04-6196 (AR) Structural CalcsBARRY LEVIN & ASSOCIATES, Inc.
STRUCTURAL ENGINEERS
Atlanta • Los Angeles • New York • Chicago
Structural Calculations
For
The Home Depot
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LA QUINTA, CA
TOOL RENTAL CENTER k',;_ . -fs', �i �.�I} f".'• . �;} �;, }r 3f
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OCTOBER 28, ��/il% APR i i
Prepared for Greenberg -Farrow Architecture
CITY OF LA QUIN it-,
BUILDIVG & SAFETY DEPT.
APPROVED
Fo sT-RUCTION
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6-2 , I 41,
Applicable Structural Code — California Building Code
BLA Job No. 203118
GFA Job No. 20030278
F ESS/pAr
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3822 Campus Drive • Suite 211 • Newport 8eacli, Califumia 92660 !r r �_
Tel: '149'833.3970 Fa�49.833.3837 ci•>, •�r - arr}�I_e�•ii� ` ily
9-qvfflBARRY LEVIN & ASSOCIATES, Inc.
STRUCTURAL ENGINEERS
Atlanta i Los Angeles • New York • Chicago
18006 Skypark Circle - Suite 205 ■ Irvine, California 92614
Phone 770-457-2376 • Fax 770-457-0514
JOB NAME . 4 (TOI K)rA _
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DATE
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BARRY LEVIN & ASSOCIATES, Inc.
STRUCTURAL ENGINEERS
�■�■'� Atlanta • Los Angeles • New York • Chicago SHEET NO.
3822 Campus Drive • Suite 211 • Newport Beach, California 92660 JOB NO._.'�431 1 S _
Phone 949.833.3970 • Fax 949.833.3837 • www.BarryLevin.com DATE s 's Ode
JOB NAME LA QV ►w-rA COMPUTED BY. CD
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BARRY LEVIN & ASSOCIATES, Inc.
STRUCTURAL ENGINEERS
Atlanta • Los Angeles • New York • Chicago
3822 Campus Drive • Suite 211 • Newport Beach, Califomia 92660
Phone 949.833.3970 • Fax 949.833.3837 • www.BarryLevin.com
JOB NAME Look _ QQI ETA
SUBJECT -rec
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Barry Levin & Assoc Sht No 4
Job No 203118
Job Name: LA OUINTA Date 8/5/2004
Subject: LINE 1 By C DOGIL
Tilt -Up Concrete Wall: [UBC 1997, Sec 1914.8-Alternate Design Slender Walls]
Panel Dimentions:
Panel Properties:
Pnl Thk =
7.25 in
b =
48.00 in
Conc Wt =
150 pcf
Reveal =
0.50 in
Ac =
324.00 inA2
fc =
4000 psi
Net Thk =
6.75 in
Ig =
1524.31 inA4
fy =
60000 psi
dreinf =
3.38 in
Pnl Wt =
90.63 psf
fr =
316.2 psi
Hpanel =
35.00 ft
Opn'g W =
0.0 ft
Ec =
3605 ksi
Ldgr Ht =
21.00
Opn'g H =
0.0 ft
n =
8
Panel Reinforcing:
EF or CL =
CL
No Bars 4.00
- # 6
As =
1.76 inA2
p = 0.011
p max = 0.017
0.44
p min = 0.005
Applied Loads
SEISMIC
Ca = 0.44 *Na Na = 1.1
Fp1 = [ap*Cp*lp*(1+3*hx/hr)/Rp]*Wp =
Fp2 = [ap*Cp*lp*(1+3*hx/hr)/Rp]*Wp =
Fp = 44.59 psf
WIND
Ce = 1.19
P1 (roof DL) _
eccentricity =
P2 (full SL) _
Governing Equation =
Cq= 1.2 qs= 12.6
168.0 Ibs
7 in
0 Ibs
[E=qEh+Ev]
ap = 1.0 Rp = 3.0 Ev = 0.24 DL
0.645 Wp
0.161 Wp <= 0.339 Wp; 0.339 Wp governs
1 = 1 P = Ce*Cq*qs*l = 18 psf
M add'I seis = 19.4 k-in
P3 (wall dl)= 2220 lbs
M add'I wind = 0 k-in
1.1 [ (1.2+ Ev)D + f2 S + 1.OEh ] Seismic Governs
Check Strength and Serviceability
Mcr = (fr Ig)/(t/2) = 33.24 k-in Delta cr = (5 Mcr hc^2)/(48 Ec Ig) = 0.16 in
Ms = (w hc^2)/8 + (P1 + Psl)e/2 + (P1 + P2 + Psl)Delta s + Madd= 44.1 k-in
Delta s28 = Delta cr +(Ms - Mcr)/(Mn - Mcr) (Delta n - Delta cr) = 1.26 in
Mu = Wu*hc^2/8 + (Pu1 + PuSL)e/2 + (Pu1 + PuSL + Pu2)Delta u30 + Madd = 70.7 k-in
Ase = (Pu+As Fy)/fy = 0.50 inA2 a = (Pu + As fy)/(0.85 fc b) = 0.74 in C = 0.87 in
phi = (0.9-(2 Pu)/(fc Ac)) = 0.88 Mn = Ase fy (d-a/2) = 90.7 k in phi Mn = 79.66 k-in
Mu = 70.7 k-in < phi Mn = 79.7 k-in
Wall Design Summary
fa = 43.5 psi < 0.04fc = 160.0 psi Axial Stress OK
Mu = 70.7 k-in < phiMn = 79.7 k-in Strength OK
Ms = 44.1 k-in > Mcr = 33.2 k-in Cracked Section The wall is OK.
As = 1.26 in < U150 = 1.68 in Deflection OK
Note: This is a comprehensive analysis using the Division VII-Unified Design Provisions of 1997 UBC Section 1927
The full cracked moment of inertia is conservatively used to calculate delta n. The program iterates 15 times
to determine deflections. Moments are related to deflections thru P-delta, and deflections are computed from
actual moments.
P1 = floor/roof DL per foot of wall
P2 = SL per foot of wall
P3 = weight of wall above CL, if given door opening it also includes wt of wall above opening, divided by b.
BARRY LEVIN & ASSOCIATES, Inc.
STRUCTURAL ENGINEERS
Atlanta • Los Angeles • New York • Chicago
3822 Campus Drive • Suite 211 • Newport Beach, California 92660
Phone 949.833.3970 • Fax 949.833.3837 • www.BarryLevin.com
JOB NAME L Pf Q L) I w-A „
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CHECKED BY
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BARRY LEYIN & ASSOCIATES, Inc.
STRUCTURAL ENGINEERS
Atlanta • Los Angeles • New York • Chicago
3822 Campus Drive • Suite 211 • Newport Beach, California 92660
Phone 949.833.3970 • Fax 949.833.3837 • www.BarryLevin.com
JOB NAME [A l3y i NTa _
SUBJECT C<m U/L�GL
d ALL
Setsm c Gov s
W
W
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SHEET NO.
JOB NO. 2. U S ;
DATE — 2 � - 4
COMPUTED BY
CHECKED BY
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Barry Levin & Associates, Inc. Title: Job #
Structural Engineers Dsgnr: Date:
3822 Campus Drive Suite 211 Description : / 1
Newport Beach, CA 92660 Scope:
(949)833-3970
Rev W0100--
User KW-OWfWver5-5.Q•25-Sep-2WI Cantilevered Retaining Wall Design
(c)16&32W1 ENERCALC Engineering Software
Description STEM WALL BTWN PILASTERS
Criteria
i
Retained Height
= 1.00ft
Wall height above soil
= 3.33 ft
Slope Behind Wall
= 0.00 : 1
Height of Sal over Toe
= 12.00 in
Sal Density
= 110.00 pcf
Wind on Stem
Soil Data
AIIowSoil Bearing
= 1,330.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 ft
FootingIlSoil Friction
0.0 psf Soil height to ignore
for passive pressure
Lateral Load Applied to Stem
Design Summa
Total Bearing Load = 829 Ibs
...resultant eec. = 4.57 in
Lateral Load
= 0.300
= 0.00 in
21.1 #/ft
Footing Strengths & Dimensions
fc = 3,000 psi Fy = 60,000 psi
Min. As % - 0.0014
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
Cover @ Top = 3.00 in
...Height to Top
...Height to Bottom
Stem Construction Top Stem
Design height ft=
Stem OK
0.00
Wall Material Above "Ht" =
Masonry
Thickness =
8.00
Rebar Size =
# 4
Rebar Spacing =
24.00
Rebar Placed at -
Center
Design Data
-
fb/FB + fa/Fa =
0.295
Total Force @ Section Ibs =
108.9
Moment.... Actual ft-#=
203.6
Moment..... Allowable =
689.8
Shear..... Actual psi =
2.6
Shear..... Allowable psi =
38.7
Sal Pressure @ Toe
= 895 psf OK
Sal Pressure @ Heel
= 0 psf OK
Allowable
= 1,330 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
= 1,224 psf
ACI Factored @ Heel
= 0 psf
Footing Shear @ Toe
= 4.2 psi OK
Footing Shear @ Heel
= 2.7 psi OK
Allowable
= 93.1 psi
Wall Stability Ratios
Overturning
= 2.52 OK
Sliding
= 4.64 OK
Sliding Calcs (Vertical
Component Used)
Lateral Sliding Force
= 161.4 Ibs
less 100% Passive Force = - 500.0 Ibs
less 100% Friction Force = - 248.7 Ibs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Footing Design Results
Toe Heel
Factored Pressure =
1,224 0 psf
Mu': Upward =
361 0 ft-#
Mu': Downward =
126 147 ft-#
Mu: Design =
235 147 ft-#
Actual 1-Way Shear =
4.18 2.69 psi
Allow 1-Way Shear =
93.11 93.11 psi
Toe Reinforcing =
None Spec'd
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
Bar Develop ABOVE Ht. in = 24.00
Bar Lap/Hook BELOW Ht. in = 6.00
Wall Weight = 84.0
Rebar Depth 'd' in = 3.81
Masonry Data - -
fm
psi=
1,500
Fs
psi =
24,000
Solid Grouting
=
Yes
Special Inspection
=
Yes
Modular Ratio'n'
=
25.78
Short Term Factor
-
1.000
Equiv. Solid Thick.
in =
7.60
Masonry Block Type =
Normal Weight
Concrete Data
fc
psi =
Fy
psi =
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S' Fr
Heel: Not req'd, Mu < S " Fr
Key. No key defined
0.67 ft
1.33
2.00
12.00 in
0.00 in
0.00 in
0.00 ft
@ Btm.= 3.00 in
4.33 ft
0.00 ft
Barry Levin & Associates, Inc. Title:
Structural Engineers Dsgnr:
3822 Campus Drive Suite 211 Description:
Newport Beach, CA 92660 Scope:
(949)833-3970
Rev 550100
Lhwr.KW43WINO, Ver550,2SSep-200, Cantilevered Retaining Wall Design
(c)T9S3.2001 ENERGALC Engineering Software
Description STEM WALL BTWN PILASTERS
Job #
Date:
Summary of overturning & Resisting Forces & Moments J
. r
...OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-t
Heel Active Pressure = 70.0 0.67 46.7 Soil Over Heel = 73.0 1.67 121.5
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load = 91.4 3.17 289.2
Load @ Stem Above Sal =
SeismicLoad =
Total = 161.4 O.T.M. = 335.8
Resisting/Overturning Ratio = 2.52
Vertical Loads used for Sal Pressure = 829.1 Ibs
Vertical component of active pressure used for soil pressure
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
A)aal Dead Load on Stem =
0.00
Soil Over Toe =
73.4
0.33
24.5
Surcharge Over Toe =
Stem Weight(s) =
363.7
1.00
363.8
Earth @ Stem Transitions =
Footing Weight =
299.5
1.00
299.1
Key Weight =
Vert. Component =
19.5
2.00
39.0
Total =
829.1 Ibs
R.M.=
847.9
BARRY LEVIN & ASSOCIATES, Inc.
STRUCTURAL ENGINEERS
Atlanta • Los Angeles • New York • Chicago
3822 Campus Drive • Suite 211 • Newport Beach, California 92660
Phone 949.833.3970 • Fax 949.833.3837 • www.BarryLevin.com
JOB NAME Lk QUINVA
SUBJECT CM U e&C—LOSUQG_ _
lc S- w
S�isMic
V 27 &Lf NfM wAa)
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SHEET NO. 9
JOB NO. '9,0311�'j
DATE c - 2 3- 04-
COMPUTED BY C D
CHECKED BY
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Job Name LA QUINTA TRC
Subject EMU PILASTERS
Pad Footing Design
Seismic or Wind condition?
0
Qsp = 1
1.00
ksf
Increase Qsp by
1/3 or N ?
Y
F1 =
1.37
kips
x1 =
8.67
ft
F2 =
0.87
kips
x2 =
2.17
ft
P1 =
7.30
kips
P2 =
0.01
kips
Footing Information
B =
6.50
ft
t =
1.50
ft
width =
4.00
ft
P3 =
5.85
kips
MOT =
17.13
k-ft
MR =
42.77
k-ft
.67Mr
-
MOT
1.66
>
e = MOT =
E(P1+P2+P3)
Sht No. (0
Job No. 203118
Date 87/23/04
Computed By: CD
Checked By:
P1
F 1
F2
f—
X1
P2
I` X2
■
P3 t t
B
1.0 OK
1.30 > B
6
gmax = 4*(P1+P2+P3)43*width*(B-2*e)]
= 1.13 ksf
gmax < gall - 1.33 ksf
The footing is okay.
BARRY LEYIN & ASSOCIATES, Inc.
STRUCTURAL ENGINEERS
Atlanta • Los Angeles • New York • Chicago
3822 Campus Drive • Suite 211 • Newport Beach, California 92660
Phone 949.833.3970 • Fax 949.833.3837 • www.BarryLevin.com
JOB NAME _ I A L)I N Th
SUBJECT CAL) Wa,
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SHEET NO, 1 I
JOB NO. ��� I Ill
DATE �' 25,C4
COMPUTED BY X
CHECKED BY
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BARRY LEVIN & ASSOCIATES, Inc.
STRUCTURAL ENGINEERS
Atlanta • Los Angeles • New York • Chicago
3822 Campus Drive • Suite 211 • Newport Beach, California 92660
Phone 949.833.3970 • Fax 949.833.3837 • www.BarryLevin.com
JOB NAME LA 001 fit"
SUBJECT 20 _ A Wko
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JOB NO. 20 3119
DATE 10 -
COMPUTED BY Q0
CHECKED BY
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BARRY LEVIN & ASSOCIATES, Inc.
STR UCTURAL ENGINEERS
Atlanta • Los Angeles • New York • Chicago
3822 Campus Drive • Suite 211 • Newport Beach, California 92660
Phone 949.833.3970 • Fax 949.833.3837 • www.BarryLevin.com
JOB NAME,I-A ( 01WA
SUBJECT _S1 LWG6ACK
C 46* tt S S 91/s Ve pt
SHEET NO. ..�
JOB NO. �c7?J1 I
DATE 1 t7— 2.6 -
COMPUTED BY CD
CHECKED BY
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C 616C4-- A SS $>- 8 ROOL
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1
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S cbrk p cAtc
W =
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Barry Levin & Associates, Inc. Title: Job #
Structural Engineers Dsgnr: Date:
3822 Campus Drive Suite 211 Description
Newport Beach, CA 92660 Scope:
(949)833-3970
Rev 550100
User KW-OW1960, Ver5.5.0,25-SM2001 Steel Beam Design
(c)1983-2001 ENERCALCEngineenng Software
Description VERTICAL STRONGBACK
General Information
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements
Steel Section: TS8X8X1/4
Fy
46.00ksi
Pinned -Pinned
Load Duration Factor
1.33
Center Span
27.00 ft
Bm Wt. Added to Loads
Elastic Modulus
29,000.Oksi
Left Cant.
0.00 ft
LL & ST Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
3.00 ft
Trapezoidal Loads
#1 DL @ Left
LL @ Left
ST @ Left
0.128 k/ft
Start ft
DL @ Right
LL @ Right
ST @ Right
0.128 k/ft
End 10.000 ft
#2 DL @ Left
LL @ Left
ST @ Left
0.320 k/ft
Start 10.000 ft
DL @ Right
LL @ Right
ST @ Right
0.320 k/ft
End 27.000 ft
I Summary 1
Using: TS8X8X1 /4 section, Span = 27.00ft, Fy = 46.0ksi
End Fixity = Pinned -Pinned, Lu = 3.00ft, OF = 1.330
Actual Allairable
Moment 26.891 k-ft 63.176 k-ft
fb : Bending Stress 17.188 ksi 40.379 ksi
fb I Fb 0.426 : 1
Shear 4.312 k 48.944 k
fv : Shear Stress 1.078 ksi 24.472 ksi
fv / Fv 0.044 : 1
Beam OK
Short Term Load Case Governs Stress
Max. Deflection -1.584 in
LengthlDL Deft 2,289.1 : 1
Length/(DL+LL Defl) 204.5 : 1
Force & Stress Summary
«- These columns are Dead + Live Load placed as noted -»
DL LL LL+ST LL LL+ST
Ma)dmum Only C& Center Center 0 Cants Cants
Max M + 26.89 k-ft 2.35 26.89 k-ft
Max M - -0.00 k-ft
Max M @ Left
k-ft
Max M @ Right
k-ft
Shear @ Left
3.10 k
0.35
3.10
k
Shear @ Right
4.31 k
0.35
4.31
k
Center Defl.
-1.584 in
-0.142
0.000
-1.584
0.000
0.000 in
Left Cant Dell
0.000 in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl
0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Deft @
0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction @ Left
3.10
0.35
3.10
k
Reaction @ Rt
4.31
0.35
4.31
k
Fa calc'd per 1.5-1,
K'Ur < Cc
Section Properties
TS8X8X1/4
Depth
3.000 in
Weight
25.78 #/ft
r-roc
3.146 in
Width
8.000in
I-xx
75.10 in4
r-yy
3.146 in
Thickness
0.250 in
I-yy
75.10 in4
S-xx
18.775 in3
Area
7.59 in2
S-yy
18.775 in3
Barry Levin & Associates, Inc.
Structural Engineers
3822 Campus Drive Suite 211
Newport Beach, CA 92660
(949)833-3970
Title:
Dsgnr:
Description
Scope:
KW ;*UjW
User. KW4)6019W. Ver5.50, 25•Sep-2001 Steel Beam Design
M1983-2001 ENERCALC Enain"rinp Softvrare
Description HORIZONTAL STRONGBACK
Job #
Date: 1 S
General Information
Calculations are designed to AISC 9th Edition Aso and 1997 UBC Requirements
Steel Section : TS8X8X1/4
Fy
46.00ksi
Pinned -Pinned
Load Duration Factor
1.00
Center Span
15.00 ft
Bm Wt. Added to Loads
Elastic Modulus
29,000.0 ksi
Left Cant.
0.00 ft
LL & ST Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
2.00 ft
Trapezoidal Loads
#1 DL @ Left
LL @ Left
ST @ Left
0.546 k/ft
Start ft
DL @ Right
LL @ Right
ST @ Right
0.546 k/ft
End 15.000 ft
Using, TS8X8X114 section, Span = 15.00ft, Fy = 46.0ksi
End Fixity = Pinned -Pinned, Lu = 2.ODk LDF = 1.000
Actual Allowable
Moment 16.081 k-ft 47.501 k-ft
fb : Bending Stress 10.278 ksi 30.360 ksi
fb I Fb 0.339 : 1
Shear 4.288 k 36.800 k
fv : Shear Stress 1.072 ksi 18.400 ksi
fv / Fv 0.058 : 1
Beam OK
Short Term Load Case Governs Stress
Max. Deflection -0.299 in
Length/DL DO 13,349.8 : 1
Length/(DL+LL Defl) 601.9 : 1
Force 8r Stress Summary
<<- These columns are Dead + Live Load placed as noted -»
DL LL LL+ST LL LL+ST
Mabmum Only Center Center 00 Cants Cants
Max M + 16.08 k-ft 0.73 16.08 k-ft
Max M_
k-ft
Max. M @ Left
k-ft
Max M @ Right
k-ft
Shear @ Left
4.29 k
0.19
4.29
k
Shear @ Right
4.29 k
0.19
4.29
k
Center Defl.
-0.299 in
-0.013
0.000
-0.299
0.000
0.000 in
Left Cant Defl
0.000in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl
0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query Deft @
0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction Left
4.29
0.19
4.29
k
Reaction 41 Rt
4.29
0.19
4.29
k
Fa calc'd per 1.5-1,
K*L/r < Cc
Section Properties
TS8X8X1/4
Depth
8.000 in
Weight
25.78 #1ft
r-nor
3.146 in
Width
8.000in
I -nor
75.10 in4
r-yy
&W in
Thickness
0.250 in
I-yy
75.10 in4
S-xx
18.775 in3
Area
7.59 in2
S-yy
18.775 in3
Barry Levin & Associates, Inc.
Structural Engineers
3822 Campus Drive Suite 211
Newport Beach, CA 92660
(949)833-3970
Rev: 5N)1no
User, KW4601g80, Ver 5 5 0, 25-Sep_2001
(c)19832001 ENERCALC Engineering Software
Title: Job #
Dsgnr: Date: Description : I z
Scope:
Steel Beam Design
Description HORIZONTAL STRONGBACK
General information
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requlremerrts
Steel Section : TS8X8X1/4
Fy
46.00ksi
Pinned -Pinned
Load Duration Factor
1.33
Center Span
15.00 ft
Bm Wt. Added to Loads
Elastic Modulus
29,000.0 ksi
Left Cant.
0.00 ft
LL & ST Act Together
Right Cant
0.00 ft
Lu : Unbraced Length
2.00 ft
Trapezoidal Loads
#1 DL @ Left
LL @ Left
ST @ Left
0.180 klft
Start ft
DL @ Right
LL @ Right
ST @ Right
0.180 kfft
End 15.000 ft
Using: TS8X8X1 /4 section, Span = 15 00R, Fy = 45 4ksi
End Fixity = Pinned -Pinned, Lu = 2 Coft, LDF = 1 330
Actual Allowable
Moment 5.788 k-ft 63.176 k-ft
fb : Bending Stress 3.699 ksi 40.379 ksi
fb / Fb 0.092 : 1
Shear 1.543 k 48.944 k
fv : Shear Stress 0.386 ksi 24.472 ksi
tv / Fv 0.016 : 1
Beam OK
Short Term Load Case Governs Stress
Max Deflection -0.108 in
Length/DL Defl 13,349.8 : 1
Lengthl(DL+LL Defl) 1,672.5 : 1
Force & Stress Summary
«- These columns are Dead + Live Load placed as noted -»
DL LL LL+ST LL LL+ST
Maximum Only Center Q Center 01 Cants Cants
Max. M + 5.79 k-ft 0.73 5.79 k-ft
Max M -
k-ft
Max M @ Left
k-ft
k-ft
Max M @ Right
Shear @ Left
1.54 k
0.19
1.54
k
Shear @ Right
1.54 k
0.19
1.54
k
Center Defl.
-0.108 in
-0.013
0.000
-0.108
0.000
0.000 in
Left Cant Defl
0.000 in
0.000
0.000
0.000
0.000
0.000 in
Right Cant Defl
0.000 in
0.000
0.000
0.000
0.000
0.000 in
...Query DO @
0.000 ft
0.000
0.000
0.000
0.000
0.000 in
Reaction 0 Left
1.54
0.19
1.54
k
Reaction Rt
1.54
0.19
1.54
k
Fa calc'd per 1.5-1,
K"Ur < Cc
Section Properties
TS8X8X1/4
Depth
8.000 in
Weight
25.78 Xft
r-xx
3.146 in
Width
8.000in
I-xx
75.10 in4
r yy
3.146 in
Thickness
0.250 in
I-yy
75.10 in4
S-xx
18.775 in3
Area
7.59 in2
S-yy
18.775 in3
"N ER-5193
ES REPORT""
Reissued September 1, 2002
ICBO Evaluation Service, Inc. - 5360 Workman Mill Road, W hittier, California 90601 - www.icboes.org
Filing Category: FASTENERS —Concrete and Masonry Anchors
HILTI HIT HY-150 ADHESIVE ANCHOR SYSTEMS
HILT], INC.
5400 SOUTH 122 EAST AVENUE
TULSA, OKLAHOMA 74146
1.0 SUBJECT
Hilt! Hit HY-150 Adhesive Anchor Systems.
2.0 DESCRIPTION
2.1 General
The Hilti HIT HY-150 Adhesive Anchor Systems consist of
HY-150 hybrid adhesive mortar used in conjunction with
threaded steel rod or deformed steel reinforcement bars.
This evaluation report recognizes the use of HIT HY 150 in
normal -weight concrete, lightweight concrete and fully
grouted, concrete masonry construction. Table 1 provides
general application descriptions for use of the Hitti HY-150
adhesive. The anchor system Is an alternative to cast -in -
place anchors described in Sections 1923.1 and 2107.1.5
of the 1997 Uniform Building CodeTM (UBC), and Sections
1912 and 2107 of the 2000 Intemational Building Code°D
(IBC). The anchor systems may also be used where an
engineered design is submitted in accordance w ith Section
R301.1.2 of the 2000International Residential Code (I RC).
2.2 Materials:
2.2.1 HIM HIT HY-150 Adhesive: HIM HIT HY-150
adhesive is a hybrid adhesive mortar combining urethane
methacrylate resin, hardener, portland cement, and water.
The resin and cement are kept separate from the hardener
and water by means of a dual cartridge that allows for
multiple uses. An injection nozzle, equipped with an
internal helical mixing element, is attached to the manifold,
and the adhesive components are dispensed through the
injection nozzle to ensure proper mixing of the separate
adhesive components. The injection nozzle may be
replaced to permit multiple uses of the refill cartridges. The
shelf life of the adhesive is at least nine months when it is
stored in a dry, dark environment. Each cartridge is
stamped with an adhesive expiration date. Temperatures
during short-term (less than 48 hours) storage of the
adhesive must be between 23°F and 95°F (-5°C and 35°C).
Temperatures during long-term storage of the adhesive
must be between 41"F and 70°F (5°C and 25°C). H ifti, Inc.,
should be contacted regarding suitability of adhesive for
which the storage history is unknown.
2.2.2 Threaded Steel Rods: Threaded rods must be
manufactured from steel that complies with the mechanical
property requirements of ASTM A 36; ASTM A 193, Grade
B7; AISI 304-SS, Group 1 CW; or ISO 898-1, Class 5.8, as
shown in Table 2. Specification and installation parameters
for threaded rods are noted in Table 3.
2.2.3 Reinforcement Bars: Deformed reinforcement bars
(rebars) range in sizefrom No. 3through No. 11. The bars
are manufactured from steel conforming to ASTM A 615, A
616, A 617, or A 706; minimum Grade 60.
2.2.4 Normal -weight Concrete: Normal -weight concrete
must be normal -weight, stone -aggregate concrete having
a minimum 2,000 psi (13.79 MPa) compressive strength at
the time of anchor installation.
2.2.5 Structural Lightweight Concrete: Structural
lightweight concrete must have a minimum 3,000 psi (19 17
MPa) compressive strength at the time of anchor
installation.
2.2.6 Grouted Concrete Masonry Units: Concrete
masonry construction must be fully grouted and have a
minimum prism strength of 1,500 psi (9.58 MPa) atthe time
of anchor installation. Concrete masonry units must be
Grade N, Type 1, in accordance with UBC Standard 21-4
or ASTM C 90-99 (IBC or IRC). Mortar must be Type N
(minimum) in accordancewith Section 2103.3 of the UBC,
Section 2103.7 of the IBC, or Section R607 of the IRC.
Grout shall comply with Section 2103.4 ofthe UBC, Section
2103.10 of the IBC, or Section R609.1.1 of the IRC.
2.3 Design:
2.3.1 General: HIM HIT HY-150, in conjunction with
threaded steel rod or rebar, is permitted to resist dead
'loads, live loads, and short-term loads, such as those
resulting from wind or earthquake. The allowable tension
and shear loads forthreaded rod and rebar in concrete and
masonry are given in Tables 6 through 13.
The allowable bond or concrete tension and shearvalues
in this report must be adjusted in accordance with Figure 1
for in-service base material temperatures in excess of
110-F (43-C).
Allowable loads for anchors subjected to combined shear
and tension forces are determined bythe following formula:
(P, IP,) + W. IV,) s 1
where:
P, =
Applied service tension load.
P, =
Allowable service tension load.
V, =
Applied service shear load.
V, =
Allowable service shear bad.
For anchors installed at edge distances less than cc„ or
anchor spacing less than sr„ or both, the allowable load of
Rcr`omv' are• not b he ronst-rd a representuig aesthetics or ape odrr, at&ihnha nor rprcr/irallt• add, a rsed, nor are thin, e, heconstrued ins
an redo, cement at the suhiert of the sport or a secs mmrndntina to? ifs use There is net warranh, hi- R'BO 8rn(renfunr Service, Ere , e•.apress or unplitd,
m fo ant'hndmR or other ,utter in this rey,art, or as to anpprodncf nn•ered hr the report.
Copyright® 2002
lzzv
Page 1 of 10
2of10
ER-5193
the anchor based on the bond/concrete strength must be
reduced in accordance with reduction factors found in
Table 4 of this report.
2.3.2 Short-term Loading: The allowable seismic shear
bad with threaded rod is the lower of the steel shear
strength calculated in Section 2.3.2.1 or the bond or
concrete/masonry shear strength given in Tables 7 through
9, 12 and 13, and may be increased in accordance with
Section 1612.3.2 of the UBC or Section 1605.3.2 of the
IBC, for wind or earthquake loading conditions.
The allowable seismic tension load with threaded rod
(Tables 6, 8, 9, 12 and 13) and the allowable seismic
tension and shear load with rebar (Tables 10 and 11) is the
lower of the tabulated steel or bond or concrete strength
given in the tables, and may be increased by 33'/3 percent
In accordance with Section 1612.3.2 of the UBC or Section
1605.3.2 of the IBC, for short-term loading conditions.
As an alternative, the applied loads may be reduced in
accordance with Section 1612.3.1 of the UBC or Section
1605.3.1.1 of the IBC, for wind or earthquake loading.
2.3.2.1 Seismic Shear Based on Steel Strength:
Allowable short-term shear capacities may be based on
steel strength and must be calculated as follows and then
compared to the corresponding concrete/masonryor bond
value as described in Section 2.3.2
• For normal -weight concrete:
At less than standard embedment, the allowable steel
strength is limited to A 36 threaded rod values,
regardless of the actual type of steel used.
At standard embedment and deeper, the allowable
steel shear strengths, given in Table 6, must be
reduced as follows:
• ASTM A 36 rods —No reduction from A 36 rod
value.
• ISO 898 Class 5.8 rods —Allowable load based on
steel strength is limited to A 36 threaded rod values.
• ASTM A 193 137 rods —Allowable load based on
steel strength is 0.71 times the A 193 67 rod
values.
• AISI 304/316 SS CW rods —Allowable load based
on steel strength is 0.79 times the AISI 304/316
stainless steel rod values.
• Structural lightweight concrete and grouted concrete
masonry units:
— The allowable steel shear strength is limited to A 36
threaded rod values, regardless of the actual type of
steel used.
2.4 Installation:
Installation of the Hilti HIT HY-150 System must conform to
the manufacturer's published installation instructions
included in each unit package, and the requirements of this
evaluation report. Installation parameters are summarized
further in Tables 3, 4, and 5, and the corresponding load
data tables. Holes for installation of the threaded rod or
reinforcement bar must be drilled using a drill that is set in
roto-hammer mode and that has a carbide -tipped bit that
complies with ANSIB212.15-1994. Holes must be cleaned
of dust and debris, using a wire brush and compressed air
as required to remove particulate debris and to achieve a
relatively dust -free surface. Holes are permitted to be
damp, but all standing water must be removed in
accordance with Section 4.12 of this evaluation report.
The dual cartridge Is self -opening, and the adhesive is
dispensed through an injection nozzle equipped with an
internal helical mixing element that is attached to the
cartridge manifold to ensure proper mixing of the
components. Material from the first two "trigger pulls" must
be discarded to ensure that only property mixed product is
used. The injection nozzle may be replaced to permit
multiple uses of the cartridge. The injection nozzle must
always be equipped with the internal helical mixing
element. The injection nozzle must be as manufactured by
Hilti for the HIT HY-150 Adhesive Anchor System Holes
are filled approximately two-thirds full with the mixed
adhesive, injecting from the bottom of the hole towards the
top. The threaded rod or deformed bar is twisted as it is
inserted into the hole to the required embedment depth
The anchor positron may be adjusted only during the gel
time shown in Table 5. Anchors are permitted to be loaded
to the design load only after the cure time shown in Table
5 has passed. See Section 4.13 of this evaluation report
for limitations on base -material temperature during
installation.
2.5 Special Inspection:
Adhesive anchor installations require special inspection in
accordance with Section 1701 of the UBC or Section 1704
of the IBC. The special inspector must record product
description (including product name), adhesive expiration
date, concrete or masonry type and strength, anchor
diameter and steel grade, compliance of the drill bit with
this report, hole diameter and location, cleanliness of hole
and anchor, adhesive application, and anchor embedment.
Additionally, the special inspector must state in the report
supplied to the building official whether the anchor
installation is in accordance with the manufacturer's
published instructions and this evaluation report.
2.6 Identification:
The Hilti HY-150 adhesive is identified by labels on or in the
packaging that include the manufacturer's name (Hilti),
product name, lot number, expiration date, evaluation
report number (ICBO ES ER-5193), and installation
instructions.
3.0 EVIDENCE SUBMITTED
Data in accordance with the ICBO ES Acceptance Criteria
for Adhesive Anchors in Concrete and Masonry Elements
(AC58), dated November 2001, including test reports for
the following optional tests: axial tension testing of single
anchors, establishing minimum edge distance, c = c,,,N,
(AC58 Test Series 5); axial tension testing of a grou p of two
anchors, establishing minimum spacing distance, s = s,,,
(AC58 Test Series 9); shear testing of single anchors,
establishing critical edge distance, c = c, (AC58 Test
Series 13); shear testing of single anchors, establishing
minimum edge distance, c = c,, (AC58 Test Series 14);
creep testing (AC58 Test Series 17); dampness testing
(AC58 Test Series 19); freezing and thaw testing (AC58
Test Series 20); and seismic shear and tension testing of
threaded rods and rebar (AC58 Test Series 21)
4.0 FINDINGS
That the HIM HY-150 Adhesive Anchor Systems
described in this report comply with the 1997 Uniform
Building Codeym (UBC), the 20001nternational B ullding
3of10
ER-5193
Code' (IBC), and the 2000 International Residential
Code• (IRC), subject to the following conditions:
4.1 The HIT HY-150 Adhesive Anchor Systems with
threaded rod are permitted to be used to resist
dead loads, live loads and short-term loads, such
as those resulting from wind or earthquake
forces.
4.2 When anchors are usedto resist short-term loads,
such as wind or seismic, allowable loads must be
calculated in accordance with Section 2.3.2 of this
report.
4.3 The anchors are installed in accordance with the
manufacturer's instructions and this report.
4.4 The HIT HY-150 Adhesive Anchor Systems are
Installed in holes predrilled using a carbide -tipped
masonry drill bit manufactured within the range of
the maximum and minimum dimensions of ANSI
B212.15.1994.
4.5 Special inspection in accordance with Section 2.5
of this report is provided for all anchor
Installations.
4.6 Calculations and details demonstrating
compliance with this report must be submitted to
the building official for approval.
4.7 Anchors are not permitted for use in conjunction
with fire -resistive construction. Exceptions are:
• Anchors resist wind or seismic loading only.
• For other than wind or seismic loading, special
consideration is given to fire exposure
conditions.
4.8 Adhesive anchors may be used to resist tension
and shearforces in overhead orwall installations
only if consideration is given to the effects of
elevated temperature conditions on anchor
performance. Figure 1 describes load reduction
factors for elevated temperatures.
4.9 Since an ICBO ES acceptance criteria for
evaluating data to determine the performance of
adhesive anchors subjected to fatigue or shock
loading is unavailable at this time, the use of
these anchors under these conditions is beyond
the scope of this report.
4.10 Since an ICBO ES acceptance criteria for
evaluatingthe performance of anchors in cracked
concrete or masonry is unavailable at this time,
the use of anchors Is limited to installation in
uncrackedconcreteormasonry. Crackingoccurs
when f, > f, due to service loads or deformations.
4.11 Use of the HIT HY-1 50 Adhesive AnchorSystem in
conjunction with unprotected carbon steel
threaded rods and/or reinforcing bars shall be
I im itedto interior exposure. Installations exposed
to severe, moderate or negligible exterior
weathering conditions, as defined in Figure 21-1-1
of UBC Standard 21.1 (Table 1 of ASTM C 62-97a),
are permitted where stainless steel (AISI 304 or
316 SS) threaded rod anchors are used.
4.12 Standing water must be removed from drilled
holes. In applications where the concrete has
been exposed to water for extended periods,
drilled holes must be blown dry with oil -free
compressed air for a minimum of one minute, or
otherwise prepared to achieve an equivalent
damp surface condition prior to anchor
installation.
4.13 HIT HY-150 maybe used in base materials having
interior temperatures between 23°F (-5°C) and
110°F (43°C) at the time of installation.
Installation of HIT HY-150 in base materials having
i nterio rtem pe ratu res outside this range is beyon d
the scope of this report. The temperature of the
HY-150 adhesive must be between 41°F (5•C) and
95°F (35°C) at the time of installation.
4.14 When anchors are located where the interior
base -material temperature may exceed 110•F
(430C), allowable tension and shear loads in this
report must be adjusted for in-service
temperatures in accordance with Figure 1. The
use of HIT HY-150 in base materials having
interior temperatures exceeding 248°F (120•C)
during their service life is beyond the scope of
this report
4.15 The HIT HY-150 adhesive is manufactured byHilti
GmbH at their facilities in Kaufering, Germany,
with quality control inspection by Underwriters
Laboratories Inc. (AA-668).
This report is subjection to re-examination in two years.
4of10
ER-5193
TABLE 1—APPLICATION DESCRIPTIONS
ADHESIVE ANCHOR
BASE MATERIAL
PRODUCT
INSERT
SPECIFICATION DATA
LOAD DATA
Threaded rod
Tables 3, 4, 5
Tables 6, 7, and 12
Normal -weight concrete
HIT HY-150
Reinforcing bar
Tables 4, 5, 10 and 11
Table 10 and 11
Structural lightweight
concrete
con
HIT HY-150
Threaded and
Tables 3, 4, 5
Table 8
Grouted block masonry
HIT HY-150
Threaded and
Tables 3 and 5
1 Tables 9 and 13
TABLE 2---STEEL SPECIFICATIONS FOR ROD, NUT AND WASHER
ALL THREAD ROD
NUT SPECIFICATION
WASHER SPECIFICATION
Description
Specification
f, (kel)
f, (ksl)
Standard HAS Rod
ASTM A 36
36.0
58.0
ASTM A 563, Grade A
ANSI B18.22.1, Type A, pain
Standard HAS-E Rod
ISO B98, Class 5.8
58.0
72.5
ASTM A 563, Grade DH
ASTM F 436
Super HAS Rod
ASTM A 193 B7
105.0
125.0
ASTM A 563, Grade DH
ASTM F 436
3041316 Stainless
HAS Rod ('I.- -'/.")
ASTM F 593, CW
65.0
100.0
ASTM F 594, AIIoy Group 1
ANSI B18.22.1, Type A, pain
304/316 Stainless
HAS Rod ('/ ' - 1'/ ")
45.0
85.0
For SI: 1 inch = 25.4 mm, 1 psi = 6.894 kPa.
TABLE 3—SPECIFICATIONS FOR INSTALLATION OF THREADED RODS IN CONCRETE USING
HILTI HIT HY-150 ADHESIVE
PROPERTY
THREADED ROD DIAMETER
1. Inch
t 7. Inch
I. Inch
'I, Inch
'I. Inch
1 Inch
Inches
A,,,, = Nominal area of threaded rod (inch')
0.1105
0.1963
0.3068
0.4418
0.6013
0.7854
1 2272
BD = Nominal bit diameter (inches)
'/,.
'/„
"/,a
"/„
"/,.
1'/,.
1'/,
T= Maximum torque (ft. bf?
Embedment s Standard
15
20
50
105
125
165
280
Embedment > Standard
18
30
75
150
175
1235
400
Standard embedment depth (inches)
T/
4'/
5
6'/
For SI: 1 inch = 25A mm, 1 ft.4b. = 1.4 N-m, 1 inch' = 645 mm'.
TABLE 4—REDUCTION FACTORS FOR REDUCED SPACING AND EDGE DISTANCE IN NORMAL -WEIGHT
AND STRUCTURAL LIGHTWEIGHT CONCRETE
SPACING (s) AND EDGE
DISTANCE (c)
TENSION CAPACITY
SHEAR CAPACITY
Tension Reduction Factor
(f„ )
Direction of Load
Shear Reduction Factor (f,)
s-, = 0.25s,.
0.7
Toward edge
0.7
Not toward edge
c-„ = 0.33c.
0.6
Toward edge
0.2
Not toward edge
0.6
TABLE 5—HILTI, INC.'S, RECOMMENDED GEL AND CURE TIMES FOR HILTI HIT HY 150 ADHESIVE
MINIMUM BASE -MATERIAL TEMPERATURE
GELTIME
CURE TIME
23'F
25 minutes
6 hours
32"F
18 minutes
3 hours
41"F
13 minutes
90 minutes
68'F
5 minutes
50 minutes
86`F
4 minutes
40 minutes
104'F
2 minutes
30 minutes
For SI. VC = (t'F - 32)/1.8.
5of10
ER-5193
TABLE 6-,ALLOWABLE TENSION LOADS FOR THREADED RODS INSTALLED IN 2,000 psl
AND 4,000 psi NORMAL -WEIGHT CONCRETE, USING HILTI HY-15D ADHESIVE '•2 'A I
ANCHOR
DIAMETER
(Inches)
EMBEDMENT
DEPTH
(Inches)
CRITICAL
EDGE
DISTANCE,
C
(Inches)
CRITICAL
SPACING,
S
(Inches)
ALLOWABLE
TENSION LOAD
BASED ON BOND OR
CONCRETE CAPACITY
(pounds)
ALLOWABLE TENSION LOAD BASED
ON STEEL STRENGTH (pounds)
f. = 2,000
psi
f, = 4,000
psl
ASTM
A 38
180 898
CIO at 5.8
ASTM
A 183
Grade
B7
A181
3041316
as
1'!,
2'/
3'/,
675
1,185
2,115
2,640
4,555
3,645
3'/,
5'/,
7
1,780
2,540
5'/,
8
10'/,
2,470
2,625
27.
3'/,
41/,
1,145
1,475
3,775
4,700
8,100
6,480
4'/,
6'/,
8'/,
2,555
3,690
6%
9'/2
12'1,
4,035
4,965
`/.
2'/,
3"/,
5
1,520
1,865
5,870
7,340
12,655
10,125
5
7'/,
10
4,120
4,920
77,
11'/4
15
5,645
7,715
'/.
3%
5
6'/,
2,215
3,680
8,455
10,570
18,225
12,390
6%
10
137,
4,365
8,330
10
15
20
8,920
11,380
'/.
3'1,
5'/,
T/,
2,890
4,560
11,510
14,385
24,805
16,865
7'/,
11'/,
15
7,355
10,250
11'/,
17
22%
12,495
15,605
1
0.
6'/4
81/1
3,230
4,560
15,030
18,790
32,400
22,030
8'/4
12'/,
16'/,
7,810
10,910
12%
18%
24%
14,570
18,305
1'/,
6
9
12
4,355
6,565
23,490
29,360
50,620
34,425
12
18
24
14,520
19,475
15
22'/,
30
18,010
25,140
" a: i un:n - CD.4 mm, 4 JQ1 = 4.4D N, "1 PSI = DASU KYa.
'Allowable load shall be the lesser of tabulated bond or concrete and steel values. Load -reduction factors given in Table 4 for reduced edge
distance (c) and anchor spacing (s) shall be applied to values in the bond or concrete capacity column. Linear interpolation may be used for
intermediate spacings, edge distances, embedments and concrete strengths. Load -reduction factors are cumulative for anchors with multiple
anchorspacings or base -material edge distances.
'The tabulated values are for anchors installed in concrete complying with Section 2.2.4 and having the designated compressive strength (f%) or
higher at the time of installation.
'Allowable loads based on bond or concrete strength have been calculated using a safety factor of 4.0.
'Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth.
'When anchors are used to resist short-term loads, allowable loads must be calculated in accordance with Section 2.3.2 of this report.
s Of 10
ER-5193
TABLE 7-ALLOWABLE SHEAR LOADS FOR THREADED RODS INSTALLED IN NORMAL -WEIGHT
CONCRETE USING HILTI HY-150 ADHESIVE (pounds)'•'•"•'
ANCHOR
DIAMETER
(Inches)
EMBEDMENT
DEPTH
(Inches)
CRITICAL
EDGE
DISTANCE,
C„
(Inches)
CRITICAL
SPACING,
S
(Inches)
ALLOWABLE SHEAR
LOAD BASED ON
BOND OR CONCRETE
CAPACITY (pounds)
ALLOWABLE SHEAR LOAD BASED ON
STEEL STRENGTH (pounds)
f, = 2,000
psi
f . = 4,000
psi
ASTM
A 38
190 888
Claus 5.8
ASTM
A 193
Grade
07
A181
3041315
Be
'/.
2'/,
3%
1,010
1,010
1,090
1,360
2,345
1,875
3'/,
5'/,
7
1,675
2,365
5'/,
8
10'1,
3,335
4,715
2'l.
3'1,
4'l,
1,900
1.900
1,935
2,420
4,170
3,335
411,
61!,
81/,
2,540
3,590
6%
9'/,
12'/,
5,060
7,150
'!.
211,
3'`!,
5
2,985
2,985
3,025
3,780
6,520
5,215
5
7'/,
10
3,575
5,060
71/,
11'!,
15
7,125
10,080
3/,
3%
5
6'1,
4,380
4,380
4,355
5,445
9,390
6,385
6%
10
131,
6,095
8,620
10
15
20
12,275
17,360
3'/,
5'/,
7%
5,700
5,700
5,930
7,410
12,780
8,690
11'/,
15
7,885
11,150
11'!,
17
22'/,
15,705
22,215
1
47.
6'/,
8'/,
7,005
7,005
7745
9,680
16,690
11,350
8'/,
12%
16'/,
9,650
13,645
12%
18'!,
24'J4
19,225
27,190
6
9
12
11,790
11,790
12,10
15,125
26,080
17,735
12
18
24
19,510
27,590
15
22'/,
30
28,510
40,315
u a!: r Uturi = [a.q mm, 1 IDT = AAN. 1 psi = i?.mo KF'a.
'AJlowable load shall be the lesser of tabulated bond or concrete and steel values. Load-reduclion factors given in Table 4 for reduced edge
distance (c) and anchor spacing (s) shall be applied tovalues in the concrete capacity column. Linear interpolation may be used for intermediate
spacings, edge distances, embedments and concretestrengths. Load -reduction factors are cumulative for anchors with multiple anchor spacings
or base material edge distances.
'The tabulated values are for anchors installed in concrete complying with Section 2.2A and having the designated compressive strength (f',)
or higher at the time of installation.
'AJlowable loads based on bond or concrete strength have been calculated using a safety factor of 4.0.
'Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth.
'When anchors resist short-term loads, allowable shear loads must be calculated in accordance with Section 2.3.2 of this report
Pagse 7 of 10
ER-5193
ANCHOR
DIAMETER
(Inch)
'/,
f '/
TABLE 8—ALLOWABLE TENSION AND SHEAR VALUES FOR THREADED ROD INSTALLED USING
HILTI HIT HY-150 ADHESIVE IN 3,000 psi STRUCTURAL LIGHTWEIGHT CONCRETE'.""
EMBEDMENT
DEPTH
EDGE DISTANCE,
C„
ANCHOR
SPACING, S„
ALLOWABLE LOADS BASED ON BOND
OR CONCRETE CAPACITY (pounds)
(Inches)
(Inches)
(Inches)
Tension
Shear'
4
31/,
745
1,285
3'/,
s
7
1,000
1,580
2'/,
47,
04
975
2,130
41/,
9'/,
8'/,
1,210
2,910
2'/,
5'/,
5
1,200
2,480
31/,
71/
6'/,
1,760
3,995
For Si: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.89 kPa.
'Load-reduclon factors given in Table 4for reduced edge distance (c) and anchor spacing (s) shall be applied to values in the bond or concrete
capacity column. Linear interpolation may be used for intermediate spacings, edge distances, and embedments. Load -reduction factors are
cumulative for anchors with multiple anchor spacings and/or base material edge distances.
'The tabulated values are for anchors installed in structural lightweight concrete complying with Section 2.2 5 and having the designated
compressive strength (f',) or higher at the time of installation.
'Aiiowableloads based on bond or concrete strength have been calculated using a safety factor of 4.0,
'Concrete INclmess must be equal to or greaterthan 1.5 times the anchor embedment depth.
'When anchors are used to resist short-term loads, allowable loads must be calculated in accordance with Section 2.3.2 of this report
'Allowable shear loads shall be the lesser of adjusted bond/concrete values above and the steel values give in Table 7.
TABLE 9—ALLOWABLE TENSION AND SHEAR VALUES FOR THREADED ROD INSTALLED USING HILTI
HIT HY-150 ADHESIVE IN GROUT -FILLED CONCRETE MASONRY CONSTRUCTION (pounds)'-"-'
PARAMETER VALUES
Anchor diameter (inches) '/'/, ,/
Embedment (inchesy 3'/, 4'/, 5 6%
Minimum anchor spacing, s,,,,, (inches) 7 8'/, 10 137,
Load direction Tension Shear' Tension Shear' Tension Shear' TensionE1,
4-inch edge distance, c,,,,° 1,610 1,610 1,610
Ed distance z 12 inches' 1,240 1,430 1,810 2,995
9e 1,875 3,335 4,495 4,495
For SI: 1 inch = 25.4 mm, 1 Ibf = 4.48 N.
'Anchors are Imited to one per masonry cell.
'Anchors may be installed at any location in the face of The masonry wan (cell, web, head joint, bed joint, etc.).
'Allowable load values are for use in any masonry construction complying with Section 2.2.6 of this report.
'When anchors are used to resist short-term loads, allowable loads must be calculated in accordance with Section 2.3.2 of this report.
'Embedment depth is measured from the outside face of the masonry.
'Edge distances of less than 4 inches arebeyond the scope of this report. Linear interpolation for edge distances between inches and 12 inches
is allowed.
'Allowable shear loads should be the lesser of the adjusted masonry or bond tabulated values and the sllwl values given in Table 7.
'The tabulated allowable loads have been calculated based on safety factor of 5.0. These values maybe increased by 25% (safety factor of 4)
under the UBC only.
'Masonry thickness must be equal to or greater than I.5fimes the anchor embedment depth.
EXCEPTION: The'/,-inch-diameteranchors maybe installed in minimum nominal 8-inch-thick masonry
8of10
ER-5193
TABLE 10--ALLOWABLE TENSION LOADS FOR GRADE 60 REINFORCING BAR INSTALLED USING
HILTI HIT HY-150 ADHESIVE IN NORMAL -WEIGHT CONCRETE (pounds)'•"Age
REBAR
SIZE
DRILL BIT
DIAMETER
(Inches)
EMBEDMENT
DEPTH
(Inches)
CRITICAL EDGE
DISTANCE, c„
(Inches)
CRITICAL
SPACING, s„
(Inches)
ALLOWABLE TENSION LOAD
BASED ON BOND OR
CONCRETE STRENGTH
(pounds)
ALLOWABLE
TENSION
LOAD
BASED ON
STEEL
STRENGTH
(pounds)
r, = 2,000
PSI
r, = 4,000
psl
Grade 60
No.3
'/,
1'/,
2'/,
3
625
960
2,650
31/,
5'/,
7
1,735
2,040
7
10'/,
14
3,900
3,860
2
3
4
1,070
1,500
No.4
5/,
4
6
8
2,375
3,950
4,710
8
12
16
4,510
4,810
21/,
31/,
5
1,405
1,735
No.5
'/,
5
71/,
10
3,115
5,210
7,365
10
15
20
8,085
9,770
3'/,
5'/,
7
2,550
3,200
No.6
/,
7
10'/,
14
5,305
9,120
10,605
14
21
28
12,575
13,515
3'l,
5'l,
7'l,
2,690
3,955
No.7
1
T/,
11'/,
15
6,610
8,570
14,430
13'/,
20
261,
17,655
16,955
No.8
1'/.
4
6
8
3,520
4,525
18,850
8
12
16
8,985
11,330
16
24
32
15,440
22,000
No.9
1'/.
5
7'/,
10
4,190
6,565
23,850
10
15
20
12,180
15,880
18
27
36
25,315
21,345
No.10
11/,
6
9
12
5,820
8,105
29,450
12
18
24
13,180
20,375
20
30
40
29,290
31,540
No.11
1'/,
7
101/,
14
8,010
10,335
35,635
14
21
28
22,910
24,660
20
30
40
29,290
35,260
" m. llu 1 - -,.4 nuu, I -u- _ •f.-m rv, I ps- = D.Ml Kva.
'Load -reduction factors given in Table 4 tit reduced edge distance (c) and anchor spacing (s) shall be applied tDvalues in the band or concrete
capacity column. Linear irderpoiation maybe used for intermediate spacings, edgedistances, embedments, or concrete strengths. Load redaction
factors are cumulative for anchors vwih multiple anchor spacings or base -material edge distances.
'The allowable tension load must be the lesser of the tabulated concrete or bond strength and the allowable steel tension strength. Tabulated
steel tension strengths are for Grade 60 only. For Grade 40 or 50, the allovmble steel strength is computed as the product of the nominal cross -
sectional area of the rebar times the tensile stress described in Section 1926.3.2 of the UBC or Section A3.2 of ACI 318-99 (IBC).
'Allowable loads based an bond or concrete strength have been calculated using a safety factor of 4.0.
'Concrete thickness must be equal to or greater than 1.5 times lheanchor embedment depth.
`Thetabuilated values are for anchors installed in concrete complying with Section 2.2.4 having the designated compressive strength (f,) at tine
of installation -
'When anchors are used to resist short-term loads, allowable tension loads should be calculated in accordance with Section 2.3.2 of this report.
Page 9 of 10
ER-5193
TABLE 11--ALLOWABLE SHEAR LOADS FOR GRADE 60
REINFORCING BAR INSTALLED USING
HILTI HIT HY-150 ADHESIVE IN z 2,000 psi NORMAL -WEIGHT CONCRETE (pounds)"'""
REBAR SIZE
DRILL BIT
EMBEDMENT
CRITICAL
CRITICAL
ALLOWABLE
ALLOWABLE
DIAMETER
DEPTH
EDGE
SPACING, s„
SHEAR LOAD
SHEAR LOAD
(Inches)
(Inches)
DISTANCE, c„
(Inches)
BASED ON
BASED ON
(Inches)
BOND OR
STEEL
CONCRETE
STRENGTH
CAPACITY
GRADE 60
(pounds)
(pounds)
f o z 2,000 psi
ASTM A 615
Grade 60
No.3
'/,
3'/,
5'/,
7
1,560
1,680
No.4
'/,
4
6
8
2,615
3,060
No.5
'/,
5
T/,
10
4,125
4,740
No.6
'/,
7
10%
14
6,200
6,730
No.7
1
7'1,
11'/,
15
8,260
9,180
No.8
1'/,
8
12
16
8,375
12,085
No. 9
1'/,
10
15
20
11,855
15,300
No. 10
1'/
12
18
24
17.430
19,430
For St: 1 inch = 25.4
mm, 1 lbf = 4.45 N,
1 psi = 6.89 kPa.
'load -reduction factors given in Table 3 for reduced edge (c) and anchor spacing (s) shall be applied 10 values in the bond or concrete capacity
cot umn. Linear inferpolabon maybe used forinfermediafe spacings, edge distances, ambed ments, or concrete strengths. Load red uclionfaciors
are cumulative for anchors with multipie anchor spacings or basam aterial edge distances.
'Th a allowabie shear load must be the lesser offhe tabulated bond or concrete strength and the at Iowa blesleel strengih, Tabulated steel shear
strengths are for Grade 60 only. For Grade 40or 50, allowable steel strengths is obtained using the toll owing formula: 0.17 x F, x norninat area.
'Allowable loads based on bond or concrete strength have been calculated using a safety factor of 4D,
'Concrete thick pass must be equal to or greater than 1.5 times the anchor embed men tdepth.
'The tabulated values are for anchors installed in concrete corn plying wilh Section 2.2.4 having the designated compressive strenglh (f _ } of the
time of installation,
'When anchors are used to resist short-term loads, allowable shear loads should be calculated in accordance with Section 2.32 of this report.
TABLE 12—ALLOWABLE TENSION AND SHEAR LOADS FOR SILL PLATES AND OTHER ATTACHMENTS TO
MINIMUM 2,000 psi NORMAL -WEIGHT CONCRETE AT MINIMUM EDGE DISTANCES
AND USING HILTI HY-150 ADHESIVE (pounds)' ""''
ANCHOR
DIAMETER
(Inch)
EMBEDMENT
EDGE DISTANCE
TENSION
SHEAR (pounds)
DEPTH
(Inches)
(pounds)
)
Load Applied
Load Applied
(Inches)
Perpendicular to
Parallel to Edge
Edge
0,
1'/,
1,200
400
1,445
21/,
1,890
775
2,130
5
1 %
1,610
400
1,445
21,
2,550
1,010
2.445
10
11/4
4,680
—
15
1%
8,190
—
—
For A: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 6.89 kPa.
'Loads in this table are forthreaded and complying with Section 2.2.2 and installed in the concrete at the edge distance listed in this table. No
reductions for edge distance are required when anchors are installed with the minimum edge distance specified in the table. Capacity of attached
sill plate or other material I resist loads in this table must comply with the applicable code.
'Edge distances are given in this table. Anchor spacing shall conform to the dimensions given in Tables 6 and 7.
'When anchors are used to resist short-term loads, allomable loads should be calculated in accordance with Section 2.3.2 of this report.
'Allowable loads have been calculaled using a safety factor of 4.0.
'Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth.
'The tabulated values are for anchors inslallod in concrete complying with Section 2 2.4 and having the designated compressive strength (P,) at
the time of installation.
10of10
E R -5193
TABLE 13--ALLOWABLE LOADS FOR SILL PLATES AND OTHER ITEMS ATTACHED TO TOPS OF
GROUT -FILLED MASONRY WALLS AT MINIMUM EDGE DISTANCES AND USING HILTI HY 150 ADHESIVE"'
ANCHOR DEPTHSION
DIAMETER (Inch)
(Inches)(inches)nds)
EMBEDMENlniL-
SHEAR (pounds)
Load Applied
Perpendicular to
Load Applied
Edge
Parallel to Edge
!: 4'!,395
560
1,425
795
1,110
2,085
84 5840
705
1.800
For SI: 1 inch = 25.4 mrn, 1 Ibf = 4.45 N, 1 psi =
6.89 kPa.
035
1,110
3,070
'Loads in this table are tar threaded rod complying with Section 2.2.2 installed In 1he masonry at the edge distanca listed in this IaNe. No
reduciionstor edge disianceare required when anchors areinstalled with the minimum edge distance specified in the fable. Capacity rA atf ached
sill plate orother rnatenaj to resist toads in this table must comply with the applicable code
'Edge distances are given in this table- Anchor spacing shall conform to the dimensions given in Table 9.
'When anchors are used to resist short -tarn loads, allowable loads should be calculated in accordance with Section 2.3 2 of this report.
'Masonry thickness must be equal to or greater than 1.511mes the embedment depth.
'The tabulated values are for anchors installed in any masonry complying with Section 2.2.6 of this report.
110 I
100
0
90
80
J
70
a
60
l
50
a
a
o
0
30
j
20
CL
10
I
0
0
I __
For SI: t'C = (t'F - 32)l1.8.
(100°F, 100%)
For base material ternperatttres greater
Char: 100� -- %allowable = 13� — 0. (T)
(212-F, 64%)
40 80 120 160
Temperature (°F)
200 240
FIGURE 1-4NFLUENCE OF BASE -MATERIAL TEMPERATURE ON THE TENSION OR SHEAR BOND CAPACITY
OF THE HILTI HY-150 ADHESIVE ANCHOR FOR INSTALLATIONS IN BASE MATERIAL AT 23°F OR GREATER
--� 399 E R -4144
ES REPORT"m r
xor Reissued January 1, 2003
ICBO Evaluation Service, Inc. 5360 Workma.rt Mill Road, Whittier -California 90601 • www.icboes.org
Filing Category: ROOF, WALL AND FLOOR PANELS -Wood
ET & F PNEUMATIC FASTENERS
ET & F FASTENING SYSTEMS, INC.
29019 SOLON ROAD
SOLON, OHIO 44139
1.0 SUBJECT
ET & F Pneumatic Fasteners.
2.0 DESCRIPTION
2.1 General:
This evaluation report recognizes horizontal diaphragms
and shear walls consisting of plywood attached to steel
framing with ET & F pneumatic fasteners. The fasteners are
also recognized forthe attachment of wood and plywood to
steel framing members. The fasteners are manufactured
from AISI 1060 or AISI 1566 steel that is heat treated to a
hardness Re of 52 to 54. The fasteners have a smooth,
knurled or step-down shank and are either electrozinc
plated with a chromate finish, mechanical zinc -plated, or
coated with an Aericote 1000Tm polymer finish. They are
produced with part numbers 190,144, and 100 [0.190-inch,
0.140-inch and 0.100-inch (4.83, 3.55, and 2.54 mm)
diameters] which have % inch-, '/16 inch- and '/; inch -
diameter (9.5, 7.9 and 6.4 mm) heads. The 0.100-inch-
diameter (2.54 mm) fasteners are produced with either a
'/,,-inch (7.9 mm) head (designation AGS) or '14-inch (6.4
mm) head (designation AKN). Steel framing members
noted as gages in this report refer to the following base
metal thicknesses:
No. 14 gage: 0.071 inch (1.80 mm)
No. 16 gage: 0.0553 inch (1.40 mm)
No 18 gage: 0.0428 inch (1.09 mm)
No. 20 gage: 0.0333 inch (0.84 mm)
No. 22 gage: 0.0275 inch (0.70 mm)
2.2 Plywood Deck Diaphragms:
ET & F pneumatic fasteners are permitted to be used to
fasten code -complying plywood decks to steel framing
members. Allowable shear for plywood diaphragms
attached with the 0. 1 44-in ch-d ia meter (3.66 mm) fasteners
is shown in Table 1. Allowable shear for plywood
diaphragms attached with 0.100anch-diameter (2.54 mm)
fasteners is indicated in Tables 12 and 13. Panels noted in
Tables 1, 12 and 13 must be capable of supporting vertical
loads based on the panel span ratings indicated in Table
23-II-E-1 of the 1997 Uniform Building Code'"' (UBC). If
diaphragm blocking is required, it must be provided as
indicated in the code. The maximum diaphragm span -to -
width ratio is 4:1.
Diaphragm deflections must be computed using the
equation in Section 23.222 of UBC Standard 23-2. For
determination of en in that equation, see Table 14.
2.3 Plywood Deck Horizontal Diaphragms with Steel
Ledgers and Wood Framing:
For horizontal diaphragms consisting of plywood sheathing,
wood framing and steeldiaphragm boundary members, the
ET& F minimum 0.144-inch-diameter fasteners, described
in Section 2.1, are permitted to be used to fasten the
plywood to the steel ledgers and other steel roof members
of the diaphragm. The plywood shall have a minimum
thickness offs/32 inch (11.9 mm) and be attached to the
wood framing members with 10d common nails. The steel
members must be minimum No. 14 gage [0.071 inch (1.80
mm) base -metal thickness] steel.
The diaphragm design, including fastener spacing and
diaphragm capacity, shall be based on UBC Table 23-II-H
but with the ET & F fasteners attaching the plywood to the
steel members substituted at diaphragm perimeters for the
10d common nails. Where required, diaphragm blocking
must be provided as indicated in the code. The maximum
diaphragm span -to -width ratio is 4:1.
Diaphragm deflection must be computed by using the
equation in Section 23.222 of UBC Standard 23-2 and a
nail slip factor (en) of 0.034 for the 10d common nails and
ET & F fasteners.
2.4 Plywood Shear Walls:
ET & F fasteners are permitted to be used to fasten
plywood panels to steel framing members. The allowable
shear and pertinent construction requirements are
indicated in Table 2 and Tables 8 through 11. The
maximum shear wall height -to -width ratio is 3'/2:1. Shear
wall deflections must be computed using the equation in
Section 23.223 of UBC Standard 23-2. For determination
of ea in that equation, see Table 14.
2.5 Wood and Plywood Attached to Steel: ET & F
fasteners are also permitted to be used to fasten wood and
plywood to steel framing members. Fastener information,
attachment dimensions, required penetrations, and
allowable loads are set forth in Tables 3 through 7.
2.6 Identification:
The fasteners are identified by the ET & F Fastening
Systems, Inc., name, evaluation report number (ICBO ES
ER-4144), lot number and catalog number on the cartons,
and the following symbol on the head of each fastener:
]INFI 111T$" are not to be construed as representng aesthetics or any niher attributes not spec�rically addressed, nor are they m be construed as
an endorsement of the subject of the report or a recommendation for of use. There is no warranty by lClIO Evaluation Service, Inc, express or implied,
as in any finding or other matter in this report, or as to any product covered by the report.
uopyngnt ® 2003
M
Page 1 of 6
Page 2 of 6
ER-4144
3.0 EVIDENCE SUBMITTED
Reports of full-scale horizontal diaphragm and shear wall
load tests, small-scale fastener tests, descriptive details
and structural calculations.
4.0 FINDINGS
That the ET & F Pneumatic Fasteners described in this
report comply with the 1997 Uniform Building Codq-,
subject to the following conditions:
4.2 Individual fastener attachment allowable values
set forth in Tables 3 through 7 exceed the design
loads.
4.3 Limitations based on deflections of horizontal
diaphragms and shear walls must be considered
in design.
4.4 Shear walls are limited to use to resist wind
forces.
4.1 The allowable shear values for the plywood This report is subject to re-examination in two years.
horizontal diaphragms and plywood shear walls
noted in Tables 1, 2, and 8 through 13 exceed the
design loads.
TABLE 1—ALLOWABLE SHEAR VALUES IN POUNDS PER FOOT FOR HORIZONTAL PLYWOOD DIAPHRAGMS
WITH STEEL FRAMING AND ET&F 0.1441NCH-DIAMETER FASTENERS1.2,7,6
PANEL
MINIMUM PANEL FRAMING WIDTHS
THICKNESS (inches) (inches)
BLOCKED DIAPHRAGMS —FASTENER SPACINGS
UNBLOCKED DIAPHRAGMSSA
6
4
2112
2
Case
2-6
6
6
4
3
STRUCTURALI
3/8
11/2
2 /2
315
355
420
470
630
710
840
945
280
315
210
235
265
295
Is
/32
1t /2
21/2
395
445
525
590
790
890
1,055
1,185
350
395
RATED SHEATHING
3
/8
1t/2
21/2
285
320
380
425
565
635
755
845
250
285
190
210
15
/32
11/2
21/2
355
400
475
535
710
800
905
905
315
355
235
265
19/32
1 �/2
2 /2
385
435
515
580
775
870
970
970
345
385
260
290
23/32
1 i/2
2 /2
385
J 435
515
580
775
870
1,030
1,160
345
385
260
290
23/324
1 1/2
2 /2
400
450
530
600
800
895
1,065
1,195
355
400
265
300
For SI: 1 inch = 25.4 mm, 1 lbf/ft = 14.6 N/m.
[These values are for short -time loads due to wind or earthquake and must be reduced 25 percent for normal loading.
2The pin must be Iong enough to penetrate through the thickness of the support a minimum of 114 inch.
3All framing is minimum No. 14 gage steel, except as noted in Footnote 4.
4Thesc values are For diaphragms with minimum No. 11 gage framing.
5For fastener sparing and case description we UBC Table 23-II-H.
6Maximum fastener spacing at 6 inches on center.
Spacing of fasteners along intermediate framing members is 12 inches on center.
sThe minimum panel edge distance is 3/8 inch.
OR
Page 3 of 6
ER-4144
TABLE 2—ALLOWABLE SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR PLYWOOD SHEAR WALLS
WITH STEEL FRAMING AND ET&F 0.144-INCH-DIAMETER FASTENERS1,2,3,4,5
MINIMUM PANEL
THICKNESS
FRAMING SPACING
PANEL
Inches
(Inches on center)
-- —
24
3/R6
31s
16
7/m
24
APA STRUCTURAL 1
16
15131
16 or 24
1/2
16 or 24
3/R6
24
318
16
APA-RATED SHEATHING
7/i6
�/16
24
AND SIDING
15132
16
16 or 24
tl±
16 or 24
91r
16 or 24
For SI: I inch = 25.4 mm, I Ibf/ft
= 14.6 N/m.
FASTENER SPACING (Inches on center)
6
4
3
2
230
345
460
585
280
420
560
715
300
445
595
760
330
490
655
835
350
525
705
895
375
560
745
950
205
310
415
525
250
380
505
645
270
400
535
685
295
440
590
750
315
475
630
905
335
505
670
855
345
515
690
875
IThese values are for short -time loads due to wind and must be reduced 25 percent for normal loading.
2The pin must be long enough to penetrate through the thickness of the support a minimum of I/4 inch.
3Steel flaming must be minimum No. 14 gage with minimum flange width of 1 I/2 inches
4Spacing of fasteners along intermediate framing members is 12 inches on center.
5The minimum panel edge distance is 3/8 inch.
6Spacing of these fasteners along intermediate framing members is 6 inches on center.
TABLE 3—ALLOWABLE LATERAL VALUES IN POUNDS PER FASTENER DUE TO WIND OR SEISMIC LOADS
FOR WOOD1 OR PLYWOOD SHEATHING2.4 ATTACHED TO STEEL FRAMING WITH ETBF FASTENERS3
CATALOG
NUMBER
SHANK TYPE
SHANK
DIAMETER
MINIMUM
STEEL
THICKNESS
MINIMUM THICKNESS OF LUMBER AND/OR STRUCTURAL PANELS
3/a"
7/16'
IN,.
19/32'
2313f
—
V
Iris"
AKN
Knurled
0.144
14 gage
155
185
195
215
215
_
215
215
ASM
Smooth
0144
11 gage
155
185
195
215
220
220
220
ASM
Smooth
0.144
3116"
155
185
195
215
220
240
240
ASM
Smooth
0.144
1le"
155
185
195
215
220
245
245
ASD
Step Down
0.190
3116"
260
330
375
390
390
For SI: 1 inch = 25.4 mm, I lbf/ft = 14.6 N/m.
I Wood must have specific gravity of 0.51 or greater.
2Plywood sheathing must be Structural I -rated sheathing; for rated sheathing values must be reduced 10 percent.
L 3These values are for loads due to wind or earthquake and must be reduced by 25 percent for other applications.
W 4Minimum panel edge distance is 3/8 inch.
TABLE 4—ALLOWABLE LATERAL VALUES IN POUNDS PER FASTENER DUE TO WIND OR SEISMIC LOADS
FOR WOODI OR PLYWOOD SHEATHING2.4 ATTACHED TO STEEL FRAMING WITH ETBF FASTENERS3
CATALOG
NUMBER
SHANK TYPE
SHANK
DIAMETER
MINIMUM
STEEL
THICKNESS
MINIMUM THICKNESS OF LUMBER AND/OR STRUCTURAL PANELS
3/e"
7/1E'
15/3f
19/3f
23132"
I"
AKN
Knurled
0.144
14 gage
110
130
135
175
185
185
185
ASM
Smooth
0.144
11 gage
110
130
135
175
185
190
190
ASM
Smooth
0.144
31,e,
110
130
135
175
185
190
195
ASD
Step Down
0.190
3/16-
--
—
180
230
280
320
320
For SI: 1 inch = 25.4 mm, I Ibf = 4.45 N.
'Values in this table are limited to lumber with specific gravity in the range of 0.42 and 0.50.
2Plywood sheathing must he StructuralI-sheathing; for rated sheathing values must be reduced 10 percent.
3These values are for loads due to wind or earthquake and must be reduced by 25 percent for other applications.
4Minimum panel edge distance is 3/8 inch.
V
kPage 4 of 6
ER-4144
TABLE 5—ALLOWABLE WITHDRAWAL VALUES IN POUNDS PER FASTENER DUE TO WIND OR SEISMIC LOADS1
CATALOG
NUMBER
1
SHANKTYPE
SHANK
DIAMETER
MINIMUM
STEEL
THICKNESS
MINIMUM THICKNESS OF LUMBEIie ANOx7R STRUCTURAL PARE r
3/e"
7/1e"
151az"
19/""
23/3i,
1t/s^
tt/z^
2/ 4
.t2 x 4
AKN
Knurled
0.1443
14 gage
55
85
90
95
100
120
—
ASM
ASD
ASD
ASD
Smooth
Step Down
Step Down
Step Down
0.1443
0.1904
0.1904
0.1905
11 gage
14 gage
11 gage
31,e,
55
—
—
—
85
—
—
—
90
—
—
—
95
100
—
—
—
120
140
195
230
140
195
250
140 140
195 195
285 310
ror Ar: 1 men = L3.4 mm, 1 101 = 4.45 N.
'These values are for loads due to wind or earthquake and must be reduced by 25 percent for other applications.
2Values are for Structural I panels; for rated sheathing panels, reduce loads 10 percent.
3Fastcner loads are governed by the lumber and/or panel thickness.
417astener loads are governed by the metal framing thickness.
5Fasiener leads are governed by the lumber and/or panel thickness.
6Specific gravily of lumber must be greater than 0-51,
7Minimum panel edge distance is 3/6 inch,
TABLE 6—ALLOWABLE WITHDRAWAL VALUES FOR STRUCTURAL I PLYWOOD ATTACHED TO STEEL FRAMING
IN POUNDS PER FASTENER DUE TO WIND OR SEISMIC LOADSm.2,3
- FASTENER j MINIMUM THICKNESS OF STRUCTURAL PANEL Itnehss)
Catalogue Number Shank SShank Diamatar MINIMUM STEEL
TYPa — (Inchheses))FRAMING THICKNESS 3/e T/tg
15/32
16 ga 70 90
95
AKN or AGS Knurled 0.100 18 ga 65 65
65
20 ga 35 35
35
22 ga 20 20
20
For SI: I inch = 25.4 mm, I lbf = 4.45 N.
'Values arc For loads imposed by wind or earthquake and must be reduced by 25 percent for normal loading.
217or rated sheathing panels, loads must be reduced by 10 percent.
3The minimum panel edge distance is 3/s inch.
TABLE 7—ALLOWABLE LATERAL VALUES IN POUNDS PER FASTENER FOR STRUCTURAL I PLYWOOD
ATTACHED TO STEEL FRAMING1,2,3
FASTENER MINIMUM THICKNESS OF STRUCTURAL PANELS {inch)
Shank Diameter MINIMUM STEEL
Catalogue Number Typo (Inches) FRAMING THICKNESS 3/e r/ta Its/ 32 1/2
19132
16 ga 110 130 135 145
165
AKN or AGS Knurled 0.100 18 ga 110 130 135 (35
135
20 ga 100 100 100 100
100
22 ga 85 85 85 85
85
For S1: 1 inch = 25.4 mm, 1 Ibf = 4.45 N.
1 Values must be reduced 10 percent for rated sheathing.
2Values are for loads imposed by wind or earthquake and must be reduced by 25 percent for normal loading.
3The minimum panel edge distance is 3/8 inch.
TABLE 8—ALLOWABLE SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR PLYWOOD SHEAR WALLS WITH
MINIMUM NO. 16 GAGE STEEL FRAMING AND ET$F AKN OR AGS 0.100-INCH-DIAMETER FASTENERSI,2,3,4
MINIMUM PANEL FRAMING SPACING _ FASTENER SPACING {Inches on caner)
— PANEL THICKNESS (inch) (inches on center) 6 4 3
2
?!x5 24 160 240 320
314
405
16 195 290 390
�/165
495
STRUCTURAL I 24 205 310 415
7/16 16
530
230 340 455
1s/32 16 or 24 1 240 365 485
580
615
112 16 or 24 260 390 515
660
3185 24 145 215 285
318
365
16 175 265 350
RATED SHEATHING 7/le 24 185 280 375
445
475
AND SIDING 7/IS 16 205 310 410
t-5/32 16 24
525
or 220 325 435
1/2 16
555
or 24 235 350 465
9132 16 or 24 265 400 535
595
680
For SI: 1 inch = 25.4 mm, 1 lbf/fl = 14.6 N/m.
'Values are for loads imposed by wind and must be reduced 25 percent for normal loading.
2The pin must be long enough to penetrate through the metal framing a minimum of 1/4 inch.
3The minimum panel edge distance is 3/s inch.
°Spacing of fasteners along intermediate flaming members is 12 inches on center except as noted.
5Spacing of fasteners along intermediate framing members is 6 inches on center.
&IM
Page 5 of 6
ER-4144
TABLE 9—ALLOWABLE SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR PLYWOOD SHEAR WALLS WITH
MINIMUM NO. 18 GAGE STEEL FRAMING AND ETBF AKN OR AGS 0.100-INCH-DIAMETER FASTENERS1.2 3.4
MINIMUM PANEL
PANEL THICKNESS (Inch)
FASTENER SPACING (Inches on center)
FRAMING SPACING
(Inches on center) 6 1 4 3 2
y5
24
160
240
320
405
'IK .
{
16
195
290
390
495
1 STRUCTURAL 1
7/165
24
205
310
415
530
T/16
IS/32
16
230
340
455
580
16 or 24
235
355
475
605
145
3/85
24
215
285
365
RATED SHEATHING
3/8
71165
16
24
175
185
265
280
350
445
AND SIDING
7116
16
205
310
375
475
15/12
16 or 24
215
320
410
425
525
1 545
For Si: 1 inch = 25.4 mm, 1 Ibf/ft = 14.6 N/m.
I Values are for loads imposed by wind and must be reduced 25 percent for normal loading.
2The pin must be long enough to penetrate through the metal framing a minimum of 1/4 inch.
3The minimum panel edge distance is 3/8 inch.
4Spacing of fasteners along intermediate framing members is 12 inches on center except as noted.
5Spacing of fasteners along intermediate framing members is 6 inches on center.
TABLE 10—ALLOWABLE SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR PLYWOOD SHEAR WALLS WITH
MINIMUM NO. 20 GAGE STEEL FRAMING AND ETBF AKN OR AGS 0.1004NCH-DIAMETER FASTENERS1.2.3.4
PANEL
MINIMUM PANEL
THICKNESS Inch
FASTENER SPACING (Inches on center)
FRAMING SPACING 6 4 3 2
(inches on center)
3135
24 145
220
290
370
STRUCTURAL I
31a
Tt145
16 180
24 160
265
245
355
455
7116
16 180
265
325
355
415
455
24 130
3185
195
265
335
RATED SHEATHING
-N
16 160
240
320
410
AND SIDING
�1165
7116
24 145
1 16 160
220
1240
290
1320
370
410
For SI: 1 inch = 25.4 mm, 1 Ibf/ft = 14.6 N/m.
I Values are for loads imposed by wind and must be reduced 25 percent for normal loading.
2The pin must be long enough to penetrate through the metal framing a minimum of 1/4 inch.
3The minimum panel edge distance is 3/8 inch.
4Spacing of fasteners along intermediate framing members is 12 inches on center except as noted.
5Spacing of fasteners along intermediate framing members is 6 inches on center.
TABLE 11—ALLOWABLE SHEAR VALUES FOR WIND FORCES IN POUNDS PER FOOT FOR PLYWOOD SHEAR WALLS WITH
MINIMUM NO. 22 GAGE STEEL FRAMING AND ETBF AKN OR AGS 0.1004NCH-DIAMETER FASTENERSI.2,3.4
MINIMUM PANEL
FRAMING SPACINGFASTENER
SPACING (Inches on center)
a
4
3
2
PANEL
THICKNESS (inch)
(inches on center)
3185
24
125
185
245
315
STRUCTURAL i
31s
�1165
16
24
150
225
300
380
7/1.6
135
205
270
345
16
150
225
300
380
3x•1
24
110
165
220
280
RATED SHEATHING Is
16
135
200
270
345
AND SIDING
24
120
185
245
310
'11r.
16
135
200
270
345
For SI: 1 inch = 25.4 mm, 1 Ibf/ft = 14.6 N/m.
(Values are for loads imposed by wind and must be reduced 25 percent for normal loading.
2The pin must be long enough to penetrate through the metal framing a minimum of 1/4 inch.
3The minimum panel edge distance is 3/8 inch.
4Spacing of fasteners along intermediate flaming members is 12 inches on center except as noted.
5Spacing of fasteners along intermediate framing members is 6 inches on center.
V
Page 6 of 6
ER-4144
TABLE 12—ALLOWABLE SHEAR VALUES IN POUNDS PER FOOT FOR HORIZONTAL PLYWOOD DIAPHRAGMS
WITH NO. 16 GAGE OR NO. 18 GAGE STEEL FRAMING AND ET&F AKN OR AGS 0.1004NCH-DIAMETER FASTENERS1,2,3
BLOCKED DIAPHRAGMS FASTENER SPACING4,5
UNBLOCKED DIAPHRAGM84 5
MINIMUM PANEL
6
4
n
2
PANEL _ THICKNESS (inch)
FRAMING WIDTH (inches)
6
6
4
1 3
Casa 1
Case 2-6
3/ s
1t/2
220
290
440
585
195
145
2t/2
245
330
490
655
220
165
7/16
1 /2
2 /2
255
340
515
685
230
170
290
385
575
770
255
190
STRUCTURAL I
ts/
32
It/z
21/2
265
355
535
710
235
180
300
400
600
800
265
200
15/ 6
32
11/2
270
365
545
725
240
180
21/2
305
410
610
815
270
205
19/326
I1/z
335
445
670
890
295
225
21/2
375
500
750
1000
335
250
3/ a
11 /2
21/2
195
265
395
525
1 55
130
220
295
445
590
195
150
/16
I1/2
21/2
230
310
460
615
205
155
260
345
520
690
230
175
RATED SHEATHING
15/32
11/2
2 /2
240
320
480
640
215
160
270
360
540
720
240
180
15/326
It/2
245
325
490
655
220
165
2 /2
275
365
550
735
245
185
19/326
1122 300
2 /2 340
400
600
800
265
200
1
450
675
900
300
225
for SI: 1 inch = 25.4 mm, I Ibf/ft = 14.6 N/m.
'Values are Far loads imposed by wind or earthquake and must be reduced 25 percent for normal loading.
2The pin must be long enough to penetrate through the metal framing a minimum Of 1/q inch.
3The minimum panel edge distance is 3/8 inch.
4For fastener spacing and case description see UBC Table 23-II-H.
SSpacing of fasteners along intermediate framing members is 12 inches on center.
aT'o obtain the allowable shear values for these thicknesses requires a minimum No. 16 gage framing member.
TABLE 13—ALLOWABLE SHEAR VALUES IN POUNDS PER FOOT FOR HORIZONTAL PLYWOOD DIAPHRAGMS WITH MINIMUM NO. 22 OR
22 GAGE STEEL FRAMING AND ET & F AKN OR AGS 0,100-INCH-DIAMETER PINS1.2.3,6
Mt111MUM
PANEL
THICKNES
,Structural 1
3/8
Rated
3/
Sheathing
s
"
FRAMING
BLOCKED
DIAPHRAGM FASTENER
SPACING
UNBLOCKED4
UNBLOCK
Width
6
4
212
2
6
6
4
3
Gage
(inches)
Cass 1
Cases 2.6
22
1 1/2
165
225
335
445
150
110
21/2
190
250
375
500
165
125
20
11 /2
200
270
400
535
180
135
21/2
225
300
450
600
200
150
22
11 /2
150
200
300
400
135
100
21/2
170
225
340
450
150
115
20
i /2
180
240
360
480
160
120
21/2
205
270
405
540
180
135
For SI: I inch = 25.4 mm, I Ibf/ft = 14.6 N/m.
'Values are for short -duration loads due to wind or earthquake, and must be reduced 25 percent for normal duration loading.
2The pin must be long enough to penetrate through the metal framing a minimum of 1/4 inch.
3The minimum panel edge distance is 3/x inch.
4For fastener spacing and case descriptions, see UBC Table 23-11-H.
5Spacing Of fasteners along intermediate framing members is 12 inches on center.
r'Shcar capacities in this sable are limited by steel thickness. Use of thicker panels does not increase the allowable shear values.
TABLE 14—K VALUES FOR an, DETERMINATIONI,2
OF STUD STUD THICKNESS (inch) MAXIMUM LOAD (pounds per fastener)3A
145 0.0710 215
16 0.0553 165
18 0.0428 135
20 0.0333
22 0.0275
100
85
730
525
430
310
203
For SI: I inch = 25.4 mm, I Ibf = 4.45 N.
1K values for use in formula:
rLoad per fastener
�1
e li h For application ofe„ see Sections 23,222 and 23.223 of UBC Standard 23-2.
2AII values arc based on 0.100-inch-dism eter fastener except as noted for No. 14 gage stud.
3Maximum loads per fastener must not be exceeded. Lower loads may be used uith the K values noted above.
4Faslener loads already include short term Ioad increases. Values for fastener are determined from tables in this report by dividing the loads per foot by fastener spacing.
5K value for No. 14 gage stud is valid only i rET&F 0.I44-inch-diameter Fasteners are used. No K value for this gage is available for the 0.100-inch-diameter fasteners.
BARRY LEVIN & ASSOCIATES, Inc.
STRUCTURAL ENGINEERS
mWilwem Atlanta • Los Angeles • New York • Chicago
3822 Campus Drive • Suite 211 • Newport Beach, California 92660
Phone 949.833.3970 • Fax 949.833.3837 • www.BarryLevin.com
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AGENTS WEST
AL I LIED A, 5 EMT
LIALITYm EAUY48-INSTALL ELECTRICAL
METALLIC TUBING -
MANUFACTURED FOR
LONG LIFE
Allied EMT is precision manufactured
from the highest grade mild strip steel
for exceptional durability and long-
lastJng life.
,flied EMT is hot galvanized using
Allied's Patented in -line Fla-Cbatg
process. This process combines zing,
chromate, and a clear organic
polymer top -coat to form a triple
layer of protection against corrosion
and abrasion.
Allied EMT provides radiation
protection and magnetie shielding,
while its uniform wail thickness
provides resistance to physical
damage from impact or crushing.
INSTALLS QUICKLY
AND EASILY
Allied EMTs quality steel combines
damage resistant strength with
ductility to provide easy bending,
cutting and Joining to prevent waste
of time and material. it resists
llattening, kinking orsplitting,
resutting in faster and easier
installations,
Allied EMT provides smooth
Pulling. The Interior wall of Allied
EMT is protected With a specially
formulated corrosion resistant
lubricating coating for easier fishing
and wim-pulling. No need to worry
about damage tv the conduit system
ever, when pulling through multiple
9017 bends,
FULL CODES AND
STANDARDS COMPLIANCE
Allied EMT is U_L listed and
recognized by the National Electrical
Code, It meets Underwriters
Laboratories' Standards for EMT, U,L.
797. Allied EMT is also manufactured
to meet the requirements of ANSI
C80.3 and Federal Specifications.
Federal Specifications now use U_L
797 in lieu of MC 5s3, Recogn:zed
as an equipment grounding
conductor (NEC Article 250-91b),
Installation of EMT shall be in
accordance with the National
Electrical Code and U.L General
Information Card #FJMX_
Master bundles conform to NEMA
standard RN2-1987,
SPECIFICATION DATA
To specify Allied EMT, include the
following: Electrical Metallic Tubing
shall be eqqual to that manufactured
by Allled Tubs & Conduit
Corporation. EMT shall be hot
galvanized steel 0.0. with an organic
corrosion resistant I.D. coating and
shall be Produced in accordance with
U. L Safety Standard 4797 and ANSI
Ca0.3 and shalt be listed by a
nationally recognized testing
laboratory with fallow -up service.
Where Kwik-Ft 9lid-r Is used it Shall
also meet U.L. Safety Standard #514-
B, It is npted that these U.L.
standards have been adopted by the
federal government and separate
military specifeatlorts no longer exist.
KWIK-FIT EMT- A NEW
INNOVATION FROM THE
CONDUIT LEADER
Allied's Kwik-Fit EMT has an integral
steel set -screw coupling formed on
one end of each length of EMT.
Specifying U.L. listed Kwik-Ft EMT
ensures an all steel system -both
c4anduit and coupling -far excellent
strength and ground return, as well as
economy. Contact Allied for detailed
specifications on Kwik-Fit EMT.
Available in 21h"-4" sizes.
continuous raceways
for fast wire.
WEIGHTS AND DIMENSIONS
FOR ELEC
T RICAL METALLIC
TU131NO
Trade
Site,
AAPro,L WL Hon'llrtat
per 11 tt outside
Nominal
Wall
Length of
Finished
Quantity
etuarhttty
Approx. WI.
Volume
Inches
(30Sm) Dfat
Thickness
Conduits
In Primary
Blmdle
In Master
I Bundle
of Molter
Bundle
of Master
Bundle
lb, kg irk. mm
in. mm
ft. m
fl. M
It. m
lb. kg
cu ft. cum
'12
29 - 13,15 0,706 17.9
0.042 1.067
1 10 3.05
100 * 30.48
7000 2134
2037 924
28.7 0.81
'/�
45 20,41 0.922 23,4
0.049 1.2451
10 3.05
100 30.48
5000 1524
2176 987
35.6 1.01
65 29.48, 1.163 29,5
0,057 1.448
10 3,p5
60 -'15.24
3000 914
1905 864
33,7 0.95
1 V.
96 43,55 1.510 38.4
0.065 1.651
70 3.05
50 1'5.24
2000 610
1894 859
350 099
t1fr
111 50.35 1.740 442
0.065 1.651
10 3.05
50 15.24
1500 457
1592 767
f 34.2 0.97
2
141 63.95J 2.197 55.8
0.085 1,651
10 3,05
- -
1200 366
1693 T613
46.7 1.32
- 21,A
215 9742 2.875 73.0
0.072 1.829
10 3.05
-
610 186
1412 6411
41.5 1,18
3
260 117.94 3.500 88.9
0.072 .1,829
10 3.05
- -
610 155
1429 W
48.9 1.38
325 147.42 4.000 101.fi
0.083 2,108
10 3.05
- -
370 113
1248 566
48.5 1.38
4
M 1-7-6.901 4.500 114-3 1
O.083 2,108
10 3,05
-
300 91
1134 514
48.3 1.37
'outside Clarneter
[olerancas- +/- 445 in {
1
' ..
r tra a s zes da Size
h (;W��
.010 in, (,25mm) for trope Sizo 2Y5", +7- ,OT5 in. (.38mm) for trade size 3".
+I- n20 in- 151 mm i for trade sizes 3'h" and 4",
= Lersgth tolerances }/-25" =6 35mrny.� TUBE d CONDuff
�j ��CS t ELECTRICAL_
161 rn S" "11109 AV"-
CAllied Tune & Conduit 1/92 Printed in the U.S.A. ATC-L-1127-3 HIM, INWIO CO42G
Grihsireli�nP..
TOTAL P
r� L17A' &7J IA LIGJ'fr/IVG-
FEATURES & SPECIFICATIONS
INTENDED USE
Irn"dad for use in reiail scores, warehouses and manufacturing applica-
bans wharf high lumen package In a compact fixture is raquired-
ATTRIBUT'ES
Product is specifically, designed for operation with TSHC lamps.
CONS9TRUCnON
Channel and louvers are formed from cold -rolled, 20-gauge steer, No as-
bestos is used in this product.
End caps inclvdo knockouts for through wiring and ftxtura atuchmsnt in
row mounting applications. Compact sockets feature rotating collars and
enclosed zontacts.
Designed for simple servicing, f--uvcr assembly hinges remain attached
and hinge dawn providing easy a.:cssa into rho optical system,
FIMISH
High -gloss, baked white enamel finish. Five -stage Iron -phosphate pretreat -
men[ ensures superior paint adhesion and rust resistance,
OPTICAL SYSTEM
The Narrow Distribudon (Np) incluries a Miro4T"' parabull a rat ecIar system
to provide high vortical and good horizontal Illumination for aisle or rack
lighting. The Wida Distribution JWIJ is ideal for goneral area lighting at
higher mounting heighls or whore widespread distribution Is preferred,
Both distribu0one are avellab)a with white stralght blade louver for adds-
Tinnal shielding and brightness control. Uptight component sAans telling
appearance to reduce the 'cavern effect'.
ELECTRICAL SYSTEM
Thermally prate cted, resWng, Class P, HPF, At sound rated electronic baI.
last AWM TFM or THHN wiry used throughout rated tar requlred tempera-
tures. All ballasts ate available for u3e in standard ambient tamparatures.
Con sultIactary torofevatea ambianttemperawra applicationa
INSTALLATION
A variety or mounting arrangements is availabe including tong hangers,
aircraft cables and stems. Suitable for mounting in continuous rnw or indl.
tridual mounting. End caps include knockouts forthroug'hwiring and fixture
"Zia chmont In raw moun6np applications.
LISTING
UL listed. CSA optional-, (consultfactoryl
WARRANTY
Guaranteed for one year against mechanical defects In manufacturing.
ORDERING INFORMATION
7�1sSN6
Series
MSSHB T3 low profile
direct/
indirect
MSSHBST TS low -profile
solid top'
For tandem double -
length unit, add prefix T.
Exam 1 1 TMS911
3
Catalog hlurnbpr
TMS.Sp� 3 S y-I'SNo SBL NO P '71
Note
/7'� /1Z +CN.0 .0C rL Trpa T
L�PPyf I
k J•
T5 Fluoreseent!High Bay - Lnuver
MS5HPI'
4' or 8' Lengths
2, 3 Lamps
.I
Speaifcations
Length: 46.1/1fi (117al
82-1/8' (2340) D
Width: 8.3/4' (248)
(1081
��1la s q W
All dimensions ors inches (mirlimerersl- Sf
Spacificarlons sub/ear to chaneo without
notice,
Exempla: TMS5HB 3 SMHO'iSBL NO MVDLT GESIDI'Sl
SBL
LartroL
Configuration
Distribution Voltages
Z9T5 Zew Ts (46-)
SBL Wn to straight
NO Narrow MVDLTt
54TSHo 54W TSHO 146")
blade lower
WO Wide 947
assembly
4904
Number of lamps
Accessorlasi
OHtinns
1/3 One 3-lamp ballast'
'1/4 One 4-lamp ballast)
GEBIOPS Electronic prograrA
rapid start balkist
<10% THU
GLR Internal lest -blow
Pe' B
2'3
Order asseperatecatalognumber.
fuse
MSHBAC_
Not included
Adjustable aircraft cable au
I pPort (Tian -feed), (specify
GMF Internal slow -blow
furs'
Wirth as 36, 72 or l2D inchesi.
MSHSACF
Aircraft cahle food and support, (spoclfy length as 36,
EL55 Emergency bt,r,nr
Notes
72 or 12D Inchpal.
peck Inominal 39i'r-
4voilable in 2 temp only.
THMS511B
Tong hangar,
700 lumers)' !
2 MVOLT (12a-277 volt).
SIB,
Swivel stem henger (specify length in 2' Increments
CSA CSA Cerzlfleri
3 1`54TSHO ante.
NC36
Chain hangar • 3T.
A Spoolh' "hag*.
WGMS6HBZ
4' wire guard, zinc coated.
Firrorescent
Shoat #: MS5HB-LV
wRAP,3F3
%' 9806 ON ShVIDOSSd WiHI1 WdlO ti ti00Z C
04'/15/05 13:04 FAX 949 833 3837 BARRY LEVIN & ASSOCIATES
�1!—AI
JBARRY LEVIN & ASSOCIATES, Inc.
STRU(,TURAL ENGINEERS
Ailanra • Los Angles • New York • Chicago
December 8, 2004
Greenberg Farrow Architecture, Inc.
15101 Red Hill Avenue, Suite 200
Tustin, California 92780-5170
ATTN: Mr. Reggie Hunter
RE: Home Depot — La Quinta (TRC)
La Quinta CA
BLA Project No. 203118, Phase No. 01
GFA .Project No. 20030278
SUBJECT: Plan Check Response
Dear Reggie:
CITY OF LA C UINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR 2N STR
)nTr Y_=
Our office has reviewed the plan check comments from the City of La Quinta (Plan Check No.
04-6196, dated December 2, 2004). The following is a response to the Structural Comments:
Structural Comments
Item Response
East -west lateral loading is tied to the building wall at 16 inches on center. Wall braces
per S l .1-07 take lateral loading to the building roof. No diaphragm is required in this
direction and no transfer of loading to the front and back walls of the tool center is
necessarily required or desired if an alternate load path is provided. Note: If the tool
center had dimensions of four feet by one hundred and one feet long, would a diaphragm
still be required? The approach used for east -west lateral stability is OK as specified in
the drawings.
See calculation sheet 2 for lateral load capacity of sheathed walls (same for all three
framed walls). The front and rear walls have only their self -weight for in -plane loading
(no lateral from the roof— see item 1). The260 PLF shear capacity is very much more
than required for this loading.
See detail S1.2-04. Everything is on this detail for pilaster/footing construction.
3S2Z C=pue Drive Suite Zll • Newpart Reach, California 9Z660
Tel.049.833.3970 Fax:949.833.1837 • www.Rarryl_cvin.cnni
0 'W15/05 13:04 FAX 949 833 3837 BARRY LEVIN & ASSOCIATES U 003
Page Two
Mr. Reggie hunter
December 8, 2004
If there are any questions, please call.
Sincerely,
cel_� 21-'11tx
Mr. Conrad Dogil, P.E.
Project Manager
Barry Levin and Associate, Inc.
Cc: Mr. Barry Levin
CD/cd
203118.01 B