HomeMy WebLinkAboutB13-0362 CR1 TRANSMITTAL, RESPONSE LETTER, ATTACHMENTS Department of Community Development
0 75 South Frontage Road
TOWN OF VAIL ' Vail, CO 81657
Tel: 970.479.2128
www.vailgov.com
Development Review Coordinator
TRANSMITTAL FORM
Use this form when submitting additional information for planning applications or building permits.
This form is also used for requesting a revision to building permits. A two hour minimum building review
fee of$110 will be charged u;-on i-iissuance of the pe.mit.
Application/Permit#(s)information applies
to: Attention: ( ) Revisions
CKA_ "A 1!&1 ( attached copy Letter
_ of correction letter
D ( ) Deferred Submittal
f ZT 13 " 0353 O Other
Project Street Address:
I I 1�O SANi--e-mc,w—
(Number) (Street) (Suite#)
Building/Complex Name: ANLZF'-Soi l aesti>61-14Z Description of Transmittal/List of Changes, Items Attached:
_ I��btil5.� 1� cc51�
Applicant,Information
(architect, contractor,owner/owner's rep)
Contact Name:
ETA God -
Address: Oloa YA6,61-T e-LOB tk4\1F_
City WDI.C.oT j State: &C5 Zip: gi&57
Contact Name: (use additional sheet if necessary)
Contact Phone: 70 "6 f$ _9,no2 Building Permits:
Revised ADDITIONAL Valuations (Labor&Materials)
Contact E-Mail: (DO NOT include original valuation)
I hereby acknowledge that I have read this application,filled out Building: $
in full the information required,completed an accurate plot plan,
and state that all the information as required is correct. I agree to Plumbing: $
comply with the information and plot plan,to comply with all Town
ordinances and state laws, and to build this structure according Electrical: $
to the town's zoning and subdivision codes, design review ap-
proved,International Building and Residential Codes and other Mechanical: $
ordinances of the o n plicable thereto.
X Total: $
Owner/Owner's Representative Signature(Required)
Date Received: �n
V
For Office Use Only: SEP 1 2013
Fee Paid:
Received From:
Cash Check# I TOWN OF VAIL
CC: Visa/MC Last 4 CC# exp.date:
Authorization #
Gallegos
■■ Building Solutions
for Distinctive Projects
September 16, 2013
Excellence.Distinction.Community.
Martin Haeberle
Town of Vail
75 South Frontage Road West
Vail, Colorado 81657
Regarding: B13-0362
Dear Mr. Haeberle:
Attached and below, please find our response to your requests concerning our permit
submittal for the Anderson Residence located at 1160 Sandstone Drive in Vail.
BUILDING COMMENTS
Architectural Comments:
1. Architectural details to be placed on the plan sheets and or referenced where the
details apply.
Response: Details A through G are now included on plan sheets and referenced
through the detail packet.
2. Plans too indicate work to be done in conformance with the 2012 edition of the
building codes as amended by the Town of Vail.
Response: See revised plan drawings.
Structural Comments:
1. Structural engineer to stamp construction drawings for structural only. Reference
section 1603.1 IBC.
Response: See revised plan drawings.
2. Engineer to reflect 2012 code as the design criteria.
Response: See revised plan drawings.
Post Office Box 821 Vail, Colorado 81658 970-926-3737 phone 970-926-3727 fax 800-GALLEGOS GallegosCorp.com
Stone ■ Masonry ■ Stucco ■ Plaster ■ Concrete ■ Marble ■ Granite ■ Stone Sales
3. Engineer to indicate if special inspection is required per Chapter 17 of the IBC 2012
edition.
Response: See revised plan drawings.
Plumbing Comments:
1. One detail indicates a floor drain to be installed but does not show how plumbing is
to be routed or if an overflow is too installed. Please show on plans.
Response: This detail was included by mistake in the original permit submittal. It
is no longer part of the detail packet. All stone decks are sloped to shed water to
each deck's perimeter, without the necessity for drains.
Mechanical Comments:
NA
Electrical Comments:
NA
PLANNING COMMENTS
1. DRB approval included details not shown on the building plans. Show detailed plan
for the clipped gable and chimneys. See plans for further comments.
Response: Both the clipped gable and chimneys will employ thin stone veneer to
match other stone veneer as shown in detail D. Detail G depicts the layout of thin
stone veneer at the clipped gable area. All thin stone will terminate at inside
corners.
FIRE COMMENTS
NA
L
PUBLIC WORKS COMMENTS
NA
Sincerely,
THE GALLEGOS CORPORATION
Seth Cole
Chief Operating Officer
Detail Packet
Anderson Residence
1160 Sandstone Drive
Vail, CO 81657
Contents:
Detail A...............Typical Exterior Stone Veneer
Detail B...............Typical Stone Header
Detail C...............Typical Stone Sill
Detail D...............Typical Thin Stone Veneer
Detail E...............Typical Base of Stone Veneer/Terrace Curb
Detail F................Typical Stone Paving over Veneer Termination
Detail G (photo)..Thin Stone Veneer layout at Clipped Gable Roof
Section:
INTERIOR EXTERIOR
a
STONE VENEER
ORTAR&JOINTING
`> \ 1"MINIMUM MORTAR
\� \ FILLED CAVITY
' \ 22 GA. CORRUGATED MTL.
\\ \\\ WALL TIES- FASTEN TO STUDS
\ RAINAGE MAT
TWO LAYERS#15
BUILDING PAPER
SHEATHING
WALL FRAMING-WOOD
OR STEEL STUD
THE DISTANCE FROM THE
1 ORIZONTAL LEG TO THE
FASTENER SHOULD BE Yz" MAX
RPT SCALE: 1-12"=V-0"
DRAWING NAME: DRAWING DESCRIPTION:
Gallegos
Exterior Stone Veneer Drain Mat Assembly
Building Solutions
For Distinctive Projects
I
Section:
........... WALL TIES
ORTAR CAVITY
`-�•� \ RAINAGE MAT
�. \ \ WEATHER BARRIER-LAP
OVER FLASHING
LEXIBLE MEMBRANE FLASHING
5"STONE VENEER
WEEPS @ 24"O.C.
THRU-WALL FLASHING WITH DRIP
INTEL ANGLE PER STRUCTURAL
EALANT& BACKER ROD ()1" MIN)
WINDOW/DOOR HEAD
5"STONE VENEER(BEYOND)
RPT SCALE: 1-Y2"=1'-0"
DRAWING NAME: DRAWING DESCRIPTION:
Gallegos
Stone Veneer Header Window/Door Head Assembly
Building Solutions
For Distinctive Projects
I
6ection:
/-WINDOW ASSEMBLY
WINDOW SUBSILL
FLEXIBLE MEMBRANE FLASHING
OVER WINDOW NAILING FINS
SEALANT AND BACKER ROD%4" MIN
STONE SILL-SLOPE TO DRAIN
r. THRU WALL FLASHING (EXTEND
DRIP EDGE FOR IBC COMPLIANCE)
4"X%"SAW CUT DRIP GROOVE
,..\
RAINAGE MAT
r \ \
WEATHER BARRIER
STONE WITH MORTAR
BACKING (1"MIN)AND JOINTS
x."
\ \
RPT SCALE: 1-Yz"=V-0"
DRAWING NAME: DRAWING DESCRIPTION:
Gallegos
Stone Veneer Sill Wlndow SIII Assembly
Building Solutions
For Distinctive Projects
I
Section:
INTERIOR EXTERIOR
SHEATHING AS REQUIRED
WEATHER BARRIER WITH DRAINAGE LAYER
ATH
ORTAR SCRATCH COAT
�J P ORTAR SETTING BED
ORTAR JOINT
THIN STONE VENEER
AP PAPER OVER SCREED
OUNDATION WEEP SCREED
�J
2" MIN. AT PAVING
i�
i I I 4" MIN. AT GRADE
D "
q SLOPE GRADE 2% MIN.
RPT SCALE: 1-12"=l'-O"
DRAWING NAME: DRAWING DESCRIPTION:
Thin Stone Veneer Wall Base
Gallegos
Building Solutions
For Distinctive Projects
I
Section:
RAIN MAT
EXTEND WEATHER BARRIER TO BOTTOM OF
WALL CAVITY AND LAP OVER VERTICAL LEG
OF BASE FLASHING 4" MIN.
WEEP HOLES
\ \\\ \ ASE FLASHING-6" MIN. ON WALL
`f1 \ XPANSION JOINT WITH SEALANT AND BACKER ROD
-1
', • . %+mss vFv�i .r��r••'•'ci•'- .-•C,
STONE PAVING WITH 1
MIN MORTAR BED
EXTEND WATERPROOFING UP AND
OVER CURB AND ONTO WALL
WATERPROOF MEMBRANE
WITH DRAIN MAT
" CMU CURB-GROUT SOLID
CONCRETE TOPPING SLAB-SLOPE
TO DRAIN -MIN. 12"THICK
RPT SCALE: 1-Y2"=1'-0"
DRAWING NAME: DRAWING DESCRIPTION:
Gallegos
Stone Veneer/Terrace Curb Waterproofing/Flashing
Assembly
_ Building Solutions
for Distinctive Projects
I
Section:
STONE PAVING
WITH 1 X"MIN
MORTAR
DRAIN MAT WITH
SLOPE%"PER FOOT WEEP CHANNELS
MIN.TO DRAIN
\
\
°
o °• °• \ \\\ \ WATERPROOF MEMBRANE
FLEXIBLE THRU WALL FLASHING-
° :• \\ \\ ACE IN WP MEMBRANE
°
CONCRETE TOPPING SLAB OR
E7 ;N' \\ \\ SLOPE TO DRAIN FRAMING
\ WATERPROOF VERTICAL
o WALL SURFACE
VERTICAL DRAIN MAT-TERMINATE
\
AT THRU WALL FLASHING
RPT SCALE: 1-y"=1'-0"
DRAWING NAME: DRAWING DESCRIPTION:
Gallegos
Stone Paving/Veneer Waterproofing/Flashing
Edge Termination Assembly Building Solutions
for Distinctive Projects
I
1 � ,
f
r
ti
1
dr
rJm
lot
rtr
`I
is
THOMAS K SMITH, PE
8540 E. McDowell Road - Suite 7, Mesa,AZ 85207
Phone: 480-380-3182 Fax: 480-380-3471
PROJECT: Anderson Residence September 16,2013
LOCATION: Vail, Colorado Page 1 of 6
JOB #: CALCULATION SERIES 1
CALCULATED BY: Tom Smith CHECKED BY:
These calculations relate to the stone cladding connection details contained on sheet SED.1 by
Thomas K. Smith, PE
INDEX
Designseismic loads ..........................................................................................................2
Designwind loads ..........................................................................................................3
Recap of horizontal loads ..........................................................................................................3
Check typical restraint anchorage per SED.I 4
Check relief at wood studs using a bent plate..................................................................................5
Check relief at concrete ..........................................................................................................6
Q`Pp0 REC/S
O,��,5 K.
v PE-38728
A1-
THOMAS K SMITH, PE
8540 E.McDowell Road-Suite 7,Mesa,AZ 85207
Phone: 480-380-3182 Fax: 480-380-3471
PROJECT: Anderson Residence September 16,2013
LOCATION: Vail,Colorado Page 2 of 6
JOB#: CALCULATION SERIES 1
CALCULATED BY: Tom Smith CHECKED BY:
SEUASC 7-05 SEISMIC CLADDING LOADS PER SECTION 13.0
Per Table 1-1; Occupancy Category Co
Per Section 13.1.3; Importance Factor Ip = 1.0
Per Sectionl4.4.2 and Table 20.3-1;
(Site Classification,default 'D" when soils unknown) Class = "D"
From USGS online data; See Appendix C SS = 0.284 S1 = 0.068
Per Table 13.5-1; SMs = 0.447 SMI = 0.163 SDS = 0.298 SDI = 0.109
Veneer-Low Deformability elements and attachments ap = 1 RP = 1.5
Per Section 13.4.2; Factor for fasteners embedded in concrete Cf c = 1.3 Rp_max_c = 1.5
Per Section 9.6.1.3 Definitions; Average Roof Height h = 25ft
Height of attachment point(z=or<h) z = 25ft
Unit Weight of cladding geld = 165pcf Typical thickness of cladding told = 4in
WP = geld• tcld Wp = 55.0• psf
Per Section 13.3.1,Eq. 13.3-1
The following equations are for a defined seismic coefficient that is multiplied by Wp to get a
seismic force that will be applied to cladding and the anchor body.
CS _ 0.4• R• SDS 1 +2- h = 0.24 Fp = CS Wp = 13• psf
(- P
Ip
For fasteners in concrete RP = max(Rp,Rp max_,,) = 1.50
Cfc• 0.4• ap• SDS
z
CS_f c = • 1 +2 - h = 0.31 Fp_f c = Cs_f c Wp = 17• psf
P
(ii�p )
THOMAS K SMITH, PE
8540 E.McDowell Road- Suite 7,Mesa,AZ 85207
Phone: 480-380-3182 Fax: 480-380-3471
PROJECT: Anderson Residence September 16,2013
LOCATION: Vail, Colorado Page 3 of 6
JOB#: CALCULATION SERIES 1
CALCULATED BY: Tom Smith CHECKED BY:
SEVASCE 7 WALL CLADDING WIND LOADING PER SECTION 6.4.1.2
Per Section 6.5.6.3; Exposure = 'B"
h = 33ft (h=Mean Roof Height)
From Table 1-1; (Building Classification) Category = "U"
From Table 6-1; (Importance Factor) I = 1.0
From Figure 6-1; (Basic Wind Speed,3 second gust) V= 115mph
From Figure 6-3; X = 1.05
From Definitions Section 6.2; (Effective WindArea) EWA = 10sf
From Section 6.5.7,determine Kam.
Does site meet all conditions listed in Section 6.6.7.lTopoCond = "NO"
If TopoCond is "YES", change K1,K2, &K3 from 0 Kl = 0 K2 = 0 K3 = 0
From Equation 6-3; Kt _ (I +Kl •K2• K3)2 = 1.00
The following values for p„ 3o are taken From Figure 6-3;
ZONE
Wall -Zone 4 pnet3op4 = .5(21.8+25.9)psf = 24 psf POSITIVE
Pnet3on4 = —•5 •(23.6+28.1)psf = —26 psf NEGATIVE
Wall -Zone 5 pnet3op5 = .5• (21.8+25.9)psf = 24 psf POSITIVE
Pnet3on5 = —•5• (29.1 +34.7)psf = —32 psf NEGATIVE
Determine design wind load pressures per Eq. 6-2. Section 64.2.2 Pnet = X-Kzt- I• Pnet30
Wall -Zone 4 lPnetp4 = 25.0• psj jPnetn4 = —27.1 - psi
Wall -Zone 5 jPnetp5 = 25.0 ps lPnetn5 = —33.5 • ps
RECAP HORIZONTAL LOADS
Comparing seismic loads from previous page and wind loads from above,wind loads prevail.
Use 34 psf negative load throughout unless noted differently for calculations at specific loactions
on the structure where lesser loads would be appropriate.
THOMAS K SMITH, PE
8540 E. McDowell Road-Suite 7,Mesa,AZ 85207
Phone: 480-380-3182 Fax: 480-380-3471
PROJECT: Anderson Residence September 16,2013
LOCATION: Vail,Colorado Page 4 of 6
JOB#: CALCULATION SERIES 1
CALCULATED BY: Tom Smith CHECKED BY:
CHECK TYPICAL RESTRAINT ANCHORAGE PER SEW
HL = 34psf spach = 16in space, = 16in Acontrib = spach• space, = 1.78• sf
nane = 1 Ph = Acontrib- HL-nanc = 60 lb
Check corregated brick tie
Fy = 36ksi Ft = .6Fy = 21.6• ksi
thbt = .043in wbt = g in Abt = thbt- Wbt = 0.038- in
ft = Ph-Abt = 1.6• ksi OK
Check fastener; 8d nail in 2 x 6 nfast = 2
Ref: Timber Construction Manual,4th Edition, 1994
Diameter 8d nail is .113in min. and 2 1/2"long(Table 7.45)
Withdrawl capacity in wood with spg=40 is 16 lb/in(Table 7.48)
18d = 2.5in capgd = 16 lb
in
Tallow = nfast- 18d• capgd = 80 lb OK>Ph
THOMAS K SMITH, PE
8540 E. McDowell Road-Suite 7,Mesa,AZ 85207
Phone: 480-380-3182 Fax: 480-380-3471
PROJECT: Anderson Residence September 16,2013
LOCATION: Vail,Colorado Page 5 of 6
JOB#: CALCULATION SERIES 1
CALCULATED BY: Tom Smith CHECKED BY:
CHECK RELIEF AT WOOD STUDS USING A BENT PLATE
eZ
gstn := 160pcf thstn := 4in Wstn 16in
hsa, := IOft e1 := 3.25• in e2 := 3.5in t_T_e,
,L:= 16• in nfast.t =
nfast.v � 2 P
d := 3 - in h := 6• in
16 C
Angle with length L
Pv gstn• thstn'wstn' hst, = 711 lb
Ml := Pv• e1 = 193 ft• lb M2 := Pv• e2 = 207 ft• lb
Check angle. BP 8 x 5 x 1/4
Fy := 36000• psi E := 29. 106 psi Fb :_ .66•Fy = 23.8- ksi
:= L d2- 6 = 0.094• in 3 I := L• d3 _ 12 = 8.789 x 10 3 in
4
fb := Ml _ S = 24.7• ksi OK 0 := Pv- el3 =(3E• I) = 0.032• in OK
Check fasteners 3/8"x 6"Lag bolt in 2 x 6 stud- See Appendix A
t := M2_(h• nfast) = 415 lb v := Pv-nfast.v = 356 lb
Tallow := 7411b Vallow 4051b
Using formula 7-21,page 7-490, of the Timber Construction Manual
za := t2+v- = 5461b a := acos v = 49.399• deg
Za
Z a Tallow' Vallow = 548 lb OK< 1%overstressed
�_
Vallow,• sin(a) +Tallow,• cos(a)2
THOMAS K SMITH, PE
8540 E. McDowell Road-Suite 7,Mesa,AZ 85207
Phone: 480-380-3182 Fax: 480-380-3471
PROJECT: Anderson Residence September 16,2013
LOCATION: Vail,Colorado Page 6 of 6
JOB#: CALCULATION SERIES 1
CALCULATED BY: Tom Smith CHECKED BY:
CHECK RELIEF AT CONCRETE
eZ
gstn := 160pcf thst„ := 4in wstn := 16in
hsm := 24ft el := 2.125• in e2 := 3 • in t
e,
L:= 16• in nfast := 1
Pv t
d .= 3 in h .= 4 in
8 �
Angle with length L
Pv = gstn•thstn• wstn• hstn = 1707 lb
Ml := Pv• el = 302 ft• lb M2 := Pv• e2 = 427 ft• lb
Check angle: L 5 x 5 x 3/8
Fy := 36000• psi E := 29. 106 psi Fb := .66•Fy = 23.8•ksi
§1:= L• d2+6 = 0.375• in' I := L• d3 . 12 = 0.07• in4
fb := Ml + S = 9.7• ksi OK 0 := Pv• e13 +(3E• I) = 0.003 • in OK
Check fasteners 1/2"Kwik Bolt 3 expansion anchor 3 1/2" into 3,000 psi concrete-Appendix B
Tallow := 21851b Vallow := 24151b
t := M2 :(h• nfas) = 1280 lb v := Pv+nfast = 1707 lb
5 5
t 3 v 3
+ = 0.97
Tallow (Valo
Anderson Residence Appendix A
Vail,Colorado Page 1 of 2
ALLOWABLE LAG SCREW WITHDRAWAL CAPACITY: TF
SP TB
Lag_Screw size :_ "3/8 x 6"
D=unthreaded shank Diameter D = 0.375• in
T-
� 6 I f
D,Root Diameter D, = 0.265 • in
S=length unthreaded Shank S = 2.5 • in
ET= E=Effective Thread length ET = 3.2813 • in s -E T
T
L
E=Length of tapered tip E = 0.219 in Ref. Table 7.20
Timber Construction Manual
TB=Backup Thickness TB := 5+� in
TF=Fixture Thickness TF := 3 I)in
8 +
SP=shim SPace head to fixture SP := Oin
Defined parameters for calculation purposes TFtotal := TF+ SP = 0.875 • in
TBF := TB+TFtotal = 6.375 • in ETS := ET+ S = 5.781 • in S 1 := S- TF = 1.625 • in
MT=Max Thread engagcment: MT := min(ET,TB,TBF- S,ETS -TFtotal) = 3.281 • in
Backup Material 2x6 Studs- Specific Gravity 0.40
WV=withdrawal value in backup material WV := 251 • lb (Table 7.24-TCM)
in
CD=Duration of Load Coefficient CD := 0.9 (Table 4.7,TCM)
WC=allowable withdrawal capacity this condition WC := if MT _< 0,Olb,WV•MT• CD = 741 lb
Max shim space,SP that will result in max WC
SP := if(TBF ? ETS,S1,if S >: TFtotal,ET+2S-2TFtotal-TB,ETS -TFtotal- TB)) 1.625• i
Capacity at specified shim space,SPp, SPspec Oin
TFnewtotal TF+ SPspec, = 0.875• in
'spec min(ET,TB,TB+TFnewtotal- S,ET+S - TFnewtotal) = 3.281 • in
WCspspe,=net allowable withdrawal capacity at SPspec WCsPspec = 'M3 spec' CD = 741 lb
Anderson Residence Appendix A
Vail,Colorado Page 2 of 2
ALLOWABLE LAG SCREW SHEAR CAPACITY V := 4501 (Tables 7.22,7.23-TCM)
V.,,,the maximum shear capacity must be multiplied by several coefficients to arrive at the
allowable shear capacity, Van.N,. These are Cd,the depth of penetration coefficient,Co,,,the end
distance coefficient, and Coe,the edge distance coefficient as well as CD,the duration of load
coefficient identified on the previous page. These factors and their calculations are identified
below.
p=Penetration of lag screw into wood p := min(TB,S+ET±E— SP— TF) = 3.5 in
Cd := min
( 8D)
1 , L = 1 (EQ 7-20)
As described in Table 7-9,page 7-452,the end distance for COn= 1 is 7D, with the minimum end
distance 3.51)for which Con= .5. Interpolate Cen if the end distance is between 3.51)and 7D.
An=End distance-center of lag bolt to end of wood in direction of load On := 5in
Cpn := if On >: 7D,l ,if On < 3.5D,ca1150,O n = 1
As described in Table 7-9,page 7452,the mimum edge distance for Cee= 1 is 1.5 D,and
at this edge distance Cee is 1,otherwise it is 0.
Ae=Edge distance-center of lag bolt to edge of wood not in direction of load De :_ .57in
Cpe := if(De >: 1.51),1,0) = 1
Vallow := Vmax- CD- Cd- CAn- Cpe = 405 lb
Anderson Residence Appendix B
Vail,Colorado Page 1 of 1
KWIK Bolt 3 Expansion Anchor 3.3.6
Table 6-Carbon Steel KWIK Bolt 3 Allowable Loads In Normal-Weight Concrete'
Anchor Embedment f'�-2000 psi(13.8 MPa) f'�-3000 psi(20.7 MPa) f'�-4000 psi(27.6 MPa) f 6000 psi(41.4 MPa)
Diameter Depth Tension Shear Tension Shear Tension Shear Tension Shear
in. (mm) in. (mm) lb (kN) Ib (W) lb (kM lb (W) Ib (kN) lb (kN) lb (W) lb (kN)
11/8 (29) 300 365 430 550
(1.3) (1.6) (1.9) (2.4)
1/4 2 (51) 635 530 715 530 800 530 530
(6.4) (2.8) (2.4) (3.2) (2.4) (3.6) (2.4) 845 (2.4)
3 (76) 755 795 840 (3.8)
(3.4) (3.5) (3.7)
1-5/8 (41) 730 1135 910 1275 1095 1090
(32) (5.0) (4.0) (5.7) (4.9) (4.8)
3/8 21/2 (64) 1260 1555 1850 1315 2060 1315
(9.5) (5.6) 1315 (6.9) 1315 (8.2) (5.8) (9.2) (5.8)
3-1/2 (89) 1580 (5.8) 1770 (5.8) 1965 2150
(7-0) (7.9) (8.7) (9-6)
2-1/4 (g7) 1235 1865 1430 2300 1620 2405 1975
(5.5) (8.3) (6.4) (10.2) (72) (10.7) (8.8)
1/2 31/2 (89) 1930 2185 2440 3240 2415
(12.7) (8.6) 2415 (9.7) 2415 (10.9) 2415 (14.4) (10.7)
4-3/4 (121) 2135 (10.7) 2355 (101) 2575 (10.7) 3620
(9.5) (10.5) (11.5) (16.1)
2-3/4 (70) 1920 2750 2065 3410 2210 3785 2830
(8.5) (122) (9.2) (152) (9.8) (16.8) (12.6)
5/8 2660 3020 3385 4770 3910
(15.9) 4 (102) (11.8) 3910 (114) 3910 (15.1) 3910 (21.2) (17.4)
5-1/2 (140) 3285 (17.4) 3695 (17.4) 4100 (17.4) 5325
(14.6) (16.4) (18.2) (23.7)
2120 4090 2425 4900 2730 5310 3785 5310
3-1/4 (83)
(9.4) (18.2) (10.8) (21.8) (12.1) (23.6) (16.8) (23.6)
3/4 4-3/4 (121) 3240 4260 5285 6155
(19.1) (14.4) 5340 (18.9) 5340 (23.5) 5495 (27.4) 6225
6-1/2 (165) 4535 (23.8) 5860 (23.8) 7185 (24.4) 7005 (27.7)
(20.2) (26.1) (32) (31.2)
4 1/2 (114) 3330 7070 4050 7600 4670 8140 5070
(14.8) (31.4) (18.0) (33.8) (20.8) (362) (22.6)
1 6 (152) 4930 6000 7070 8400 9200
(25.4) (21.9) 9200 (26.7) 9200 (31.4) 9200 (37.4) (40.9)
9 (229) 6670 (40.9) 7670 (40.9) 8670 (40.9) 10670
(29.7) (34.1) (38.6) (47.5)
1 Intermediate load values for other Concrete strengths and embedments can be calculated by linear Interpolation.
Hird,Inc.M)1-80x879-8000 I www.ushilti.com I en espaTol 1-800-8735000 1 HIM(Canada)Corp.1-8043634458 1 wwwMfixa I Anchor Fastening Technical Guide 2011 299