DGT-12-19-2991, 1234 NE 94 StMiami Shores Village
10050 NE 2 Ave
Miami Shores FL 33138
305-795-2204
Location Address Parcel Number
1234 NE 94 ST, Miami Shores, FL 1132050100210
Contacts
MARIA GABRIELA CONTRERAS Owner ELI BRAVO Owner
1200 NE 97 ST, MIAMI SHORES, FL 33138 1200 NE 97 ST, MIAMI SHORES, FL 33138
Other:3059492371 Other:3054942371
MARIA GABRIELA CONTRERAS Applicant NAVICON CONSTRUCTION Contractor
1200 NE 97 ST, MIAMI SHORES, FL 33138 ANTONIO JOSE TORRES BETANCOURT
Other: 3059492371 175 SW 7 ST 1618, MIAMI, FL 33130
Home: 7862020237
Description: 2 PERGOLAS 141 Valuation, $ 25,000.00 Inspection Requests:
Total Sq Feet: 1,500.00
E
Fees
Amount
Application Fee - Other
$50.00
CCF
$15.00
DBPR Fee
$20.25
DCA Fee
$13.50
Education Surcharge
$5.00
Gazebos, Trellises and Pergolas Fee
$550.00
Planning and Zoning Review Fee
$35.00
Scanning Fee
$9.00
Structural Review ($90)
$90.00
Technology Fee
$33.75
Total
$821.50
Building Department Copy
Payments
Date Paid Amt Paid
Total Fees
$821.50
Check# 10102
01/07/2020 $821.50
Amount Due:
$0.00
In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations
pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores
Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate
permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work.
OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws
regulating construction and zoning. Futhermore, I authorize the above named contractor to do the work stated.
Authorized Sjgnature: C'wIler / Applicant / Contractor / Agent Date
January 07, 2020 Page 2 of 2
RECEIVED
Miami Shores Village
Building Department
10050 N.E.2nd Avenue, Miami Shores, Florida 33138
Tel: (305) 795-2204 Fax: (305) 756-8972
INSPECTION LINE PHONE NUMBER: (305) 762-4949
D E 2 3 2019
BY:
FBC 20 (9--
BUILDING Master Permit No. RC-12 13 -9 �
PERMIT APPLICATION Sub Permit No.�-' i L-- c! )
❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL
❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP
CONTRACTOR DRAWINGS
JOB ADDRESS: 1, (Ar, Cl U S+
City: Miami Shores County: Miami Dade Zip:
Folio/Parcel#: I� — 2) 23 -el -0 k � 211(.) Is the Building Historically Designated: Yes NO
Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:
OWNER: Name (Fee Simple Titleholder): aY� G ( 'T� G CJ !A 1'ne r� S Phone#:
Address: CO S-r
City: waom (��)OT*A State: ��� Zip: ?)51 Jo
Tenant/Lessee Name: Phone#:
Email:
CONTRACTOR: Company Name: 0"\a�x %cup Cfd nS 1Y'j C�'*rn Phone#:
Address: ,�5 \1.'� 1� S�- 1(0l�
o � 2
City: State: Zip: (J
Qualifier Name: AiO T(J CY Phone#:
State Certification or Registration #: C C C Certificate of Competency #:
DESIGNER: Architect/Engineer:
Ad
City:
Phone#:
Value of Work for this Permit: Q Q Square/Linear Footage of Work:
Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace
Description of Work:
ate: Zip:
❑ Demolition
Specify color of color thru.6le:
Submittal Fee $ Permit Fee $ CCF $ CO/CC $
Scanning Fee $
Technology Fee $
Structural Reviews $
Radon Fee $
Training/Education Fee $
DBPR $ Notary $
Double Fee $ _
Bond $
TOTAL FEE NOW DUE $ _
(Revised02/24/2014)
Bonding Company's Name (if applicable)
Bonding Company's Address
City
State
Mortgage Lender's Name (if applicable)
Mortgage Lender's Address
City
State
Zip
Zip
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS,
FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY
RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND
TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING
YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved and a reinspection fee will be charged.
Signature Z' �'�Signature
OWNER or AGENT C R
The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this
p 2-&:4^ day of DQ, C.Q V" r" , 20 1 C! by 2� day of I �i�� (/V���� 20 1`1 by
C.,Atft( � , who is personally known to U)Nno -Wf'J,-S who is p y kn— to
me or who has produced as me or who has produced as
identification and who did take an oath. identification and who did take an oath.
NOTARY PUBLIC: NOTARY PUBLIC:
Sign: Sign:'
Print: Vi Print: s'<; .?' • ` ANALLICIATILLIT
MY COMMISSION N GG 345033 MY COMMISSION # GG 345033
Seal: ;off: EXPIRES: � 23, 2023 Seal: '; EXPIRES: Apro 23, 2023
;a<;
o: i �' Bonded Ttuu Nolety Pubic lfiderrnilars , Bonded TMu Notary Public Underwriters
io T 1�/3/ 11 f Zoning
APPROVED BY � Plans Examiner
11c Structural Review Clerk
(Revised02/24/2014)
LEAF ENGINEERING
1234 NE 94' Street
Miami Shores, FL
STRUCTURAL CALCULATIONS FOR PERGOLA
Meditation Room/Office Pergola — Page 1— 2
Pool Lounge Pergola — Page 2
Reports 1— 3
LEANDRO FERNANDEZ, P.E.
FL PE# 71519
LEAF ENGINEERING
CA# 29777
December 18, 2019
•�� No.71519
'`• STATE OF .�
>C�� •` � .0 C+ 1®�� ' •?tea
/1111110
LEAF ENGINEERING
756 NE 79`" Street, Miami, FL 33138
786.390.7493 - LeafCcDLeafEngineering. net
a
. .
......
... 0 •
. 0 0 0 0 .
STRUCTURAL CALCULATIONS:
-Design in accordance with FBC 2017, ACI 318, ASCE 7-10, current editions and addendums, and AISC IVo .* ition.
Aluminum to be 6061-T6 welded, Fa, = 24 ksi, Fy =15 ksi, Fcy = 15 ksi • • •.
WIND LOAD CALCULATIONS:
-Designed following ASCE 7-10, chapter 29, using Table 29.1-1, LOW-RISE BLlILDf Q� ,,
Wind load to determine the loading on the pergola. • • •
-Step 1: -Risk Category II
-Step 2: -Basic wind speed, V=175 mph
Step 3: Kd=0.85
-Exposure Category = C
-Topographic Factor, Kzt=1.0
-G=0.85
Step 4: -Kz @ 10' = 0.85
Step 5:-qh=0.00256 . Kz . Kzt . Kd . Vz = 56.6 psf
c = 0.7
Cf = 1.6
F=qh. G. Cf=56.6x.85x1.6=77.Opsf
77.0 psf x 0.6 = 46.2 psf
Live Load = 20.0 psf
Dead Load = 20.0 psf
Wind Load = 46.2 psf => Actual Wind Load = 0.7 x 46.2 = 32.3 psf
Factored loads:
1. 1.4D = 28 psf
2. 1.2D + 1.6L + 0.5(Lr or S or R) = 56.0 psf
3. 1.2D + 1.6(L, or S or R) + (L or 0.5 W) = 24.0 psf
4. 1.2D + LOW + L + 0.5(Lr or S or R) = 76.3 psf
5. 1.2D+ 1.0E+L+0.2S=24psf
6. 0.9D + LOW = 50.3 psf
7. 0.9D + LOE = 18 psf
Footings
Tributary area per footing =13.5' x 3.2' x 76.3 psf = 3,296#
assumed soil capacity of 2,000 psf +. 3,296# / 2,000 psf =1.65 sq. ft.
Footing to be 3' x 3' x 12"
Footing loading 9 cu ft x 150 pcu=1,350#
Total loading is 3,296# + 1,350# = 4,646#
Pressure on soil = 4,646# / 9 sq. ft. = 516 psf < 2,000 psf
Uplift pressure= 0.9D - W = -14.3 psf
Uplift = 13.5'x 3.2'x 14.3 psf = 618# < 1,350#
•• •
<= use 76.3 psf
Page 1/2
....
......
•..••.
..
•..•
Footing is adequate for gravity load.
Footing is adequate for uplift
Connection of base plate to footing with (4)1/2" x 5" effective embedment anchor bolts by Hilt or similar for an ultimate capacity
of 4,735# each. (see report 1)
Steel strength, bolt capacity = 8,665# (see report 2)
Bolt spacing = 7", Load adjustment factor = 0.86 (see report 3)
Allowable connection capacity = 0.25 x 4,735# x 0.86 x 4 bolts = 4,072# > 618# Connection is adequate for uplift & gravity
Base plate to footing conneciton OK
LEAF ENGINEERING
756 NE 7911 Street, Miami, FL 33138
786.390.7493 - Leaf LeafEngineering.net
Page 212
Base plate to pipe column connection and pipe column to top plate =1/8" fillet weld all around.
Circumference of pipe = 6" x 3.14 =18.8"
Capacity of 1 /8" grove weld = 0.64 kfin using
18.8" x 0.64 kip/in =12.03 kips > 0.618 kips Weld connection are adequate.
Connection of top plate to pergola is 1 /8" grove weld all around for a total of 8" + 8" + 2" + T = 20" • • ; • • •
Capacity of connection is 20" x 0.64 kip/in =12.8 kips > 618" Weld connection is adequate • • •; • • • •
Columns, footings and connections are adequate. ; • 0 • •
Connection of member 4 to concrete tie beam: .'
Loading is 76.3 psf x 3.2' = 244 plf to be resisted by 1 /Z' dia anchor bolts embeded min 3.25" by hilt of s V "1ila *fora shear • •
capacity of 12,450# (see report 1) or 12,450 plf > 244 plf Bolt connection is adequate ; •
Cantilever beams on each side of the building: •
Tributary area is 4.9' •
Loading is 4.9' x 76.3 psf = 374 plf
M=374 Of x 4.1 1 A 2 / 2 = 3,143 lb-ft
Sx of 2x6xl/4 = 2.45 inA3
fb = 3,143 lb-ft x 12 / 2.45 in^3=15,396 psi < 24 ksi Beam is adequate.
Shear connection at Connection 'C'
Loading on one side is 374 plf / 2 =187 plf
Sheara capacity of 2" x 0.25" plate is 15 ksi x 2" x 0.25" = 7.5 kips
187 Of x 2.1' = 393# to be resisted by angle an plate. Plate alone is capable of resisting this small load. Connection is adequate.
Connection of members7to concrete be beam:
M = 3,143 lb-ft
assume that is to be resisted by at least 3 bolts.
3,143 lb-ft x 12 in/ft = 3 x 3" x P
P = 4,190 # each bolt
Bolt capacity = 4,735# > 4,190#
Meditation room/office pergola is adequate.
Bolt connection member 2 to be beam is adequate
Since the meditation room/office pergola is adequate, the pool lounge pergola is adequate.
Pool lounge pergola has smaller spans and loads while have the same size members and connections.
Pool lounge pergola is adequate
If you have any question or comments, please do not hesitate to contact me at leafCaa leafengineering.net or call me at
786.390.7493
Sincerely,
LEANDRO FERNANDEZ, PE
FL PE# 71519
LEAF ENGINEERING
CA# 29777
E IV
NO. 71519
_7� STATE Q �
F ka
!0'O 1 i 11 !, 0````e
LEAF ENGINEERING
756 NE 79` h Street, Miami, FL 33138
786.390.7493 - Leafaa LeafEngineering.net
"rvr,,--k -w- I
Anchor Fastening Technical Guide, Edition 19
Table 15 - Hilt! KWIK Bolt TZ stainless steel design strength with concrete / pullout failure in uncracked concrete'A3'4.5
Nominal
Tension - (pk
Shear - 4)V� •
anchor
Effective
Nominal
diameter
embed.
embed.
f'� = 2,500 psi
f'� = 3,000 psi
f'� = 4,000 psi
f'= 6,000 psi
f'a = 2,500 psi
f'� = 3,00;,W
1Py= 4,000 psi
f ` = 6,000 psi
in.
in. (mm)
In. (mm)
lb (W)
lb (kf`i)
lb W
lb (W)
lb (M)
lb (kN
lb (kt •
db (M)
2
2-5/16
1,710
1,875
2,160
2,650
2,375
2,60% • .
• • 3,005
. 3,680,
3/8
• 4
(51)
(59)
(7.6)
(8.3)
(9.6)
(11.8)
(10.6)
(11.64 • •
% (13.4): •
-.(16.4):
2
2-3/8
1,865
2,045
2,360
2,890
2,375
2,605
3,005
�• 3,680
(51)
(60)
(8.3)
(9.1)
(10.5)
(12.9)
(10.6)
(11.4 • •
• • (13.4)' •
, ; (16.4)
1/2
3-1/4
3-5/8
3,745
4,100
4,736
5,800
9,845
10,7Er
12,450
15,250
(83)
(91)
(16.7)
(18.2)
(21.1)
(25.8)
(43.8)
(48.0
• (55.4; • •
: • (67.8)
3-1/8
3-9/16
4,310
4,720
5.450
6,675
9,280
10,16%•
; 11,74Q
• 14,380: • •
(79)
(91)
(19.2)
(21.0)
(24.2)
(29.7)
(41.3)
(45.2)
(52.2) •
• (64.0)
5/8
4
4-7/16
6,240
6,835
7,895
9,665
13,440
14,725
17,000
20,820
(102)
(113)
(27.8)
(30.4)
(35.1)
(43.0)
(59.8)
(65.5)
(75.6)
(92.6)
3-3/4
4-5/16
5,665
6,205
7,165
8,775
12,200
13.365
16,430
18,900
(95)
(110)
(25.2)
(27.6)
(31.9)
(39.0)
(54.3)
(59.5)
(68.6)
(84.1)
3/4
4-3/4
5-9/16
7,825
8,575
9,900
12,125
17,390
19,050
22,000
26,945
(121)
(142)
(34.8)
(38.1)
(44.0)
(53.9)
(77.4)
(84.7)
(97.9)
(119.9)
Table 16 - HIM KWIK Bolt TZ stainless steel design strength with concrete / pullout failure In cracked concretel,2A4.6
Nominal
Tension - cpN
Shear - qtV�
anchor
Effective
Nominal
diameter
embed.
embed.
f'� = 2,500 psi
f'� = 3,000 psi
f' = 4,000 psi
f'c ` 6,000 psi
f' = 2,500 psi
f'� = 3,000 psi
f'a a 4.000 psi
f'� = 6,000 psi
In.
in. (mm)
in. (mm)
lb (kN)
lb (M)
lb (kM
lb (kN)
lb (M)
lb (kN)
lb (M)
lb (kM
2
2-5/16
1,520
1,665
1,925
2,355
1,685
1,845
2,130
2,605
3/8
(51j
(59)
(6.8)
(7.4)
(8.6)
(10.5)
(7.5)
(8.2)
(9.5)
(11.6)
2
2-3/8
1,750
1,915
2,210
2,710
2,375
2,605
3,005
3,680
(51)
(60)
(7.8)
(8.5)
(9.8)
(12.1)
(10.6)
(11.6)
(13.4)
(16.4)
1/2
3-1/4
3-5/8
3,235
3,545
4,095
5,015
6,970
7,640
8,820
10,800
(83)
(91)
(14.4)
(15.8)
(18.2)
(22.3)
(31.0)
(34.0)
(39.2)
(48.0)
3-1/8
3-9/16
3,050
3,345
3,860
4,730
6,575
7,200
8,315
10,185
(79)
(91)
(13.6)
(14.9)
07.2)
(21.0)
(29.2)
(32.0)
(37.0)
(45.3)
5/8
4
4-7/16
3,795
4,160
4,800
5,880
9,520
10,430
12,040
14,750
(102)
(113)
(16.9)
(18.5)
(21.4)
(26.2)
(42.3)
(46.4)
(53.6)
(65.6)
3-3/4
4-5/16
5,270
5,775
6,670
8,165
12,200
13,365
15,430
18,900
(95)
(110)
(23.4)
(25.7)
(29.7)
(36.3)
(54.3)
(59.5)
(68.6)
(84.1)
3/4
4-3/4
5-9/16
5,720
6,265
7,235
8,860
12,320
13,495
15,585
19,085
(121)
(142)
(25.4)
(27.9)
(32.2)
(39.4)
(54.8)
(60.0)
(69.3)
(84.9)
See section 3.1.8 to convert design strength value to ASD value.
Linear Interpolation between embedment depths and concrete compressive strengths is not permitted.
Apply spacing, edge distance, and concrete thickness factors in tables 19 to 26 as necessary. Compare to the steel values in table 17.
The lesser of the values is to be used for the design.
Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength by k as follows:
for sand -lightweight, A. = 0.68; for all -lightweight, A = 0.60
Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete. For seismic tension loads, multiply cracked
concrete tabular values in tension by the following reduction factors:
1/2-in diameter by 2-in effective embedment depth - a,,,, = 0.64
All other sizes - a = 0.75
No reduction needed for seismic shear. See Section 3.1.8 for additional information on seismic applications.
Anchor Fastening Technical Guide Edition 19 13.0 ANCHORING SYSTEMS 1 3.3.5 KWIK BOLT TZ EXPANSION ANCHOR 295
Hilti, Inc. (U.S.) 1-800.879-80001 en espahoi 1-800-879-5000 1 www.hilti.com I Hilti (Canada) Corporation I www.hilti.com 1 1-800.363-4458
Table 17 - Steel strength for Hilts KWIK Bolt TZ stainless steel anchors'-z
Nominal anchor
diameter
Tensile 4)N„3
Shear 4)V _4
Seismic shearioV.,,a
in.
lb (kN)
lb (kN)
lb (W)
4,475
3,070
1,835
3/8
(19.9)
(13.7)
(8.2)
8,665
4,470
4,470
1/2
(38.5)
(19.9)
(19.9)
13,410
6,415
6,080
5/8
(59.7)
(28.5)
(27.0)
18,040
10,210
8,380
3/4
(80.2)
(45.4)
(37.3)
1 See section 3.1.8 to convert design strength value to ASO value.
2 Hilti KWIK Bolt TZ stainless steel anchors are to be considered ductile steel elements.
3 Tensile (PN,,, = (p A,, N flIN as noted in ACI 318-14 Chapter 17.
4 Shear values determined by static shear tests with ()V,, < (p 0.60 A,,,,, f�,., as noted in ACI 318-14 Chapter 17.
5 Seismic shear values determined by seismic shear tests with (PV,,, ,,,t < N 0.60 Az„v f,,, as noted in ACI 318-14
Chapter 17. See section 3.1.8 for additional information on seismic applications.
Figure 3
Anchors not permitted
in shaded area
Case 2
(
i
Case 1
Concrete
Edge
••••••
•
• ••
••••••
••••••
••••••
• •
•••••
•
• •
• •
••••••
For a specific edge distance, the permitted spacing is calculated as follows:
(smn.i — SN
S s o + min : (C — C ) C ,� I at S
mint min... a
rn
at
Table 18 - Stainless steel Hilts KWIK Bolt TZ installation parameters'
C4, -,
edge distance c
Setting
Nominal anchor diameter d
3/8
1/2
5/8
3/4
information
Symbol
Units
Effective minimum
h
in.
2
2
3-1/4
3-1/8
4
3-3/4
4-3/4
embedment'
'
(mm)
(51)
(51)
(83
(79)
(102)
95)
(121)
Min. member thickness
h..
in.
4
5
4
6
1
6
8
5
6
8
6
8
8
(mm)
(102)
(127)
(102)
(152)
(152)
(203)
(127)
(152)
(203)
(152)
(203)
(203)
in.
2-1/2
2-7/8
2-1/8
3-1/4
2-3/8
4-1/4
4
(mm)
(64)
(73)
(54)
(83)
1 (60)
(108)
(102)
Case 1
for
in.
5
5-3/4
5-1/4
5-1/2
5-1/2
10
8-1/2
s Z
(mm)
(127)
(146)
(133)
(140)
(140)
(254)
(216)
in.
3-1/2
4-1/2
3-1/4
4.1/8
4-1/4
9-1/2
7
(mm)
(89)
(114)
(83)
(105)
(108)
(241)
(178)
Case 2
for
in.
2-1/4
2-7/8
2
2-3/4
2-3/8
5
4
s , a((mm)
(57)
(73)
(51)
1 (70)
1 (60)
(127)
(102)
1 Linear interpolation is permitted to establish an edge distance and spacing combination between Case 1 and Case 2.
Linear interpolation for a specific edge distance c, where c.n,n , < c < c„ ,, will determine the permissible spacings.
296 Anchor Fastening Technical Guide Edition 19 13.0 ANCHORING SYSTEMS 1 3.3.5 KWIK BOLT TZ EXPANSION ANCHOR
Hilti, Inc. (U.S.) 1-800-879-80001 en espahol 1-800-879-5000 1 www.hilti.com I Hilti (Canada) Corporation I www.hiiti.com 1 1-800-363-4458
Table 21 - Load adjustment factors for 1/2-In.
diameter stainless steel Hilts
KWIK Bolt TZ In uncracked concrete',2
1/2-in. KB-TZ SS
uncracked concrete
Spacing factor
in tension
f,.
Edge distance
factor in tension
f.
Spacing factor
in shear'
f��
Edge distance In shear
Conc. fac-
tocsin shear'
? 4G .
A. toward edge
fr, ,
It to and away
from ecige •
f„„ • •
Effective in.
embed. ha (mm)
2
(51)
3-1/4
(83)
2
(51)
3-1/4
(83)
2
(51)
3-1/4
(83)
2
1 (51)
3-1/4
(83)
2
(51)
•4391► •
•0(8*••
2•
(51)
• 4.1/4
• (83)
Nominal in.
embed. h (mm)
2-3/8
(60)
3-5/8
(92)
2-3/8
t�l
3.5/8
(92)
2-3/8
(�)
3-5/8
(`
2.3/8
(�)
3-5/8
(9�
2-3/8
(�)
•�•
• (9
2.3•
(
8-5/8
• • It
2 51
nor
0.60
n/a
na
n/a
0.54
n/a
na
n/a
••a ••
nor
a
2.1 8 (54
n or
0.61
n/a
0.39
n/a
0.54
n/a
0.11
n or
n/2
• !t a
2.7 (73)
0.74
1 0.65
0.53
0.45
0.63
0.55
0.53
0.17
0.53
. 5
rVa
n/a
3 (76)
0.75
1 0,65
0.55
0.46
0.63
0.55
0.55
0.19
0.55
• •
n/a
n/a
3-14 83
0.77
1 0.67
0.59
0.49
0.64
0.56
0.59
0.21
0.59
0.42
n
• a
3.1 89
0.79
1 0.68
0.64
0.51
0.65
0.56
0.64
0.23
0.64
0. P
n/a
n/a
8
4 (102)
0.83
1 0.71
0.73
0.56
0.68
0.57
0.73
0.29
0.73
00.56o
0.86
• • a
4.12 (114)
0.88
1 0.73
0.82
0.61
0.70
0.58
0.82
0.34
0.82
0.61
0.
a
E
5 (127)
0.92
0.76
0.91
0.67
0.72
0.59
0.91
0.40
0.91
0.67
0.94
n/a
c
5-1/4 133)
0.94
0.77
0.95
0.70
0.73
0.60
0.95
0,43
0.95
0.70
0.96
n a
5-1/2 140
0.96
0.78
1.00
0.73
0.74
0.60
1.00
0.46
1.00
0.73
0.98
n/a
a
6 152)
1.00
0.81
0.80
0.76
0.61
0.53
0.80
1.00
0.66
7 (178)
0.86
0.93
0.81
0.63
0.66
0.93
0.71
g
8 (203)
0.91
1.00
0.85
0.64
0.81
1.00
0.76
9 229)
0.96
0.89
0.66
0.97
0.81
10 (254
1.00
0.94
0.68
1.00
0.85
is
11 279
0.98
0.70
0.89
12 305)
1.00
0.72
0.93
14 356)
0.75 1
1.00
16 406)
0.79
18 457)
0.93
> 20 508
0,86
Table 22 - Load adjustment factors for 1/2-in.
diameter stainless steel Hilts
KWIK Bolt TZ in cracked concrete"
1/2-in. KB-TZ SS
cracked concrete
Spacing factor
in tension
f0.N
Edge distance
factor in tension
ffW
Spacing factor
in shear'
fl,
Edge distance in shear
Conc. thickness fac-
tor in shear4
fW
1 toward edge
fury
tl to and away
from edge
fpv
Effective in.
embed. h. (mm)
2
(51)
3-1/4
(83)
2
(51)
3-1/4
(83)
2
(51)
3-1/4
(83)
2
(51)
3-1/4
(83)
2
(51)
3-1/4
(83)
2
(51)
3-1/4
(83)
Nominal In.
embed. him (-)
2-3/8
(60)
3-5/8
(92)
2-3/8
(60)
3-5/8
(92)
2-3/8
(60)
3-5/8
(92)
2-3/8
(60)
3-5/8
(92)
2-3/8
(60)
3-5/8
(92)
2-3/8
(60)
3.5/8
(92)
2 (51)
n/a
0.60
n/a
n/a
n/a
0.54
n/a
n/a
n/a
n/a
n/a
n/a
2-1 (54)
n/a
0.61
n/a
0.60
n/a
0.54
n/a
0.11
n/a
0.22
n/a
n/a
2.7/8 (73)
0.74
0.65
0.97
0.70
0.60
0.55
0.47
0.18
0.94
0.35
n/a
n/a
3 (76)
0.75
0.65
1.00
0.71
0.60
0.55
0.50
0.19
1.00
0.38
n/a
n/a
3.1 4 83
0.77
0.67
1.00
0.75
0.61
0.56
0.56
0.21
1.00
0.42
n/a
n/a
3-1 89
0.79
0.68
1.00
0.79
0.62
0.56
0.63
0.24
1.00
0.47
n/a
n/a
u
4 (102
0.83
0.71
1.00
0.86
0.64
0.57
0.77
0.29
1.00
0.58
0,75
n a
E
4-1/2 114)
0.88
0.73
1.00
0.94
0.66
0.56
0.92
0.34
1.00
0.69
0.79
n/a
E
5 127)
0.92
0.76
1.00
0.67
0.59
1.00
0.40
0.81
0.84
n a
c
5.1 4 (133)
0.94
0.77
0.68
0.60
0.43
0.87
0.86
n/a
5-1 140
0.96
1 0.78
1
0.69
1 0.60
0.47
0.93
0.88
n/a
v yG-�
6 152
1.00
0.81
0.71
0.61
0.53
1.00
0.92
0.66
C
7 (178)
0.86
0.74
0.63
0.67
0.99
0.71
g
8 203
0.91
0.78
0.65
0.82
1.00
0.76
ZO:w
9 (229)
0.96
0.81
0.66
0.98
1
1
0.81
10 (254)
1.00
0.85
0.68
1.00
0.85
11 279
0.88
0.70
0.90
12 305
0.92
1 0.72
1
0.94
14 (356)
0.99
0.76
1.00
16 406
1.00
1 0.79
18 (45
0.83
> 20 508
0.86
1 Linear interpolation not permitted.
2 When combining multiple load adjustment factors (e.g. for a 4 anchor pattern in a corner with thin concrete member) the design can become very conservative.
To optimize the design, use Hiltl PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17.
3 Spacing factor reduction in shear, f, , assumes an influence of a nearby edge. If no edge exists, then f w - f,.
4 Concrete thickness reduction factor in shear, f ,, assumes an influence of a nearby edge. If no edge exists, then f = 1.0.
C_7 If a reduction factor value is in a shaded cell, this indicates that this specific edge distance may not be permitted with a certain spacing (or vice versa).
Check with table 17 and figure 3 of this section to calculate permissabie edge distance, spacing and concrete thickness combinations.
298 Anchor Fastening Technical Guide Edition 1913.0 ANCHORING SYSTEMS 1 3.3.5 KWIK BOLT TZ EXPANSION ANCHOR
Hilti, Inc. (U.S.) 1-800-879-8000 1 en espa?iol 1-800-879-5000 1 www.hilti.com I Hilti (Canada) Corporation I www.hilti.com 1 1-800-363-4458