HomeMy WebLinkAboutB2004-3266 - MiscCITY OF \ FWPORT BEACH
BUILDING DEPARTMENT
3300 NEWPORT BLVD.
P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915
(949) 644-3275
PLAN CHECK REPORT
Project Address: t 2
'` Date:
Plan Check No.: 65;"_ Xu1{P1an Check Engineer: 1C--rtAki k Phone: 'wt Cort4 •
Applicant to indicate in column at right where the correction was made on the plans.
No.
Correction
Location
on Plans
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e-mail: cnb_big@a city.newport-beach.ca.us
Forms \ Plckrenorl-01c
webpage: wwlw.city.newport-beach.ca.us/buiiding
TAYLOR
• 8 ASSOCIATES
n Rt X IItt 15
2220 NORTH UNIVERSITY DRIVE
NEWPORT BEACH, CA 92660-3319
• 949.574.1325 FAX 949.574.1338
ARCHITECTURE AND INTERIOR DESIGN
SHEET '`'3 OF
Y?' C%
BY
PROJECT PROJECT NO /SC7`et°
DATE 7-t 04
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SHEET OF
2220 NORTH UNIVERSITY DRIVE
NEWPORT BEACH, CA 92660-3319
949.574.1325 FAX 949.574.1338
ARCHITECTURE ANO INTERIOR DESIGN
TAYLO R
& ASSOCIATES
AICHIIECIS
"'CAC; SC f OYY--
PROJECT
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BY We
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DATE a 25^4)
PROJECT NO
z $cit Y 4 a /064l,a
4g .67613475
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CITY OF NEWPORT BEACH
BUILDING DEPARTMENT
3300 NEWPORT BLVD.
P.O.BOX 1768, NEWPORT BEACH, CA 92658-8915
(949) 644-3275
Date: cl, l lTh.1CV(
To: Newport Beach Building Department
Subject: Request for Special Plan Check Service
I hereby request that the Building Department provide special plan check
service for the project listed below.
I understand that to provide this service, it will be necessary to authorize
overtime work. I further understand that my additional cost will be 75% of the
plan check fee, but not less than $97.00, and must be paid at the time of
request.
I hereby agree to pay the cost of overtime in addition to the regular plan check
fees.
Job Address:
Plan Check No.: aF)g2--too--t
Valuation: i 6, n O O �# q �U
Amount: C7 - S� }G ``t `' `
Contact Person: SARI Ljl t�ltito�w
Phone #: ZG t €74 1;7cr
Authorized By:
(owr,Cer or representative)
Approved By:
Forms\PCREQ 6/04
sa114-4�
2720 NORTH UNIVERSITY DRIVE
NEWPORT BEACH, CA 92660-3319
949.574.1 325 FAX 949.574.1338
ARCHITECTURE AND INTERIOR. RESIGN
TAYLOR
& ASSOCIATES
AE[RIIEClS
SHEET OF
/
BY /cr
PROJECT PROJECT NO ��9g
/N7 46L /b Nita. <5 "` 2 S- oT
/ to//d,Ara Tc/4,
n rkCAs 9
3o d vi4, .�5' f{3 (AS , ovtfa° ,,4 •
/k
G 4 0,*31$ sr
e
VS
/Yl/.[fo 4'�fi% ,ASS ro4/2•tt9.09/5,'0,/oa
WORTHY
HOAG MEMORIAL PRESBYTERIAN
EAST TOWER PROJECT
SUBMITTAL APPROVAL PAGE
RECEIVED
NOV 0 9 2004
Ott 6FAQ�-10�3s4SU_c
& CONUCTTi STRDESION
RECEIVED
SUBCONTRACTOR APPROVAL
McCARTHY APPROVAL NOV 091
Specification Section
A. Approved as noted for Architectural Rev
iYLrOH & AS£
B. Revise & Resubmit ❑
C. Rejected ❑
THIS REVIEW 15 FOR GENERAL CONFORMANCE WITH
PLANS AND SPECIFICATIONS ONLY. ANY DEVIATIONS
FROM SAME NOT CLEARLY NOTED BY THE
PREPARER HAVE NOT BEEN REVIEWED. REVIEW
SHALL NOT CONSTITUTE A COMPLETE CHECK OF
DETAILED DIMENSIONS OF COUNT OR SERVE TO
RELIEVE THE PREPARER OF CONTRACTUAL
RESPONSIBILITY FOR ANY ERROR OR DEVIATION
FROM CONTRACT REQUIREMENTS.
McCARTHY / / �/
I! (91"I
Page No.
Paragraph No.
PROJECT MANAGER'S APPROVAL FOR SUBMISSION
By (Print Name)
THE ATTACHED SUBMITTAL HAS BEEN REVIEWED
AND ATTESTS TO BE IN CONFORMANCE WITH THE
CONTRACT DOCUMENTS.
Signature
By . Date
Date
Submittal Reference No. 011e — O3ISO —0
ARCHITECT APPROVAL
ENGINEER APPROVAL
SHOP i
' I`'`1 r-;tCEPTIO etaleuIII £Luna
I, la,J<S COflniEciioe:; i,:o ND [_'fiHE`IlEt il
Checking Is for gsnerel coniorme. tee :min deer
compliance veertha Ccn;ract Coculo VI.. ;Markin
Shensi be cons rued as rslck/inn the Com—moo.
]iih the Preleet fLornnnF and El000lfIcetrons
ihoe.lrnm. III, Corerecior rsrn?ns r'-"snonsble
accer„ y cent rm::Tq and corelatlnn qusrtitmc and
for the snlecfon, ul iabric-,i ion pmcrss and
assolr7;r and for ocrlarmi„ it the'fuer!: in a safe man
of disci:resets h' Ina ,_:,,eral r:nnfr ectar shell eenstit
in accordance enet ilia reef/dement' of die SpeciLcet
li'r.YLOT a. �ri,cSOCII'r, I r-.,,. --II'tl:::;T
WITH THE CH„ INANCES, PLANS. ANO POLICIES GEETHE CITY OF NE
APPRO'V\L LCES - GUAR aS.-EE T-.AT THESE PLANS ARE, IN ALL RESPECT$, IN
COMPLIANCE C.TY. ULnt P' .;. ANC ZONING OPCPNANOES, PLANS AND POLICIES.
THE CI"' ^E -:I : ` ' ":E Rc °9YE6 TEE R'C; IT TO REQUIRE ANY PERMITEE TO
HEVISE Tee; ^ '': C. U E OR I',,=30'VE.:.:VT •`. LrTP R;ZED GY THESE PLANS,
BEFORE C'_. ? 'GTCN. ..E°E55.,:E' COMPLY WITH THE
OflDLS,.V E>••o.r 13 E. THE CITA'0N NEE' ;,..:i' REACH.
;Slue,; ,PE)
DEPART:ENT _ _ SIGNA;JRE DATE
PU.'iiL
FIRE
GRA lhPLANNINGu
EIMIP
APPROVAL TO ISSUE
3Yt DATE:
• C Cal V sA Q O IJ
•�_ �� C = - B _.
C
c
a E m" � u n„
U Q U a E 5 Le
U L
teee
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CIATES
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a
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-71
m
1N31NiUVd30 0NI
Shop Drawing Approval Page dac-1,18,00
Field Procedures Manual - bhibil a IO-A
NO \ eh MrEJ�1 r Of Ir_J\ L
Hr OSplrrip_ \ L
NEWPORT BEACH, CALIFORNIA
Coreslab Structures (L.A.) Job No. 218
STRUCTURAL.
CALCULATIONS FOR
PRECAST CONCRETE
BENCILES, BOLLARDS
ANI) INTAGLIO WALL PANELS
150 West Placentia Avenue Perris, Calif. 92571 (951) 943-9119 Fax: (951) 943-1675
(L.A.) INC.
DATE
JOB NO. Z/ R
BY CS CHKD
SHEET NO. (iOF
�rec sl Initlio Wan Connte,-I-ions
3,8(yj 1i/2
u
0
rX •
1
/ 1/La
} Typ
R
3%1 Cove/
't/2
D
(o"C/PWg1I /L"7P,c.
i
it%zx3X0/ 4
14
/3/8„beveled EA5 D Q
e Love
/a411
1/Zti
3"
a. loca.7e0t S O tivo" knots
/$XoJxo'--4
w/"Q6 Ka'-3
I�sR syo.c.
W/zi meg 11 fo
a 3 "D,G,
#3X.3 a
Diet is Sdvds
CTvpi) or ?AL &MC
L31/1x31/zX/8XtL
2-P2:143x0 NsR
o-
`1�.34X4Xo'-G
44-WO xd-3 NSf4
@ S"o.C.
o tPantlll
L:\Chris\218 Huag\218 Preeust Benelidwg, 11/04/2004 01:28:47 PM
(L.A.) INC.
DATE
JOB NO. Zi
BY Ct CHKD
SHEET NO. 7 OF
ere-cc,A- ZN
iln ee�iurl5;
131.E -S1pan
Area:
Perimeter:
Bounding box:
Cen troid:
REGIONS
zo — o
a
Vit = 318.4 ill2•i(• 20 #/Z 7:- a52. in#
7883 #
Ff = o.4)( W = 3 / S34fr
SeiS• 1Oa6/Co' nn. ;�.. 3/53 IY41 : 788
Us— /, Zic Desch &-s. L nda4
& Ea-. Conn-
378.404159 sq in
123.095997 in
X: 0.000000 -- 13.500000 in
Y: 0.000000 -- 48.515647 in
X: 4.207837 in
Y: 26.381819 in
In? ennneei-ion
,r
B fie VGI &rocwc LA)a_IJ
/-Wekt _ /%Z 513FA3/2S = 7,71c
fAet /270.4,667 = 2.6,1 7914 ok
1/4" Fidel- kjeicl s :
rz.
2% warsi-
Q
Welds
C/Pen,6ed
r,= 2.GjZ = /,3 /c„
(/.3z
rues,_ �Z6)= Z,!K
FuLtol = / s`')o.n8/ =3.7k>2,1kOk
H
wife_ = G /C/P Wan- /frz"g AIM= `f /Z• kr_
3=s" Fdb,%zn
/ A rS C COG
= .Ln2-
e
e dy s- 6 41 t"
(L.A.) INC.
DATE
JOB NO. 2./S
BY CE CHKD
SHEET NO. ? OF
i?r`ccas-l- Indabli'o tAl (nnns.
pieEE,n4e4 &.,h •
€ = O.45Y- 4s G1a,56' * 3oiao 7.3 k
/.3 /. 3 *- /doe
Fiu = /.Zk# 3.3 = h/.OI(G 7.3k --O
ctA
13a him ("�nnet on
�C, mbee/
�Ix� V35 = 0.7S#GO�s'•A-.Z44-o,2;nZ= /8.6k>s''�Ok cue_
el o k2s S, zs n = 2. 4 u
�j! ( r, = 2.ti/Cos4s° = 3.4k
�c = d,gssx i -)F 35:0/4Z-KSono.
/, 3 /.3.$ r000
3z
318 F c 4/0k
Worst Ccso
' Fit
36.
!� k
, Coo. S > 3,4 p[c
(L.A.) INC.
DATE
JOB NO. a
BY Cc CHKD
SHEET NO. 9 OF
I.4-et l o Wall T
vinA fcenicm.
4
zit A/P
#4 Con):
-N
(L.A.) INC.
DATE
JOB NO. 2/8
BY CE CHKD
SHEET NO. /l) OF
VJ all 12.441,F. S
San 441&V r Mowl 414- a C 5L0)
2
378.J42 /GS2i;# #0,'a / / $ 6D = 26615in-#
= 240/Sih-i* 2,Z J-E-Ic •
Minimu,n Saul dondldls
/z w 1000
As = o.o02..4' 7b -/2: = o, /7iiz
mn.µ
U Se 44 /3%2 0. C, %s = /8 in 2- Ok.
(/4/z04 .t./ Rein Ft)
7-intnsve'rse.
MLt (SeiS.)
AStz;a= 0.0012. 7 % /
-r
(use- #/@ /50C-
Z
0./0 in
AS _o./6/o2 >o,/0/A2 Ok
W/ Z" EX-I-e-ier Face Ua.eol Qar Artwork, 0n5 5"`M ok
Seed -ton fU be Used J%r Rei4P,
smtn. = 3 *5 = /5 o,c, oGc
Rein(@ /� /z -rap Relara
, '/
MAX. 6r-a. @ Ea, 072 Cony. = 7 3# rz = A/0IC
/000
Mu _ 4,0kX-'ft /. si = /. 9 ff-k
Ta
w/ b=/�
d=5
�y = /odks' £i= Sks;
2-/9/Ast0'Vi',Z
5, 7Z Pe - k > /, 9 tE k Ok-
6. v/I¢. 2- *`.! X 1' C. @ 14 1 c. Ems ea I
DATE
JOB NO. Z/P
trieP
L.A.) INC.
BY CS CHKD
SHEET NO. // OF
REINFORCED
This program analyzes
using strain compatibility
The user needs to input
Height of panel
Number of rows of rebar
a -- estimate of height of
b -- thickness of panel or
As -- Area of steel.
d -- dist from top of section
The program calculates
and the equivalent force
The user selects an "a"
apporoximately zero (0).
the compression stress
total
depth of pnl: 6.0000
Rows of rebar: 1.0000
a (guess) = 0.3137
b (width) = 18.0000
c = 0.3922
fc = 5000
f y = 60000
E steel = 29000000
epsilon c = 0.0030
epsilon y = 0.0021
Row As(in^2) d(in)
PANEL
the stresses in
to determine
the following:
concrete compression
width of beam.
DESIGN
each rebar
its ultimate
block.
each row of
compression
a sum of
then takes
a design strength
stress
of a defined section
moment capacity.
reinforcing (Cs&T).
block (Cc).
the forces equalling
moments about
of phi*Mn.
alpha =
beta =
phi =
Cc =
T-Cs =
Cc+Cs-T =
Mn=
phi*Mn=
the cg of
0.8500
0.8000
0.9000
24.0000
24.0000
k comp
k tension
k (ok)
ft-k
ft-k
to rebar.
the forces in
of the concrete
that will produce
The program
block to give
in
in
in
in
psi
psi
psi
strain
0.0000
9.69
8.72
Cs or T * d-a/2 = Mn
1
0.40
5.0000
0.0353
60.0000
24.0000
4.8431
I 116.24
0
0.0000
0.0000
0.0000
0.0000
0.00
0
0.0000
0.0000
0.0000
0.0000
1 0.00
0
0.0000
0.0000
0.0000
0.0000 1 0.00
•
IC'BO Evaluation Serv►Ger. Inc :.. Mt :
5360 WORKMAN MILL ROAD • . WHITTIER, CALIFORNIA 90601-2299'
A subsidiary corporation of the International Conference of Building Officials '
{ ER=4627
1CBEVALUATION REPORT Reissued February t, 2001
Copyright Q' 20010 Es/Sudan Service: Inc.
Filing Category: FASTENERS —Concrete avid Masonry Anchors (066)
'
OST NUT
BO BOLT -II ONCRETEPANCHORS �IK
'HILTI, INC. ' • '
644000 SOUTH H221413-OMAf7 ST AVENUE '
TULSA,.1.0 SUBJECT
Kwik BOIt4t and PostNtrtKwik Boit-II Concrete Anchors.
2.0 DESCRIPTION '
2.1 KwIkBoit-II:
Kwik Boa -II (KB-Ii) condrete anchors. consist of 'a stud,
wedge, nut and washer.The stud Is manufactured from acar-
• bon or stainless steel material. The carbon steel Kwik Boa -II
stud is made from AISI 1038 or AISI 1144 materials. The
wedges are 'made of AISI 1010 steel, except that KB -II
3/4-by-12, KB-II,1-by-6, KB -II 1-by-9 and KB -II 1-by-12 an-
chors haveAIS1304 (stainless steel)wedges. Allcarbcn steel
components are zinc -plated. Each component of the stain-
less steel•Kwik Boa -II anchor is made from either AISI 304 or
AISI 316 material.
The stud consists of a high -strength steel rod threaded at
the upper end. A normal threaded KB -II has a thread length •
equal to or less than three bolt diameters, while a long .
threaded KB -II has athread length greater than three bolt di-
ameters.Thetapered mandrel has an increasing diameter to, .
• ward -the anchor base, and is enelosed-by a three -section
wedge which freely moves around the mandrel: in thevertical
•
direction, the wedge movement is restrained by the mandrel
taper at the bottom -and by a collar atthe top of the mandrel.
When subjected to torque, the wedge H forced against the
wall of the predrilled hole to provide the anchorage. Allowable
tension and shear values in normal -weight concrete are
shown in Tables 3 and 4 for the carbon steel and stainless
steel anchors, respectively. Allowable tension and shearval-
ues for lightweight concrete are shown in Tables 5'and 8. The '
anchors are. illustrated in Figure 1.
.22 Post Nut Kwik Boa -II:•
Post Nut Kwik Boa -II concrete anchors consist of a carbon
(AISI 1144) or stainless (Type 304) steel stud and post nut.
The threaded end .of the stud is fabricated to accept a
threaded post nutwithanoutside diameter equal tothe nomi- .
nal diameter of the stud. Thejpost nut has acountersunk- '
head configuration. Allowable tension and shear values for
carbon and stainless anchors in 3,000 psi (20.7 MPa) normal-.
weight concrete are'shown in Table.7. The anchors are illus-
trated In rgure 2. • ' ••• .. -' '
•2.3Installatlon: •
of the anchors. The
} Evaluation reports ofICB0 Evaluation Service,Inc.,are issuedsolely to provide information to ClassA members ofICBO, utilidngthecode upon which the report
I ' is based.Evafuation reportsan rat to be construed asrepresentingaesthetiaorany otheratfributtsnot specifically addrrsednorasanendorsanant ormamma.
dation for use of the subject report
Thinport it based upon independent tests °rather technical data submitted by at:angle-anti/es ICBOEvaluation Serviceane., technical staff saf jhas reviewed th,
test results andlorotherdata, but does not possess test facilities to Make an independent verification. Then isnowa nnty by 'CBOEswlaatio'nServiee,Inc., expres
or implied, as to any Winding" orothermatterin the report orastoany productcoveredby the npof. 7hisdiselaimerinwhrdes, but is not limited to, ,nerehantabilitp
. ' Pug/El on
chop embedment'by atleasttvio anchor diameters, to permit
overdriving.of anchors and to provide a dust -free area. The
. anchor:must be hammered into the predrilled hole until at:
least sb threads are betowthe surface. The nutmust be tight-
. ened against the washer until the torque values specified -in
Table 1 are attained. Minimum embedmentdepths, edge dis-
tance and spaang requirements are setforth in Tables 1 and
2' .
2.3.2. Post Nut Kwlk Bolt -&Holes are drilled into the con-
creteuusing carblde-tipped masonry drill bits complying with .
ANSI B212.15-1994. The drill bitdlameter must be the same
as that of the anchors. The dnlled holes'must exceed the
' depth'of anchor embedment by approximately two anchor di-
• ameters, to penny overdrivingto the hold to e until the post -nut
de a dust -free
area. The anchor Is tapped
head touchesthe materialto be fastened. The post nut is then
loosened by two Complete -turns and the anchor is again
,tapped until the post nut is again in contact with fastened ma-
teriaL The post nut is then hand -tightened with a screwdriver.
Minimum embedment depths, edge distance•and spacing re-
quirements -are sat forth in tables 1 and2.
2.4 Special Inspection: •
Where special inspection is required, compliance with Sec-
tion 1701.5 of the code is necessary. The special inspector
mustbe onthe jobsitecontinuously during anchor installation
toverify anchortype, anchor dimensions, concrete type, con-
• crate- compressivestrength: predtllledhole -dimensions, an-
chor spacing, edge distances, slabthickness, anchor embed-
ment and tightening torque.
2.3.1 Kwik Bolt4l: Holes are drilled into the concrete using
carbide -tipped masonry drill bits complying with ANSI
13212.15-1994. The drill bit diameter must be the same as that
drilled holes must exceed the depth of an-
2.5 Design: •
2.5i General: Allowable shear and tension loads are as set
forth In Tables 3, 4, 5, 7. and 8.
2.52 •Comhlned.LoadIngfor KwikBoa-II Anchors in Nor-
mal -weight Concrete:- Allowable loads for Kwik Bolt -II an-
chors subjected to combined'shearand tension loads in nor-
mal -weight concrete noted in Tables 3 and 4 are determined
by the following equation: •
• (Pmerrla (Vs /Yt) 51. •
. where:
Ps = .applied service tension load.
Pt = allowable service tension load.
V, = applied service shear load. .
Vt = allowable service shear load.
• .•2.87dent)flcatlon: •
The anchors are identified in the field by dimensional charac-
teristics and packaging. The packaging label indicates the
manufacturer's name and address and the size and type "ot
: anchor, the name of the quality control agency (Underwriters
Laboratories Inc.) and the ICBO ES report number (ICBO ES
;e2ot5.
ER-4627
ER-4627). A length identification code letter is stamped on' '
the threaded end of the bolt. Seethe length identification sys-
tem in Table 6. • .
EVIDENCE SUBMITTED
Data ih accordance wrththe ICED ES Acceptance Criteria for .
Expansion Anchors in Concrete and Masonry Elements
(AC0t), dated January 2001..
$ FINDINGS • ' •
That the kwlk Bolt -II and Post Nut Kwik.Bolt-0 concrete
anchors. described in this report comply with the 1997
Uniform Building Code'", subject to . the following
conditions: ' .
• 4.1 Installation dimensions and installation torques
areas noted in Tables 1 and 2. •
4''2 Allowabletensionand shearvalues ere as noted in
Tables 3, 4, Sand 7.
4 Calculations
wlththisreport resubmitte ustifying that to the bulidingot-
finial for approval. , .
4A Special Inspection ht.provided as set forth in Sec -
.ton 2.4 of this report:. • . .
45 ANchors are limited to .Installation In uncracked
concrete. Cracking occurs where 7r fr due to
aervlce loads or deformations. Examples of when
• cracking may occur include, but are not;Ilmled to,
' anchor location ln tension zone es the concrete
member, anchor Ideation in 'settling a concrete
•
member, and anchors subjected to setsmicloada,
• wind loads or moving loads. . •
4.6 Allowabletenalon and shearvaluesfor KwikBott-11
anchors lnnonnai-weight concretenoted In Tables
3 and 4, and sand -lightweight concrete over metal
profile deck noted In Table 6; may be Increased
' 331/3 percent for short-term loading due to wind or
seismic'forces, Use of the Kwlk Boital anchor In
. lightweight concrete, and use of the Post Nut Kwlk
Boltdl anchorin resisting wind and seismicforces,
are beyond the scope of this report.
4.7 Use of the anchors In resisting vibratory or shock
loads; such as those present in supports for reclp-
roasting' engines or crane loads, Is beyond tha
scope of this report.
4.6 Use of the anchors is limited to nonflre-resisttve
constiuction. unless . appropriate data are sub-
' miffed to demonstrate anchor performance Is
• maintained in fire conditions. •
4S Usaofthe carbon steel anchors isiimitedtodry, In-
terior locations. Use (tithe stainless steel anchors'
Is. permitted In exterior -exposure or damp environ-
ments. • . '
4.10. Anchors are mantifactured by H11U Inc., at 5400
South 122nd East Avenue, Tulsa, Oklahoma, with
. " quality control Inspections by Underwriters Lebo •
-
ratories inc. (AA-558). •
j Itla report is subject to re-examination in Two years.
• TABLE 1—INSTALLATION SPECU CATIONS
SETTING t1ETAn3 I/4lndt
Tiltbtl7iss = anrhbrdizmeter(lnehesy 1/4
Depth of embedment (minimum/standard)(inches) 11/s1 2
Wedge dearance hole (inches) 116
•
Anchor length (min./max.) (inches) 11/4 41/2Thread ength std./extra thread length (niches) 3/4 3
installation: Torque Stainless steel
guidevalues' Carbon steel: Mid embedment
•
(ft. ib.) ' Carbon steel: Std. embedment 7
Min. bus material thickness (inches)
For SI: l inch .425.4 min, l lbf = 4.45 N...
linstalktioo torques are applicable for all anchor installations unless noted otherwise in this report.
•
4
% inch
13/8 121/
1//16 •
23/a. 7
7Is •4
20
20
'ANCHOR Sties
•IIs lnch,
4h
21/4 ] 31/2
/16
214 { 7
11/4I 4
30
..30
45
%Inch
54
2/4I 4
1i/16
31/2 1 10
11/2 I. 41/2
75
75 '
95
al4 NNh
34
31/4 143/s .41/2 I 6
I2/16 . 11/e .
41/2( 12 6 2
11/2 q1/2 21/4 I 41/2
150. 200
150 200
225' 325
3 or 1.3 x embedment depth, whichever is greater
TABLE 2—ANCHOR SPACING AND EDGE DISTANCE REQUIREMENTS, NORMAL -WEIGHT CONCRETE1•2A4M,7
t kith
1
DESCRIPTION
Embedment: intnimum/snmdard (inches)
Sa
Edge distance requital to
obtain maximum working
Asa
load (inches)
Minimum allowable edge
distance (inches)
Spacing requin:die obtainmaximum working load (inches)
inimamallowable spacing between anchors (inches)
'Shea
Tension
Shear.
Tension
.ANCHOR SO
1
11/g
21/4
11/s
33/g
13/4
13/4
111g
Inch
2
4
2
33/s
3
13/4
2
a4 inch
15/s
31/4.
15/s
41/s
21/2
21a
1 /g
21/
5
Ilibd
21/4
41/2
2/22'/
47/s
334
634
33/e
21/2 1 33/a
21/2 21/4
31/
7.
31/2
63/4
$1/4
33/a
31/2
Ito inch
23/4 4
51/2 I 8
23/4 i 4
S1/4 sits.
41/s 6
41/s 141/s
23/4 4 .
cep toms .1 I Inds
31/4 j. 43/4 141/2 I 6
61/2 193/z j 9 112
31/4 1434 141/2 I 6
934
47/s
4r/a
31/4
g/i 131/2
.71/g 634
47%g 163/4
4s/4 41/2
131/2
9
63/4
6
For SI:1 inch = 25.4mm, 11bf a 4.45 N.
'Data in this table and the footnotes apply to all anchors covered in this report. '
2When using M,,,r„ for a load that is shear, reduce the allowable load by 50 percent.
3When using M„,r„ for a load that is tension, reduce the allowable load by 20 percent
4For S and M of anchors with actual embedment' between the listed embedments, use linearinterpotation.
SFar S and M of anchors with embedments greater than the deepest embedment listed in this table, use the value for the deepest embedment listed.
6When using S„,6,. reduce the allowable tension load by 30 percent. •
1When using S„r,,, reduce the allowable shear load by 30 percent
Page 3 of e'
. ER-4627
TABLE 3--CARBON STEEL. KWIK BOLT-8 ALLOWABLE TENSION .AND 'SHEAR VALUES pn'pounds), NORMAL -WEIGHT CONCRETE1A
MOON
arm Ink
- Wm*
11/83 245.
2 525
TINS I Taeaba
sr`W�
120.
265 '
sr.sIS
4
300 150 •
550 280
33/4 I 625 I 315 I 400 625 315
15/5
3/8 21/2
41/4
500
1,125
1,190
• 250 • 925
565 . 1,100
595 . 1,103
605
1,210
1,235
300
605
615
21/43 ' 860 430 1,810 960 480
1/2 31/2 1,750 875 1,840 2,000 1,000
6 1,950 975 . 1,840 2,16$ 1,080
23/43 1,425 710 2,875 1,685 845
• 3/e 4 2,180 1,125 3,125 2,670 1,335
7 3,000 1400 3,125 3,250 1,625
31/43 1,850 925 3,875 2,175 . 1,090
3/4.. 43/4 2,750 1,375 4,225 3,625 1,940
8 3,750 1,875 4,225 4,625 2315
41/23 2,930 ' 1,465 . 6,625 , 3,650 1,825 •
1 6 3,990 1,995 8,625 5,310 2,655
9 6,040 3,020 8,625 ' 7,050 3,525
For SIS 1inch a25.4 mm, 1 psi to 6.9 hp*, 116.E 4.45 N.
1See Table 2 footnotes
2Allowable loads may be increased by 331/3 percent for abort -term loading due to
• 30nly the long -threaded style KB-11.anchor installed st this embedment depth is pe
KB-11 anchors have i thread length greater than three bolt diameters.
•
TABLE 4-STAINLESSSTEEL KWIK BOLT -II ALLOWABLE TENSION
L'•Mr1.1 4'•cm
Tea 1 - 1
n .sltasbboll
> •SSC IFMS.�Mv-_ i Oar
Y
400 .350 175 400 430. 215 ij 400
400 . 590 295 400 625 315 ' 400
400 1- 625 I 315 I 400 I 625 13 315 I 400
1 1,025 800 400 975 710 100
5:45
1,840 1,065 530
1,840 ' 2,250 1,125
1,840 2,375 1,190
2,875 1,950 975
3,125 3,090 1,545
3,125 3,500 .1,750
3,875 . 2,500 1,250
4,225 4,500 • 2,250
4,225 5,500 2,750
7,125 4,375 . 2,190
8,625 6,625 3,315
8,625 8,055 4,025
1,840 1,625 , 815 1,840
1,840 2,625 1,315 1,840
1,840 ' 2,625-' 1315 1,840'
2,875 2,500 . 1,250 2,875
3,125 ' 3,925 1,965 3,125
3,125 3,925 1,965 . 3,125
3,815 .3,000 1,500 . 3,875
4,225 5060. 2,530 4,225
4,225 5525 2,965 4,225
7,625 , 4,360 2,180 8,625
8,625 7,875 3,940 8,625
8,625 10,000 5,000 8.625.
wind or seismic forces.
rmitted to be used to twist shear due to. wind or seismic force. Long threaded style
ANO SHEAR VALUES (In pounds), NORIAAL•WEIGNT"CONCRETEIA
4ta]g8
ma1TFtt
Sal
1/4
3/8
1/2
3/8
1
Aggr
Schaal
11/83.
2
4'•a4ss 0.
Take
3314 '
13/83
21/2
41/4
21/43
31/2
6
23/43
4
7
31/43
43/4
6
41/Z3
6
9
tttat
4F
170
lust
sphy, am
85 525
425 210 550
520 260 550
400 200 825
875 440 1,250
1,000 500 1,250
800 400 1,700
1,250 625( 2,085
1375 690 2,085
1,020 510 2,625
1,730. 865 3,125
2,250 1,125 ' 3,125
1,450 725 2,700
2,350 1,175 4,225 •
2,750' 1,375
2,300 1,150
.3,7,10. .. 1,870.
5,250 2,625
• For Sh 1 inch = 25.4 rem.
4'•WAsIPa
eF roan.
230
500 250
520 260
460. 230
1,025 . 515
1,145 625
1,000 500
'1,625 815
1,765 880
1,250 625
' 2,220 . 1,110
2,825 . 1,415
1,825 91'S
2,990 1,495
4,500 3,500 1,815
5,700 2,850 1,425
7,000 ..... 4,930 .2,465
7,000 7,075 3,540
1 psi = 6.9 kPa, 17b. a 4.45 N.
5- .
115.
4'•4paW
Tr4w
4'•VMS
T•m
Use �yppipa�.{{
. ar stss' SFawi- ` ask W trF $f, was
540 245 '120 550 350 175 $50
550 500 250 550 520 260 550
550 520 260. 550 . 520.- . 260 550'
950 515 260 1,075 625 315 , 1,150
1,250 1,175 . 590 .1,250.. 1,350 ' 675 1,250
• 1,250 , 1,350 675 1,250 1350. 675 1,250
1,740 1,200 600 1,775 1,250 . :. 625 • 2,085
2,085 2,000 1,000 2,085, 2,250 1,125 .2,085
2,085. 2,150• 1;075 . 2,005 2,550 1.275 - 2,085
2,875 1,475 735 3,125. . 1,800 ' 900 3,125
3,125 . 2,715 . 1,355 3,125 3,000 1,500 3,175
3,125 3,425 1,715 3,125 3,425 ' 1,715 . 3,125
3,100 2,200. 1,100 3,500 2,450 ' 1,225 4,500
4,365 3,625 . 1,e15 4,500 4,375 ' 2,190 4,500
4,500 4,250 - 2,125 4,500 ' 4,800 . 2,400 4,500
.350 3,400 1,700 7,000 4,500 2,250 7,000
_7,000 6,120 3,060 7,000 6,875 '3,440 7.000
7,000 8,800 4,400 7,000. 8,800 4,400 7,000
1See Table 2 footnotes.. '
2Allowable loads mky be increased by 331/3 percent for short-term loading due to wind or seismic forces.
3Ascbom installed at this embedment depth shall not be used to resist shear due to wind or seismic forces.
EPORTTm SUPPLEMENT 1
ER-4627
Reissued February 1, 2001
ICBO Evaluation Service, Inc. • 5360 Workman Mill Road, Whittier, California 90801 • www.icboes.org
Filing Category; FASTENERS —Concrete and Masonry Anchors
KWIK BOLT -I, AND POST NUT KWIK BOLT -II
CONCRETE ANCHORS
HILTI, INC;
6400 SOUTH 122N° EAST AVENUE
TULSA, OKLAHOMA 94146
1:0 SUBJECT •
Kwik Bolt -II and Post Nut Kwik Bolt -II Concrete Anchors.
Revise Section 4.6 and Table 5 to add recognition of
seismic resistance of Kwik Bolt-11 installed in structural
lightweight concrete. (Issued September 1, 2001.)
2.0 DESCRIPTION
No change.
3.0 EVIDENCE SUBMITTED
No change.
4.0 FINDINGS
That the changes noted herein comply with the 1997
Uniform Building CodeTM (UBC), subject to the
following coridltlons:
4.6 Except where specifically noted In the tables,
allowable tension and shear values or applied
loads for carbon steel and stainless steel Kwik
Bolt -II anchors In normal -weight concrete and
carbon steel Kwik Bolt -If anchors in structural
lightweight concrete, noted to Tables 3, 4, and 5,
may be adjusted In accordance with Section
1612.3 of the UBC for short-term loading due to
wind or seismic forces. Use of the Post Nut Kwik
Bolt -it anchor, in resisting wind and seismic
forces, is beyond the scope of this report.
4.7 through 4.10: No change.
Unless specifically noted In this evaluation report
supplement, the master report remains valid and
unchanged.
This report expires concurrently with the master
report dated February 1, 2001.
4 REPORTS —are not to be co,utrved as representing aesthetic: or any other attributes not specifically addressed nor are they to be construed at
an endorsement of the subject of the report or a recommendation fot its use. There 1, no warranty by1CB0 Evaluation Service, Inc., empress or implied
as io any finding or other matter in this report, or as to ory product covered by the report.
Copyright C 2001
Page 1 of 2
Age 2o12
TABLE 5—KWIK BOLT -II CARBON STEEL ALLOWABLE TENSION AND SHEAR IN LIGHTWEIGHT,
• EXPANDED SHALE -AGGREGATE CONCRETE°xf
ER-4627
ANCHOR EMBEDMENT • TORQUE
SIZE DEPTH (1L-Ib.)
(Inch) (Inches)
SHEAR TENSION
(Ibs.) (Ibs.)
WITH
SPECIAL
INSPECTION°
TENSION
(lbs.)
WITHOUT
SPECIAL
INSPECTION'
TENSION.
(Ibs.),
WITH
SPECIAL
INSPECTION° •
'TENSION
(Ibs.)
WITHOUT
SPECIAL
INSPECTION'
f,'x 2,000
Pal
f,' • 2,000 pal
4'1° 4,000 pal
• 1'/°
2.
11
2h/=
2114
3h/=
2°/4
4 •
31/4
5
15
15
25
30
65 .
75
135
400°
400
.755°
1,100
1,370°
1,840
2,480°. .
3,125
3,170°
210
300
380
630
685
1,000
1,110
1,650
1,545
41/4 150 4,135 , 2,200
105
150
1.90
315
340
500
555
825
770
1,100
360
450
625
975
1,100
1,600
1,575
.2,300
2,200
3,250
180
225'
310 •
485 -
550
800
785 •
1,150
1,100
1,625
For St: 1 inch = 25.4 mrn, 1 Ibf = 4,45 N, 1 ft-lb = 1.3558 N m, 1 psi = 6.9 kPa.
1The tabulated tension and shear values are for anchors installed in lightweight expanded shale -aggregate concrete having the indicated
compressive strength at the time of installation. Concrete aggregate must comply with ASTM C 330-85 and ASTM C 332-83.
..'Except as described in footnote 6, allowable values or applied loads may be adjusted in accordance with Section 1612.3 of the UBC for
short -tens loading due to wind or seismicforces.
?Sparing and edge -distances noted In Table 2 must be increased by 334° percent
"These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 1701 of the code.
°These tension values are only applicable when the anchors are Installed with special inspection as set forth In Section 1701 of the code.
°Mchors installed at thls embedment depth shall not be used to resist shear due to wind or seismic forces.