Plans (39) STARK 4001 Main Street, Suite 305
FOUNDATIONS Vancouver WA, 98663
P: 360.566/343
-r-77 CZ:PY
STRUCTURAL CALCULATIONS
PREPARED FOR
RAMJACK WEST
flt-GEPit" 1
FOR FEB 7 2017
FOUNDATION REPAIR Cr
9291/9293/9297 SW HILL STREET -F3 UI
TIGARD,OR
PROJECT NUMBER: 17.017.RAM
DATE: JANUARY 30, 2017
PROJECT MANAGER: DANIEL STARK, P.E.
-4..Ci PROF
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ORE -
v,04 GON
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CCP.: 06/30/18
or: •
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CITY OF TIGARD
REVIEWED FOR CODE COMPLIANCE
Approved: / I
OTC:
Permit #: yyis-e a-7 - 000 S-2,
Address: C1.2213.
Suite #:
By: —k Date: a.- I - 11
.04
STARK 4001 Main Street, Suite 305
FOUNDATIONS Vancouver WA, 98663
P: 360.566.7343
TABLE OF CONTENTS
Project Background 2
Geologic Setting & Soil Capacity 3
Floor Level Survey 4
Design Calculations 5
ICC ESR 1854 (applicable pages only) 13
ION.
STARK 4001 Main Street, Suite 305
FOUNDATIONS Vancouver WA, 98663
P: 360.566.7343
January 31, 2017 SFI Project No.: 17.004.RAM
Mr. Ken Marquardt
RamJack West
850 Bethel Drive
Eugene, Oregon 97402
Re: 9291/9293/9297 SW Hill Street, Tigard, Oregon
PROJECT BACKGROUND
We understand that the structure is a multi-family residence and has been experiencing
settlement at the rear half of the structure. A recent floor level survey(attached) indicates that as
much as 2"of differential settlement may have occurred. We understand that (4) 2 7/8"diameter
helical piers, (30) 2 7/8"diameter push piers, and (3) 2 7/8"diameter helical tie-backs have been
proposed to help provide additional foundation support.
' ' ' A, ---..;.-......,_„------::-:::: ft ,,, - ',,,,,,.. , -. t., . -
s
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eas
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Picture 1: Front Elevation
Page 2 of 15
10•
STARK 4001 Main Street, Suite 305
FOUNDATIONS Vancouver WA, 98663
P: 360.566.7343
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Picture 2: Rear Elevation
GEOLOGIC SETTING
The existing residential home site is located south of downtown Tigard and Fanno Creek Park.
The geologic structure in the area is comprised of silty loam. According to DOGAMI, the site is
not within any known landslide hazard areas. Due to the localized settling o the structure, it is
our opinion that the poor drainage has resulted in an undermining of the soils under the
foundation in that area as a result of the localized settling. We believe that suitable support can
be achieved by installing helical and/or push piers.
SUMMARY
The ultimate load requirement for the helical anchors is 20,000 lbs and 54,000 lbs for the push
piers. Based on the loads and geologic setting, we expect the helical anchors to achieve
adequate capacity at approximately 15 - 25 feet and the push piers to achieve capacity at 40—50
feet. We recommend that helical anchors with a 2 7/8" shaft be installed to a minimum depth of
10-ft and a minimum installation torque of 2,500 ft-lbs, or refusal. We recommend that push piers
with a 2 7/8"shaft be installed to a minimum depth of 10-ft and a minimum installation pressure of
3,400 psi, or refusal, using a 16.27 square inch hydraulic ram.
Page 3 of 15
STARK 4001 Main Street, Suite 305
FOUNDATIONS Vancouver WA, 98663
P: 360.566.7343
PROOF TESTING
Proof testing of the helical anchors and push piers should be performed and shall consist of
loading at least one of the piers in five (5) equal increments up to 150 percent of the design load.
The 150 percent of design load increment should be held for five (5) minutes and the
displacement monitored. If the total displacement is less than 0.04", the pier may be considered
acceptable. However, if the recorded strain exceeds 0.04"inches, the pier should either be
deepened and retested or abandoned and a new pier shall be installed and tested.
Please give our office a call if you have any questions or need further assistance.
Regards,
co PROF
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C.'\ ANGINFpR J>
;v —,7,�940PE
Daniel Stark, P.E. / r"
Stark Foundations, Inc. UPII
OREGON a
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MMELWO
EXP.: 06/30/18
Page 4 of 15
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° Key:
9297 SW Hill St Tigard - - RamJack Driven Pile
-0- - RamJack Helical Pile
w - Existing concrete pillar support
Date: 31-Jan-17
STARK W RamJack West- Foundation Underpinning Designed by: NDS
FOUNDATIONS C 9291/9293/9297 SW Hill Street
rg Tigard,OR
Job No.: 17.004.RAM
Desi,n Criteria
Code(s):
International Building Code(IBC)2012
ASCE 7-10
Design Loads:
Dead: Soil:
Roof= 15 psf Allow Lateral Bearing Pressure= 100 psf/ft (IBC Table 1806.2)
Third Floor= 15 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
Third Floor= 40 psf
Second Floor= 40 psf
First Floor= 40 psf
Wind:
Exposure= C Risk Category= II
Wind Speed,V= 120 mph KA= 1.0
Gust Effect Factor,G= 0.85 Kd= 0.85
Internal Pressure Coefficient,GCP;= -0.18 K = 0.98
External Pressure Coefficient,CP= 0.8 Height,hz= 30 ft
Design Wind Pressure: Design Load Combo= D+0.6W
where: pw= qz(GCp-GCP;) w= 0.6
qz= 0.00256 K,KA Kd V2
Therefore:
qz= 30.7 psf
pw= 26.4 psf
Factored Wind Pressure,p'w= 15.8 psf(say 16 psf)
Page 6 of 15
Date: 31-Jan-17
40•STARK W RamJack West- Foundation Underpinning Designed by: NDS
FOUNDATIONS ^ 9291/9293/9297 SW Hill Street
re Tigard,OR
Job No.: 17.004.RAM
Helical Pier Design 0 Deck
Vertical Design Loads:
Tributary Widths:
Roof= 0 ft > 0 plf
Third Floor= 0 ft > 0 plf
Second Floor= 6 ft > 90 plf
First Floor= 0 ft > 0 Of
Walls= 0 ft > 0 plf
Foundation Wall (height) = 3 ft > 300 plf
EDL= 390 plf
Live:
Roof(snow) = 0 ft > 0 plf
Third Floor= 0 ft > 0 plf
Second Floor= 6 ft > 240 plf
First Floor= 0 ft > 0 plf
ELL= 240 plf
Max Pier Spacing = 17 ft
Pier Working Loads:
POL= 6630 lbs
0.75*Pu_= 3060 lbs
PTL= 9690 lbs
Pier Design:
Pier Type Helical Pier . Shaft Diameter:
Bracket 4038.1 t Bracket Capacity= 19700 lbs Therefore ok Reference ICC ESR-1854, Table 1-Foundation
Mechanical Ratings of Brackets(Appendix A)
Shaft Diameter 2.875"
Installation Torque,T:
Quit= 2(PTS) Qmt= Kt(T) where Kt=helix torque factor(ft') Shaft Dia Kt
19380 lbs according to the following table: 2.375 10
2.875 9
3.5 7
Therefore,T= Quit J Kt Allowable TSHAFr= 8200 ft-lbs Therefore ok 4.5 6
2153 ft-lbs_
Page 7 of 15
Date: 31-Jan-17
401STARK W RamJack West- Foundation Underpinning Designed by: NDS
FOUNDATIONS 3 9291/9293/9297 SW Hill Street
fY Tigard,OR
C.
Job No.: 17.004.RAM
Push Pier Design-Interior Wall (Worst Case)
Vertical Design Loads:
Tributary Widths:
Roof= 17 ft > 255 plf
Third Floor= 17 ft > 255 plf
Second Floor= 17 ft > 255 plf
First Floor= 17 ft > 2.55 Of
Walls= 24 ft > 192 plf
Foundation Wall (height) = 3 ft > 300 plf
EDL= 1512 plf
Live:
Roof(snow)= 17 ft > 425 plf
Third Floor= 17 ft > 680 plf
Second Floor= 17 ft > 680 plf
First Floor= 17 ft > 680 plf
ELL= 2465 plf
Max Pier Trib Width = 8 ft
Pier Working Loads:
PDL= 12096 lbs
0.75*PLL= 14790 lbs
PTL= 26886 lbs
Pier Design:
Pier Type Push Pier l t Shaft Diameter:
Bracket 4021.1 11 Bracket Capacity= 31500 lbs Therefore ok Reference WC ESR-1854, Table 1-Foundation
Mechanical Ratings of Brackets(Appendix A)
Shaft Diameter 2.875"
Installation Pressure, P:
Quit= 2(PTL) Qmt= A, (P) where Ani=working area of the dual bore
53772 lbs installation cylinder
Acyi= 16,27 in2
Therefore, Preu= Quit/Acyi
3 to a mmamam pressure of 1400 psi(or refusal)
Page 8 of 15
Date: 31-Jan-17
0,4STARK W RamJack West- Foundation Underpinning Designed by: NDS
FOUNDATIONS ^ 9291/9293/9297 SW Hill Street
rg Tigard, OR
O.
Job No.: 17.004.RAM
Lateral Design:-Rear Wall
Design Wind Force:
No. Piers: 6
p'w= 15.8 psf Trib Width,w= 25 ft FRooF=Pw(h,,+0.5h,)w
Wall Trib Height,hw= 20 ft 9111 lbs
Roof Trib Height,h,= 6 ft
F= 9111 lbs
Determine Tie-Back Force
Install Angle,0= 15 degrees
Tie-Back Force = F/sin rJ
9432 lbs
say 10000 lbs
Installation Torque,T:
Quit= 2(PrL) Quit= Kt(T) where K,= helix torque factor(ft-1)according to the following table:
20000 lbs Shaft Kt
2.375 10
2.875 9
3.5 7
Therefore,T= Quit/Kt 4.5 6
2222 ft-lbs Therefore use 2 7/8"helical tie-back with 10"helix plate
installed at 2,500 ft-lbs.
Page 9 of 15
Date: 31-Jan-17
STARK W RamJack West- Foundation Underpinning Designed by: NDS
FOUNDATIONS ^ 9291/9293/9297 SW Hill Street
cg Tigard,OR
O.
Job No.: 17.004.RAM
Lateral Design:-Interior Wall
Design Wind Force:
No. Piers: 5
p'W= 15.8 psf Trib Width,w= 34 ft FRooF=Pw(h„,+0.5h,)w
Wall Trib Height,h,,,= 20 ft 12391 lbs
Roof Trib Height,hr= 6 ft •
F= 12391 lbs
Determine Tie-Back Force
Install Angle,O = 20 degrees
Tie-Back Force= F/sin 0
1.3186 lbs
say 15000 lbs
Installation Torque,T:
Quit= 2(Prl) Quit= Kt(T) where Kr= helix torque factor(ft-1)according to the following table:
30000 lbs Shaft Kt
2.375 10
2.875 9
3.5 7
Therefore,T= Quit/Kt 4.5 6
3333 ft-lbs Therefore use 2 7/8"helical tie-back with 10"helix plate
installed at 3,500 ft-lbs.
Page 10 of 15
•
ENSICC EVALUATION
SERVICE Most Widely Accepted and Trusted
ICC-ES Evaluation Report ESR-1854
Reissued February 2015
Revised December 2015
This report is subject to renewal February 2017.
, i.cci ,,?rf=, I (800) 423-6587 I (562)699-0543 A Subsidiary of the International Code Councils
DIVISION:31 00 00—EARTHWORK 3.0 DESCRIPTION
Section:31 63 00—Bored Piles 3.1 General:
REPORT HOLDER: The Ram Jack` Foundation Systems consist of either
helical piles or hydraulically driven steel pilings connected to
GREGORY ENTERPRISES,INC. brackets that are in contact and connected with the load-
13655 COUNTY ROAD 1570 ,e. in. o d- io os uc r-
ADA, OKLAHOMA 74820
(580)332-9980 3.2 System Components:
op,w,ralr)a V 3.2.1 Helical Pile System—Lead Shafts with Helical
Plates and Extensions: The lead shafts consist of either
2'/8- or 31/2-inch-outside-diameter (73 or 89 mm) steel pipe
ADDITIONAL LISTEE: •-v' • ,, • • I 11, : • 'O•'
respectively. Helical-shaped discs, welded to the pipe,
RAM JACK MANUFACTURING, LLC advance the helical piles into the soil when the pile is
13655 COUNTY ROAD 1570 rotated. The helical discs (plates) are 8, 10, 12 or
ADA, OKLAHOMA 74820 14 inches (203, 254, 305 or 356 mm) in diameter, and are
cut from 3/s-inch- or /2-inch-thick (9.5 or 12.7 mm) steel
EVALUATION SUBJECT: plate. The helical plates are pressed, using a hydraulic
press and die, to achieve a 3-inch (76 mm) pitch, and are
RAM JACK HELICAL FOUNDATION &DRIVEN then shop-welded to the helical lead shaft. Figure 1
FOUNDATION SYSTEMS illustrates a typical helical pile. The extensions have shafts
similar to the lead sections, except without the helical
1.0 EVALUATION SCOPE plates. The helical pile lead sections and extensions are
Compliance with the following codes: connected together by using a threaded pin and box system
that consists of an internal threaded box shop-welded into
0 2015, 2012, 2009 and 2006 International Building Code the trailing end of the helical lead or extension sections and
(IBC) an external threaded pin shop-welded into the leading end
of helical extension sections. Each extension consists of a
0 2013 Abu Dhabi International Building Code(ADIBC)t threaded pin and a box on opposing ends. Figure 2
illustrates the helical pin and box connections. The lead
'The ADIBC is-based-en-the-20W IBC. 2009 IBC code sections shafts and extensions are coated with a polyethylene
referenced in this report are the same sections in the ADIBC. copolymer coating complying with the ICC-ES Acceptance
Criteria for Corrosion Protection of Steel Foundation
Properties evaluated: t- U in. Paly ser • C.atia.s 2 ;) a •
Structural and geotechnical a ng a ini u c•ati g is ne-s a 1 in Is $.4. )
as described in the approved quality documentation.
2.0 USES
3.2.2 Hydraulically Driven Pile System—Pilings,
Ram Jacks Foundation Systems include a helical e Connectors, Starter, and Guide Sleeve: The pilings
system and a hydraulically driven steel piling system. e consist of 2'18-inch-outside-diameter(73 mm) pipe having a
helical pile system is used to transfer compressive, tension, o in. s .ft hi n- s •f • 21 in h, 'n :ith:r 3 , 5 or 7-
and lateral loads from a new or existing structure . to. -.• g 9 , 5 •r m se Io s. o ne or
soil bearing strata suitable for the applied loads, The used to connect the pilings together are 12-inch-long
hydraulically driven steel piling system is used to transfer (305 mm), 23/s-inch-outside-diameter (60.3 mm) pipe
compressive loads from existing foundations to load-bearing having a nominal shaft thickness of 0.19 inch, shop crimped
soil strata that are adequate to support the downward- and inserted in one end of the piling section so that
applied compression loads. Brackets are used to transfer approximately 6 inches of the connector extends out of one
the loads from the building foundation to the helical pile end of the piling section. During installation, the subsequent
system or the hydraulically driven steel piling system. piling section slides over the connector of the previous piling
iCC-ES Ecu 1ut'nn Reports ore no:to be eon3trited u..rep re ser n,n ;7e.5 fneties t,r an other auri6 ite s not spec:-ie onl'addressed,nur are the to be c onsrrue'd �
as on endorsement :he subiee'r u!:he report or a reeummendationf r..s use.1 here is m-a arrant)hs ICC E.uiuutton Sen ice,LLC.e.:press or implied,a, -ss1
t f
10 turd finding or other mutter in this report,or us-to an,pre•L•u':centred in the report. ,•...,-.�
Page 11 of 13
Copyright U 2015 ICC Evaluation Service,LLC, Al rights reserved. vage of 14
ESR-1854 I Most Widely Accepted and Trusted Page 2 of 14
section. Figure 3 illustrates a typical piling used in 31/2-inch-outside-diameter (89 mm) pile is inserted through
conjunction with a bracket. The starter consists of a the external guide sleeve. Once the 31/2-inch-outside-
21/9-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/e-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 11/4-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 21A-inch-square-bar support strap is then placed
23/6-inch-diameter-by-'/e-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
2'/9-inch (73 mm) starter section against the 23/9-inch 11A-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
3`/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 3/9-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 3'/2-inch-outside-diameter (89 mm) steel
complying with AC228 and having a minimum coating bracket sleeve. The 2'/e-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 21/ -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/B-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/e-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
4 /2-inch-outside-diameter (114 mm) steel bracket sleeve (172 mm) long, factory-welded to a 4 /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 3''/2-inch-outside-diameter (89 mm) steel sleeve, a 3'/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'/e-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 2'/e-inch-outside-diameter (73 mm) pile
sleeve. Once (73 mm) pile has been installed, the pile is out 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 3 /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 51/2-inch-outside-diameter (140 mm) steel channels. The bracket sleeve is 3 /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-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. One he222/Onch-
ESR-1854 I Most Widely Accepted and Trusted Page 3 of 14
outside-diameter(73 mm) pile has been installed, the pile is conforming to ASTM A500, Grade C, except they have a
cut approximately 6 inches above the bracket. Two 1-inch- minimum yield strength of 65,000 psi (448 MPa) and a
diameter (25 mm) all-thread bolts are installed in matching minimum tensile strength of 76,000 psi (524 MPa).
hex nuts which are factory-welded to each side of the
bracket sleeve. A 3/4-inch-thick (19 mm) support strap is 3.3.4 Brackets:
then placed over the all-thread bolts and centered on top of 3.3.4.1 Plates: The 3/9-inch- and /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 /4-inch- and 5/9-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
/9-inch-thick-by-4-inch-wide-by-8-inch-long (15.9 mm by B0,000 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 5/9-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/-6-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 2'/5-inch- connecting the 2''/9-inch-diameter (73 mm) helical lead
outside-diameter (73 mm) steel sleeve with predrilled shafts and extensions together conform to ASTM A29,
3/le-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 2'/9-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 3Y2-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 i - is a 234- ---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 1 /2-inch-diameter 4.1 Design:
(38 mm) hex nut factory-welded to the sleeve to accept a
1 /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 1''/9-inch-diameter (48 mm) hole in its center. The accepted engineering principles, as described in IBC
assembly is secured with a 1'12-inch-by-72-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
Strength Design (ASD) method. The structural analysis
3.3 Material Specifications: 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 Lead Shafts and lead foundation system based on the structural and geotechnical
shafts.3.2and extensionsPile areShafts
carbon steel Extensions:rouod Thehs that demands. The minimum embedment depth for various
conform to ASTM A500, Grade C, except they have a loading conditions must be included based on the most
minimum yield strength of 65,000 psi (448 MPa) and a stringent requirements of the following: engineering
tensile strength of 76,000 psi (524 MPa). analysis, tested conditions described in this report, site-
minimumspecific geotechnical investigation report, and site-specific
3.3.3 Piling Sections: The piling sections, connectors, load tests, if applicable. For helical foundation s stems
starters and guide sleeves are carbon steel round tube subject to combined lateral and axial (6) ir3dR or
`ESR-1854 I Most Widely Accepted and Trusted Page 8 of 14
5.9 Engineering calculations and drawings, in accordance and 2009 IBC Section 1810.3.6 (second paragraph)
with recognized engineering principles and design and 2006 IBC Section 1808.2.7, are outside the scope
parameters as described in IBC Section 1604.4, and in of this evaluation report. Compliance must be
compliance with Section 4.1 of this report, are addressed by the registered design professional for
prepared by a registered design professional and each site, and the work of the design professional is
approved by the building official. subject to approval by the code official.
5.10 A soils investigation for each project site must be 5.13 Settlement of the helical pile is outside the scope of
provided to the building official for approval in this evaluation report and must be determined by a
accordance with Section 4.1.1 of this report. registered design professional as required in 2015,
5.11 In order to avoid group efficiency effects, an analysis 2012 and 2009 IBC Section 1810.2.3 and 2006 IBC
prepared by a registered design professional must be 1808.2.12.
submitted where the center-to-center spacing of axially 5.14 The interaction between the hydraulically driven pile
loaded helical piles is less than three times the system and the soil is outside the scope of this report.
diameter of the largest helix plate at the depth of 5.15 The Ram Jack`'Foundation Systems are manufactured
bearing. An analysis prepared by a registered design at the Ram Jack Manufacturing, LLC,facility located in
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
pile shaft at the ground surface. Spacing between 6.0 EVIDENCE SUBMITTED
helical plates must not be less than 3D, where D is the Data in accordance with the ICC-ES Acceptance Criteria for
diameter of the largest helical plate measured from the Helical Foundation Systems and Devices (AC358), dated
edge of the helical plate to the edge of the helical plate June 2013 (editorially revised September 2014).
of the adjacent helical pile;or 4D, where the spacing is
measured from the center-to-center of the adjacent 7.0 IDENTIFICATION
helical pile plates. The Ram Jack' Helical Foundation & Driven Foundation
5.12 Connection of the side load bracket or the repair System components are identified by a tag or label bearing
bracket as it relates to seismic forces and the the Ram Jack logo, the name and address of Gregory
provisions found in 2015, 2012 and 2009 IBC Sections Enterprises, Inc., the catalog number, the product
1810.3.11.1 and 1810.3.6.1 and 2006 IBC Section description, and the evaluation report number(ESR-1854).
1808.2.23.1, and for all buildings under 2015, 2012
TABLE 1—FOUNDATION STRENGTH RATINGS OF BRACKETS'
PRODUCT 'ES RI•TI•N • LI • A - - •LL•W•B CAPACITY
NUMBER (inches) ips)
Compression Tension Lateral
4021.1 Side load bracket 2/e 33.65' N/A N/A
4021.55 Side load bracket 31/2 55.12''5 N/A N/A
4038.1 I Side load bracket 2'/e 19.70'S NIA N/A
4039.1 274 32.Q7 NIA _ N/A
4075.1 New construction I 2'62 See Table 3A See Table 3B 1.49"
4079.1 New construction 2'/e See Table 3A See Table 38 1494'
4076 New construction 31/2 See Table 3A See Table 3B 2.79"
4093.1 Slab bracket 27/e See Table 5 N/A N/A
4550.2875.1 Tieback assembly 2'/e 27.9 20-angle(tension only)'``
27.6 @ 30°angle(tension only)'''
For SI: 1 inch=25.4 mm, 1 kip(1000 Ibf)=4.48 kN.
'Load capacity is based on full scaie 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//.-inch diameter
complying with ASTM A325 and installed snug-tight with threads excluded.
'The 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.
Page 14 of 15
'ESR-1854 i a , l• .e • Ce e. a , , s ,•• •age 12 of 14
TABLE 6—ALLOWABLE TENSION AND COMPRESSION LOADS FOR HELICAL PLATES(KIPS)
ell .1 *let- Di-m:4 erl I el" -I wile S .ft •la • er(in he•
-----
8 63.29 79.84
10 55.51 66.29
12 39.40 65.74
14 1 42.07 60.42
For SI:1 inch=25.4 mm:1 kip=1000 lbf=4.45 kNl.
lAllowable load values are for hel:cal plates made from -3/5-inch thick steel. except for
the 14-inch diameter plate.which is made from 1/2-inch Thick steel.
, .
4
I I
4.„, i
17 ti
' I 1
I 1 1
i
I i
. I
1
I , I
4
I r
*A
I i I
I4 , 4,T,-.4,0,04 "1,40 A:,
i
--4,,----
.....,, ‘
7YPTCA1 i CAD TYP ICAt
SfCTION IXtf"*STUti
FIGURE 1—TYPICAL HELICAL PILE AND PLATE
SPACING CHARACTERISTICS
2 f4k•0 THREADED THREADED
PILING - BOX-- if PIN
0rill......%
1
.411r7, 1
I
Let
DRIVE PIN HOLE
2 34-0 PILING INTERNAL
THREADED CONNECTION
3)V•0 THREADED THREADED
PILING -\ BOX /- PIN
0
)
--DRNE PIN HOLE
3 W.0 PILING INTERNAL
THREADED CONNECTION
FIGURE 2—TYPICAL HELICAL PILE SYSTEM INTERNAL Page 15 of 15
THREADED CONNECTION DETAIL