Plans (113) eASSTARK I 4001 Main Street, Suite 305
FOUNDATIONS Vancouver WA, 98663
NOV 2 2017 P: 360.566.7343
CIT`(OF TIGARD
BUILDING DIVISION
STRUCTURAL CALCULATIONS
PREPARED FOR
RAMJACK WEST
FOR
FOUNDATION REPAIR
13595 SW CRESMER DRIVE
TIGARD, OR
PROJECT NUMBER: 17.220.RAM
DATE: OCTOBER 28, 2017
PROJECT MANAGER: DANIEL STARK, P.E.
PROFF
1.NGINE
V 7 94OPE
./
�j OREGON
�_ 't, gook Q
y"IYY,ywwIELW `
EXP.: 06/30/18
OFFICE COPY
CITY OF TIGARD
REVIEWED FOR CODE COMPLIANCE
Approved: N14
OTCs j j
Permit#: 5-¢- 2�I ?—0 0 44.ra R
Address: i $ 9,S" CrPstrnry l� I�
Suite#t
By: 6 Date: I I_7 _ y -7
.04STARK 4001 Main Street, Suite 305
FOUNDATIONS Vancouver WA, 98663
P: 360.566.7343
October 27, 2017 SFI Project No.: 17.220.RAM
Mr. Ken Marquardt
Ram Jack West
850 Bethel Drive
Eugene, Oregon 97402
Re: 13595 SW Cresmer Drive, Tigard, Oregon
PROJECT BACKGROUND
We understand that the structure is a single-family residence and has experienced settlement at
the front entrance area of the structure. A recent floor level survey(attached) indicates as much
as 7/8"of differential settlement may have occurred. It is our understanding that(5)2 7/8"
diameter helical piers have been proposed to help provide additional foundation support.
s.
0.1
•
•
I1
AllEalW me.
10-0, oar
•.
Image 1: Front Elevation
Ilee
STARK 4001 Main Street, Suite 305
FOUNDATIONS
Vancouver WA, 98663
P: 360.566.7343
GEOLOGIC SETTING
The existing residential home site is located in Tigard, Oregon. The geologic structure in the area
is comprised of silty loam and the site is relatively flat. It is our opinion that the settlement is a
result of improper foundation drainage which has undermined the foundation. We believe that
suitable support can be achieved by installing helical and/or push piers.
SUMMARY
The ultimate load requirement for the helical piers is 16,000 lbs, and based on the geologic
setting, we expect the piers to achieve adequate capacity at approximately 15—25 feet. We
recommend that the piers with a 2 7/8"shaft and 10"diameter helix plate be installed to a
minimum depth of 10-ft and a minimum installation torque of 1,778 ft-lbs, or refusal.
Please give our office a call if you have any questions or need further assistance.
Regards,
0.4
Daniel Stark, P.E. 7 94OPE
Stark Foundations, Inc. I
OREGON
VGC y �A 2.00k �Q
�'4VIEL\N '
EXP.: 06/30n8
DETAILS
04_HELICAL PIER
LEVEL SURVEY
< Foundation Cracks
4, Ram Jack Pile
L6X6X3/8 X 5'
5.5'
•
143.4 c� to 6.8
„..___4 25' N k 14.6' +
+1/8 -1/4 -7/8
+1/2 6 foot 8 to fence
+3/8
+1/8 -3/4 I
+1/4 Residence L6X6X3/8 X 23'
+1/2 -1/2
+3/8 First Floor 25 feet
2268.11 Sq ft
+1/4 +3/8 -1/4
N
ro
ca 9.3'
.--41ral. N 17" Gas Line
5'
in Garage 5 Pile option 2 on Garage
N
13595 Risha Dupree
12 foot off front of home
—
23'
Date: 27-Oct-17
11104STARK W RamJack West - Foundation Underpinning Designed by: NDS
FOUNDATIONS C 13595 SW Cresmer Drive
w Tigard,OR
O.
Job No.: 17.220.RAM
Desi!n Criteria
Code(s):
International Building Code(IBC)2012/2015
ASCE 7-10
Design Loads:
Dead: Soil:
Roof= 15 psf Allow Lateral Bearing Pressure= 100 psf/ft (IBC Table 1806.2)
Chimney= 45 psf Active Pressure = 60 psf/ft
Second Floor= 15 psf
First Floor= 15 psf
Walls= 8 psf
8"Foundation Wall = 100 psf
Live:
Roof(snow) = 25 psf
Chimney= 0 psf
Second Floor= 40 psf
First Floor= 40 psf
Wind: (not applicable)
Exposure= C Risk Category= II
Wind Speed,V= 120 mph Kn= 1.0
Gust Effect Factor,G= 0.85 Kd= 0.85
Internal Pressure Coefficient,GCp;= -0.18 = 0.98
External Pressure Coefficient,Cp= 0.8 Height, hz= 30 ft
Design Wind Pressure: Design Load Combo= D+0.6W
where: p„,= qz(GCp-GCp;) w= 0.6
qz= 0.00256 KZ Kzt Kd V2
Therefore:
qz= 30.7 psf
pW= 26.4 psf
Factored Wind Pressure,p'W= 15.8 psf(say 16 psf)
Date: 27-Oct-17
.04STARK W RamJack West - Foundation Underpinning Designed by: NDS
FOUNDATIONS 0 13595 SW Cresmer Drive
cg Tigard,OR
d
Job No.: 17.220.RAM
Helical Pier Desi!n-Worst Case
Vertical Design Loads:
Tributary Widths:
Roof= 13 ft > 195 plf
Third Floor= 0 ft > 0 plf
Second Floor= 0 ft > 0 plf
First Floor= 6 ft > 90 plf
Walls= 9 ft > 72 plf
Foundation Wall(height) = 3 ft > 300 plf
EDL= 657 plf
Live:
Roof(snow) = 13 ft > 325 plf
Third Floor= 0 ft > 0 plf
Second Floor= 0 ft > 0 plf
First Floor= 6 ft > 240 plf
ELL= 565 plf
Max Pier Spacing= 7 ft
Pier Working Loads:
PDL= 4599 lbs
0.75*PLL= 2966 lbs
PTL= 8000 lbs
Pier Design:
Pier Typ= Helical Pier la
Bracket 4038.1 Ci Bracket Cap= 19700 lbs Therefore ok Reference ICC ESR-1854, Table 1-Foundation
I!a Mechanical Ratings of Brackets(Appendix A)
Shaft Diameter 2.875'
Installation Torque,T:
Quit= 2(PTL) Quit= Kt(T) where Kt=helix torque factor(ft1) Shaft Dia Kt
16000 lbs according to the following table: 2.375 10
2.875 9
3.5 7
Therefore,T= %it/Kt Allowable TSHAFT= 8200 ft-lbs Therefore ok 4.5 6
1778 ft-lbs
II 12'-7 3/16' 2'-0'
•8K=II ii lc
ir eS)\
L6X6X3/8 X 5--
.40
o
I .
NOTE SEE FLOOR LEVEL
SURVEY FOR PLAN DIMENSIONS
LEGEND /� c
• INDICATES HELICAL PIER de L6X6X3/8 X 23'—/
11
10K UNFACTORED DESIGN LOAD
(KIPS). SEE DTL 2 8<
•\-
� �.D PROt,
�� GINE4, ,5,2 A940PE
co IZ -
j.1
OREGON
ce
81( /EL*
•\
EXP.: 06/30/18
•
113
•
• BACKFILL
t (E)GRADE
E
11=11-u.
=1=1
L6X6X1 11711:1:117 »
SEE PLAN
it=u— I \-
O FOUNDATION REPAIR PLAN 1111~I 4
IOU ur -r 111=11
' FOOTING BEYOND
. •• II
STANDARD BRACKET 411 CHIP OUT POCKET IN (E) FOOTING
(RAMJACK P/N 4038) + FLUSH KITH FUN WALL POCKET
11 WIDTH TO MATCH BRACKET IIDTH
2 7/8'0 EXTENSIONS(5'OR 7')
(RAMJACK P/N 8605 OR 8607)
2 7/8'0 LEAD (5' 0R 7') W/10'0 NOTE: PILE EMBEDMENT SHALL BE
HELIX(RAMJACK P/N 6129 OR 6130) 1O'-0' MIN INSTALLED PER NE
TORQUE CORRELATION METHOD TO
ACHIEVE 2X DESIGN LOAD NOTED ON
P THE FOUNDATION PLAN.
O2 7/8"8 BOLTED HELICAL DETAIL
a rw-r
ESICC
EVALUATIUPJ
SERVICE
fIL'-"° "'" Most Widely Accepted and Trusted
ICC-ES Evaluation Report ESR-1854
Reissued February 2017
This report is subject to renewal February 2019.
www.icc-es.orq I (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council®
DIVISION:31 00 00—EARTHWORK 3.1 General:
Section:31 63 00—Bored Piles
The Ram Jack® Foundation Systems consist of either
REPORT HOLDER: helical piles or hydraulically driven steel pilings connected to
brackets that are in contact and connected with the load-
GREGORY ENTERPRISES,INC. a •g a • a ru r=
13655 COUNTY ROAD 1570 3.2 System Components:
ADA,OKLAHOMA 74820
(580)332980 3.2.1 Helical Pile System—Lead Shafts with Helical
www.ramiack.com Plates and Extensions: The lead shafts consist of either
steve(a�ramiack.com 27/8-or 3%2-inch-outside-diameter(73 or 89 mm)steel pipe
ha 'ng a • al sh: ' ick•: o 0.. 7 •r i 2 • i h
ADDITIONAL LISTEE: respectively. He Ica-sha•;• discs, welded to the pipe,
advance the helical piles into the soil when the pile is
RAM JACK MANUFACTURING,LLC rotated. The helical discs (plates) are 8, 10, 12 or
13655 COUNTY ROAD 1570 14 inches (203, 254, 305 or 356 mm)in diameter, and are
ADA,OKLAHOMA 74820 cut from 3/s-inch- or 1/2-inch-thick (9.5 or 12.7 mm) steel
plate. The helical plates are pressed, using a hydraulic
EVALUATION SUBJECT: press and die, to achieve a 3-inch (76 mm) pitch, and are
then shop-welded to the helical lead shaft. Figure 1
RAM JACK®HELICAL FOUNDATION&DRIVEN illustrates a typical helical pile. The extensions have shafts
FOUNDATION SYSTEMS similar to the lead sections, except without the helical
plates. The helical pile lead sections and extensions are
1.0 EVALUATION SCOPE connected together by using a threaded pin and box system
that consists of an internal threaded box shop-welded into
Compliance with the following codes: the trailing end of the helical lead or extension sections and
an external threadpin shop-welded into the leading end
• 2015, 2012, 2009 and 2006 international Building Code of helical extens oon secto s. Each extension consists of a
(IBC) threaded pin and a box on opposing
illustrates the helical n xco conennections.
TFel 2
i
• 2013 Abu Dhabi International Building Code(ADIBC)t shafts and extensionsare coated with�a p The ene
tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections lyethylene
CO °I 9 complying with the ICC-ES
ymer
p coatin
Acceptance
referenced in this report are the same sections in the ADIBC. Criteria for Corrosion Protection of Steel Foundation
Properties evaluated: Systems Usin• Pol mer •. 'n. ;.0 8 :••
h: in. a in u •••ati • ick e of 8 ils (0.,6 m)
Structural and geotechnical as described in the approved quality documentation.
2.0 USES 3.2.2 Hydraulically Driven Pile System—Pilings,
Connectors, Starter, and Guide Sleeve: The pilings
Ram Jack® Foundation Systems include a helical p e consist of 2'4-inch-outside-diameter(73 mm)pipe having a
nominal shaft thickness of 0.217 inch, in either 3-, 5-or 7-
system and a hydraulically driven steel piling system. Th:
helical pile system is used to transfer compressive,tension, o.-1O . •.1 1. ' • • '• •, —- ••_ ►.•'-•'•t
and lateral loads from a new or existing structure to used to connect the pilings together are 12-inch-long
soil bearing strata suitable for the applied loads. The (305 mm), 23/8-inch-outside-diameter (60.3 mm) pipe
hydraulically driven steel piling system is used to transfer having a nominal shaft thickness of 0.19 inch,shop crimped
compressive loads from existing foundations to load-bearing and inserted in one end of the piling section so that
approximately 6 inches of the connector extends out of one
soil strata that are adequate to support the downward-
end of the piling section.During installation,the subsequent
applied compression loads. Brackets are used to transfer
the loads from the building foundation to the helical pile piling section slides over the connector of the previous piling
system or the hydraulically driven steel piling system.
3.0 DESCRIPTION section. Figure 3 illustrates a typical piling used in
conjunction with a bracket. The starter consists of a
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed
111 elirl)
as an endorsement of the subject of the report ora recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as
to any finding or other matter in this report,or as to any product covered by the report.
Copyright®2017 ICC Evaluation Service,LLC. All rights reserved. m`
Page 1 of 14
ESR-1854 ( Most Widely Accepted and Trusted Page 2 of 14
2'/8-inch-diameter (73 mm) steel pipe having a nominal diameter(89 mm) pile shaft has been installed through the
shaft thickness of 0.217 inch, and a 23/8-inch-outside- external guide sleeve,the pile is cut approximately 6 inches
diameter (60.3 mm) pipe having a nominal shaft thickness (152 mm) above the bracket. Two 1%-inch-diameter
of 0.19-inch,which is shop crimped and inserted in one end (32 mm)all-thread bolts are installed into the matching hex
of the piling section so that approximately 6 inches of the nuts which are shop-welded to each side of the bracket
connector extends out of one end of the piling section. A sleeve. A 2%-inch-square-bar support strap is then placed
23/8-inch-diameter-by-1/8-inch-thick (3.2 mm by 60.3 mm) over the all-thread bolts and centered on top of the pile.The
ASTM A36 steel soil plug is shop-welded inside the support strap is then attached to the bracket with two
27/8-inch (73 mm) starter section against the 23/8-inch 1%-inch(32 mm)hex nuts screwed down on the all-threads.
(60.3 mm)connector. The starter section is jobsite-installed Figure 5 shows additional details.
into the end of the initial piling and leads the piling in order 3.2.3.3 Support Bracket#4038.1: This bracket is similar
to expand the soil away from the piling with a to the 4021.1 bracket but is designed for lighter loads and
31/2-inch-outside-diameter (89 mm) steel ring having a is only used with the helical pile system on existing
nominal wall thickness of 0.254 inch, shop-welded to the structures to support axial compressive loads. The bracket
starter section 1 inch (25.4 mm) from the bottom edge to is constructed of a 3/8-inch-thick (9.5 mm) steel plate bent
reduce skin friction. Figure 4 illustrates a typical starter joint. to a 90-degree angle seat measuring 10 inches wide
A steel
pipe guide sleeve, shown in Figure 3, is used to (254 mm) by 9 inches (229 mm)long on the horizontal leg
laterally strengthen the driven pile. The starter, guide and 7 inches(178 mm)long on the vertical leg.The seat is
sleeve, and pilings are coated with polymer coating welded to a 31/2-inch-outside-diameter (89 mm) steel
complying with AC228 and having a minimum coating bracket sleeve.The 27/8-inch-outside-diameter(73 mm)pile
thickness of 18 mils (0.46 mm), as described in the is inserted through the bracket sleeve. Once the 27/8-inch-
approved quality documentation. outside-diameter(73 mm)pile has been installed,the pile is
3.2.3 Brackets: Brackets are constructed from steel plate cut approximately 6 inches above the bracket. Two 1-inch-
and steel pipe components, which are factory-welded diameter(25 mm) all-thread bolts are installed in matching
together. The different brackets are described in Sections nuts which are factory-welded to each side of the bracket
3.2.3.1 through 3.2.3.7.All brackets are coated with polymer sleeve.A 3/4-inch-thick(19 mm)support strap is then placed
coating complying with AC228 and having a minimum over the all-thread bolts and centered on top of the pile.The
thickness of 18 mils (0.46 mm), as described in the support strap is then attached to the bracket with two 1-inch
approved quality documentation. (25 mm)hex nuts screwed down on the all-threads.Figure 6
3.2.3.1 Support Bracket#4021.1:This bracket is used to shows additional details.
support existing concrete foundations supporting axial 3.2.3.4 Support Bracket #4039.1: This is a low-profile
compressive loading. The bracket is constructed of a bracket used to underpin existing structures to support axial
3/8-inch-thick (9.5 mm) steel plate bent to a 90-degree compressive loads where the bottom of the footing is
angle seat measuring 10 inches (254 mm) wide by approximately 6 inches to 10 inches below grade. The
9 inches (229 mm)long on the horizontal leg and 7 inches bracket is constructed of a 3/8-inch-thick(9.5 mm)steel plate
(178 mm)on the vertical leg.The seat is factory-welded to a measuring 10 inches (254 mm) wide by 6.75 inches
41/2-inch-outside-diameter (114 mm) steel bracket sleeve (172 mm) long, factory-welded to a 41/2-inch-outside-
having a nominal wall thickness of 0.438 inch. The external diameter(114 mm)steel bracket sleeve.The external guide
guide sleeve, a 31/2-inch-outside-diameter (89 mm) steel sleeve, a 31/2-inch-outside-diameter (89 mm) steel pipe, is
pipe having a nominal wall thickness of 0.254 inch, is inserted through the bracket sleeve. The 2'/8-inch-outside-
inserted through the bracket sleeve. The 2'/8-inch-outside- diameter(73 mm)pile is inserted through the external guide
diameter(73 mm)pile is inserted through the external guide sleeve. Once the 27/8-inch-outside-diameter (73 mm) pile
sleeve. Once the 27/8-inch-outside-diameter (73 mm) pile has been installed, the pile is cut approximately 6 inches
shaft has been installed through the external guide sleeve, above the bracket. Two 1-inch-diameter(25 mm)all-thread
the pile is cut approximately 6 inches above the bracket. bolts are installed in matching hex nuts which are factory-
Two 1-inch-diameter(25 mm) all-thread bolts are installed welded to each side of the bracket sleeve. A 3/4-inch-thick
into the matching nuts which are factory-welded to each (19 mm) support strap is then placed over the all-thread
side of the bracket sleeve. A 3/4-inch-thick(19 mm)support bolts and centered on top of the pile. The support strap is
strap measuring 5 inches (127 mm) long by 2 inches then attached to the bracket with two 1-inch (25 mm) hex
(51 mm)in width is then placed over the all-thread bolts and nuts screwed down on the all-threads. This bracket can be
centered on top of the pile. The support strap is then used with both the helical and driven pile systems. Figure 7
attached to the bracket with two 1-inch (25 mm) hex nuts shows additional details.
screwed down on the all-threads. This bracket can be used 3.2.3.5 Slab Bracket #4093: This bracket is used to
with both the helical and driven pile systems. Figure 5 underpin and raise existing concrete floor slabs to support
shows additional details. axial compressive loading. The slab bracket consists of two
3.2.3.2 Support Bracket#4021.55: The bracket is similar 20-inch-long (508 mm) steel channels (long channels)
to the 4021.1 bracket but is designed to support larger axial spaced 31/2 inches (89 mm)apart, with two sets of 6-inch-
compressive loads from existing structures. The bracket is long (152 mm)channels (short channels)welded flange-to-
constructed of a 3/8-inch-thick(9.5 mm)steel plate bent to a flange(face-to-face)and then factory-welded to the top side
90-degree angle seat measuring 10 inches (254 mm)wide of each end of the long channels.One-quarter-inch-thick-by-
by 9 inches (229 mm) long on the horizontal leg and 4-inch-by-5-inch(6 mm by 102 mm by 127 mm)steel plates
7 inches (178 mm)on the vertical leg. The seat is factory- are factory-welded on the bottom on each end of the long
welded to a 5%2-inch-outside-diameter (140 mm) steel channels. The bracket sleeve is 31/2-inch-outside-diameter
bracket sleeve having a nominal wall thickness of (73 mm)steel tube factory-welded to and centered between
0.375 inch.The external sleeve,a 41/2-inch-outside-diameter the two long channels. Two 1-inch-diameter (25 mm)
(114 mm) steel pipe having a nominal wall thickness of coupling hex nuts are factory-welded to the long channels
0.438 inch, is inserted through the bracket sleeve. A on each side of the bracket sleeve. Once the 27/8-inch-
31/2-inch-outside-diameter (89 mm) pile is inserted through outside-diameter(73 mm)pile has been installed,the pile is
the external guide sleeve. Once the 31/2rinch-outside- cut approximately 6 inches above the bracket. Two 1-inch-
ESR-1854 I Most Widely Accepted and Trusted Page 3 of 14
diameter(25 mm)all-thread bolts are installed in matching minimum tensile strength of 76,000 psi(524 MPa).
hex nuts which areafactory-welded to each side of the 3.3.4 Brackets:
bracket sleeve. A /4-inch-thick (19 mm) support strap is
then placed over the all-thread bolts and centered on top of 3.3.4.1 Plates: The 3/8-inch- and 1/2-inch-thick (10 and
the pile. The support strap is then attached to the bracket 12.7 mm) steel plates used in the brackets conform
with two 1-inch (25 mm)hex nuts screwed down on the all- to ASTM A36, but have a minimum yield strength of
threads. This bracket is only used with the helical pile 50,000 psi (345 MPa) and a minimum tensile strength of
system.Figure 8 contains additional details. 70,000 psi (483 MPa). The 1/4-inch- and 5/8-inch-thick
3.2.3.6 New Construction Brackets #4075.1, #4076.1 (6.4 and 15.9 mm) steel plates used in the brackets
and#4079.1: These brackets are used with the helical pile conform to ASTM A36, having a minimum yield strength of
system in new construction where the steel bearing plate of 36,000 psi (248 MPa) and a minimum tensile strength of
the bracket is cast into the new concrete grade beam, 60,000 psi(413 MPa).
footing or pile cap concrete foundations. The brackets can 3.3.4.2 Channels:The steel channel used in the brackets
transfer compression,tension and lateral loads between the conforms to ASTM A36,having a minimum yield strength of
pile and the concrete foundation. The 4075.1 has a 36,000 psi (248 MPa) and a minimum tensile strength of
/8-inch-thick-by-4-inch-wide-by-8-inch-long (15.9 mm by 60,000 psi(413 MPa).
102 mm by 203 mm)bearing plate with two predrilled holes.
The 4076.1 has a 1-inch-thick-by-9-inch-wide-by-9-inch-long 3.3.5 Sleeves: The carbon steel round tube used in the
(25 mm by 229 mm by 229 mm) bearing plate with four bracket assembly as a sleeve conforms to ASTM A500,
predrilled holes. The 4079.1 has a 5/8-inch-thick-by-8-inch- Grade C, except it has a minimum yield strength of
wide-by-8-inch-long (16 mm by 203 by 203 mm) bearing 65,000 psi (448 MPa) and a minimum tensile strength of
plate with four predrilled holes. The 4075.1 and 4079.1 80,000 psi(552 MPa).
bracket steel bearing plates are factory-welded to a 3.3.6 Threaded Rods,Bolts and Nuts:
3/2-inch-outside-diameter (89 mm) steel sleeve with a
predrilled 13/16-inch-diameter (20.6 mm) hole. The 4076.1 3.3.6.1 Helical Piles : The threaded pin and box used in
bracket steel bearing plate is factory-welded to a 27/8-inch- connecting the 27/8-inch-diameter (73 mm) helical lead
outside-diameter (73 mm) steel sleeve with predrilled shafts and extensions together conform to ASTM A29,
73/16-inch-diameter(20.6 mm)holes.The 4075.1 and 4079.1 Grade 4140, having a minimum yield strength of 55,000 psi
brackets are used with the 27/8-inch-diameter helical piles. (379 MPa) and a minimum tensile strength of 80,000 psi
The 4076.1 bracket is used with the 3.5-inch-diameter (552 MPa). The threaded pin and box used in connecting
helical piles. The bracket is embedded into the foundation the 3%-inch-diameter (89 mm) helical lead shafts and
unit to provide the effective cover depth and to transfer the extensions together conform to ASTM A29, Grade 4140,
tensile and compressive forces between steel bearing plate having a minimum yield strength of 55,000 psi (379 MPa)
and surrounding concrete. The bracket is attached to the and a minimum tensile strength of 80,000 psi(552 MPa).
pile shaft with either one or two 3/4-inch-diameter(19.1 mm) 3.3.6.2 All Other Fastening Assemblies (Including
through-bolts, as shown in Table 3B of this report, to Brackets): The threaded rods conform to ASTM A307 and
complete the transfer of tension forces to the pile shaft. ASTM A449. The nuts conform to ASTM A563, Grade DH.
Figure 9 contains additional details. The threaded rods and nuts are Class B hot-dipped
3.2.3.7 #4550.2875.1 Tieback Bracket Assembly: This galvanized in accordance with ASTM A153. Through-bolts
assembly is used with a helical pile and is only designed for used to connect the new construction bracket and tieback
tension loads. The assembly consists of two major bracket assembly to the pile to transfer tension forces
components, a tieback connection with rod and a tieback conform to ASTM A325 Type I and must be hot-dip
plate. The tieback connection is a 23/8-inch-diameter galvanized in accordance with ASTM A153.
(60 mm) steel sleeve with two predrilled holes to accept 4.0 DESIGN AND INSTALLATION
through-bolts for the connection to the helical pile pipe.
One end of the steel sleeve has a 11/2-inch-diameter 4.1 Design:
(38 mm) hex nut factory-welded to the sleeve to accept a
11/2-inch-diameter (38 mm) all-thread rod that extends 4.1.1 Helical Pile: Structural calculations and drawings,
through the wall being supported. The tieback plate is an prepared by a registered design professional, must be
8-inch-deep (203 mm) channel with a stiffening plate submitted to the code official for each project, based on
with a 17/8-inch-diameter (48 mm) hole in its center. The accepted engineering principles, as described in IBC
assembly is secured with a 11/2-inch-by-1/2-inch (38 by Section 1604.4 and 2015,2012 and 2009 IBC Section 1810
12.7 mm) wedge washer and nut. Figure 10 shows and 2006 IBC Section 1808,as applicable.The load values
additional details. (capacities)shown in this report are based on the Allowable
3.3 Material Specifications: Strength Design (ASD) method. The structural analysis
must consider all applicable internal forces (shear, bending
3.3.1 Helix Plates: The carbon steel plates conform to moments and torsional moments, if applicable) due to
ASTM A36, except they have a minimum yield strength of applied loads, structural eccentricity and maximum span(s)
50,000 psi (345 MPa) and a minimum tensile strength of between helical foundations. The result of the analysis and
70,000 psi(483 MPa). the structural capacities must be used to select a helical
3.3.2 Helical Pile Lead Shafts and Extensions: The lead foundation system based on the structural and geotechnical
shafts and extensions are carbon steel round tubes that demands. The minimum embedment depth onor various
conform to ASTM A500, Grade C, except they have a loadingstringent requirensments
must be included o based githn most
minimum yield strength of 65,000 psi (448 MPa) and a analysis,
requirements of the following: engineering
site-
minimum tensile strength of 76,000 psi(524 MPa). analysis, tested conditions described in this report,specific geotechnical investigation report, and site-specific
3.3.3 Piling Sections: The piling sections, connectors, load tests, if applicable. For helical foundation systems
starters and guide sleeves are carbon steel round tube subject to combined lateral and axial (compression or
conforming to ASTM A500, Grade C, except they have a tension) loads, the allowable strength of the shaft under
minimum yield strength of 65,000 psi (448 MPa) and a combined loads must be determined using the interaction
ESR-1854 I Most Widely Accepted and Trusted Page 8 of 14
with recognized engineering principles and design of this evaluation report. Compliance must be
parameters as described in IBC Section 1604.4,and in addressed by the registered design professional for
compliance with Section 4.1 of this report, are each site, and the work of the design professional is
prepared by a registered design professional and subject to approval by the code official.
approved by the building official. 5.13 Settlement of the helical pile is outside the scope of
5.10 A soils investigation for each project site must be this evaluation report and must be determined by a
provided to the building official for approval in registered design professional as required in 2015,
accordance with Section 4.1.1 of this report. 2012 and 2009 IBC Section 1810.2.3 and 2006 IBC
5.11 In order to avoid group efficiency effects, an analysis 1808.2.12.
prepared by a registered design professional must be 5.14 The interaction between the hydraulically driven pile
submitted where the center-to-center spacing of axially system and the soil is outside the scope of this report.
loaded helical piles is less than three times the 5.15 The Ram Jack®Foundation Systems are manufactured
diameter of the largest helix plate at the depth of at the Ram Jack Manufacturing, LLC,facilitylocated in
bearing. An analysis prepared by a registered design
professional must also be submitted where the center- Ada, Oklahoma, under a quality-control program with
to-center spacing of laterally loaded helical piles is less inspections by ICC-ES.
than eight times the least horizontal dimension of the 6.0 EVIDENCE SUBMITTED
pile shaft at the ground surface. Spacing between Data in accordance with the ICC-ES Acceptance Criteria for
helical plates must not be less than 3D,where D is the Helical Foundation Systems and Devices (AC358), dated
diameter of the largest helical plate measured from the June 2013(editorially revised September 2014).
edge of the helical plate to the edge of the helical plate
of the adjacent helical pile;or 4D,where the spacing is 7.0 IDENTIFICATION
measured from the center-to-center of the adjacent The Ram Jack® Helical Foundation & Driven Foundation
helical pile plates. System components are identified by a tag or label bearing
5.12 Connection of the side load bracket or the repair the Ram Jack logo, the name and address of Gregory
bracket as it relates to seismic forces and the Enterprises, Inc., the catalog number, the product
provisions found in 2015,2012 and 2009 IBC Sections description,and the evaluation report number(ESR-1854).
1810.3.11.1 and 1810.3.6.1 and 2006 IBC Section
1808.2.23.1, and for all buildings under 2015, 2012
and 2009 IBC Section 1810.3.6 (second paragraph)
and 2006 IBC Section 1808.2.7, are outside the sco.e
TABLE 1—FOUNDATION STRENGTH RATINGS OF BRACKETS3
PRODUCT DESCRIPTION PIUNG DIAMETER ALLOWABLE •ACITY
NUMBER (Inches) (kips
. sion Lateral
4021.1 Side load bracket 27/6 33.651.5 N/A N/A
4021.55 Side load bracket 3h/2 55.12 1.5 N/A N/A
4038.1 Side load bracket 274 19.7015 N/A N/A
4039.1 Side load bracket 27/6 32.071'6 N/A N/A
4075.1 New construction 27/6 See Table 3A See Table 3B 1.492.6
4079.1 New construction 2'/e See Table 3A See Table 38 1.492'6
4076 New construction 3'A See Table 3A See Table 3B 2.792'6
4093.1 Slab bracket 2'/8 See Table 5 N/A N/A
27.9 @ 20°angle(tension only)4'6
4550.2875.1 Tieback assembly 27/8
27.6 @ 30°angle(tension only)`'6
For SI:1 inch=25.4 mm,1 kip(1000 Ibf)=4.48 kN.
'Load capacity is based on full scale load tests per AC358 with an installed 5'-0"unbraced pile length having a maximum of one coupling per
2015,2012 and 2009 IBC Section 1810.2.1 and 2006 IBC 1808.2.9.2.A 4-foot-long guide sleeve must be installed at the top of the shaft as
required in Figures 3,5 and 7.Side load bracket must be concentrically loaded. Side load bracket plate must be fully engaged with bottom of
concrete foundation. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated.
2Lateral load capacity is based on lateral load tests performed in firm clay soil per Section 4.1.1 of this report.For any other soil condition,the
lateral capacity of the pile must be determined by a registered design professional. The bracket must be installed with minimum embedment
of 3 inches when measured from the bottom of the concrete foundation to the bottom of the bracket plate. Minimum width of footing must be
12 inches.
3The capacities listed in Table 1 assume the structure is sidesway braced per 2015,2012 and 2009 IBC Section 1810.2.2 and 2006 IBC
Section 1808.2.5.
"Tieback assemblies must be installed in accordance with Section 4.2.5 of this report. Only localized limit states such as mechanical strength
of steel components and concrete bearing have been evaluated. The tieback assembly must be installed to support a minimum 6-inch-thick
concrete wall. Two through bolts are required for connection between bracket sleeve and helical shaft.Bolts must be 3/4-inch diameter
complying with ASTM A325 and installed snug-tight with threads excluded.
6The tabulated values are based on installation with normal-weight concrete having a minimum compressive strength of 2500 psi(17.23 MPa).
N/A=not applicable.
ESR-1854 Most Widely Accepted and Trusted • ge 12 of 14
TABLE 6—ALLOWABLE TENSION AND COMPRESSION LOADS FOR HELICAL PLATES(KIPS)
Helical Plate Diameter' Helical Pile Shaft Diameter(inches)
8 63.29 79.84
10 55.51 66.29
12 39.40 65.74
14 42.07 60.42
For SI:1 inch=25.4 mm;1 kip=1000 Ibf=4.45 kN.
'Allowable load values are for helical plates made from 3/6-inch thick steel,except for
the 14-inch diameter plate,which is made from'/2-inch thick steel.
Ra4Ar4ING DISTANCE
PLATE 3 „ . - ` 3,Pact
O.D..0 --._- N
/AIN Fy=88 KSI
3 x13 STEEL PIPE
PLATE 7 - -'- t 3„prraf
OD.aa,8 - 1
3xA
INTERNAL THREADED
PLATE 1
I
CONNECTION
O.D...A 3"'"'"
TYPICAL LEAD TYPICAL
SECTION EXTENSION
FIGURE 1—TYPICAL HELICAL PILE AND PLATE
SPACING CHARACTERISTICS
2 74'0 THREADED THREADED
PILING BOX PIN
jIIIIIMIM
9
DRIVE PIN HOLE
2 741"0 PILIN INTERNAL
THREADED CONNECTION
3)40 THREADED THREADED
PILING BOX PIN
3=1
_
;,,{,I, !'\1\\'\\i\1JII
3
DRIVE PIN HOLE
3 WO PILIN INTERNAL
THREADED CONNECTION
FIGURE 2—TYPICAL HELICAL PILE SYSTEM INTERNAL
THREADED CONNECTION DETAIL