Plans N-1 1 .v"4."‘11011V
STARK 4001 Main Street, Suite 305
FOUNDATIONS Vancouver WA, 98663
P: 360.566.7343
STRUCTURAL CALCULATIONS
PREPARED FOR
RAMJACK WEST
FOR
FOUNDATION REPAIR
13354 SW BENCH VIEW TERRACE
TIGARD,OR
PROJECT NUMBER: 17.032.RAM
DATE: MARCH 27, 2017
PROJECT MANAGER: DANIEL STARK, P.E.
.\cp PRazrs,
ocumet,
OREGON
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VC(y 13,st? ,t4t's
`ITV/ELAM'
EXP.: 08/30/113
OFFICE COPY
CITY OF TIGARI)
REVIEWR FOR CODE COMPLIANCE
Approved: \1 I
OTC: fj
Permit #: M51 ) 7-00 Lan
Address:
Suite #:
By: Date: 13 - -j7
lika
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
Foundation Repair Plan & Detail 7
ICC ESR 1854 (applicable pages only) 8
.00
STARK 4001 Main Street, Suite 305
FOUNDATIONS Vancouver WA, 98663
P: 360.566.7343
GEOLOGIC SETTING
The existing residential home site is located southwest of downtown Tigard and north of Bull
Mountain 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. 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 maximum design axial capacity for the piers is 18,000 lbs working load (36,000 lbs ultimate
load). Based on the loads and geologic setting, we expect the push piers to achieve capacity at
30—40 feet. 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 2,300 psi, or refusal, using a 16.27 square inch
hydraulic ram.
Please give our office a call if you have any questions or need further assistance.
Regards,
,gyp PROrzz-
toGa '��
7 940PE
Daniel Stark, P.E. -/
Stark Foundations, Inc. r i
EYP.: 000/18
Page 3 of 10
RAMJACK
JOB DESCRIPTION
Insiali 4 Rarrdack Pies Stablit7e ft
Ram Jack West
'RE:XTC.Y,A9 flOCOfif;iltry det:* hrd to ii1alI PO BOX 11701 Eugene, OR 97440
and #4
1: (866) 472-6522 F: (541)688-4991
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LEVEL SURVEY
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Page 4 of 10
Date: 27-Mar-17
STARK RamJack West- Foundation Underpinning Designed by: NDS
FOUNDATIONS in 13354 SW Benchview Terrace
d Tigard, OR
Job No.: 17.032.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= 0 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= 0 psf
Second Floor= 40 psf
First Floor= 40 psf
Wind: (not applicable)
Exposure= C Risk Category= II
Wind Speed,V= 120 mph Krt= 1.0
Gust Effect Factor,G= 0.85 Kd= 0.85
Internal Pressure Coefficient,GCP,= -0.18 Kr= 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-GC0) w= 0.6
ch= 0.00256 KZ Krt Kd V2
Therefore:
qZ= 30.7 psf
pW= 26.4 psf
Factored Wind Pressure, p',,,= 15.8 psf(say 16 psf)
Page 5 of 10
•
Date: 27-Mar-17
4.04STARK W Ramiack West- Foundation Underpinning Designed by: NDS
FOUNDATIONS C 13354 SW Benchview Terrace
rg Tigard, OR
Job No.: 17.032.RAM
Push Pier Desi,n
Vertical Design Loads:
Tributary Widths:
Roof= 14 ft > 210 plf
Third Floor= 0 ft > 0 plf
Second Floor= 7 ft > 105 plf
First Floor= 7 ft > 105 plf
Walls= 24 ft > 192 plf
Foundation Wall(height) = 6 ft > 600 plf
IDL
EDL= 1212 plf
Live:
Roof(snow) = 14 ft > 350 plf
Third Floor= 0 ft > 0 plf
Second Floor= 7 ft > 280 plf
First Floor= 7 ft > 280 plf
ELL= 910 plf
Max Pier Trib Width= 9 ft
Pier Working Loads:
Pa= 10908 lbs
0.75*PLL= 6143 lbs
Pm= 17051 lbs
Pier Design:
Pier Type!Push Pier I t.
Bracket)4021.1 It Bracket Capacity= 31500 lbs Therefore ok Reference ICC ESR-1854, Table 1-Foundation
Mechanical Ratings of Brackets(Appendix A)
Shaft Diameter 2.875" It
Installation Pressure,P:
Quit= 2(PTO Quit=Atyi(P) where Ani=working area of the dual bore
34101 lbs installation cylinder
Acyl= 16.27 in2
Therefore, Prey= Quit/Acyl
2096 psi Therefore install to a minimim pressure of 1400 psi(or refusal)
Page 6 of 10
CENTER PI
BETWEEN WINDOWS
1 18K 18K 8K STARK
• • ■ ■ FOUNDATIONS
I 5 I I 4001 MAIN STREET,SUITE 305
VANCOUVER WA 96663
P•360.566.7343
E'starktl5starkftln.corn
NOTE: SEE FLOOR LEVEL.
SURVEY FOR PLAN DIMENSIONS
LEGEND
• INDICATES PUSH PIER &
10K UNFACTORED DESIGN LOAD
(KPS). SEE DTL 2&3
%
OFOUNDATION REPAIR PLAN
1111 BACKFILL g m
PRO (E) E I
7 940PE X11=11=.II
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STANDARD BRACKET P OUT POCKET IN (E) FOOLING
FLUSH WITH FON WALL POCKET
(RAMIJACK P/N 4021) WOTH TO MATCH BRACKET INDTH
3 1/2'0 X 4r GUIDE SLEEVE
(RAAIJACK P/N 4107) II
NOTE PUSH PIER EMBEDMENT SHALL
2 7/8"f EXTENSIONS(5 CR n BE 10'-0'ION INSTALLED TO
(RAMWACK P/N 4225 OR 4227) ACHIEVE 2X DESIGN LOAD NOTED ON
THE FOUNDATION PLAN.
2 7/8'0 STARTER(5 OR 7)
(RAAIJACK P/N 4235 OR 4237)
O2 7/$"0 PUSH PIER DETAIL
Mt 1/11,4,0" Page 7 of 10
EZ ICC 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.
mritarlumarg 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council
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 bearing foundation of a structure.
ADA,OKLAHOMA 74820
(580)332-9980 3.2 System Components:
wwwxamjack.com 3.2.1 Helical Pile System—Lead Shafts with Helical
Stevearamjack.com Plates and Extensions: The lead shafts consist of either
21/g- or 31-inch-outside-diameter (73 or 89 mm) steel pipe
ADDITIONAL LISTEE: having a nominal shaft thickness of 0.217 or 0.254 inch,
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 318-inch- or /2-inch-thick (9.5 or 12.7 mm) steel
EVALUATION SUBJECT: plate. The helical plates are pressed, using a hydraulic
RAM JACK HELICAL FOUNDATION&DRIVEN press and die, to achieve a 3-inch (76 mm) pitch, and are
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
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
Q 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 on the 2009 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
Properties evaluated: Criteria for Corrosion Protection of Steel Foundation
S t s U 'n• P.lyrer El ' C..ti,•_s ; a •
Structural and geotechnical av g ini u c.ati g t is o 1: m s +.4: m )
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'/8-inch-outside-diameter(73 mm) pipe having a
helical pile system is used to transfer compressive, tensi.n, i o Ina s .ft hi .ne.s of 0 1 in h, 'n :.'th= 3 5 or 7-
and lateral loads from a new or existing structure • 0. -.'g * ) io o e .: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), 231e-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 Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed
as an endorsement of the subject of the report ora recommendation for its use.There is no rsarrantv kt ICC Lvuluatitm Service.LLC,express or implied.as
to ate}finding or other matter in this report,or as to any product catered by the report. 8 11D
Copyright 12015 ICC Evaluation Service,LLC. At#rights reserved. Page ea�ge'fof 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 3%-inch-outside-
27/8-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 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 2'A-inch-square-bar support strap is then placed
23/8-inch-diameter-by-'/3-inch-thick (3.2 rnm 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 1'4-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 3
reduce skin friction. Figure 4 illustrates a typical starter joint. is constructed of a /8-inch-thick (9.5 mm) steel plate bent
A steel pipe guide sleeve, shown in Figure 3, is used to to a 90-degree angle seat measuring 10 inches wide
laterally strengthen the driven pile. The starter, guide (254 mm) by 9 inches (229 mm) long on the horizontal leg
sleeve, and pilings are coated with and 7 inches (178 mm) long on the vertical leg. The seat is
p g polymer coating welded to a 31/2-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 2'/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
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 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 27/8-inch-outside-
inserted through the bracket sleeve. The Z/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 2'/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)
10 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 5/-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 4'h-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. Once92ai/Onch-
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 Jacks 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 i S RI-TI r N I ' . • - 'LL•W•B CAPACITY
NUMBER (inches) ps)
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 Side load bracket 2'4 19.70'5 N/A N/A
4039.1 Side load bracket 27/e 32.07'5 N/A N/A
4075.1 New construction 2'/e See Table 3A See Table 35 1.492'
4079.1 New construction 2''/8 See Table 3A See Table 3B 1.4945
4076 New construction 31 See Table 3A See Table 3B 2.794"
4093.1 Slab bracket 22/e See Table 5 N/A N/A
27.9 @ 20'angle(tension only)4.5
4550.2875.1 Tieback assembly 22/8
27.6 @ 30'angle(tension only)4 5
For SI:I inch=25.4 mm, 1 kip(1000 lbt)=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 lBC 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.
'The 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 314-inch diameter
complying with ASTM A325 and installed snug-tight with threads excluded.
5The tabulated values are based on installation with normal-weight concrete having a minimum compressive strength of 2500 psi(17.23 MPe).
N/A=not applicable. Page 10 of 10