Plans (405) eor
ESR -1355
REPORT Issued November 1, 2004
This report is subject to re- examination in one year.
B us onal Office • 5360 Workman Mill Road, Wittier, Caltomia 90601 ■562
ICC Evaluation Service, Inc. �� ( ) 699-0543
Regional Office • 900 Morddair Road, Suite A Birmingham, Alabama 35213 • (205) 599 -9800
WWW.ICc- @S.org Regional Office •4051 West Flossmoor Road, Country Club Hills, Illinois 60478 ■(708)799 -2305
DIVISION: 03— CONCRETE opposite end. The standard KB II has a thread length equal
Section: 03151 — Concrete Anchoring to or less than three bolt diameters, while the Long Thread KB
II has a thread length greater than three bolt diameters. The
REPORT HOLDER: tapered mandrel has an increasing diameter toward the
anchor base, and is enclosed by a three - section wedge which
HILTI, INC. freely moves around the mandrel. In the vertical direction, the
5400 SOUTH 122 EAST AVENUE wedge movement is restrained by the mandrel taper at the
TULSA, OKLAHOMA 74114 bottom and by a collar at the top of the mandrel. When
(918) 252 -6731 subjected to torque, the wedge is forced against the wall of
www.us.hilti.com the predrilled hole to provide the anchorage.
HiltiTechEngus.hilti.com 3.2 Post Nut Kwik Bolt II:
EVALUATION SUBJECT: Post Nut Kwik Bolt II concrete anchors are similar to the Kwik
Bolt II anchors described in Section 3.1 of this report. The
Post Nut Kwik Bolt II concrete anchors consist of a carbon
KWIK BOLT II AND POST NUT KWIK BOLT II CONCRETE (ASTM A 29 Grade 11L41) or stainless (ASTM A276 Type
ANCHORS 304) steel stud and post nut. The threaded end of the stud is
fabricated to accept a threaded post nut with an outside
1.0 EVALUATION SCOPE diameter equal to the nominal diameter of the stud. The post
Compliance with the following codes: nut has a countersunk head configuration. The anchors are
illustrated in Figure 2 of this report.
• 2000 International Building Code (IBC)
3.3 Concrete:
• 2000 International Residential Code (IRC)
Normal- weight and structural lightweight concrete shall
• 1997 Uniform Building Code'' (UBC) conform to IBC and UBC Sections 1903 and 1905.
Properties evaluated: 4.0 DESIGN AND INSTALLATION
Structural 4.1 Design:
2.0 USES Allowable stress design tension and shear loads are as noted
The Hilti Kwik Bolt II (KB II) and Post Nut Kwik Bolt II in Tables 3, 4, 5, 7 and 8 of this report. Allowable loads for
Concrete Anchors are used to resist static and transient Kwik Bolt II and Post Nut Kwik Bolt II anchors subjected to
seismic and wind tension and shear loads in uncracked, combined shear and tension loads are determined by the
following equation:
normal- weight and structural lightweight concrete and
structural lightweight concrete over metal deck. The anchors (PjP,) + (V s 1
are an altemative to cast -in -place anchors described in where:
Section 1923.1 of the UBC, and Section 1912 of the IBC. The
anchor systems may also be used where an engineered P, = Applied service tension load (Ibf or N).
the IR C. is
RCs submitted in accordance with Section R301.1.2 of P, = Allowable service tension Toad (Ibf or N).
3.0 DESCRIPTION V, = Applied service shear Toad (Ibf or N).
3.1 Kwik Bolt II: V, = Allowable service shear load (Ibf or N).
Kwik Bolt II (KB II) concrete anchors consist of a stud, wedge, 4.2 Installation:
nut and washer. The stud is manufactured from carbon or 4.2.1 Kwik Bolt II: Holes shall be drilled into the concrete
stainless steel material. The anchors are illustrated in Figure using carbide- tipped masonry drill bits complying with ANSI
1 of this report. The Kwik Bolt II stud is made from ASTM A 29 B212.15 -1994. The nominal drill bit diameter shall be the
Grade 1038 or 11L41 carbon steel. The wedges are made of same as that of the anchors. The drilled hole depth shall
ASTM A 29 Grade 1010 steel, except that KB II 3/4- by -12, KB exceed the depth of anchor embedment by at least one
II 1 -by-6, KB II 1 -by -9 and KB II 1 -by -12 anchors have ASTM anchor diameter, to permit overdriving of anchors and to
A276 Type 304 (stainless steel) wedges. All carbon steel provide a dust -free area. The anchor shall be hammered into
components are zinc- plated. Each component of the stainless the predrilled hole until at least six threads are below the
steel Kwik Bolt II anchor is made from ASTM A 276, Type 304 concrete surface. The nut shall be tightened against the
or 316, material. The stud consists of a high- strength steel washer until the torque values specified in Table 1 of this
rod threaded at the upper end, and a tapered mandrel at the report are attained. Minimum embedment depths, edge
IE� REPORTS are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an ANSI
endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any
finding or other matter in this report, or as to any product covered by the report.
Vm4ewMnu w
"NOW =MOM
Copyright m 2004 Page 1 of 7
Page 2 of 7 ESR -1355
distance and spacing requirements are set forth in Tables 1 5.5 The anchors are permitted to resist seismic or wind
and 2 of this report. Toads, as noted in the tables, when using basic load
4.2.2 Post Nut Kwik Bolt II: Holes shall be drilled into the combinations in accordance with IBC Section
concrete using carbide - tipped masonry drill bits complying 1605.3.1.1 or UBC Section 1612.3.1. Allowable loads
with ANSI B212.15 -1994. The nominal drill bit diameter shall are not permitted to be increased for wind or earthquake
be the same as that of the anchors. The drilled hole depth loading. When using the alternative basic load
shall exceed the depth of anchor embedment by at least one combinations in IBC Section 1605.3.2 or UBC Section
anchor diameter, to permit overdriving and to provide a dust- 1612.3.2 that include wind or seismic loads, the
collection area. The anchor shall be tapped into the hole until allowable shear and tension loads for anchors installed
the post -nut head touches the material to be fastened. The in normal-weight concrete are permitted to be increased
post nut shall then be loosened by two complete tums, and by 33'/ percent. Alternatively, the alternative basic load
the anchor is again tapped until the post nut is again in combinations may be reduced by a factor of 0.75 when
contact with fastened material. The post nut is then hand- IBC Section 1605.3.2 is used.
tightened with a screwdriver. Minimum embedment depths, 5.6 Anchors are not permitted for use in conjunction with
edge distance and spacing requirements are set forth in fire- resistance -rated construction. Exceptions would be:
Tables 1 and 2 of this report. • Anchors resist wind or seismic loading only.
4.3 Special Inspection: • For other than wind or seismic loading, special
Special inspection shall be provided in accordance with consideration is given to fire exposure conditions.
Section 1704 of the IBC for installations under the IBC or IRC, 5.7 Use of carbon steel Kwik Bolt I I and Post Nut Kwik Bolt
or Section 1701 of the UBC, when design Toads are based on II anchors is limited to dry, interior locations. Stainless
special inspection being provided during anchor installation, ry�
as set forth in Tables 3, 4, 5, 7 and 8. The code official shall steel Kwik Bolt II and Post Nut Kwik Bolt II anchors are
receive a report, from an approved special inspector, that permitted in exterior exposure or damp environments.
includes the following details: 5.8 Since an ICC -ES acceptance criteria for evaluating data
a. Anchor description, including the anchor product name, to determine the performance of expansion anchors
nominal anchor and bolt diameters, and anchor length. subjected to fatigue or shock loading is unavailable at
this time, the use of these anchors under these
b. Hole description, including verification of drill bit conditions is beyond the scope of this report.
compliance with ANSI B212.15 -1994, hole depth, and
cleanliness. 5.9 Special inspection is provided in accordance with
Section 4.3 of this report when required by Table 3, 4, 5,
c. Installation description, including verification of concrete 7 or 8.
compressive strength by ASTM C 42 methods, and
verification of anchor installation and location (spacing 5.10 Anchors are manufactured by Hilti, Inc., at 5400 South
and edge distance) in accordance with Hilti's published 122nd East Avenue, Tulsa, Oklahoma, under a quality
installation instructions and this report. control program with inspections conducted by
Underwriters Laboratories Inc. (AA -668).
5.0 CONDITIONS OF USE
6.0 EVIDENCE SUBMITTED
The Kwik Bolt I1 and Post Nut Kwik Bolt II Concrete Anchors
described in this report comply with, or are suitable 6.1 Data in accordance with the ICC -ES Acceptance
altematives to what is specified in, those codes listed in Criteria for Expansion Anchors in Concrete and Masonry
Section 1.0 of this report, subject to the following conditions: Elements (AC01), dated April 2002, including seismic
tests as follows:
5.1 Anchor sizes, dimensions, and installation comply with
this report and Hilti's published installation instructions. a. Carbon and stainless steel KB II in normal- weight
concrete.
5.2 Allowable tension and shear Toads are as noted in
Tables 3, 4, 5, 7 and 8 of this report. b. Carbon steel KB II in structural lightweight concrete and
structural sand lightweight concrete over steel deck.
5.3 Prior to installation, calculations and details
demonstrating compliance with this report shall be 6.2 A quality control manual.
submitted to the building official for approval. The 7.0 IDENTIFICATION
calculations and details shall be prepared by a
registered design professional where required by the The anchors shall be identified in the field by dimensional
statues of the jurisdiction in which the project is to be characteristics and packaging. The packaging label shall
constructed. indicate Hilti's name and address and the size and type of
anchor, the name of the inspection agency (Underwriters
5.4 The use of anchors is limited to installation in Laboratories Inc.) and the evaluation report number (ESR-
uncracked, normal- weight concrete, structural 1355). A length identification code letter is stamped on the
lightweight concrete, and structural sand lightweight threaded end of the bolt. See the length identification system
concrete over steel deck. Cracking occurs when > f, in Table 6.
due to service Toads or deformations.
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Page 3 of 7 ESR -1355
TABLE 1— INSTALLATION SPECIFICATIONS
SETTING DETAILS ANCHOR SIZE
'/ Inch '/, Inch 1 12 Inch 5 /, inch 3 / 4 Inch 1 inch
Drill bit size = anchor diameter (inches) '/ '/,
1 / 2 '/, 3 / 4 1
Depth of embedment (minimum /standard) (inches) 1'4 I 2 11/4 I 2'/ 2'/ 1 3'/ 2 23/4 I 4 31/4 I 4 41/4 I 6
Wedge clearance hole (inches) '/„ ' /,e ' /,e " /,e " /_,e 1 ' /e
Anchor length (minimum/maximum) (inches) 11/4 14'/ 21/4 I 7 2 I 7 3'/ I 10 4'/ 12 6 I 12
Thread length std. /extra thread length (inches) 3 / 4 3 '/, 4 11/4 4 11/4 41/4 1 4 23/4 41/4
Installation: Torque Stainless steel 4 20 30 75 150 200
guide values' Carbon steel: Min. embedment 4 20 30 75 150 200
(ft-lb) Carbon steel: Std. embedment 7 _ 25 45 95 225 325
Min. base material thickness (inches) 3 or 1.3 ■ embedment depth, whichever is greater
For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.
'Installation torques are applicable for all anchor installations unless noted otherwise in this report.
TABLE 2— ANCHOR SPACING AND EDGE DISTANCE REQUIREMENTS, NORMAL - WEIGHT CONCRETE's.
DESCRIPTION ANCHOR SIZE
1 / 4 inch 3 1, Inch ' 13 Inch '1, Inch 3 / 4 Inch 1 Inch
Embedment: minimum /standard (inches) 1'4 2 1'!, 2'/ 21/4 3'/ 21/4 4 31/4 4 4 6
S Spacing required to obtain maximum working load (inches) 21/4 4 3'/ 5 4'/ 7 5'/ 8 6'/ 9'/ 9 12
S,,,,, Minimum allowable spacing between anchors (inches) 1'/, 2 11/4 2'/ 21/4 3'/ 2 4 3'/ 4 4'/ 6
C,, Edge distance required to obtain Shear 31/4 31/4 41/4 4'/, 6 /, 61/4 8'/ 81/4 9 9 13'/ 13'1
maximum working load (inches) Tension 1 3 2 3 3 5'/ 4 6 43/4 7'4 6 9
C„ Minimum allowable edge distance Shear 1 11/4 2'/ 21/4 3 3 4' /, 41/4 43/4 0 6'/, 61/4
(inches) Tension 11/4 2 11/4 2'/ 23/4 3' / _ 2 _ 4 3'/ 4 . 41/4 _ 6
For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.
'Details In this table and the footnotes apply to all anchors recognized in this report.
'When using C„,,,, for a load in shear, reduce the allowable load by 50 percent.
'When using C for a load in tension, reduce the allowable load by 20 percent.
'To determine S and C of anchors where actual embedments are between the listed embedments, use linear interpolation.
'To determine S and C of anchors where embedments are greater than the deepest embedment listed in this table, use the value for the deepest embedment listed.
° When using S„,,,, for a load in tension, reduce the allowable tension load by 30 percent.
'When using S„ for a load in shear, reduce the allowable shear load by 30 percent.
•
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Page 4 of 7 ESR -1355
TABLE 3- CARBON STEEL KWIK BOLT II ALLOWABLE TENSION AND SHEAR VALUES IN NORMAL - WEIGHT CONCRETE (In pounds)''
ANCHOR ANCHOR P = 2,000 psi P, = 3,000 psi " r 4,000 psi P = 6,000 psi
DIAMETER DEPTH Tension Tension Tension Tension
(Inch) (Inches) , _
With Sp. Without With Sp. Without With Sp. Without With Without
Insp. Sp. Insp. Shear Insp. Sp. Insp. Shear Insp. Sp. Insp. Shear Sp. Insp. Sp. Insp. Shear
1' / 245 120 400 300 150 400 350 175 400 430 215 400
'/ 2 525 265 400 550 280 400 590 295 400 625 315 400
3 625 315 400 625 315 400 625 315 400 625 315 400
1 500 250 925 605 300 975 710 355 1,025 800 400 1,025
'/0 2 1,125 565 1,100 1,210 605 1,100 1,290 645 1,100 1,450 725 1,100
4 1,190 595 1,100 1,235 615 1,100 1,285 640 1,100 1,450 725 1,100
2'/ 860 430 1,810 960 480 1,840 1,065 530 1,840 1,625 815 1,840
1 / 2 3 1,750 875 1,840 2,000 1,000 1,840 2,250 1,125 1,840 2,625 1,315 1,840
6 1,950 975 1,840 2,165 1,080 1,840 2,375 1,190 1,840 2,265 1,315 1,840
2 1,425 710 2,875 1,685 845 2,875 1,950 975 2,875 2,500 1,250 2,875
5/8 4 2,180 1,125 3,125 2,670 1,335 3,125 3,090 1,545 3,125 3,925 1,965 3,125
7 3,000 1,500 3,125 3,250 1,625 3,125 3,500 1,750 3,125 3,925 1,965 3,125
3 1,850 925 3,875 2,175 1,090 3,875 2,500 1,250 3,875 3,000 1,500 3,875
3 / 4 4 2,750 1,375 4,225 3,625 1,940 4,225 4,500 2,250 4,225 5,060 2,530 4,225 •
8 3,750 1,875 4,225 4,625 2,315 4,225 5,500 2,750 4,225 5,925 2,965 4,225
4'/2 2,930 1,465 6,625 3,650 1,825 7,125 4,375 2,190 7,625 4,360 2,180 8,625
1 6 3,990 1,995 8,625 5,310 2,655 8,625 6,625 3,315 8,625 7,875 3,940 8,625
9 6,040 3,020 8,625 7,050 3,525 8.625 8,055 4,025 8,625 10,000 5,000 8,625
For S1 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 Ibf. = 4.45 N.
'Table 2 describes spadng and edge distance requirements.
'Except as noted in footnote 3, allowable loads may be adjusted in accordance with Section 5.5 of this report due to wind or seismic loads.
'Only the long- threaded style KB II anchor installed at this embedment depth is permitted to be used to resist shear due to wind or seismic forces. Long threaded
style KB 11 anchors have a thread length greater than three bolt diameters.
Page 5 of 7
•
ESR -1355
TABLE 4-STAINLESS STEEL KWIK BOLT II ALLOWABLE TENSION AND SHEAR VALUES IN NORMAL - WEIGHT CONCRETE (in pounds)' 2
ANCHOR ANCHOR P, = 2,000 psi l',. 3,000 psi f',. 4,000 psi P. = 6,000 psi
DIAMETER DEPTH Tension Tension Tension Tension
(inch) (inches)
With Sp. Without With Sp. Without With Sp. Without With Without
Insp. Sp. Insp. Shear Insp. Sp. Insp. Shear Insp. Sp. Insp. Shear Sp. Insp. Sp. Insp. Shear
1'/ 170 85 525 230 115 540 245 120 550 350 175 550
1 / 4 2 425 210 550 500 250 550 500 250 550 520 260 550
3 520 260 550 520 260 550 520 260 550 520 260 550
1' / 400 200 825 460 230 950 515 260 1,075 625 315 1,150
3 / e 2'/ 875 440 1,250 1,025 515 1,250 1,175 590 1,250 1,350 675 1,250
4 1,000 500 1,250 1,145 625 1,250 1,350 675 1,250 1,350 675 1,250
2 800 400 1,700 1,000 500 1,740 1,200 600 1,775 1,250 625 2,085
'/ 3 1,250 625 2,085 1,625 815 2,085 2,000 1,000 2,085 2,250 1,125 2,085
6 1,375 690 2,085 1,765 880 2,085 2,150 1,075 2,085 2,550 1,275 2,085
2 1,020 510 2,625 1,250 625 2,875 1,475 735 3,125 1,800 900 3,125
°/, 4 • 1,730 865 3,125 2,220 1.110 3,125 2,715 1,355 3,125 3,000 1,500 3,125
7 2,250 1,125 3,125 2,825 1.415 3,125 3.425 1,715 3,125 3,425 1,715 3.125
3 1,450 725 2,700 1,825 915 3,100 2,200 1,100 3,500 2,450 1,225 4,500
3 / 4 4 2,350 1,175 4,255 2,990 1.495 4,365 3,625 1,815 4,500 4,375 2,190 4,500
8 2,750 1,375 4,500 3,500 1.815 4,500 4,250 2,125 4,500 4,800 2,400 4,500
4 1 / 2 ' 2,300 1,150 5.700 2,850 1.425 6,350 3,400 1,700 7,000 4,500 2,250 7,000
1 6 3,740 1,870 7,000 4,930 2.465 7,000 6,120 3,060 7,000 6,875 3,440 7,000
9 5,250 2,625 7,000 7,075 3.540 7,000 8,800 4,400 7,000 8,800 4,400 7,000
For SI: 1 icnh = 25.4 mm, 1 psi = 6.9 kPa, 1 Ibf. = 4.45 N.
'Table 2 describes spacing and edge distance requirements.
'Except as noted in footnote 3, allowable loads may be adjusted in accordance with Section 5.5 of this report due to wind or seismic forces.
'Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces.
Page 6 of 7 • ESR -1355
TABLE 5-KWIK BOLT II CARBON STEEL ALLOWABLE TENSION AND SHEAR VALUES IN STRUCTURAL LIGHTWEIGHT CONCRETE (In pounds)
ANCHOR EMBEDMENT TORQUE SHEAR TENSION TENSION TENSION TENSION
SIZE DEPTH (ft-lb) (Ibs.) (Ibs.) (Ibs.) (Ibs.) (Ibs.)
(Inch) (inches) WITH WITHOUT WITH WITHOUT
SPECIAL SPECIAL SPECIAL SPECIAL
INSPECTION' INSPECTION` INSPECTION' INSPECTION'
P, x 2,000 psi P.= 2,000 psi P. = 4,000 psi
1 4 400 210 105 360 180
'/.
2 5 400 300 150 450 225
1 15 755 380 190 625 310
2V 15 1,100 630 315 975 485
2'4 25 1,370 685 340 1,100 550
'/2
3'/ 30 1,840 1,000 500 1,600 800
21/4 65 2,480 1,110 555 1,575 785
5
5
4 75 3,125 1,650 825 2,300 1,150
3'/ 135 3,170 1,545 770 2,200 1,100
1 /4
4 150 4,135 2,200 1,100 3,250 1,625
For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 ft-lb -1.356 Nm, 1 psi = 6.9 kPa.
'The tabulated tension and shear values are for anchors installed in structural lightweight concrete having the indicated compressive strength at the time of
installation. Concrete aggregate shall comply with ASTM C 330-85 or ASTM C 332 -83.
'Except as described in footnote 6, allowable values or applied loads may be adjusted in accordance with Section 5.5 of this report for short-term loading due to wind
or seismic forces.
'Spacing and edge distances noted in Table 2 shall be increased by 33'1 percent.
'These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 4.3 of this report.
• ° These tension values are only applicable when the anchors are installed with special inspection as set forth in Section 4.3 of this report.
° Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces.
TABLE 6—LENGTH IDENTIFICATION SYSTEM
STAMP ON ANCHOR A B C D E F G H 1 J K L M N O P Q R S T U V W X Y Z
From 1 2 2 3 3 4 4 5 5, 6 6 7 7 8 8 9 9 10 11 12 13 14 15 16 17 18
Length
of anchor Up to
(inches) but not 2 2 3 3 4 4 5 5 6 6 7 7 8 8 9 9 10 11 12 13 14 16 16 17 18 18
including
•
TABLE 7—POST NUT KB II ALLOWABLE TENSION AND SHEAR VALUES IN NORMAL - WEIGHT CONCRETE (in pounds) 1 . 2
P, = 3,000 psi
ANCHOR DIAMETER MINIMUM -
(Inches)/MATERIAL EMBEDMENT DEPTH Tension Shear
With Special Inspection' Without Special Inspection'
'1 carbon steel 1'4 310 155 330
% stainless steel 1'/ 305 155 470
3 / 8 carbon steel 1 605 300 700
'/° stainless steel 1 - 460 230 1,250
For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N.
'The tabulated tension and shear values are for anchors installed in stone-aggregate concrete having the indicated compressive strength at the time of installation.
'Use of the anchors in resisting wind or seismic forces is beyond the scope of this report.
'These tension values are only applicable when the anchors are installed with special inspection as set forth in Section 4.3 of this report.
'These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 4.3 of this report.
Page 7 of 7 ESR -1355
TABLE 8—KWIK BOLT 11 CARBON STEEL ALLOWABLE TENSION AND SHEAR VALUES IN STRUCTURAL LIGHTWEIGHT CONCRETE
OVER METAL PROFILE DECK (in pounds)
ANCHOR DIAMETER EMBEDMENT DEPTH f,= 3,000 psi
(inch) (inches) Tension (pounds) Shear
With Special Inspection Without Special Inspection (pounds)
1 /, 2'1, 560 280 490
3 / 6 VI, 790 395 1,000
1 / 2 2 880 440 1,000
6/3 4'1 1,675 835 _ 2,575
For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 ft-lb = 1.356 Nm, 1 psi = 6.9 kPa.
'The tabulated tension and shear values are for anchors installed in sand - lightweight concrete over metal deck with a minimum compressive strength of 3,000 psi
concrete strength at the time of installation. Refer to Figure 3 for minimum dimensions of the composite deck. Concrete aggregate shall comply with ASTM C 330
and ASTM C 332.
'Space and edge distances noted in Table 2 shall be increased by 33 percent. When anchors are installed in the ridge, the minimum distance measured from the
center of the bolt to the edge of the ridge is 2 inches.
'Allowable loads may be adjusted in accordance with Section 5.5 of this report due to wind or seismic forces.
'Anchors are permitted to be installed in the upper or lower flutes of the composite steel-deck/concrete-fill assembly.
KVIK 80..T II COMTE DWA GIOI ANDDR
t T a) HfB II COUNTERSUNK POST MJT ANXR
r ^ rasMr
[rad Reduced Du ster Tailor./ Thresh ilwrdre1 Arse
Ara
car Bay par Cstntarsunit 8a1t Tripta Ssdd � Past Nut Fssian SMaava Meant 1PH %pentad po aw Slan
FIGURE 1 FIGURE 2
STRUCTURAL UGHTV/EIGHT CONCRETE
OVER METAL DECK
•
MAX. 3" a
•
4a, • .
MIN. 4 3/4" - NO. 20 GAUGE
a DECK
MIN. 4 3/4 "—.+, PPER FLUTE LOWER FL FLUTE EDGE
FIGURE 3— PROFILE OF SAND - LIGHTWEIGHT
CONCRETE OVER METAL DECK
Cetsaeti,
rn 1 4(1 Ceec5 u odc�
y
ys_ 50ks,
Aid r �s