HomeMy WebLinkAbout4700 3RD ST NE APPROVED PLANS INNnVATIVE � -.� ? ..�a...l.p».........................
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Custom"Kyle Bernier Jurisdiction: Scope: I push piers in total
4700 3rd Street NortheastCounty
markedFrid1ey,MN 55423 installed on the inside as Rush City,IVIN 55069
to avoid the front stoop as f
Bryce fvetti Scale: InspectionDate:
pictures
CFI: 612-719-916S 19.7-2022
brWe.lacovett;@teaminnovative.com
INNnVATIVE - BUILDING PERMIT APPLICATION
BASEMENT AUTHORITY PERMIT NO:
BLDG DEPT.:
Professional Enaineer
I hereby certify that this plan, specification, or report was
prepared by me or under my direct supervision and that I am
a duly Licensed Professional Engineer under the laws of the
state of Minnesota.
DATE: Fp c o Fer Report Format Rev. 1/17/18]
Signature:
Typed or Printed Name: Brian Smith IBA PROJECT: Kyle Bernier
Date:10/3/202aicenseNumber: 60726 ADDRESS: 4700 3rd Street Northeast, Fridley, MN 55421
CONTACT INFO: 701-540-7382
IBA INSP.: 11Bryce Jacovetti INSP. DATE: 9/10/2022
OVERVIEW: As requested by the owner/representative of the above referenced project(client),the IBA inspector visited the project and performed a visual inspection of readily
accessible foundation areas(walls and piers)and associated structural framing elements. Unless noted below,destructive testing and evaluation was not performed. Based on this
inspection,the IBA Inspector and the client agreed to the following"Scope-Of-Work".
SCOPE-OF-WORK: IMG Push Pier Mod PP21617-34 QUANTITY: 10 Each (SEE PLAN-PAGE2]
[SEE PRODUCT DETAILS-ATTACHED] SPACING (Typ): J= Feet (+/-12"Is Allowable]
GENERAL ISSUE: A portion of the structure is settling and needs stabilzed.
PROP. SOLUTION: linstall ten(10)foundation push piers to stabilize structure at the locations specified
STRUCTURE DESCRIPTION:
•Classification: Single Family Residence •Year Built: 1942
•Style: Ranch
•Stories:
• Construction: lWood Frame
• Exterior: Istucco
• Foundation: Basement (Masonry Walls on Spread Footings)
STRUCTURAL DETAILS (EXISTING):
• Foundation Wall Type: 1CM0
•Wall Thickness: ® - inches
•Wall Height: I-feet NOTE: Wall height might vary due to site grading and footing steps..
•Wall Reinforcement: N/A
• Unbalanced Fill: 6.5 -feet NOTE: Fill depth for basement conditions may vary.
•Surcharge Load (On Walls): plf
•Wall Bracing: [Assume Typ.] Braced at top by concrete slab floor system and braced at base by soil or concrete slab. If
present, the concrete slab is assumed to be 4"thick and resting on the footing.
• Loads: [@ Footing Level] Walls: [LL+DL] 2,000 plf
[Based on Typical IRC Load Tables] Floor: [LL+DL] 110 psf
[Add upper wall and point loads]
• Footing Embedment Depth (Typ.): 42 inches(Below Final Exterior Grade)
• Footing Width (Typ.): [Cont.Wall+Isol.Pier] 16 in.(Cont.) -in.(Square)
• Footing Thickness (Typ.): [Cont.Wall+Isol.Pier] ® -in. Cont. 171-in.(Square)
• Footing Reinforcement (Typ.): Not Available Assume Code Minimum -As Applicable)
SOIL CONDITIONS: •Soil Type (USCS): =Coh. (psf): N/A Phi (0): N/A (pcf): N/A
[At or Near Footing Depth] •Allow. Brg. Capacity: IL 100 psf •Shrink-Swell Potential: N/A
•GWT(ft): •Frost Depth(in): 42
SITE CONDITIONS:
A. Footing Characteristics and Soil Conditions provided by: N/A
B. Is Site Plan Available (YIN)?: FIE
Gen. Grading &Topo.: N/A
INNnVATIVE SITE and LAYOUT PLAN / NOTES
BASEMENT AUTHORITY
BUILDING DEPT.:
IBA PROJECT: Kyle Bernier
DATE: October 3, 2022
GENERAL COMMENTS:
1 - Piering location shown below.
I_ i' `
ram.
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16' 10' r 8' 11'
AL V
Interior Push Pier
Pr'auct Kt�
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.......................................
Professional Engineer
I hereby certify that this plan, specification, or report was
prepared by me or under my direct supervision and that I am
a duly Licensed Professional Engineer under the laws of the
state of Minnesota.
Signature:
ADDITIONAL WORK or EXCLUSIONS: Typed or Printed Name: Brian Smith
Item 1 -
Item 2- Date: 10/3/2022 License Number: 60726
REPORT PAGE 2
INNnVATIVE DESIGN CALCULATIONS
BASEMENT AUTHORITY
BUILDING DEPT.:
IBA PROJECT: jKyle Bernier
DATE: jOctober 3, 2022
DESIGN CALCULATIONS:
• Based on wall loading and building characteristics outlined in the front page of this report.
of this report, assume a wall load of: 2 000 plf added 1 kip for concrete flooring
• Push Piers Design Spacing: 07 feet Calculation for additional 12"-See plan for spac.
• Using the wall load and pier spacing indicated above, the load on each pier will be:
PIER LOAD = Wall Load x Spacing = 14 000 Ibs FF ACCEPTABLE [SEE NOTE 1 BELOW]
DESIGN COMMENTS:
NOTE 1: This actual load is less than the "Average" Allowable Load per Pier of 29.3 kips; therefore
OKAY). Factor of Safety (FS) exceeds 2. See allowable system capacity ratings in the PEI Evaluation
Report PER-17107 (attached).
REVIEWED FOR CODE COMPLIANCE
14 on D59oWE
BUILDING INSPECTOR 10/18/2022
Professional Engineer
1 hereby certify that this plan, specification, or report was
prepared by me or under my direct supervision and that I am
a duly Licensed Professional Engineer under the laws of the
state of Minnesota.
Signature: .��
Typed or Printed Name: Brian Smith
Date:10/3/2022 License Number: 60726
REPORT PAGE 3
INNnVATIVE GENERAL COMMENTARY, LIMITATIONS
BASEMENT AUTHORITY and ATTACHMENTS
BUILDING DEPT.:
MVF PROJECT: lKyle Bernier
DATE: October 3, 2022
GENERAL COMMENTARY
The recommendations provided herein are based on our understanding of the project and subsurface
characteristics at the time of this report. Based on actual field conditions, helical piles may be installed instead of
push piers. If differing project conditions are encountered, IBA field personel shall notify Engineering
Department immediately for resolution.
Unless determined by a site specific soil boring and laboratory soils anlysis,the bearing capacity(net allowable
soil pressure) referenced in the first page of this report is based on our experience with soils in the project area
as well as the "Presumptive Load-Bearing Values" as outlined in the current Residential Code. It should be noted
that subsurface conditions can vary across the site due to natural occurence or because of construction,clearing,
filling, or cut and grading operations.
Professional Engineer
I hereby certify that this plan, specification, or report was
prepared by me or under my direct supervision and that I am
a duly Licensed Professional Engineer under the laws of the
state of Minnesota.
Signature: 64��Kl�
Typed or Printed Name: Brian Smith
Date: 1 0/3/2022 License Number: 60726
ATTACHMENTS: Yes •A. PEI Evaluation Report PER-17107 IMG Push Pier Mod PP21617-34
No • B. Soil Report
No • C. Concrete Beam Design Calculations
• D. Supporting Data:
YES D1. Foundation wall span/bridging evaluation
YES ID2. Factor of Safety (FS) Memo
REPORT PAGE 4
ICC PEI LLC
PER-17107
ICC PEI LLC is an accredited ISO Standard 17065 Product Certifier. This Product
Evaluation Report represents a product that ICC PEI has Evaluated.This product has Initial Approval Re-Approved
a Product Evaluation Service Agreement& Follow-up Inspection Service Agreement.This October, 2017 October, 2021
Product Evaluation Report in no way implies warranty for this product or relieves
Independence Materials Group of their liabilities for this product.This PER is an official See all Evaluation Reports at. www.p-a-i.com
document if it is within one year of the initial or re-approval date.
Report Owner Approved Manufacturing Locations
Independence Materials Group, LLC (IMG) IMG- MVA Facility Brown Equipment Mfg Co.
1741 Corporate Landing Parkway 634 Rosewood Drive 650 Broome Street
Virginia Beach, VA 23454 Columbia, SC 29201 Monroe, NC 28110
Grip-Title Manufacturing Co., LLC.
115 W. Jefferson Street
Winterset, IA 50273
Product Evaluation Report Information
IMG Push Pier Model No. IMG PP21617-34 www.independencematerialsgroup.com
IMG contact: Allen Gantt-(803)807-8629
General Details
IMG Push Piers are used as support for structures to recover lost elevations and to provide uniform supplemental support to
foundations. The IMG Push Pier system provides structural lift and is intended to stop further settlement of the structure. This product
is used to repair residential, commercial, and industrial foundation settlement problems, and may be installed in either interior or
exterior applications.
The IMG Push Pier system has been tested and evaluated for eccentric compression strength with a maximum unsupported length
below the bracket bearing plate of 5 feet. This PER does not address seismic loading for this system, existing footing suitability or
attachment requirements to footings. Required corrosion resistance and longevity shall be addressed by the registered design
professional on a job specific and location basis. IMG has a Product Evaluation Service Agreement with Pei Evaluation Service*
(Pei ES) and a Follow-up Inspection Service Agreement with Progressive Engineering, Inc.(Pei). The approved manufacturing
locations have an approved Quality Assurance Manual to manufacture IMG Push Pier Model IMG PP21617-34 and are audited
Product Description
IMG model PP21617-34 is a push pier system consisting of an under footing self standing bracket body, a reinforcing sleeve that
passes through the bracket body, a pier tube shaft that is hydraulically advanced to a firm bearing strata, and the associated hardware
consisting of threaded rods and nuts passing through a solid steel cap plate.
IMG PP21617-34 Bracket Assembly:
IMG Model No. PP21617-34 is a push pier system manufactured using the materials described in this PER. Certain parts are offered
in both a black, non coated version and a hot dipped coated version designated by the suffix(G).
Bracket Body#PP21617-34B is fabricated using .375"ASTM A572 Grade 50 flat plate and CNC cut and bent to the required shapes.
Additional bracket body parts consist of two (2) 1.66" OD x 0.140"ASTM A500 Grade B tube spacers and one (1) 4" OD x 0.188"x 11-
3/16"ASTM A513 Grade 1026 tube body. The sand plate is CNC cut from 0.250"ASTM A36 or A572 steel.
External Sleeve #PP21617-48ES is fabricated using ASTM A500 Grade B/C 3.5" OD x 0.216"x 48"wall tube with a 4" OD x 0.219"x
1"ASTM A513 Grade 1026 tube ring welded to the end to serve as a hard stop. Alternatively a 3/4" long ring of the 4" OD x .226"tube
may be welded 1/2" down from the leading edge using four(4) 1"fillet welds or a flared end on the tube create a hard stop.
Pier Cap Plate #PP21617-34CAP is fabricated using ASTM A36 1" x 4" flat bar stock and cut to 9" length. A 3/4" long ring is cut from
3.5" OD x 0.216"ASTM A500 Grade B tube and is stitch welded using four(4) 1" evenly spaced 1/4"fillet welds.
Lifting Rods and Nuts consist of (2) 16" long threaded rods with a safe working load of 15,000Lbs. and four (4) hex nuts. The flat
washers must meet ASTM F436 Type 1. See Table 3 for details of the approved threaded rods and nuts.
Starter Pipe #PP21617-50SP is fabricated using a 2.875" OD x 0.165" wall thickness tube meeting ASTM A500 Grade C. A 1" Ig.
section of a 3.5" x 0.300" wall tube meeting ASTM A500 Grade C is fillet welded to the leading edge of one end of the tubing to serve
as a friction reducing collar or a 3/4" Ig. ring welded 1/2" down from the leading edge using four(4) 1" fillet welds. Alternately, a 3-1/8"
OD x 3/16" wall x 1" Ig. tube meeting ASTM A500 swagged inside the leading edge. Tube shaft material is galvanized using a three
coat inline process meeting ASTM 1057 with a minimum galvanized thickness of 0.85 to 1.19 mils.
Tube Extension #PP21617-36PTP is fabricated using a 2.875" OD x 0.165"wall thickness tube meeting ASTM A500 Grade C. A 2.5"x
0.188"wall x 6" long nipple meeting ASTM A513 Grade 1026 is inserted into one end of the tube and is held in position by three (3) 1/4"
hydraulically punched dimples installed to create a triangular shape and approximately in equal distances around the pipe. Tube shaft
material is galvanized using a three coat inline process meeting ASTM 1057 with a minimum galvanized thickness of 0.85 to 1.19 mils.
ver 5.0 Page 1 of 5
PER-17107
Design Considerations
A structural evaluation Shall by submitted at the request of the building official on a job specific basis with consideration to the existing
foundation, soil conditions, and overall system integrity.
Building Code Compliance
Table 1 -Applicable Code Sections
2012, 2015,&2018 International Residential Code' (IRC) 2012,2015,&2018 International Building Code'(IBC)
Section R104.11 Section R104.11.1 Section 104.11 Section 1810.2.1
Section R106.1.2 Section R301.1.3 Section 1810.2.2
General Product Usage and Limitations
1. A site survey is necessary of the area where the piers are going to be driven to locate any possible interference such as utilities,
plumbing, electrical, or phone lines.
2. An area of approximately 2.5 square feet to a depth of 8.5 inches below the bottom of the footing will need to be excavated at each
pier location. The excavated concrete bearing surface shall be free of all soil, debris, and loose concrete prior to installation of the push
pier system.
3. Notching of the concrete footing may be necessary and shall be performed under the guidance of a registered design professional
and approval of the code official.
4. IMG Push Pier Systems are designed to resist downward vertical loads only and are not approved for uplift and lateral load
resistance. As a result, mechanical anchorage of the bracket to the foundation is not necessary to ensure adequate performance, but
may be installed if deemed necessary by the building official and registered design professional.
5. The existing structure is used as a reaction force with a hydraulic drive cylinder to drive the pier into the soil. Adjacent pier shall
NOT be advanced simultaneously.
6. Each Pier System installed must follow the applicable IMG Installation Instructions. In accordance with the 2012, 2015 and 2018
IRC Section 106.1.2, a copy of these installation instructions shall be made available on the job site at the time of installation.
7. When installed under structures meeting the requirements of the 2012, 2015 or 2018 IBC, a continuous special inspection shall be
performed during installation when specifically required by the building official and/or registered design professional.
8. The allowable capacities shown in Table 2 reflect the installation in soils capable of sufficient lateral support of the push pier in
accordance with Section 1810.2.1 of the 2012, 2015 and 2018 IBC. Where fluid soils (as defined by the 2012, 2015 & 2018 IBC) are
present or the foundation elements stand unbraced in air or water, it shall be permitted to consider them laterally supported at a point 5-
feet into stiff or 10-feet into soft soil unless otherwise verified through a geotechnical investigation by a registered design professional.
9. A registered design professional shall verify the installation meets the minimum stability requirements of Section 1810.2.2 of the
2012, 2015 and 2018 IBC.
Table 2 - Push Pier Compression Load Ratings'
Product Average Tested Average Tested Allowable Push
Model Yield Capacity Ultimate Capacity Pier Capacity
Designation (Ibs) (Ibs) Ibs
IMG PP21617-34 Push Pier 48,900 59,900 29,340
Bracket
Notes:
1. Table provides tested bracket assembly capacities only.A licensed engineer shall verify the actual available capacity
based on the size of the push pin,expected corrosion loss,and the site specific soil conditions.
2. Allowable capacities are based upon the minimum of the average tested yield capacity(Py)multiplied by 0.6 and the
average tested ultimate capacity(P_) multiplied by 0.5. Allowable capacities shall be utilized with Allowable Strength
Design(ASD)loading.
Table 3 -Approved Threaded Rods and Nuts
Lifting Rod Minimum Safe
Lifting Rod Steel Nut Nut Steel Working Load
required
3/4"- 10 unc ASTM A193 3/4-10 Heavy Hex ASTM A193
Grade B7
(#7)7/8"-5 All ASTM A615 7/8"- 16 Hex Head ASTM A108 or A576
Thread Rebar Grade 75
3/4"-4.5 Coil Nut (2) Nuts 15,000 Lbs.
ASTM A1035 required per rod end ASTM A1035
3/4"4.5 Coil Rod or A1045 3/4"-4.5 Heavy Coil Nut(1)
Nut required per rod end ASTM A1045
Page 2 of 5
PER-17107
PP21617-34 or PP21617-78 On a Concrete Slab PP21617-34 or PP21617-78 On a Crawl Space
G
EXISTING STRUCTURE --EXISTING STRUCTURE
TRIM FOOTING AS
REQUIRED+/-2'TYP.
SLAB with TURNED LIFTING ROE)&NUTS LIFTING ROD&NUTS
DOWN FOOTING See Table 3 See Table 3
CRAWL SPACE
or _
PIER CAP BASEM ENT PIER CAP
-4 ;PP21617-34CAP .r: #PP21517-34CAP
a
a .
a.
\ \
BRACKET BODY BRACKET BODY
PATENT PENDING PATENT PENDING
tWP21817-34B ?PP21817-34B
-- -EXTERNAL SLEEVE EXTERNAL SLEEVE
#PP21617-48ES #PP21617-48ES
GALVANIZED STARTER PIPE GALVANIZED STARTER PIPE
YURH PRIZED START COLLAR WA F GALVANIZED
START COLLAR
NPP21617-50SP #PP21617-50SP
FIRM BEARING STRATA FIRM BEARING STRATA
Page 3 of 5
PER-17107
PP21617-34 Typical Installation
The IMG Bracket Design is PATENT PENDING
m I I I
i I i I I i
a 1 1_-_
aY i i m o�
a-
" � I I ill
l ' � I l l
al I I Ili
NOTE#1 Cap plate.nuts and washers to be installed
allernnal extension pipe
Figure 2 - PP21617-34 Bracket Assembly
P P21617-36—PTA 611
3"
----------------------------------- -------
---------------
1 .5"
End View of 36
Finished Tube
Figure 3 - Push Pin Coupler Details
Page 4 of 5
PER-17107
Product Labeling
Each Pier System that is covered by this PER, must be marked with the following information:
1. IMG Push Pier Product/Model Number
2. This PER Number
3. Bracket Load Rating
4. Manufacturer Address
Acceptable Evaluation Marks
94
Product Documentation
A Product Evaluation Service Agreement between Pei Evaluation Service®and Independence Materials Group (IMG)
A Follow-up Inspection Service Agreement between Progressive Engineering Inc. and Independence Materials Group(IMG)
Approved Quality Assurance Manual-Dated: 9/2020
Approved Manufacturer Quality Assurance Manual -Dated: 9/15/2020
IMG Push Pier Installation Instructions
A Pei Test Report No. 2017-6030 (A) - Full Scale Axial Compression Tests on IMG Push Pier Foundation System, Part No. IMG
PP21617-34- Dated: 6/29/2017; Revised: 8/16/2017
Engineering Calculations for IMG Push Piers- Dated: 8/30/2017
Engineering Calculations for Coil Rod - Dated: 10/29/2018
Page 5 of 5
Engineered Solutions•Guaranteed Results
Serving the Entire Alid Allantie Region
roundation'Stnutural Repairs • hiteriar F-Tterior it aterproofing • Crawlspace Aloislure Caurol
FOUNDATION WALL SPAN 1 BRIDGING EVALUATION
Typical configurations of foundation wall and footing assemblies have been evaluated for their ability to span
structurally between push pier, or helical pier, supports. In each case, a maximum span is determined and
presented, however, evaluation has been performed considering a tolerance of+12" in addition to the stated
value in order to account for field tolerance during installation. Maximum spans for each configuration have been
determined, are from centerline to centerline of supports, and are as follows:
Foundation Wall/Footing Configuration Number of Minimum Maximum
Loadbearing Footing Size Span
Levels (Depth X (See Note 2)
Width
Case I:
Full Height Basement consisting of 8", 10", or 1, 2, or 3 8"X 16" 6.00,
12" Masonry Wall
Case II:
Standard crawlspace(no basement)consisting 1, 2, or 3 8"X 16" 6.00'
of 8", 10", or 12"Masonry wall. Minimum
dimension of 4'-0"from top of footing to joist
bearing elevation.
Case III:
Short crawlspace (no basement)consisting of 1 8"X 16" 6.00'
8", 10", or 12" Masonry wall. Minimum
dimension of 1'-4"from top of footing to joist
bearing elevation.
2 8"X 16" 4.58'
2 10"X 16" 6.00'
3 8"X 16" 3.25'
3 10"X 16" 4.00'
3 12"X 20" 6.00'
Notes:
1. All concrete footings assumed to be unreinforced with f c=2,500 PSI.
2. Spans indicated are from centerline of support to centerline of support and may be increased by+12"to
allow for field tolerance.
3. Spans have been calculated based on standard residential loading as follows: 40 PSF Floor LL, 15 PSF
Floor DL, 17 PSF Roof DL, and 30 PSF Roof Snow Load. Basement grade slabs are considered as
uniformly grade supported slabs.
4. Values shown in this table are based on Structural Calculations prepared by M.James Leeuwrik, PE of
JES Foundations. dated 1-22-2018
Hampton Roads Northern VA Area Richmond Area
1741 Corporate Landing Pkwy 8122 Bethlehem Road 2410 Southland Drive
Virginia Beach,VA 23454 Manassas,VA 20109 Chester,VA 23831
877-537.9675 888-743-7464 800-570-1525
ULTIMATE DRIVING FORCE CORRELATION WITH
INSTALLATION PRESSURE
DRIVING FORCE BY PRESSURE DRIVING FORCE BY PRESSURE
FORCE FORCE FORCE FORCE
Groundworks Supportworks Groundworks Supportworks
Hydraulic 4 1/4" DIA Ram 3 1/2" DIA Ram Hydraulic 4 1/4" DIA Ram 3 1/2" DIA Ram
Pressure (PSI) GRAY Color RED Color Pressure (PSI) GRAY Color RED Color
(14.18 inZ) (9.62 in2) (14.18 in') (9.62 in2)
200 2,836 1,924 5,200 73,736 50,024
400 5,672 3,848 5,400 76,572 51,948
600 8,508 5,772 5,600 79,408 53,872
800 11,344 7,696 5,800 82,244 55,796
1,000 14,180 9,620 6,000 85,080 57,720
1,200 17,016 11,544 6,200 87,916 59,644
1,400 19,852 13,468 6,400 90,752 61,568
1,600 22,688 15,392 6,600 93,588 63,492
1,800 25,524 17,316 6,800 96,424 65,416
2,000 28,360 19,240 7,000 99,260 67,340
2,200 31,196 21,164 7,200 102,096 69,264
2,400 34,032 23,088 7,400 104,932 711188
2,600 36,868 25,012 7,600 107,768 73,112
2,800 39,704 26,936 7,800 110,604 75,036
3,000 42,540 28,860 8,000 113,440 76,960
3,200 45,376 301784 8,200 116,276 78,884
3,400 48,212 32,708 8,400 119,112 80,808
3,600 51,048 34,632 8,600 121,948 82,732
3,800 53,884 36,556 8,800 124,784 84,656
4,000 56,720 38,480 9,000 127,620 86,580
4,200 59,556 40,404 9,200 130,456 88,504
4,400 62,392 42,328 9,400 133,292 90,428
4,563 64,700 43,894 9,600 136,128 92,352
4,600 65,228 44,252 9,800 138,964 94,276
4,800 68,064 46,176 10,000 141,800 64,700
5,000 1 70,900 1 48,100 1 1 - - -
REDUCE ULTIMATE LOAD BY FACTOR OF SAFETY = 2 FOR ALLOWABLE LOAD
-------Gro imidworks'
CLOMP F-^- rpyyu q
eijus Engineered Solutions•Guaranteed Results
Sendng the Entire Mid-Atlantic Region
foundation Stru,tural Repairs • hatrtor EClerior 11 atuproo/ing • Crtnrlrpacc Moisture Cawrol
PUSH PIER INSTALLATION THEORY, PRACTICE, AND FACTOR OF SAFETY
February 20, 2018
General: Push piers are hydraulically driven round shaft steel piers, or resistance piles that are
installed with hydraulic drive cylinders, using the self-weight of the structure to be supported along with
contributory soil weight and friction forces as the reaction. Each pier is individually driven to a
competent load-bearing stratum. Piers are driven until one of the following occurs:
• The applied forces approaches the ultimate capacity of the steel pier components which for the
IMG PP21617-34 is 59.9 kips. [Reference: PEI Evaluation Report PER-17107]
• The applied force meets or exceed the required calculated design load for the particular pier
times a factor of safety. Typically, the industry standard is a factor of safety in the range of 1.5
to 2.0.
• The supported structure starts to lift.
Measurement of the applied force is accomplished by pressure readings that are correlated to applied
load based on the area of the bore of the hydraulic drive cylinder. Historically, pressure readings are
recorded at the end of installing each additional pier section. Typical installation pressures for the IMG
PP21617-34 system range from 3,000 to 4,500 PSI with a target install pressure of 4,000 PSI for the
FSI Drive Cylinder#FS35DC.
Factor of Safety: The ability to achieve a pier installation that will support the required design load and
provide for the appropriate factor of safety is predicated on pushing the pier to a resisting load in the
range of 1.5 to 2.0 times greater than the design load. This is accomplished by pushing one pier at a
time, such that a greater portion of the building self-weight is available to push against. Contributing to
that self-weight reaction, is the weight of soil over the projection of the footings along with other friction
forces resulting from the soil/structure interaction. The factor of safety is then calculated by dividing the
ultimate applied load by the required design load. By driving piers to an ultimate load and then
reducing that ultimate load to a working load value, the piers are essentially load tested in place.
Stabilizing / Lifting: Stabilizing is accomplished after all the piers for an installation have been
satisfactorily driven to acceptable ultimate load values. Force (or pressure) is then simultaneously
applied to the piers using smaller hydraulic drive cylinders in order to engage the load to each pier, and
to attempt lift, if desired. Typical lifting pressures range from 2,000 PSI to 2,500 PSI using the
ENERPAC Lift Cylinder#RC-254. This pressure range equates to forces in the range of 19.2 kips to
24.05 kips. Once the structure has achieved the desired stabilized or lifted condition, the piers are
"locked off"to the supporting brackets, and the final lock-off pressures are recorded.
Res ec Ily,
J
mes Leeuwrik, PE
Director of Engineering and Quality Control
JES Companies
Hampton Roads Northern VA Area Richmond Area
1741 Corporate Landing Pkwy 8122 Bethlehem Road 2410 Southland Dri%e
Virginia Beach.VA 23454 Manassas,VA 20109 Chester,VA 23831
877-537-9675 888-743-7464 800-570.1525