.000 psi Concrete
S
30
4S
75
ISD
4.000 psi Conaete
10
40
60
95
zoo
6,000 PS71 Concrete
10
401,
:60,
95
200
3.ODO psi Lightweight Conicrite
.10
is
40.
60
70.
Giout Filled Block
10
75
40
60
7a
Solid Red Brick
10
36
45
75
100
Hex Head
Diarrieteftength
Gftl-, dentifintion
Hex
WAsher �t=
Head \Serrited 'Dual3bieacl
Undirside. Profile
Anchor component
Componen Material
Anchor Body
Case Hardened Carbon Steel
Zinc Plating
ASTM 1103, SCI, Tyk 1.11 (fe/Zn 5) khrilinum plating riquirmentifor Mild Service gonditlim
c
Powers USA: (80D) 524;,3244 or (914) 2W6300 Canada: (905) 673-7295 or (5114) 631-4216 wwv&power!�corn 2
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 28 of 39
TAMARACK T GR0__VE
E N 0 1 N E E R I N 0
?owers.
PRODUCT I NFORMATI ON FASTENERS
.PERFORMANCE DATA
Ultityriatd Load Capacities for Wedge-Balt installed in Nornial-Weight. Conerete.
at I (i biafia4teri �pacinj and Ediji bistncei'--L�'
Nominal
Minimum
Spacing
Minimum Concrete Compressive Strength (f'Cj
Ajichcor
Diameter
Embed.
Depth
and Edge
Distance at
2,000 psi 019 PvlPa) 4,000 psi (�TE MPa) 6,00 psi (41.4 mpa)
d
h,'
16d-
Tension Shear Tension Shear Tension Shear
in.
(MM)
in.
(mm)
in.
(MM)
lbs. bs. ths. lbs. Ilys. lbs�.
(kN) (kN) (kN) (kN) (W) (kN)
1
(25-4�
920
(4.1)
920
(4.0)
y.520
")
'1
(8940)0-
1,650
(7-41
2,220
(9-8),
I'l 12
(38-11
1,760
(7.9)
2.340
(1 0.,4)t
2.360
(ID.6)
21520'
(11.2)
2.480
(11.2)
2.440.
(10.0-
1/4
(6.4)
0.
(S28)
_4
(101.6)
2,8
(12:6y
2,520
(11.2)
4;Z30
(190)
21520
(11-2)
4.990'
(22:4)
3,05a
(13-6).'-
2 1 Q
(63.5)
4220,
tiq.o)
41100
i 12A
A,9GD,
U2.11
2,80D,
(12A
5126
(23.71)
�3,330
( 1 4.8�
11112
(38.1)
2,140,
(9.6)
2,940
03.1)
2,660
J12.0)
31990,
(17.7)
3,030
(13.6)
6,018
(26.7)
2
(50.8)
1,300
04.9)
3,700
j1&4)
4,120
(18-5)
NIS.
4
0-0)
S.185
(23.3)
6,018
(26.7)
318
(9.5)
(2112
(3
6
6
(152.4)
4,460
(20.1)
4,460
(19.81
5,550
(25.0
5,045-
(22.4)
7,340
(33-0)
6,018'
(26.7)
3
(76:2)
6A Ely.
(2 7-8)
5.2W
(23.1)
7970
U5.9)
5.S7V
(24-1)
9.890
(44-5)
125
&7-2)
3
(88-9)
112
7 9DO
(ZO'
S.960
126.5)
10.390
146.81
6.1W
(Z7.1 �
12,440
(56-0)
6,z4o
(27.7)
2
(50.8)
21960
(113)
5,700
(25.4)
3,930
117.7)
6,450'
(28.61
4,780
(21.5)
7,830,
(34.8)
2 112
(0-5)
4100
18.5
6,450
Q&6)
5,200
(73.4)
(30-8)
6,480
-(29.Z
8.440'
(37-5)
112
(12J)
�3
(76-2�
8
(2032)
5,910
(26.6)
616"
(29,7)
7 800
U5.1)
7�595
(33.?)
9,380
(42:2)
8,44V
(37.5y
3 1/2
(88.9)
6,060
(17.3)
7,670
(34.1)
9.480
138.2)
8,400
(37.3)
Ii.aga
(53-5)
8,595
(38-2)
4
(101 .6)
7,620,
.(34.3)
8.650
J3sd)
13,260
159.7)
8,400
-3)
.137.
13;260
(59-7)
9,600
(43.2)
2 112
(63.5)
3.42Q'
(15A)
7,7W
135.1)
4,720
121.2)
10,760
(47.8)
6,900
(3 1.1)
10,340
(45.91
3
(76-2)
4,SGO
(20-5)
8.590
J38 2)
.7,380.
(33-2)
10,760
(47.8)
'8.960
(40.3�
10,870
(48-3)
3112
(889)
5j'7270
( 5. )
9.39,0
J41,7)
10,040
(4$.�)
10,760
(47-6)
11.040
(49.7)
1 1�400
(50-7)
..5/8
(15-9)
65'4.6)
'4
001
8,280
(37.3)
11,430
(50-8)
1 1.760
157.4)
11,700
[52.0)
KNO
(64.4)
12.09S
(5mi
4112
(114.3)
10,860
(48.9)
1 1,470
01.0)
15,500
t6q.8)
12,640
(56.2)
17,600
(19-2)
12,790
(56.91
.5
(127.0)
13,440
160.51
12,520
�55.6)
18.220
(92.0)
13,580
160.4)
20,860
(9319)
13,490
(60.01
3
(76-2)
4,320
(19.0
.9.640.
(411)
6,48D
(29.2)'
12,24S
(54.4)'
10,260
(46-2)
14;825
[65.9)'
3112
5;760
(25,9)
11010
Wi.9)
9320
�Hq)
14,225
(sti'ly
IZ,140
(54.6)
6590
IRY8),
7.2UO
(3241
12.330
(54.8)
12.140
154.6)
1 Rj 75,
(80.81
14,520
(63A)
1 8,112S
(80.0
314
(119-1)
4 112
(114.3)
12
'(304S)
9,800,
(44.1)
14,780
(65.7)
13,640
1�1.4)
19,660
(87,4)
16,720
(751)
19,870
(88.4)
(127:11)
12,'400
(55.8)
1 7,230
176.6)
15.120
j68.0)
21,150
(94.0)
19,400
(87.3)
21,720
(96.6)
.5 112
(139.7)
15.000
(67-5)
19,680
87.5)
1 6,600
174.7)
22,640
(100.7)
22,080
(99-4)
23,S70
(104-8)
F(I 562 4)
17,570
(79.1)
22,140
(98.4)
18,080
(81.4)
24,130
(Iorr.a)
24,76D
(111,41
25,420
(113.0)
1: tabulated laad �J. .0 far ard*n Instandd In afluett cohhxat� compnewoe sbegth M't be at the vmf�d rolromm, , at the thre of W311hoor.
2 LUrhare lo,ad hapadtim. noda: be reducal by a mmhmurn safari f= of 4A or veater to eezennipe AhreaWn mrtirv; 10A
3 Imear wagoolailan, may bo L�M to deternane, dhonale Ioads for r1e.roedlafe m"Mot, and 6monniK* vuemrht.
it. Dieter w6 are foe amthqs Instated ad a �.ior.'5padng chtaice, hetomme adws and an edqehiMhz. of 16 ow, f, ardbu diarteef
www-powerscorn Canada: (9DS) 673-7295 or (514) 631-4216 Powers USk (809)524-3244 or (914) 235-6300
812 s. La Cassia Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
Page 31 of 39
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E N G I N E E R I N G
ftwers.
PRODUCT INFORMAfICIN FASTENERS
PERFORMANCE DATA
Ultimate and Allowable Shear Lo4d Capacities for Wedge -Bolt
at 1-314" Edge of Nonlnal-Weighkoncrebe' '
fe z: 2.DOO psi (I 3_-8 MPa)
Norniniii
�Anchor
Minimum
Embedment
Minimum
Edge
Parallel to the Free Edge.
Ultimatti
Allowable
DiSirnitiir
Depth
Distance
d
h,
Shear
Shear
in
in.,
in.
lb&
(min)
(mrn)
(MM)
(0)
112
(12.7)
3318
(85:7)
' 314
t44.5)
5,020
(22.6)
1,255
(5M
S18
V 5.9)
3318
(85-7)
1314
(44.5)
5,420
(24MI
1.355
(611)
(314
ig.i)
3318
(85.7)
3/4
(0-5)
5,660—
(Z")
1.415
(6,4)
Ultimate and Allowable Tension Load Capacities fat Wedge -Bolt
Installed at the Edge of Normal-Weig6t Conciretel�
Nominal
mIin.
Min.
Minimum Concrete Compressive Strength (f j)
Anchor
Dix
Embed.
Depth'
Edge
Distarice�
2j500PC(17.2MF1a)
3AOpu(20.7MPa)
4,0000s]�(2761vllra)
d
h,
Ultinjartel Allow.
Ultimate Allo ,
Ultimate[ Allow.
in
(Mrn�
im
(m6)
in.
lrnrn�
I bs. lbs.
(M) (kNy
As. lbs.
(kN) (kN)
IbL b!
5
(kN) 1 (0)
5)8
1-314
(445)
ICI 10
7b6�
3,910
(17.6)
16,63D
4,160
Is 150
4,540
420.4)
—9
(22&6)
1
(6i6951'
4150
tig.1)
la,185
SIZ)
4,S45
120-5)
19,820,
(89-2)
4,955
(22-3)
2. be wEd to &�,evriftealomlla toads for
Allowabi Load, - tapacitie's for Wedge -Bolt linstalled,at 1-314" Edge
of Norm:17INeight Concrete Stein Wills"
P, 2�2,500 psi (ITZ MPa)
Parallel to
the Free
Edge
Towards the
Free Edge,
Nominal
Anchor
Diameter
Minimum
Embedment
Depth
Minimum
Edge
Distance
Shear
Shear
d
h,
Tension
in.
(mrn)
in.
lmm)
in.
(min)
lbs--
(Jki�'.
I bs.
(kN)
lbs.
(kN)
. 112
(12.7)
4
(101.6)
1314
J44.5)
f,270
(5.7)
1,425
(6.4)
470
(2.1)
2 112
(63-5)—.
610
(2.7)
1,155
(5 Z
380
0.7)
3314
(95.3)
1 1
1 619),
"11),
430
(2-.2)
518
S.�)
1 3A
(,!4.5�l
r 5
(127,
2,015
1
1,505
Ka)
600
(2-71
I. Alro`Wk wCaPicifiesVe GiculaWC03 MzKlidlargyWor OUX
2� Mlvaue low Opialo , w/ 4he be applied 10 wrkiDm al the ed.,A of ihoenl-%Vio� Opedt -.1abs.
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Page 33 of 39
ftwers
FA�TENERS
TAMARACK GROVE
E N G I N E E R I N G
PRODUd INFORMATION
Ultimate alod Allowable Load Capacities for Wedge -Halt Installed
Steel &xk mto'Structural Ligh . tweight CancretelP . A
Wedge�.Bolt*
StruFtural UghtWeight Concrete Over Minimum 20 Gage Steel. Deck
-
f��!3.61)(IpSilkJW,6l
Anchor
Minimum
-Embedment
Minimum 4 112" Wide De*
Diameter
Ultimate Load
Allowable Load
Dep�h
Tension
Shear
Tension
Shear
d,
In.
lbs.
lbs.
I bs.'
lbs�
(mm)
(mm)
(kW
lkN)
(kN)
�kN)
114
2-
2,660
3,600
665
§00
(6.4l
(50.8)
(12.0)
(1r.2)
(3.0)
(4,11
1,112
1,780
3,380
44S
845
(38.1)
(15�2)
(2-0)
(3.8)
3 ill
2A 14
3,160
4.326
790
I'Dio
(57,2)
(14.2)
(10.4)
(4.91
4,520
�.140
1�130
1,310
(20.3)
(23.6)
(5.1)
(5.9)
2,,
2,940
4,380
735
1,095
(50.18)
(13-2)
(19.7)
(3:3)
cltg)
1/2
31
4,380
6.300
1,095
1.9s
(12.7)
(76:2)
(19-1)
(28-4)
(4.g)
(7� 1)
4
5.826
8.220
1,455
(101.6l
(2r).2)
(17.0)
(61s)
(9.2)
z 112
31100
5,020
775�
1.255
(63.5)
(14-0)
(22-5)
0:5)
(5 6)
W
314
5,420
7,640
1.355
11910
(15-9)
195.3)
(24�4)
(34.4)
16 1)
(8-6)
5
7,740
to.na
1,935
2,56S
(127.0�
(34.81
i46.2l-
(8.7)
(11.5)
314
5 114
91700
11,540
2.425
2,885
(19.1)
(13
(4�1.7)
/-ER��Qx L� �19 OR
CrX CYEA YET& �M.K.3M nVI
a .
I
I
DEL DOM !01
Ile
NX E. tht.
ME ME
I
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Page 34 of 39
9
Wedge -Bolt'
TAMARACK T GROVE
E N G I N E E R I N G
PRODUCT INFORMATION
aPowers
FASTENERS
Ultimate and Allowable Load Capacities for Wedge -Bolt Installed in Structural Lightweight
Concrete�u'
Nominal
Minimum
Minimum Concrete Compressive Strength f � z 3,GOO psi (20.7 lyllra)
Anchor
Embedment
Ultimate Load
Allowable Load.
Diameter
Depth
Tension
Shear
Tension
Shear
d
X
in.
in.
I bs.
I bs.
lbs
I bs.
(man)
(mm)
(kN)
(kN)
(kN)
(kN)
114
2
3.320
2,720
830
680
(6.4)
(50.8)
(12.1)
(3.17)
(3.0)
1 112
2,220
2,200
555
55o
(38.1)
(10.0)
(9-9)
(2-5)
(2-5)
318
2114
3,760
3,240
940
itto
(9-5)
(57.2)
(16.9)
(14.4)
(4.2)
VA
3
5,280
4,660
1,3zo
1.165
(76.2)
(23-8)
(m7)
15.9)
ISM
2
zxo.
5.366'
no
1,34D
(50.8)
(13.1�
(23-6)
(3-3)
15-9)
1/2
3
S.320
7.320
lo330
1,830
(12.7)
(76.2)
(23.9)
(32.5)
16-0)
f& 1)
4
7,720
9.260,
1,930
2.315
(101.6)
D4.71
(41.1)
18.7)
(10-1)
2 112
3,72d
29.240
i3o
2,310
(63.5)
(41.61
(4-2)
(10.4)
sts
3 3A
7oisalll
10,960
1,985
2.740,
(159)
(95.3)
(35.7�
(48,7)
ill-9)
(12 1)
5
12,16D
14,949
3,04D
3,73S
(127.0)
(54.7)
(66.4)
(13.7)
(16.6)
314
5 114
13,320
17,780
3,330
(19. 1)
(133.4)
(79.01
(15.0)
1. 1ftedualisted abovt,,0;[.mae andalonile load capactirs fre aanL�46 I.Tallod 1. sv�.l
2. AlWamblelood cv ad ties oneulmlated wing a- �l;;Pnd Warr faw of �0.
3. and are
4. lJoex hwWl;fts krdlaAuble loads may dw bctoJ.
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Page 35 of 39
AN I Project Name:
MAGIC OYSTER CBX
STRUCTURAL ENGINEERING �i�mv Location: JENSEN
BEACH, FL
CALCULATIONS TAIAARACK'P GROVE TGE Job Number;
TGE1 5-4823
Z N G I N E E R I N G
2lowers
FASTENERS PRODUCT INFORMATION
WedgL-RoIC
PERFORMANCE DATA
Ultiniate and Allowable Load Ca0acities for Wedge7ftlt , Anchdr�
Installedrin Multiple Wyllie Brick Mats onryl-I -
Structural Brick Masonry
Norninal Minimum Mialmurii Minimum a 1,500
psi,(ID.4 MFa)
Anchor Embeel. Edgearid Spacing I
Diameter Depth End Distance Ultimate Load,
APowable'Load
d: k Distance' in.- Tinsion Shear
Tension Shear
in. In in. (mm) lbs.' lbs:
Minimum End Distance (mm) (fn;) (Mra) (kN) (kN)
lbs. Ibi
(kN) (kN)
114 2112 4 4 2.280 1.480
455 295
(6-4) (63-5) (101-6). (Ioi.Q (1") (6.71
(2.0) (1.3)
318 112 6 6 3,39D 3,830
690 7 65
(9.5) (88-5t) (152.4) J152-4) (15-3) jl7.2)
(3-It (3.4)
1(2 4 8 4,80D 7,060
960 1:410
o! 1. (203.2) (203.2) 01.0 01.8)
(4A), (6.3)
518 4 to 12 6,120 11,250
1,22s iza
(15-9.) (101-6) (254�0) (304-8) (27.5) (506)
(55) (10.11
314 4 1? 16 1 8, 580 12.340
1,315 2,470
L (101.6) (304.8) 1406.4) (29.6) (55.S)
(5.9) (11-1)
I: T461at'd load vali" ' It, �MhmilAdled In . nnul�rlf vr�-�he, FiTimurn GrM, M, Ad! dn b6o, maswrnunfis tenTorring co
I.Ld1j:m InWA 1.500
2. Mqmbla Wis a,t rzlcolgid tnlpq v, oppl�d War I� �f So. cmxl,,� nf salm fwxa al 10 vt t#0 may Lc�y
DE51GN CRITERIA (ALLOWABLE STRESS DESIGN)
Combined Loading
Foranftfsloadd in both shear and tension, the combination of loads should be proportioned as follmw
Where: No = Applied Senrice Tension Load
Mu- u N. � Allovrable Tension Load
QVVna-) I
Nn V. - Apple d SeNice Sheae Load
K = AlloWable Shuai Load
Load Adjustment.Factors ior Spait - ng and Edge Distances�
Anchor Installed in Normal-Welijbt Concrete
Anchor
Critical Distance
CriLlcal
Minimum Disitance
Minimum
Dimension
Load Type
(Full Anchor Capacity)
Load Factor
(Reduced CapacitIf)
Load Factor
Spacing (s)
Tension
so = 12d
FNS 1 1 0
smin =Ad
rr" = 0.50
Shear
Fa= 12d
Fvs I.Q
smi. = 4d
Fvs = 075
E4e Distance (cj
Tensk6
cv=�d
Fjv c 1.0
C mi. =3d
F,N, 0. 70
Shear
ccr. - 12 d
Fvc- 1.0
cmi. = 3 d
Fvc 0.15
Anchor installed in Structural Lightweight Concrete -
Anchor
Critical Distance
Critical
Minimum Distance
Minimum
Dirminsion
Load Tips
(Full Anchor Capacity)
Load Factor
(Reduced Ca�pacity)
Load Factor
.Spacing, (s)
Tension
-so,= 14.1d
FN, = 1.0
smin = 4.7d
F� -050
Shear
Sr�== 14.1d
Fv, = 1.0
smin = 4.7d
Fv� = 6.75
Edge Distance (c)
Tension
ca 9.4d
F14, -- 1, 0
cmin - 3.50r,
FAr, t= 0. 70,
Shear
14.1 d
rvc= 1.0
cmA - 3.5 d'
Fvc =9 IS
1. Ape�aue �ad�j. bard in It. D'O.M.. date faues a,e md:Trad bpe6�6.n wedge clateries arelea, &m vfilic4,riararcm fi� fiver;,Oat�an � 211ewd
for aM rhirmarn divufl�ffien anandvr naffededlaybah q�dau and edge Pecludba
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Page 36 of 39
TAMARACK ITT GROVE
E N G I N E E R I N G
ftwers
PRObUCT INFORMA11bN FASTE-NERS
DESIGN CRITERIA (ALLOWABLE STRr=sS DESIGN)
Lo6d Adjustffignt Fktors for Norrinial-Weighttoncrete
Spacing, Tension,CF&J.
Di - fi,�)
I 'l 14
1 318
112
5/8
W4
sclr In.)
1 3
1 4112
6
7 M
9
3.in
00
1 1
1 1 112
2
2112
I
-3
112
It
D-63
[15T
0.50
2-112
0.98,
0.67
0.56
D50
3
1.00.
0.7S
D.63
ass.
0.5c
A
4112
1:00'
0.81,
0.70
0.63
6
1.00,
0.85,
0.7s,
2.
00
Spacing, Shear (Fls)
Dia. (,In.)
1 114
1 3/3
112.
1 98
314
S., rim)
1 3,
1 4112
6'
7112
3
(on.)
I
I I in
2
2 112�
3
0.75
3112
0.81
0.75
---
2
0.86
0.79,
0.75
2 lJZ-
0-94�
0.83,
0.78
0.75,
.3
1100
088
0.81
0.78
0.75
4112
Mo
M91
US,
0.81
6
7112
9
T94
D
Edge Disiancii, Tenshin (rwo
Dia. fin)
1 114
1 318
Val
518
314
C�' (in.)
2
3
4
5
6
C. (in.)
314
1 Ila
1 112.
1 WS
2 114
314
0.70,
1 118
0.79
0.70
I Ila
0-88;
0.76
CL70
1718
0.97
H2
0.75,
0170
2
Loo
0.84
0.76
0.71
ZC
2 114
0.88
0.79
0.74
0.70
-3
- 4
1.00
E
0 14
.g
!,a,
6
---
1.00
Edge Uktance.. Shear Vvc)
Dia. OnT
1 114
1 319
112
518,
314
C,, (In.)
1 3
1 4 �112:
6
7112
9
Ohm (in.)
1 314
1 1 Ila
1 112
1718
2-1/4
314
0.15
I 11L
0.29
0.15
'1 112
0.43.
0.24
0.15
L718
0.58,
0.34,
0.22
0-15�
2 114
0.72
U.41
0.29
0.21
MIS
3
1.00
0.62
0.4)
0.32,
(Y24
IS
U"
L2
0-55
0.43
6
7 1/2
9
Notes! rnr anchm loaded In tarak4� thetritlecl
sla'acing isa) is mal to 12 amchcr diameters (12d�
at �hjch the extv athl�,es 100% 61 load.
f4ftimien ipadr� (sb) is equ , J toA'anchoi -
dimers r4d) at , Atch the anchot achl&u 50%
!�f load.
Noter. For anchtos loaded I- shm, the ailixal
.spating fs�,?15 equal 10 12 ar�diamemrs J12d)
at which the and" achieves 10M. of lead.
14�gmum spaofiq 0,,�j I�equa[ to 4 anthor
diarnalmel (-I d) at Mildh tFA and-Y UhTksl 7S%
of load.
Noter. rri a�ihbss leaded in tension, The uirticd
edge is equal Io a anther diamatels
(8d) at which theanchwacHaves 1001% of wd.,
INTJmum oA�g- disIance t(�.) is equal 1. 3 anthot
dim4.'etl Od) at iWEh the admr athivas.70%
Notes" . For anchm loaded in shat, the biliul edge
,diistance �c,) j;oquJ to 12 anchor dimitters f I 2GI'
at vfilth the amhw achieves 100% 0 load.
Wlfzpjn� ed.'e distseim jr�,Q is equal to 3 anchor
di�mezifs i3d) at which It
'e andior achieves 151li
'of load
x
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Page 37 of 39
ftwers.
FA-S T E N E It S
TAMARACK T GROVE
E N G I N E E R I N 0
PRobLICT INFORMAT16N
-DESIGN CRITERIA (ALLOWABLE STRESS DESIGN)
Load Adjustment Factors for Structural Lightweight Concee.te
Spacing, Tension (Fu,)
Cla. (in.)
I IM
1 318
V2
518
1 314
so (In.)
1 3 112
1 5114
7
87/8
1 loin.
SIT, An.1
1 1 114
1 1 314
-23/8
3
1 3 112
1 114
0.50
1314
0.61
D.50
2318
0.75
0.59
vio
.15
3
0.89
D.67
O.S7
0.50
-
-1
3 112
LOO
D.74
0.62
0.54
0.50
7T14
7777:77-7
1.00
0.82
0.70
0.63
7
1.00
0.84
0675
_F75-
-
-
1.00
0.811
10112
-
-1.OD
Spacing, Shear (Fvs)
Di . (in.)
114
318
1 f2'
518
1 14
fin.)
3112
5 114
7
8718
1 10 1 F2
rn (h)
1 1?4
1 314
2 Nis
3
3112
1 IM
0.75
1 _V4
0.75
2 Sig
0.88
0.79
0.75
3
0.04
0.84
Vil
0.75
3112
I -OD
"7
0-81
0.77
0.75
5
1.00
OM
0.85
Olaz
7
1-00
0.92
0.811
8718
1.00
0.94
TO -IT,
1.00
Edge Distance, Tension (&d
.0n)
114
114
Nil
112.
518
314
.01
c� (in.)
1 2318
3 1 f2
43/4
5718
7
C.
(in 1
718
1318
.1 314
2114
2 Sill
718
0.70
1 118.
0.80
0.70
1 314
0.88
0,76
0.70
-
_2 I _J4
0.98
0.83
0.75
0.70
2 a1v
1.00
0.84
0676
0.72
25)8
- -
0.88
0.79
0.74
0.70
3 112
Z
1.00
0.88
(),81
0.76
4 V4
1.00
09'
SM
7
1.00
-Edge Distance, Shear (Fv,)
DI . (in.)
1/4
318
112
5f8
314
G; (in.)
1 "3112
S 1 M
.7
a W8
10 112'.
(in.)
W&
1318
1-3/4
2 V4
2 5j8
718
0.15
1 318
.0.31
A-15
1314
0.4?
0.24
0615
114
059
0.35
'a23
0.15
2518
1 -OD
a43
a29
0.21
21112
0.62
0.41
UZ
MIS
71,4
1.00
0.71
G-54
(143
7
LOO
1 0.77
1 0162
8 71H
-1.00
0.82
10112
Wiadge-Bolf
Notes: Fwanchossinded)menshm. the critical
rong, (iy)m equal to
14� o) at wtiich the anctw k4flues IOD% of load
Knimum 5pacing (sat r Is equal to 4.7 anchor
CHEMMS 47d) at vAlch the andior zchhves 50%
of load . I
Notm Fv anchors loaded in shew, the ortical
spacour (s.� is eq6l to 14 t anchor drarneters
(R I d) a vAlch The anchor adre��es 100% of load
Unimun, spatIng lkW Is equal to 4.7 anchor
cfl�vs (43d� at vArch the afxhdr adtims 75%
of Ind.
_V
N016: For,anchbis lmded in ienshbr%. �m critical
edge disunce (cn) is equd,m 9A arrd� dianeuss
(9.4 d) at which the amhDr aNevei I OOSI of I trad
Minimum a 9a.distance tem�) is equal W 3.5 anchor
cfam�vns 13. 5d) at vifilch the arrcl*rachievej 7a,16
of Ind. . I
hotei: For anchors loaded in ' shm, The crii1cd edge
distance IQ is equal to 14. 1 aidiar diameEM
(14. 1 d) at Mich the �nclhor khl6vs 10% of load
?, . nmum 94 ista rrn�) is equal h& �.S
anchor dlamete,s 0.5d) -at �Wch thoanchos
Acw,syss 1sworho
'c
i
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Page 38 of 39
Wedge -Bolt'
ORDERING INFORMATION
-Carbon Steel Wedge -Bolt
TAMARACK GROVE
E N 0 1 N E E R I N G
PRODUCT I NFORmATi ON
Catalog
0
7204
7206
Size
114"x 1 1/4"
'114"x 13/4"
Wedge8it
Diameter
114'
t/V
Clearan6aHole
Diameter
Slifil
5116*
Minimum
Embedment
1.
Thread
L&rfgth
1 1/8'
Standard
'Box
100
Standard
"6rtan
SOD
1 Sig,
too—
00
NNumbegr
7208
7210
114"x 2 IWV
114'x 3�
1/4"
5116,
1.,
2'
100
_L_
00
so 0
114",
5116'
1 .
2 314"
100
500
7220
31V x 13/4"
3/8'
7116'
1 112
1 112"
50
2%
7222
2
318"x 2 IJV
318"
7116"
1 112!'
2 114*
50
250'
224
112
3187 k 3"
318"
V16*
1 112"
2 1/4'
so
250
7226
316"x 4"
1 3/8'
7116'
1 1 1/2 "
%3'314'
50
250
g
' 7228
318'x 5"
318"
7/16'
1 1/2"
3 314*
50
25D
7240'
1/2'x 2"
112"
9116,
1 314"
1314'
50
200
2
7242
1/2'k 111V
1121,
9116,
1 314"
-2 114"
50
200
7244
'1/2'x 3"
112"
9116,
1314"
2 314"
50
ISO
7246
6
'112'x 4"
1/2'
9116,
1 3/4'!
3 314'
so
150
7248
7 t
1/2 �"x 5"
I/r,
9116,
1 314':
3 314"
25
100
7250
So
1/2"x 6"
112"
9116,
1 3/4"
3 314"
25
7 5�_
1260
1 So
S/8"x 3�
518"
11/16,
2 U211
2 314".
2S
100
72162
.62
5/5'x 4"
518"
11116"
2112"
3 314"
1 25�
'100 1
7264
5/8' x S"
1 518"
11116"
1 2 1/2"
3 3/4'
2S
75'
7266
5/8"if 6"
519"
11116"
2 112 "
3 314"
2.s!
75
7274
5Wx144
518"
111116"
2 1121,
6'
25
7280
314"x 3"
3/4"
13116*
2 IZ'
2 314"
20'
60
7282
314"x 4"
3/4"
13116"
3"
-1314 "
20
60
7284
3/4'x S'
3/4"
13tlb*
31.
3 314*
20.
60
7286
314% 6"
314"
13116"
3-
3 3/4'
20
60
7288
3/4'x 8"
3/4'
13116,
3 ",
3 314'
1W
46
InsUlazim dncww� dcdvInOt ok of a W*eRIL
SDS- Plus Wedge -Sit
Catalog
Number
Size
Llsable Length
inches:
Overall Length'
inches'
Standard
Pouch
1312
'114" SDS-Plus Wedge -Bit
2
4
1
1374
114" SOS-PlusWedgo-Bit
4
6
1
1316
318" SDS-PlusWedge-Bit
4
6
1
1318
313" SDS-PlusWedg�Bit
6
a
1
1332
V87,505-PlusWedge-Ifit
to'
12
1
1320
112".SDS-PlusWedge-Bit
4
6
1
1322
112" SDS-Plus Wed lit Bit
a
10
1
1334
1 112" SDS-PlusWedgeil'
10
-12
1 1
Heavy Duty Straight Shank Wedge -Sit
Catalog
Number
Size
Usable,length
Inches,
Overall Length
inches
Standard
Pouch
1374
114" Heavy Duty Straight Shank
2314,
4
1
1372
114" Heavy Duty Straight Shank
4
6
1
1380
318" Heavy Duty Straight Shank
4
6
1
1384
318�' Heavy Duty Straight Shank
11
13
1
1390
112" Heavy Duty Straight Shank'
4
6
1
1394
112 " Heavy Duty Straight Shank'
11
13
1
Spline WeAgd-Bit and SDS-Max Wedgq Bit
Catalog
Number
Size
Usable Length
inches
Overall Lenb�h
Inches
�.Stanclard
Pouch
1340
112 " Spline
Wedge -Bit
8
P
1342
112 " Spline
Wedge -Bit
11
16
I
1354
112" SDS-lvlaxWeclge�Bit
8
ftwers.
FASTE-NERS
gmm= III
0201OPmm FowAlm kllhftlP�od. MCIJAJIG 9
is wwwpowemcorn Canada: t905) 673.7295'or (5T4) 631�4216 Powers Usk (800) 524-3244 or (914) 235-ROD
812 9. La Cassla Dr - Boise, Idaho 83705 - (208) 345-8946 - (208) 345-8946 FAX
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