08-1746 (SOTB)s
P.O. BOX 1504 VOICE (760) 777-7012
78-495 CALLE TAMPICO _ FAX (760) 777-7011
LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 10/30/08
Application Number: 08-00001746 Owner:
Property Address: 56150 PGA BLVD KSL. DESERT RESORTS
APN: 775-370-016- - - 56140 PGA BLV
Application description: STRUCTURES OTHER THAN BUILDINGS LA QUINTA, CA 92253 AA
Property Zoning: LOW DENSITY RESIDENTIAL j`;;j1IV 1 8 200
Application valuation: 60000
CITY OF �A
Contractor:. F!ryAN QUINTA
Applicant: Architect or Engineer: OLSON CONSTRUCTION LP', RD Cr DEPT.
2955 MAIN STREET - THIRD FLOOR
(•� 'r_ _ ppCCc IRVINE, CA'92614
(949)474-2001
Lic. No.: 580097
--------------------------------------------------------------------------------------------
LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION
.I hereby affirm under penalty of perjury that I am licensed under provisions otChapter 9 (commencing with I hereby affirm under penalty of perjury one of the following declarations:
Section 7000) of Division 3 of the Business and Professionals Cade, and my License is in full force and effect. _ I have and will maintain a certificate of consent to self -insure for workers' compensation; as provided
License Class: B License No.: 5 8 "00'97 for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
�/ /� 'D1V �,eo OGS".) *0J- C7*4/ _ issued.
Dat Contractor: �w I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
_ Code, for the performance of the'work for which this permit is issued. My workers' compensation .
OWNER'BUILDER DECLARATION insurance carrier and policy number are: -
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the Carrier ZURICH AMERICAN 'Policy Number WC368668701
following reason (Sec. 7031 5, Business and Professions Code: Any city or county that requires -a permit to_ I certify that, in the performance of the work for which this permit is issued, I shall not employ any
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the person in,any manner so as to become subject to the workers' compensation laws of California,
permit to file a signed statement that,he or she is licensed pursuant to the provisions of the Contractor's State and agree that, if I should become subject to the workers' compensation provisions of Section
License Law (Chapter 9 (commencing with Section 7000) of Division 3-of'the.Business and Professions Code) or 3700 of he Labor Code, I shall forthwith comply with those provisions.
that he or she is exempt therefrom. and the basis for the alleged exemption. Any violation of Section 7031.5 by �� "� ,�J
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars (S5001.: `'Date: /i qD Applicant: /�rl /`,K�l✓�E��
(_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND'SHALL
Contractors' State License Law does not apply to an owner of property who builds or improves thereon, SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
and who does the work himself or herself through his or her own employees, provided that the DOLLARS (S 100,000)-. IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN.
improvements are not intended or offered for sale. If, however, thebuilding or improvement is sold within SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. -
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
improve for the purpose of sale.). APPLICANT ACKNOWLEDGEMENT
1 _ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. IMPORTANT Application is hereby made to the Director of<Building and Safety for a permit subject to the
7044, Business and Professions Code: The Contractors' State License, Law does not apply to an owner of conditions and restrictions set forth on this application.
\ property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed 1. Each person upon whose behalf this application is made, each person at whose request and for
pursuant to the Contractors' State License Law.). - whose benefit work is performed under or pursuant to any permit issued as a result of this application,
(_ 1 I am exempt under Sec. , B.&P.C. for this reason the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and employees for any act or omission related to the work being
performed under or following issuance of this permit.
Date: Owner:' 2. Any permit issued as a result of this application becomes null and void if work is not commenced
. within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
CONSTRUCTION LENDING AGENCY permit to cancellation.
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the I certify that I have read this application and staqtkg�t�nebova_
informatio ' correct. I agree to comply with all
work for which this permit is issued (Sec. 3097, Civ. C.). city and county ordinances and state laws relatins do, and hereby authorize representatives
of this county toenteerupon the above-mentioner i ec n purposes.
Lender's Name:gnature (Applicant or Ag
Lender's Address:
LQPEILNIIT
Application Number . . . . . 08-00001746
Permit . . . . . . BUILDING PERMIT
Additional desc . . GLASS GUARD & STAIR HANDRAIL
Permit Fee . . . . 459.50 Plan Check
Fee
298.68
Issue Date . . . . Valuation
. . .
. 60000
Expiration Date 4/28/09
Qty Unit Charge Per
Extension
BASE FEE
414.50
10.00 4.5000 THOU BLDG 50,001-100,000
45.00
----------------------------------------------------------------------------
Special Notes and Comments
APPROVAL FOR GLASS GUARD AND STAIR
HANDRAIL. LOCATION: REAR BALCONY AND
EXIT STAIR. 2007 CODES. REFERENCE
ORIGINAL PERMIT 08-946 FOR CLUBHOUSE
REMODEL.
=
---------------------------------------------------------------------
Other Fees . . . . . . . STRONG MOTION (SMI)
- COM
------
12.60
Fee summary Charged Paid Credited
-----------------------------------------------
Due
Permit Fee Total 459.50 .00
----------
.00
459.50
Plan Check Total 298.68 .00
.00
.298.68
Other Fee Total 12.60 .00
.00
12.60
Grand Total 770.78 .00
.00,
770.78
LQPERA11T
Bin #
C.,
,.
City of La. Qu►nta
Building U ;Safetybivision
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA.92251-:"(760) 777-70`.12
Building Permit Application. -and Tracking Sheet
Permit #
Q�
Project Address:'
,S=
Owners Name: '
AAA 6lej,,)1.
A. P. Number:
Address:
Legal Description:
Contractor: 1�,- S tJ
City, ST, Zip:
Telephone:
Address:
Project Description:
.City, ST, Zip:ZA ,v� A Z2- 5_3
ort o si A f— c�
Telephone:
�.,
/I
•� 14_T
State Lic. # : City. Lic. #:
Arch., Engr., Designer:
Address:
City, ST, Zip:
Telephone:
- ry<
Construction Type: Occupancy:
State Lic. #:
Project type (circle one): ,New " dd' Alt Repair Demo
Sq. Ft.:. # Stories: # Units:
Name of Contact Person: CA
Telephone # of Contact Person': ] G O — 578 —G Z
Estimated "Value of Project: O
APPLICANT: 60 NOT WRITE BELOW :THIS LINE
#
Submittal
Req'd
Rec'd"TRACKING
.
PERMTT FEES
Plan Sets
Plan Check submitted.
'VIA
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
PIao.Check Balance
O
Energy Calcs.
Plans picked up
Construction
Y
Flood plain plan
Plans resubmitted
'Meclianical
Grading"plan
2"" Review,'ready for correctionissue
3D '
Electrical
Subcontactor List
Called Contact Person
QD
Plumbing
Grant Deed
Plans picked up
S:M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
Jn° Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue .
School Fees
Total Permit Fees
I®•
... ... .. . . ... .... ..... . . . ...... ..... . ....... � .. ....... .....
.08/20/200.8 12:51 714641018 ELECTROLURGY:MFG
GRLHR,S--GL, I ."!ft. IN. I SYSTEMS
Certification
o Test Result$ AvAJIM.0 I& N'th GlmWedgel�.Dry-,Glaze:
,
,o CMnpletei Infor'thW
ition,,y.4'e,06,W. I d ld-�F
Hard'Copy Resbits Also Milable-With C sellingEfidii
T -M
..........
PAGE 02/04
For Pdclng on CK.Products, Call Ton Free
(000) 421-61*44, or Visil alaurence-mm
.Aem...a.nd,Wet.G19ie System
r'stia'1:9hd-Si§nAtur9 r a
Signature
GME CONSULITANT8,10F ILLIN
bi\1WU1INIG 019i,1NO.,
C "' * " ,
NEERRE
.982.4 Industrial Drivo, Unt C /Bridgeivili '-6p4.55
y� jlIlnQq
17,08) 430-1.071 / Nx.(71X3) 4349854
-Febmwy:20,
C.-PIJ4mirmce Co.. Inc.
21 Op E, 18 th.strett
Los Angejeq:1-CA 90658'
RE: GMt Piqject No. B -2626A
Horizontal Load testing o , IF CR -.Laurence 48 by.A2 inch Glass BAlmstrado Assembly
Clentimcn,
As you.mquemed, we have completed the testing ofthe-C.R
Laurence (CRS) 4S imb by 42
inch Gla"-4.13allustrade assembly. BaScd on a design. load^consisdng of concentrated
hotizoatal force of 200 poun1dr, the.loadings in our testing program of tho CRL assemblies
are 2.5'to 4.1 times the design criteria.
The Assemblies tested1acluded-boib K and'/ inch"lemporod glpw; mounted in multiple
-CRL.base shoe profjies.-InGMEs mpoWW b26t,�A, clf�A 4
ruar�18 -200 , we drictibc
our testing Oro�gram where'su A: n1l, ftRL's glits�'.b,4 ad.,48 by 41 in.d.b
�oje kynher o sk
assemblies -Lo -a 6o:n6ehtrated.borizonW loadinj:ajpl[icd 64htmppencoinef.of the gimt.
The glaw, mounting, system to theili66i inriudcd both'w'' i .. - and CRL
wet systcms.
-GlpsWcdsc.SY,St&m-, Thi.i4minum" `sho`c's wcii.1nount4to the tcst f h6ffitytdar using
thii.e methods, nese three methods Tn
included.dizcct L oL-m'ti.pg- with rce'.6'a4 auction botts,
mountingon 1/2 -Jin& thick -steel olates, andside.mouniing (&3_'-/. X,37�,by Vvinch.angle
'we applied and hold a concentratad horizontal load to -the up.p;r.c!Dmor of tho tempered
glass (l5oth 1/2 and a/< inch thi&ness) o,f,thc-48-inch:widc.by4?.-inibhiLOi.CR'Lauren'ee
imtintainqdfbT two: rr(jnl]lk4 mgcdfroin 5.00 pounds with th[ce 3-y: inch wide CRI.
,Q(assWpdps to 025�poui%ds mea :both the wct set system and four 3-%a',
GLISSW.cdge%
Sincerely
'pl. Eric.Zi erman, P hD
./p ill
AUG 2 1 2008
par:'tn eer
PRc
ME :Co tants of Illinois.
,OF
WLIJAM.0 W(ASPO, RE
R 91F.Aly&k1m. E..'r.
GREGORY R. REUTER, RE., P.G.
r. VENEPAA. P.E.
P, SM0 ZIMMERMAN. M.D., P.E.
t Fee
LOG ON TO c r I ajjr e Wce. c orn 'F10k:B11.S.1NE.SS:_T0-B0S1N.ESS SERVICES
1024 ': PUINE (800) 421-6144 1 PAX 0601 262.-3299 TOLL FREE FROM ANYWHERE IN THE U.S.A. OR CANADA
08/?_0/200B 13:51 7146411018
ELECTROLURGY MFG PAGE 03/04
T
For Prlaing on CRL Produam. Call Toll rree
r{r
b s
(800)421-614d,or visitalaurence.com
CRS �a6ust�ades Hand.' Rails, and`Guard Rails
Not all.CRL Hand Rail Systems and materials are.sultable for each.
Typically, Hand RrtiPheights range between 34" (es3 mm) to
project specification an safety recpilremGnt, Since most building
codes make Clear the.dlfference batween:Hand'Rells and?Guard
38" (965 mm); whl)e Guard.Rails are typically 42" (1.066 mrri) In
he'ighE I)i sometimes:npted in the code that the Guard Rail must
Rails, You 'should consult the local code. Nomiany. Wand Rails are
noted as used for guldartce and support,'whllra:Guard Rails are
include a; Hand Rall as well. Again, check your local codes oefore
beginning.any Hand R&if or Guard Rail project.
Intended to prevent accidental Nile.
Hand Railla-lustrade Guard, AaU balustrade Hand Ra6l/Guard Rail
The Hand Grip Portion of the Hand Palls shall not 1-3& 138.1 ;mm)
less than 1 112`•(38;1 mm) and no more lhan to 4' (101:6 mm.)
1 12 (.3$,1 frim)
P'.(80,8 mm) in Cross Sectional Dimension. Guard -Rall Cap
.I
to 4" (t p1,6 mm)
Guard p 1. Cap
Top of Hanrj
Rallshall not he
placed less than
34' (am mm)
nor more than
3P' (965 mm)
above.ramp
or toe of step
Top of the GUdrd Rall shall
not he•plaeed *less than
42' (1 066 mrn.In height
(commercial); 3.$ (911;mm)
ir1 height(reslddntlal) ILIGIN.W83(Uster
.Glass Baluster
Top of the -Guard Rail shall ,
not b'e'plaeef) less than
42',(1066 nim) ,in -height
r^^mqerclal);.36' (916 mm)
ie!ght (rosldentiai) '
Drawings :and Specifications - Harti ""to Get Them
The Hand Grip
Portion of the
Hand flails shall
not he less than
1-114' (31.7 mm)
and no mbro
1-12' (38,1 film) than 21(50,9
or 2'.(60;8 mm) mni) in Cross
sectlonal
(38.1 mm) 31man:lon
A9lnlmum
r-1
LJ
Top of Hand RWI shall not.be placed
less than 34' (A63 mm nor more
man 38' (965 fnml above landings,
ramps or the toe of sten
Glass 9sluster
=_ Let CRL he a Tbam, Player on All Your Railing. Hardware Projectsl
C.R. Laurence Company,is proud.to announce our web site is designed for easy
.�+�mAMIM access to product Informallon and dravvings.afiket •Simply click on 'Architectural
s- ( Customers. on.the orlaureiice.com home page and you w(li find;products listed by
,^II •T' y
ttectlon for posy.y e'rence.`EFich producrwitr have links for technical drawings and
wrilten product Speoificadons, which can easily.be downloaded Into .your owrt'working
.1340
documents:
` LOG ON T.0 crlaurence.,c:mm ForaBUSINESS-TO-BUSI:N'ESS SERVICES
POW (8.00.) 421-6144 FAX (8t]9) 262-;i%9:9 TOLL FREETPOM ANYWHfFIC IN !'HF, U.S.A. (tHf :raN r1n r
t . A.. H615
r{r
b s
Naver.before haVe produot'submittaIs to architects and general contractors been
so easy ;CRS wants you to Succeed. and by teaming together we feel -projects will
run smoothi .on time, and within budget!
` LOG ON T.0 crlaurence.,c:mm ForaBUSINESS-TO-BUSI:N'ESS SERVICES
POW (8.00.) 421-6144 FAX (8t]9) 262-;i%9:9 TOLL FREETPOM ANYWHfFIC IN !'HF, U.S.A. (tHf :raN r1n r
t . A.. H615
f
.... .. . ..... .... . ............ .................... . ...
08420/2008,�;- 13:51� ... 7146411018
_t561 I.bs,�+- :- K 1. - - W
j.,TS 'Ad
... ......... ... ....... .... . .... " . ..... . ... ... ..
ELIECTR0LUPV,:MFG PAGE 04/04
80n finish and. masked one side
Tlenbtlis. Alloy r_711>171171
5., 8
r x �i
5ckil x 8,
N
ArchltGct: AcAick MrodateaArchirpez 8" 89ja
_i_
Fzbricator: Otiallty Architectural Jy FaMcation, Franklin, OH 19* 'x :,18qa
J011 Glass Rail Shoo mouldings Were subjected to structural testing LCI'Lbe used to clad 5116E moulding, See detail page 4.
by the independent testing lib of WISS.,lbriney. Elstney A$j6ci3t6q
Inc: or Northbrook. Illinois. The full mpori i5iavallaibla'upori request. The. 7
summary of thd report is reprinted below.
Polyv'inyl Chloride
August 28, 1985
Jullus alum & Co., Inc
P. b. aOX B 1 (5
Carlstadf, NJ 0702
RE. WJE No. 820960
J13 G&ss Railing Test-,
At yout request, we have conducted tests - on gluminuir,shop
moulding r
Vedftdf0fth
sMildihg that phl'.S perbcdfar ralling".SyVelrn.uses !W4,�k tempafiei
glassSISA WbOitrade,ta support aluminum. brarne, or
vainlos steel
handmmouldings. ouldlAgs. 7we gi ,ass PaMeIR We .%M .
ounted In the d1urn/hum
hog.n7ouJdrrtgs ;which ere tl7c subject vOW-testing
the load versus defh6ction ciiamcierlii'cs:op two
typei ofshop mould:
ingS, mounted inseveral dihfere*nt'tyays, in addition, the resfsto
were
.demorisirate that the Sh_0'0 "MOdings,could v4tv.46nd Wdirip'weli
In excess Of current Model Code m. bWafibfis, w11h6Ut_fa161V or sig . nif-
icant defammtiorr. Most A40dal bodd- reguloffans: r.rqu;1;.j uniform
1OZ106,19 of 6'D ibs. pib!r iMaal i1 200-0. corican-
!rare�d /CkRd. These loads qro net to,bo 8D'p#Cd:&oMcuh"1Y'
-1A the tests con6icted-and -da$cribed inour '
' '4P0,7desidnated
WJEMo-.82696b,'da(adJjnLm .
ry 13,'IapC617c�6ntiarL,-dirinciaof400
tbs. 10.86106s,wam applieOat 6PPrPX,'rniitely'4trom.&m(&�ehc6d
tloorslu?lace. The tastsea*JS were4i6o 7.7?70
testresuffsAnd
neenrigcale.16100017s.sllow thigtMestmnloth atthc'sh6o mould;-�g
which wom taVed would exceed MR ' ab0k-MPr?tf0rTed Model Code
loading criteria kv a Nctor.ot four.
,Very Puly-y—M
John M. Hanson
President
wISS. JANIVEY, ELSTNrrPA_5sc)cjA7Es. iNc.
JULIUS BLUM & CO., INC.
'A"spencer'
h--.
Selling black
Slice mouldlnq _J
'A" CLIp screws - _. 1p" O.C.
.--... m a P.. . ['011 1Lang.t.h.
$71-1 26'
8710 '/1' 11/A° 40'
EM
Materiel qt ippll(yj hy olhdm
W.WW-11
AAHUSMUM-COM FAX.201 438:60M
DAK - CAL GLASS, INC., DBA
Midwest Glass'& Aluminum
42-240 Green Way, Ste.G
Palm Desert, Ca. 92211
760-341-7725 Fax 760-776-1412
Date: 10/16/08
TO: Burt
COMPANY: City of La Quinta
FROM: Chad
�� oct 21 zoos
JOB NAME: Stadium Tournament Club - Remodel
Lic. #716894
MWGA
MIDWEST 100T
MIRRORS
WINDOWS
ENCLOSURES
COMMERCIAL
RESIDENTIAL
STOREFRONT MidWest 100T
RE: Here are the product sheets for the Glass Railing system we will be using. Per the attached.
Thanks, Chad McAfee
42-240 Green Way, Suite G ♦ Palm Desert, CA 92211 ♦ (760) 341-7725 ♦ Fax (760) 776-1412 ♦ mwga@verizon.net
CRL HRS BASE SHOE FOR GLASS RAILINGSYSTEMS Fore)421 on CRL4,orVi itcrlaureIT°Il Free
' (800) 421-6144, or Visit crlaurence.com
oRL t B-5-S=Buries--Sta-0ard-Sgb9re=Vi=asetShae)
For b1%2 to 5/8" (12 to 16 mm) Glass
e Typically Used as the Base Channel for Glass Railing Systems or Windscreens
e Drilled and Counter Bored; or We Will Custom Drill to.Your.Specifications
i Custom Cutting and Mitering Service Available -
1..
(25.4'mm)
4-1/8'
(104.8 mm)
L L
2-1/2' (63.5 mm)
UndriUe.d
1/4' (6.3 mm)
7/8'(22.2 mm)
9/16' (14.3 mm)
1/2' (12,7 mm)
4-1J
(104.8
1/2'(12.7
2-1/2"
(63.5 mm)
9/16" (14.3 mm)
Hole Pattern''D"
1/16"
3 mm)
7/8'
(22.2 mm)
13/16'
(20:6 mm)
29/32'
(22.9mm
e) ® 6.063 Alloy
® an
T52 Temper
Hole Pattern T'
17'(305 mm) C.T.C.
The CRL B5S Series Standard Square Base Shoe is used as the base
channel for glass railing systems. It can be clad in;five choices of,architectural
finishes (see next page). The most.critical component in a railing system is
the proper attachment of the Base Shoe to the substrate. CRL has
engineered and tested a variety of.attachment methods,}and has developed an.
acceptable combination of drilling pattems and fasteners. The five tested
methods of attachment.can be found on pages H626 to H627,. and.associated
fasteners are shown on pages H628 to H629. A printed brochure with
Instructions, Installation Hints, Cleaning, and Refinishing techniques is available.
You may also view it at criaurence.com.
HS'Series Standard Square Base�Shoe ,ase -only
Gasket Retention Groove
Secures the Top Rubber
Gasket in the Base Shoe
WEr GCAZE:SYSTEM
For.Use with 1/2" (12 mm)
or 5/8' (16 mm) Glass
* Stock lengths have a tolerance of plus or minus 3/4" (19 mm). Minimum order: t each. All Base Shoe can be combined for quantity pricing. Must ship common carrier
6 NOTE: 120' (3.05 m) and 240" (6.10 m) Extrusion Only (without holes) SHIPPING NOTE:.Due to the difficulty in packaging and handling 240" (6.10 m) stock
cannot be used for the GlassWedge° Dry -Glaze System unless the Base lengths, it is suggested, that you WiII.C.all these at any of our distribution centers. If
Shoe is fabricated to the above tested and approved hole and counter bore requiring shipment, all packaging, and handling concerns most be agreed to by CRL
pattern. The GlassWedge9 Dry Glaze System requires that the attachment and the customer prior to shipping. All shipping arrangements will be documented
holes be counter bored so that no part of the fastener protrudes above the on your quotation for your signed approval.
base of the channel opening.
i.D-G-o-N_T-0_c-r-l- 911- e-nLc-e_._c..o-m-j_D.fi-B-U-S 1'N E S S- T,O - B U S I N.E S S SERVICES ��
For Test Results and
CAPACITY: _
GlassVJedg'e® Dry GlazeSystem; ..
wlm
Drilling Recommendations,
See Pages H624 and H629.
1%2" (12 mm) or 5/8"'(16 -mm) Thick -Glass -when using We't Glaze
System
't, gfi:4 6 �t '�' .:ys. 6 Ju'�;yta >�..�Fa� P :c; �3 Jae .s .�i
»
y.a '' E" t
r^.'�`. .5��_ -•� CiC _
B5S10D 120' (3,05 m) 9/16" (14.3 mm)
7/8' (22.2'mm) x 1/2'(12.7 mm)
12'(305 mm)
84 pounds (38.kg)
B5S20D 240' (6.10 m) 9/16' (14.3 mm)
7/8' (22.2 mm) x 1/2'(12.7 mm)
12'(305 mm)
167 pounds (76 kg)
B5S10F 120'(3 - 05 m) 9/16" (14.3 mm)
7/8"(22.2 mm)x 1/2" (12.7 mm)
12' (305 mm)
84 pounds (38 kg)
B5S20F 240' (6.10 m) 9/16' (14.3 mm)
7/8' (22.2 mm) x 1/2"(12.7 mm)
12' (305 mm)
167 pounds (76 kg)
B5S106 120'(3.05 m) -
Extrusion Only (Without Holes)
84 pounds (38 kg)
BMO0 : 240' (6.10 m)
Extrusion .Only (Without Holes)
167 pounds (76 kg)
* Stock lengths have a tolerance of plus or minus 3/4" (19 mm). Minimum order: t each. All Base Shoe can be combined for quantity pricing. Must ship common carrier
6 NOTE: 120' (3.05 m) and 240" (6.10 m) Extrusion Only (without holes) SHIPPING NOTE:.Due to the difficulty in packaging and handling 240" (6.10 m) stock
cannot be used for the GlassWedge° Dry -Glaze System unless the Base lengths, it is suggested, that you WiII.C.all these at any of our distribution centers. If
Shoe is fabricated to the above tested and approved hole and counter bore requiring shipment, all packaging, and handling concerns most be agreed to by CRL
pattern. The GlassWedge9 Dry Glaze System requires that the attachment and the customer prior to shipping. All shipping arrangements will be documented
holes be counter bored so that no part of the fastener protrudes above the on your quotation for your signed approval.
base of the channel opening.
i.D-G-o-N_T-0_c-r-l- 911- e-nLc-e_._c..o-m-j_D.fi-B-U-S 1'N E S S- T,O - B U S I N.E S S SERVICES ��
s� Yd�Yeo• O �'p O.
w� 000 6Jj
,
4 Ms
IIWRhfb 4]H9
7b
1R
lu.�
/2 . GLASS BASE SHOE WITH CLADVA
�OJd0..+y6:
7,,,19'
711/18
Ice.ximy
r
m d.�d a.
�' VAi 7
,
4 Ms
IIWRhfb 4]H9
7b
1R
lu.�
L HRS CAP RAILING SYSTEMFor Pricing on CRL Products, Call Toll Free
(800) 421-6144, or Visit crlaurence.com
CRL Extruded Aluminu�i Cap Rails
® Connects to a Variety of Fabricated Corners and End. Caps
• Custom Shapes and Sizes are Available
CRL Extruded Aluminum Cap Rails are extruded from alloy 6063-T6, which
is suitable for custom finishes such as anodizing, powder coating, etc. Use of
our 32629 Metal Contact Cement (see page H705) is required to achieve a
.se cure and permanent bond at all connections. Use Connector Sleeves shown
on page H679 to connect Cap Rails. Please contact CRL Technical Sales for
more information or for a quote.
NOTE: Cat. No. GR5PV Cap Rail Vinyl and 95CBL Silicone should be used
to secure 112° (12 mm) glass; Cat. No. 95CBL Silicone and shims should be
used to secure 5/8" (16 mm) glass; Cat'. No. GR7PV Cap Rail Vinyl.and 95CBL
Silicone should be used to secure 3/4" (19 mm) glass.
"�F��M12 mm) or 5/8 (16 mm) Glass
GR19M Mill Aluminum 3/4'(19 mm) 9/16 (14.3 mm) .125 (3 2 mm)
GRI9CSM
i\(\villi it ►►
GR19SA Satin Anodized 3/4"(19 mm) 9/16"04.3 mm) .125 (3:2 mm) GR19CSM
GR19DUDark:Bronze Anodized" r3�4"" 19 mm "°'9716 1°4°3 mm `-;. "j `
m
( ) ( ) 125 (32{m)"`GRI9CSM
V
Minimum order. t each. Sizes finishes
)Wl
and canbe combined for quardity pricing. Must ship common carrier. `
-
2-1/2".1163.5 MM) DIAMETER EXTRUDED ALUMINUM CAP RAIL IN -240" (6.10 M) LENGTHS
GRY5M Mill Aluminum 3/4" (19. mm) 1-3/16° (30 mm) .125° (3.2 mm)
GR25CSM
GR25SA Satin Anodized 3/4" (19 mm) 1-3/16" (30:mm) 125°.(3.2..mm)
_6R25DU.....:Dark:Bronze-An6dized 3I4 (19 mm) 1-3/16" (30 mm) 125° (3:2 min)
GR25CSM .
GR25CSM
• Minimum order. t each. Sizes and flNshes can be combined Tor quaNlty pricing. Must ship common carrier.
! WJ
3" (76.2 MM) DIAMETER EXTRUDED ALUMINUM CAP RAIL IN 240" (6.10 M) LENGTHS
GR30M Mill Aluminum 3/4° (19 mm) �1-11/1.6° (43 mm) y .125'(3- 2 mm)
GR30CSM,
GR30SA Satin Anodized 3/4° (19 mm) 1-11/16° (43 mm) .125° (3.2 mm)
GR30DU Dark Bronz6.Anodized .: 3/4° (19 mm): 1-11/16° (43 mm) (3.2 mm)
GR30CSM
GR30CSM
.125°
Minimum order.1 each. Sizes and finlshes can be combined for quantity pricing. Must ship common canter.
LWI
3-1/2" (88.9 NIM) DIAMETER EXTRUDED ALUMINUM CAP RAIL IN 240" (6.10 M) LENGTHS
Imini
GR35M Mill Aluminum 3/4'(1-9 mm) 2-3/16'(H.8 mm) .125" (3.2 mm) +
GR35CSM
]D
GR35SA Satin Anodized 3/4".(19 mm) 2-3/16" (55.8 mm) .125" (3.2 mm)
GR35DU Dark Bronze Anodized 3/4" (19 mm) 2-3/16'(55.8 mm) (3.2.mm).
GR35CSM
GR35CSM
.125°
Minimum order.. I each. Sizes end finishes can be combined for quantity pricing. Must ship common carrier.'
)-Wj
4" X 2-1/2" (101.6 MMX 63.5 MM) OVAL EXTRUDED ALUMINUM CAP RAIL IN 240"• (6;10 M), LENGTHS
r E • E �,: E «,1 i
GROV4M _ Mill Aluminum mm) 1-1%4" (31 mm) .125" (3.2 mm)
GROWSM
.3/4"(19
GROV4SA Satin Anodized 3/4° (19 mm) 1-1/4'(31 mm) 125° (3.2 mm)
GROV4DU Dark Bronze Anodized 3/4" (19 mm) 1-1/4" (31 mm) mm)
GROV4CSM
GROV4CSM
D
.125°-(3.2
Minimum order: I each. Sher and finishes can be combined for quantity pricing. Must ship common canter.
'This dimension Is used to calculate the glass she: Add the clearance you desire or allow an additional 1/8" (3.2 mm) If using cap Rail Vinyl lsea page Htip.
",
LW -f
For 3/4" (19 mm) Glass
3" (76.2 MM) DIAMETER EXTRUDED ALUMINUM CAP RAIL IN 240" (6.10 M) LENGTHS
GR307M MITI Aluminum 1 (25.4 mm) 1-11/16"(31 mm) .125"(3.2 mm) GR30CSM (�
GR307SA Satin Anodized 1° (25.4 mm) 1-11/16"(31 mm) .125"(3.2 mm) - GR30CSM J
GR3070U Dark Bronze Anodized 1" (25.4 mm) 1-11/16"(31 mm) .125'(3.2 mm) GR30CSM GWS
Minimum order: teach. Sizes and finishes can be combined for quantity pricing. Must ship common carder.
-This dlmsnslon is used to calculate the glass size. Add the clearance you desire or allow an additional 1/8" (3.2 mm) It using cap Rad Vino (see page H865). '
LOG ON TO Cr.ia.,Ur,p.pc,G°.ClD_M._FOR 13'1j,S:IPJE-SS-7.0-`BIJ.S I,NES•S'SERVICES
CRL S POST HILI SY STEI
CRL "Welded"-P.ost 'Ra.ilihb..System
for Use With Glass Infill Panels
®Available in 1-1/2" (38.1 mm) schedule
40 Pipe,. 1.90". (48.3 mm) Outside Diameter
® Available in.Polished or Brushed Stainless Steel,
Polished Brass, Mill or Powder,Coated Aluminum
Glass is Secured With Our Z -Series. Glass
Clamps, Custom Standoffs or Spider Fittings
Custom Fabricated to Your Specifications
euurvY C;J'1 ffU,�C
�fl: IA�PENCE '
CRL WRS Post Railing Systems for use with glass.infill panels are
custom fabricated to the customer's specifications. They are available
In 1-1/2" (38.1 mm) Schedule 40 Pipe. Other diameters, are available
on special order. Polished stainless steel or brushed stainless steel
finishes are available from stock,.as well as polished brass, mill and
powder coated aluminum. Other finishes are available on special
order. All WRS Post Rails are supplied with Internal Splice
Connectors and accessories required for completing the system.
Welded Construction
CRL WRS.Post. Railings are
constructed using welded intersections
and Internal Splice Connectors to
produce a custom job site fabricated
look, but with the convenience of being
a modular system.
Uaftus Mount ni O'ptio:ns
When a more sleek design is
required, CRL WRS Post Railings can
be fabricated for embed mount into the
concrete substrate. A minimum 8"
(203 mm) embedment depth is required.
Always consult local code requirements:
CRL can design custom Fascia .
Mount Brackets to meet your design.
needs. As with all custom
applications, proper engineering is
required to ensure code compliance
and. safety.
For Pricing on CRL Products, Call Toll Free
(800) 421-6144, or Visit crlaurenee.com
iTEiN�ERED.
CAT. NO:. PR1540 .
For more information or a quote, contact, CRL Technical Sales at
(800) 421-6144 in the U.S.,.(877) 421-6144 from Canada, or (323)
588-1281 International. Ask for Fact. 7730. You can also e-mail us
through our web site at criaurence.com. From the home page click
on Contact Us, and then.click on Technical Sales:
Integrated Hand Railing' and Brackets
..:.CRL. Hand. Railings..can.be . .
combined with Post Railings using
Standard Post Mount Brackets found
on page H712, or with custom designed
brackets to meet any desigri need:
A1lasr ety of GJV9S1SecuringYOptions
E CRL Z-SeriesGlass-" Clamp1,*'are
_-used as the`standard means of
as .� � -.:ss��
"securing glainfill panels and are,
stocked in a'vanety of finishes and
sizes See pages H732 to H736 for
he complete:lihe �_-
CRL also offers a line of Spider
Fittings especially designed for use
on Post Railings. They are available
in matching brushed or polished
stainless steel. See pages H738 to
H744 for details.
CRL offers infinite design options
with the use of Standoffs in your Post
Railings projects. Consult CRL
Technical Sales for complete
information or a quote on your
Custom Standoff needs.
RN
c I-��-Cxleaux nC .0 :n1 6_JU�S_lN_ESS-TO-BUSINESS SERVICES
4.
E CRL Z-SeriesGlass-" Clamp1,*'are
_-used as the`standard means of
as .� � -.:ss��
"securing glainfill panels and are,
stocked in a'vanety of finishes and
sizes See pages H732 to H736 for
he complete:lihe �_-
CRL also offers a line of Spider
Fittings especially designed for use
on Post Railings. They are available
in matching brushed or polished
stainless steel. See pages H738 to
H744 for details.
CRL offers infinite design options
with the use of Standoffs in your Post
Railings projects. Consult CRL
Technical Sales for complete
information or a quote on your
Custom Standoff needs.
RN
c I-��-Cxleaux nC .0 :n1 6_JU�S_lN_ESS-TO-BUSINESS SERVICES
CRL 3-WAY ADJUSTABLE GLASS MOUNTED HANDRAIL BRACKET
3" (76mm) TO DESIGNED FOR
3 5/16" (84mm) —,�� 1-1/2", 1.9', AND Z'
1/2'(1 ) THK. (ADJUSTABLE),r �``� DIA HANDRAIL TUBING 3" (76mm) TO 1 1/2" (38mm)
3 5/16" (84mm)TEMP. LA
SQUARE
(ADJUSTABLE) HANDRAIL
%k It a IL' Ir==:==_---,I TUBING
1i2" (12mm)
1 /2" {38mm E THK.TEMP u u
E GLASS Ir it
E 1/2" (38mm Ico
L-- --� ^
o$ z �2 s �s 5/8 (16mm) C d E
Cal
9 p
y. ,•
OPTIONAL
o i r 11/16" (68mm) FLAT SADDLE
2 11/16" (68mm) CAT. NO: HBFP1.
(SOLA SEPARATELY)
FLAT SADDLE E
CAT. NO. HBFP1
REQUIRES A 3/4" DIA HANDRAIL (SOLD SEPARATELY) b
HOLE IN GLASS SADDLE
GROMMET INCLUDED.
E E E iOr �.
E Ln E E
to E
E, a � � o.
M't C4
SET 1� N N
SET l�
GLASS MOUNTEDSCR SCREW 13116"
BRACKET ASSEMBLY 1 3/16" E (30mm) 11 E
DETAIL,USEI FOR: (30mm) c 3/8.-16 MOUNTING HOLES C
CATALOG N FINISH ALLEN SCREW
HR2DGMA MILL ALUMINUM MOUNTING HOLES `0-`p (INCLUDED) FOR (2) #10-
HR2DGSA SATIN ANODIZED _ FOR (2) #10 SCREWS. M SCREWS (INCLUDED) A
HR2DGDU DARK BRONZE ANODIZED (INCLUDED)
HR2DGBS BRUSHED STAINLESS
HR2DGPS POLISHED STAINLESS.
HR2DGPB POLISHED BRASS
DBBCRWYN
GLASS MOUNTED 3-WAY ADJUSTABLE HAND RAIL BRACKET cAT. (SEE CHAR'S °A� 05M& 8
ORMS I M 800-421-810 FX 800-282.3M � HR2DG �� N.T.S.
® www.CRLAtJF NCEODM MAWN 8Y: RA CHEpaEo BY. C.H., e T 1 of 1
4.3.2 HSL -.3 HeaVy Duty -Expansion A6.6hor
4.3.2.1 Product Description 4.3.2.1 HSLQ3 Product Description
4.3.2-2 Material Specifications
4.3.2.3 1 Technical Data
4.3.2A Installation Instructions
4,3.2,5 Ordering Information
Bolt
Washer
Minimum —
Embedment
Mark.
Spacer—
Sleeve
Plastic
collapsible
section
YAM .
anchor . .
rotation
prevention
Expansion
Sleeve
Gone
HSL -3 He6vy Uuty Expansion Anchor
.The Hilti HSL -3 Heavy Duty, EY4xvisio.ri
Anchor is a torque controlled expansion
bolt dei,signed for high;performanqe in
static and dynamic application including
the tension zone of concrete structures
where cracking can be expocted. HSL -
3 anchors are 'available in metric sizes
from MB.to M24. With a.yariety of head
configurations; ncIuding'b6It, stud and
torque -cap. All VirsiJoh-s are available in
. z I* 4d
Jnc-p at carbon steel.
Product Features
• Approved for use in the concrete
tension zone (cracked co6crete' )
• Data for use witli'the Strength
Design provisions -of ACI 318-05
Appendix D. and ACI 349-01
Appendix. b
• Almvable Stress.Design data for
Listings/Approvals use %%q in Azad.
ICC -ES (international Code Council} • High load capacity,
ESR -1645
European Technical Approval (ETA)
ETA -02/0042
Qualified under NQA-1 Nuclear-O—uaTi-t
y
Proa ram
h M-3
Building Code Compliance
IBCA` 2006
FffC�-` 2006
WOU 1997
* Force -controlled expansion which
allows ioT follow-up expansion
* Reliable. clamping of part fastened
to overcome gaps
• Suitable for dynamic loading,
including seismic, fatigue
and shook
• �-Nq spinning of the anchor in hole
when tightening bolt or nut
• Seis"mic.qualificalion per_JCC=ES
ACf 93 and the requirements of AU
318-05 Appendix D
Guide Specifications
Expansion Anchors: Carbon steel
anchor consists of hex head bolt
.(threaded stud). sleave,,expansion
sleeve, expain'sion cons, collapsible
'plastic sleeve, (nut) and washer,
An6ho'rs shall be torque controlled
expansion bolt as manufactured
by Hilti,
4.3.2.2 . Materlat 60
ecifications
Carbon Steel Bolt or7hreaded Rod for HSL -3 (Bolt}. HSL -3 (Stud) and HSL -3-B
conform to DIN EN ISO B96-1,_dade'.8`8,1, >* 93 ksi.-fu > 116 ksi
Gkrbon'Steel Nut conforms to DIN! 934. Grade 8, fu > 116 ksi
Carbon Steel Washer confornns,to DIN 1544; Grade S.t37J, > 100 ksi...
Carbon Steel Expansion Cone conforins.to DIN 1654-4- f'> 80 ksi
U
Carbon Steel. Expansion Sleeve (%48 -Ml 5) conforms to DIN 10139 and (IVI204024)
conforms to DIN 2393-2
Carbon SteelSp C, a ingSleeve confornis to DIN 2393 T1, % > 100 ksi
Collapsible Sleeve is made from acetal polyoxyrnethylene (POM) resin
Details
.HSL-9Anchor.Tbtead:Diametei (nun)
PA8
i'd10
M12
M16
M20
1,124
nNn1n91 dl'ill bit dnimeteli
Gni
mm
12
- 15
14
242i-
?i
Hiai:121
TE 1=:.2
TE ` 12 '2
-G-T 2427
TE + T 28L27,
Cnida-U -I drill bit
-
TEM12•`3a_
TE rn 1 aFP.
TE 1:: ic.'2x
TE='rn 24:32
TE a . _a «
minimum base n�.iteld thirlar�s
hmm
nun
110 02,09.
12+71147
1: E (16r1,�
Fl1(2D, .
1 0 (250)
225 (2W) .
to oboin srmlleetcritu �.�jge dis[an�s
in.
4 v� i4 3'4
4 3.4 (5-VZ,
5 3: E,tf.114)
61;4 (7-r lor._
,mmnummdd:h
Big
125
fa;
180
(in.)
(3-lNi
( -U4,
(a 11E
(4-7PS)
iE ilei
r-1:` t
effaeiira embadin?nt dC�rih
heLmin
Mill.
6u
r0
e'!
iru;
125
150
(in.:'
(� 2'8) :
(2 x'4j
(i 1.
(2,-7/:,)
(4-7;i?)
(5-a:r?
minimum CIM-011.e hdadiametar
d
mm
14
17
in pail beingfmt?nE;i
n
On
(x`16)
(liiifi
0,iH6)
(1)
(1-114)
ms)L cumulative phi betea�n Gart(s)
-
mm.
4
5
8
Ca
12
16
being fastened ant calue-ta sulfa.*
(in.)
nuxiinum ;thicta m of pit fastanedt
mm
24
40, .
. 20
10
25i,
, .
50
30
60
3C+
60
H"•13. HSL 3-6
(In,)
(C Al
(1 1;�1
.(cf4)
(1 i �i
{.it
f2?
(i;,
0
(1-116j
(2-i/4;
(I-IF
.
(z 1/4i
overall lewth of anchu
mm
ct ..
118'
110.
.130
t 1
155
1 �3 .
17e
13
21
2C5
235
ti�i :i. FISL 3-6
(in.) .
(i-7l8
'(4-5.rc).
(451`%t:
(5 irc)
c< 1;Si
rf. l>yj
(0
(7)
(7-114?1f4:+
maximum thickness of dart fast.ned
t150
mm
20
20
25
25
JJ
30
69
00 ,.
(314)
(&4) _
(ii
(2)'
(1)
(2}
(1-1!>i
(2=1/4)
overall leit7th of ancha
mm
102
115
139
1 134 :
163
1 e3
11a7 1
210
H"L3 6
(5-1,21
f.5-�%S1
r� c;�j
(i'-E;`�)
(7 ir4i 1
(840)
��ashar di9mEtar
• d:,
mril
20 ..
25
00
40'
45
(in;)_
1114,1
(i t
ti 1??
(f -416) .
(1=#4)
�)
instaltatim Mique H3L-3
Tei200
Mill'
25
.50
80
120
2a0
RAW
0e) I
(37)
(5_q
(Wi
(143)
(18:;1
instalIsti n taque 9SL--3-GTki
this
20
35
60
80 .
160
(nIbi.
05)
(K)
(441
(3-
(ifei
wiench slza HSL-3, 1431-3_G.
-
mm
131
1—
19
24
3i+
;
�srench size HSI-2 R
-
nim
24
.3C+
30
41
R
a ��
Sae table 1.
2 See ACI 318-05 Semon D,4,4•
3 For use vith the load o mtti iiatims of ACI 316 05 Sectim 9.2, bindition A appile.s;nbe�e the e
I concrete
proPcto p to to the ph pNe�l wnaet? (allure prism Into tits structural member, Condition 6 e pile sv he a such sfailure jNn�n ryces ��ei� utl �t Is tp t pn7vid ro�nt heli ~nt
pullout or pryout strength grvems. pp -
4 See ACh 31 B-% Seaon D,5.22.
'5 See ACI 318-05 Seatlon D,52.6.
6 See SeMch 4.1.3 of 10:; ESR -1%,
See Se tics 4.1.6 of ICC ESR -1546.
8 Minimum axL9l stiffness values, maximum values maybe" times larger due to high strength a-mcret@
... r.' ._r.�.:,.: ,
Yu
I�i��i��V■
Talale 2 �— HSL=3 Strength Design Information
Design Parameter
symbol
units
FOR111nal anchor diameter
Aarw0•D,
d
urim
M8
12
Pf110
1.5
1412 M .
Ma
td24
Effective min, embedment depths
°
in,
mm
0,47'
6n
0.59
18. 24 i
0.71 .. 0.94
2E'
1.10
,,
12t
¢n
�
in.2^j
10
cn 1�!'�
125
1iiU
Ai►chor ategcr}2
1.2cr3
.
2 76
5 d.&1
4,ai
5,91
Strength W'Vim factor for tendoiti
_
1
1
steel failure modes3
0-
Strength WOW factor far shear, steel
0, io
failure nrjdes3 '
a5
Strength re tl3tian factor for tension,
xncuete failure mcdes3
Qmd 4•
0:75
Stuengtit rFdu:•tian,factor for sh�r,
0ond:B .
O.E1
' ooncrdte failure mode33
G�nd�
0, ra
Yield Stizagth of anchor st:�l
And.6
.
0.70
Ultimata strength •
f
fat
.
Tensile stress aea
Nm
iIL�IL
,
116,00.
5teet strength in F ratan
t��,
i�
Ib
0.05; ..'
:0.77°0
0.1s1 0.243.
0.390
0.547
Effactivans factor uncracld ctnrrete
k�
-
: 6,612
10,4.4U
15;1 £ 28,18; ;
44,00,852
EffectivenFsstartarc dcedconcretet
kir
24
24
24 24
24
kunaEkcs
17
24
L4 24.
24
24
24
PuilOutstengthuocracicedpmret~s
A, rcr
Ib
tAi
1'
1.UU 1,03
1. DO
1100
Pullout strength met r j concietpe
4,204
Steel strength In she FI$L 2.-B
n' n.
Ib
2 ,810.
4;490
Steels in shear FtSL-3-G .
I,
N�
fb
7239
10, 9
14,7 9,i01
39, 1
45
Tension pullout strength seismic%
/,,
E 0 70 • .
8,3Po
12,1 22.ti43 t
33,159
iii
- Steel'strength'inshear,, seismlF _.
&ter,
Ib
4.609
8,45a
11,8a? 24,it36 '.
Steel stengt in shear, seismic'.
Ilse �Anre
29,.135
3g 178
ML 3-G
lb
6,924
6,924
9;824 21,G65
24,459
unaadkad
Axial stiffness In seuviep a icirm
Suter :
bad rmngee
1 WO b.411.
Jy
Qacked .
anaeta
1
. �Q
. S•0
70
1 �+ 13U
130
13U
Sae table 1.
2 See ACI 318-05 Semon D,4,4•
3 For use vith the load o mtti iiatims of ACI 316 05 Sectim 9.2, bindition A appile.s;nbe�e the e
I concrete
proPcto p to to the ph pNe�l wnaet? (allure prism Into tits structural member, Condition 6 e pile sv he a such sfailure jNn�n ryces ��ei� utl �t Is tp t pn7vid ro�nt heli ~nt
pullout or pryout strength grvems. pp -
4 See ACh 31 B-% Seaon D,5.22.
'5 See ACI 318-05 Seatlon D,52.6.
6 See SeMch 4.1.3 of 10:; ESR -1%,
See Se tics 4.1.6 of ICC ESR -1546.
8 Minimum axL9l stiffness values, maximum values maybe" times larger due to high strength a-mcret@
HSL -S Heavy Duty.Expansion Psion Anchor 4.3.2
Table 3 --Edge Distance, Spacing and Member Thickness Requirementel.2
Case3
birmnsional parameter .
Symbol
Units.
Nominal anchor diameter..
M8'
M10
MI 2:
6116.
M20
6924
A
Minimum conriete thickness
hmnA
In.
4-'V4
5.1/1
6 1I4
7 -Tri
9 TIc
11-7/8
(mm)
(1201
(2001.
A
Ulticaledgedhtance`
cQ;
in.
'4-N
,44rc
4-3r4
5•i/S
B-7/8
8716
(mmi
(110)
(Y1Q�
(12x)
(15Crj
C45}
(225)
A
Minimum edge dlstanre3
c,,; AA
N,
2-318
2414
3 1I2
4-a/4
5 :
5-7/6
(mm)
(601
(7Cy
(fir)
(12Cd
p 25)
150
( i
A
Minim urn awhorsWino
Snin oh
in.
51
9-112
11
12-5/0
13-3/4
11-778
(mm)
(14
4'?
(e8cti
132
(35n)
(3J0i
A
Minimum edgedistanCS3
CrdnAB
In.
P:8
5
6-1/6
7-T I$
6-1/4
"0114
(mm)
(85) .
(1.251
(155) .
(20CA)
0210)
(210.1
A
Minimuman.horspqclncr3
s•
mnAB
In, .
2-3`8 '.
2-3r4
3-1k.
4
5
5Tf6
,
(tarn)
(60)
Un
(6ti)
. (iD%
n25)
(15Ct
8
Mnimumconcretett Wan
h •
ma,e
In.
4-3'8
43f4
5-318.
6114
71
8-7R.
(mmi
(110)
h FJ)
(13or ,
(160)
0 9)
ua)
8
Critical edge dWance'-
cQa
In.
5-7/8
Fr76e
NA
t-Tlo
12-3.r6
14-0,14
(mm)
(15Cr1
075
(LOOM
�SC�. .
5312.5)
(37 5)
B
Minimum edge dlsbnn3 -
Cnin.Bz
In,
248
31/1
4 -SA,
F 1,14
7 -TIS
8-7/6
(mmi
(60)
f3Ca
(11Cf)
{160}
(2riJt
(225)
B
Minimumamhorslxicing3
s •
mna�
in,
7
10114.
, 12 5`8 .
15
15 -2>r4
15
(mm)
}
(1i
p2Er1)Q)
(38LY)
(4CQ
(290)
B
Minimum edgedistanrs3
cdn.m
In, ..
4
6:114
7:7&
1C 5r
11 7/6
iz-5`8
(mm)
0409
W)
(2J
Tt�
6100)
(gni
B
Minim urn awhorspacingp
sn;nee
in.
.
2-3`8
2 -SA
3 iB
4' .
6
5 ?/P
(mm). _.
(6jJ): ..
(To)
(N)
(10C{ ..
(123)
(15.0) .
—V u.0.0. muumum euur uuuutsv','zi-m mi unu memLier inICKnPSS Snail COmpl�f'Irltn �iH-1545.Table 4.
2 The concrete breftut strength calculated according to ACI 318 D.5.2, shall be further multplled by *jd y, See ESR -1545 Section 4.1.2,
3 Denotes admissible combinatiors of'hmin; cn; cmc, and smr,, For sample, hminA.+ C6hAi or hminA + Cm,+ CniroB + smjnpB are admissible, but hmn'e + caa +
cm;Lq + sr& m is not Haiever, other admissible wiNnatims for minimum edge dish D39 cmin and spacing smin for hmin4 orh,�,Le may be derived hl linear Interpobtim
behveen boundary values (,%e exampH for ham;" s te4✓rlf,
Example of allowable interpolation of minimum edge distance and minimum spacing
Sdasipi Cdesigr
G
hniin, m
CminAk $Mr A4
N
SdasimAB, SminAF
. --- -----------------
-------- \ 7
i
Cdesign
edge distance
1
_
4.3.2-HSL-3'Hvw ®u.y Exbansioh Anchoe
Table 4 - HSL -3 Ailowable'Static Tension (ASD), Normal'Weight Uncraeked Concrete(Ib)1.3.a
vwaca,v cwn-,+nv, om;UNI 4.6 C.14, D,
2 Values are fcrnomtal..weightoorrrete. For sand lighhvel0htcloncret?,multiply values by0.65; For altllght4ghtconcrete, multipiyvaiuesby0,75, SeeAC1318-05SrrticnD.3.4,
3 Condition A applies Mere the potential concrete failure. surfaces are Crossed by suppmentaryreinforcement proportioned to tie the potential concr4te failure prism Inti the strut,
tura) member. Coalition B applies v&,re such supplementary reinforcement is'nrt prodded, or where pul but orpryt ut strength governs,
4. Allauable statV: tension leads for 2,500psi are calculated by multibiyi ng the*concrete breakout strength Alb by the strength reduction $ factbr of (116 and lidding by an a of 1,4
axording to rX ESR -1545 Sector 42 14 Is calculated as per Ar1316-05.0,52,2,' This b91 may be atlJust d .for otiter concrete strengths according to ICC ESR -1 Wi Se tion
4,1.3, by using the follai Eng �ustion,
NG1'C - No RT
2500
Table 5 - HSL -3 Allowable Static Tension (ASD), Normal Weight Cracked Concrete (lb)a.3,a
AlInvable Steen C
HSL -3, HSL -3-B
-
, Shear
HSL -3-G
R18
3,361
Concrete coni ressive Stren the
Strengthz
4,741.1
3,853
Nominal
Anchor
Embedment
Depth het
t'c _
Condiuon
2000 psi `
Condition
PC -PSI
Condition ContOtion
11C =4000
psi
f'C a 6000
i
Diameter
-mm Qn,),
A
B
A
::
dition
Condition.
Con ition
•
Condition
B'
B_
A
B
A
B
PAS
C 2.35
1,74E
1,746
2,139
2,13A
2,470
247.0
3;025
3.025
5110
70 2:76
2,531.
. 2,280
3,t22
:2, 792
3,720 ,
3,224
415%
3,94',Q
1+112
83 3,15
3214
2,785
3;EK
3,411
4,5��
3 ��J
5,567
4,895
Kis
iCrJ 3,94
.4,422
3,13"43
5,501
4,160
6352 1
5,505
7,7811
6,743
PA20
125 4M.
6,277
5,440
7,E8e:
6,£�3
0577
"a4
10197;
9,423
6124
150 5191.
8252
7,152
10,106
8 no9
11,670
10.114
14,292
12387
1 V9111p..^,nrl;LrglnnlaanrhnMh%-
hnnodndel�i-,�.�,�:..,.,..L a..c r_.__.�__�___.___�'._,_
-.. __ _
vwaca,v cwn-,+nv, om;UNI 4.6 C.14, D,
2 Values are fcrnomtal..weightoorrrete. For sand lighhvel0htcloncret?,multiply values by0.65; For altllght4ghtconcrete, multipiyvaiuesby0,75, SeeAC1318-05SrrticnD.3.4,
3 Condition A applies Mere the potential concrete failure. surfaces are Crossed by suppmentaryreinforcement proportioned to tie the potential concr4te failure prism Inti the strut,
tura) member. Coalition B applies v&,re such supplementary reinforcement is'nrt prodded, or where pul but orpryt ut strength governs,
4. Allauable statV: tension leads for 2,500psi are calculated by multibiyi ng the*concrete breakout strength Alb by the strength reduction $ factbr of (116 and lidding by an a of 1,4
axording to rX ESR -1545 Sector 42 14 Is calculated as per Ar1316-05.0,52,2,' This b91 may be atlJust d .for otiter concrete strengths according to ICC ESR -1 Wi Se tion
4,1.3, by using the follai Eng �ustion,
NG1'C - No RT
2500
Table 5 - HSL -3 Allowable Static Tension (ASD), Normal Weight Cracked Concrete (lb)a.3,a
2 Values are for normal %veightconxet , forsand-llghhveightca rete„multiply upluesty 0,85. Fors1FilghGseight aortcrete, multiply values by 0,75, See AG1318 05Seotion 0,3,4,
3 0onditicn A applies where'the potential concrete failure surfaces are crossed by suMamentary rE nforreme I proportioned to tie the potential concrete fallure prism Into the stru
tural member, OoMition B applies where such supplementary reinforcement is rot pUded, + or oere rmmt or pryout strength gorems,
4 Allmable Matic tension tads for 2,500 psi ere calcuatadby muftiplying the pullout strength Arp6by the strength reduAbn ¢ factor of 0:65 and di -Ming by an a of 1,4 a?yrding to
M ESR -1545 Section 4,2..SeA Table 2 for App, This load may be adjusmd for otiter criinrete strenglis a-�rding b ICC ESR -1545 Sectim 4,13 by using the folla;,ing eqtuti)n:
Npn,cr.Pc = Npner fC
2500
Table 6.- HSL73 Allowable Static Shear, (ASD), Steel (lb)1,2
Nominal
Anchor
Diameter
AlInvable Steen C
HSL -3, HSL -3-B
-
, Shear
HSL -3-G
R18
3,361
Concrete Compressive
Strengthz
4,741.1
3,853
M12
Nominal
Anchor
6nbedment
Depth hef
Pe =M i
Condition, -Condition
../'0=.3000 ....t'e>=4000
Condition, Condition Condition
si.
f,r=gyp
18,34ci
Diameter
mm On.)
A
B
A
Conditionndhian
Cond
dition
B'
A
B
A
116
1;429..
:. . _ ...1;429...:._
.. 1�6�1..... ..
,.1;650 ..........2,n?1
_...
_
2,011
M10
70 2.76
1,867
1,037
2,28E
2,286.
2,6�r .
2,E.40
3;2x3
32333
PA 12
W 3.15
3,214
2,785
3,8936
SA11
4,545
3,939.
5,517
4X25
M1E
1Crl 3.9-4
4,492
3,c•�3
5,5(11..
4,768.
6,352
5,Ft15
t,790
8,743
M20
125 4�2
6277
5,440
7,68`0
6,ES3
8,611
7,F:14
10,€ry
9,423
M24
150- 5,91.
8,252.
7,152
10,10E
8„a9
11, rj
1r; 114
14,11
12,33
1 Vahlnaro irr cinnL-nnrhn,cavifh
n�en„�dldn.ve,M.....,,.i....
.<..�...u__
2 Values are for normal %veightconxet , forsand-llghhveightca rete„multiply upluesty 0,85. Fors1FilghGseight aortcrete, multiply values by 0,75, See AG1318 05Seotion 0,3,4,
3 0onditicn A applies where'the potential concrete failure surfaces are crossed by suMamentary rE nforreme I proportioned to tie the potential concrete fallure prism Into the stru
tural member, OoMition B applies where such supplementary reinforcement is rot pUded, + or oere rmmt or pryout strength gorems,
4 Allmable Matic tension tads for 2,500 psi ere calcuatadby muftiplying the pullout strength Arp6by the strength reduAbn ¢ factor of 0:65 and di -Ming by an a of 1,4 a?yrding to
M ESR -1545 Section 4,2..SeA Table 2 for App, This load may be adjusmd for otiter criinrete strenglis a-�rding b ICC ESR -1545 Sectim 4,13 by using the folla;,ing eqtuti)n:
Npn,cr.Pc = Npner fC
2500
Table 6.- HSL73 Allowable Static Shear, (ASD), Steel (lb)1,2
Nominal
Anchor
Diameter
AlInvable Steen C
HSL -3, HSL -3-B
-
, Shear
HSL -3-G
R18
3,361
2,815
f:110
4,741.1
3,853
M12
61637
5,647:
M15
12,41+_1
10,531
!-*) .
18,34ci
15,,`-,`A5
M24
21.2?4
v duos ale v l anlge unalorsmill no eage arsrance orspacing redu - n due
to concrete fallure.
2 Allowable stalk:: shear loads are calul_atyi Gy multil:4ying I;, by the stength
reduction 4 factor of 0,65 and dividing by an a of 1,4 aco3rding t) IT FSR-
1"54--) E&+^tico 4.2, See Table 2 for V, .
x s
f
4.3.2 HSL -3 Heavy Duty Expansion,Anchor
4'.3.2.4 HSL -3 Installation Instruction
1, Using the correct diameter metric bit, drill. hole
to minimum required hole depth or deeper,
3-d"H h.•�1 'V
Remove drilling debris with a bloavout bulb or
with co'r#estl air. .
R01
` a
<:•: ooj.
WX
i.a
3, Using a hammer, tap the anchor through 4. Using a torque vo.ench, apply the specified
the part being fattened into the drilled hole installation torgUie. HSL -3-B does notrequire
until the washer is in contact with the use of,a torque wrench.Tighten until torque
fastened,part. Do not expand anchor by cap shears off.
hand prior to installation.
1-1�L 3 Heavy'Duty Exptirisidn- Anchor 4.3.2
Table 7 -HSL-3 Allowable Seismic Tension (ASD), Normal Weight cracked Concrete (lb)1A4
Hontinal
Diameter
Enihedment
41C= 200D si
ncrete
PC, C� 3000 sii'i
tessive sirens the
:. i=4
psi
PC6{300
i
–—Cn" –Cnion C—Achor-- —Depth-he--ContFtion--Conditioq -O-diiMilian Condition
mm (10 A . B. A BA
Condition
B
1118
'60 236
1,114
1,114 .
-1,,W
1364
.11575
1155
N124
16,918
1141(i
70 2.76
1.7$2..
1,7K...
..2,182
2,182 _
2,520 '
2,520
S,Uc�
M12
80 315
3,068
.2,653
3757,..:
3,256
4,3390
3,Terj
5,314
41605
M16
100 .3.94
4,288
3:716
5,251
4,551E,06?
5,256
7;426
6,435
1420
125 4,92
U@Z.
6,3f?n
E,474
7,344
10,378
819
M24
150 5,91.
6,560
5,676..
8.U��
9,02$
11,344
9,8329
�u,u:J Lllc ,w ou,`yl6 alydl N,D vnI i uv Cu}JC uwl iiuu W wxii4 I uuvw I, cul uum w5p15; 5*E' Oh-1040::er'Tun 4,Z tq, 0,
2 . Values are for normal %velght oonerete. for sand -lightweight a5nciete,:tnultpy values by 0,85, For a11-llghtrreight concrete, multiply vcltes by U, 75, � ACI 318-05 Section D, aA
3 CondltlonA applies Oere the *Wentlal cunaete failure surfaces are cpkod by sup{ilementaty reinfcireement proc� mcd t+ tiethe p atentisl COX., fsilure prism Into the
structural member. Ccnditbn 8 applies vfiere sueh'sdpplementar)i ielnfr rcer>ient is noLp'66ANU; or vrliere pullout r(pryout str angth grrverrc,
4 Allarcobie seJsmlo tension loads for 2,500 psi are Waulated by nulbptying the pullAt strength 6'p� tip the strength reduction � lacturof 0,65, then muMpNing by a 0,75 W;tor
des°.ribe in ACI 318-05 D.U.S. and (Widing by an a of 1'.1 a6!brding to ICC ESR 1545 Section 4.2 Seg T9bl.,2 fort,' ,, This bad, maybe adjustW fcr other concrete strengths
wording to ICC E5r+1545Secticn 4.1,3b/'usirnilr::folln;,ing,egiiation, p
Npn,crt,c Npn,er 1 C F
2SOU
Table 8 a HSL -3 Allowable Seismic Shear (ASD); Steel,04)1�
ttonunal
Anchor
Diameter
AllaWable Steel Capacity.
I�-3, HSL•3.B
Shear
HSL -3-G
...: �:... ......:
.:. _2,04y.: `. .......:.
:. 9 ,674.. :...
MID
3,746
3,C►E.�+
M12 .
5,270:
4,354 .
b116
10,91 `�
9,336
M20
`12,912
10,840
N124
16,918
1 WOE-. are for.Ingle awhors With no edge distance or sparing reductem
due to conxete failure,
2 A11:nwable seismic shear'bttds are calculated by multplying t/amu by the'
sUzngth reduction � factor of 0,65, then multiply,bj U; iotas p?rACI 318=
05 D,3,3.3, and dividing b/ an a of 1.1 so_*Aing trr.ICC,I SR 1595 Section
42 See Tabu 2 for l,,,h ,