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Foundation Proposal, Contract & Limited Wary t
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Install Date:
You're on solid TERRIEIRMA 8 i 1 i . 1 tir '� r r il'11
ground with us. FOUNDATION SYSTEMS • 0 U Yes
Sold Date:
PO Box 999 • Winchester OR 97495 • CCB #173547
541- 229 - 4049.541- 229 -4051 (fax) • 866- 486 -7196 Toll Free Cust #:
Proposal Submitted to Phone (Home)
Address Phone (CeIIANork)
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City, State. Zip Job Location
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_ _.. . _ ` _ + _i ` 1_. f.- l _ _. -� _.!_�_ , 3" Push Piers
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> _.s Slab Piers
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;. _ , . , i . „ ; t _.'__ . -_ �_. _.t_- I . -} r Wall Anchors
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- � - -� - -- ---•; ) -� , ; L -(-• • : , � -� �--•1 L , r 2„ i 1 l I TerraFirma Foundation Systems, Inc. will install
. . , - ; ; , it i ; . . _ . - - ; products to walls as shown on diagram, and as
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t .. 1 t 1 • � 1 , , follows:
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: ; -- s - 4.: �' T , r � ' ! ' � t 1 , ( , I _S 1 L. Include 1 torque wrench for maintaining a roxi- •
j _ , .j_-,! ,:-. ~ .a_._L, .l_1,- _L- .{._.,_ -; �' a I '._a,. _- ... ..._ {...4.—. _ _ mately _Ibs of resistance on each anchor.
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._±....1._L....}...÷,..:-.+. - i.- „_, -�..__ :_ ,., . _. ! - i_•- i. - -�. ;�.. Y . �..�._. H�, Amount of Bid: $na�4
. -, __. r. - '_ 1- ....1 1 J .._ . _i_ _ -- - . ` •, _ j_4_ ,_ _r j ;- j_ i ._-•"• - - ....1 -- - Date: /1
! t ) ' t ) - ' l t -i - This Bid expires 120 days from this date.
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TerraFirma Foundation Systems, Inc. will install Foundation Piers to foundation as shown on diagram. Excavate as necessary to the bottom of the footing, install bracket, and
drive steel piers to load bearing strata. Stabilize and/or lift foundation foundption as possible, backfill and tamp. Comments:
.
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All proposals based primarily on homeowner's description of problem. An additional charge of $ will be added to the proposed amount if work area is not cleared.
Homeowner is responsible for removing and replacing objects in the work area. Any alteration or deviation from specifications involving extra cost will be executed only in autho-
rized written form by the homeowner. Unforeseen objects may result in additional charges. Engineering and permit costs are not included and will be billed as an extra if applicable.
Acceptance of Proposal. The prices proposed, specifications and conditions are satisfactory and are herby accepted. You are authorized to do the work as specified. We jointly
and separately agree to pay the installation crew upon completion of the job, and will further pay your service charge of 1.5% per month (18% per annum) if our account is
30 or more days past due, and any attorney's fees and costs to collect or enforce this contract. An additional 3% service fee will be added to ALL credit card transactions. We
also agree that there is a three day right to cancel. If this contract is cancelled after tfie third day we agree to pay a 20% restocking fee plus any engineering or permitting costs
incurred. **My signed contract indicates I have read this contract and understand thi Limited Warranty on the reverse side, that I accept the terms of the Proposal and Limited
Warranty, and that I grant approval to attempt lifting of my home. I
Please read t . s , parefully, sign and retubn at :original to our office to accept this contract.
Representatives Signature • AuthorizAd Signature` f S
re ' ' Date
a P"r b
y , p
LEGACY REPORT 22 -02
ti Issued May 1, 2004
4 a,
ICC Eva 1 u a t i o n Service, Inc. Busfness/Regional Office # 5360 Workman Mill Road, Whittier, California 90601 # (562) 699 -0543
Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599 -9800
WWW.I C C -es . org Regional Office # 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 # (708) 799 -2305
Legacy report on the BOCA National Building Code /1999 and the 1998 International One- and Two -
Family Dwelling Code
DIVISION: 02— SITEWORK tube, allowing for deeper pier depths to be reached. After all
Section: 02350 —Piles and Caissons the push tubes are installed, the bracket assembly is secured
to the last push tube assembly and to the foundation, thereby
EVALUATION SUBJECT: providing support for the existing structure. The foundation pier
anchoring brackets join the steel push tubes to the foundation
GRIP -TITS FOUNDATION PIER SYSTEM of the structure through friction force. See Figure 1 of this
report for an illustration of an installed Grip-Tite Foundation
REPORT HOLDER: Pier System.
Push Tube Assembly
GRIP -TITE MANUFACTURING CO., INC. Push tube assemblies consist of:
P.O. BOX 111
WINTERSET, IA 50273 Tube: A tube manufactured from 3 in. o.d. x 0.120 in. thick (76
(515) 462 -1313 mm x 3.1 mm) high strength/low alloy hot rolled steel conform -
www.qriptite.com ing to ASTM A513, Grade HSLA HR BLK with a minimum
tensile strength of 80,000 psi (551 MPa) and a minimum yield
strength of 70,000 psi (483 MPa). Tube sections come in
EVALUATION SCOPE lengths of 3 ft (914 mm).
Compliance with the following code: Coupler: A coupler manufactured from 2.75 in. o.d. x 0.134 in.
BOCA National Building Code/1999 thick x 6 in. long (70 mm x 3.4 mm x 152 mm) DOM mechani-
cal steel tubing conforming to ASTM 513 - Type 5, Grade1026,
# Section 106.4 Alternative materials and equipment with a minimum tensile strength of 80,000 psi (551 MPa) and
# Section 1705.3.1 Inspection of steel fabricators a minimum yield strength of 70,000 psi (483 MPa).
# Section 1705.3.3.2 Welding Friction collar: A friction collar manufactured from 3.25 in. o.d.
# Section 1807.1 Design loads x 0.438 in. thick ( 83 mm x 11.1 mm) DOM mechanical steel
tubing x 3.125 in. (79 mm) long, conforming to ASTM 513,
# Section 1817.1 Determination of allowable loads Type 5, Grade1026, with a minimum tensile strength of 80,000
# Section 2203.1 General - Structural Steel Construction psi (551 MPa) and a minimum yield strength of 70,000 psi (483
MPa).
1998 International One- and Two - Family Dwelling Code® See Figure 2 of this report for an illustration of the Push Tube
# Section 113.4 Other inspections assembly.
# Section 401 General - Foundations Foundation Pier Anchoring Bracket Assembly
Foundation pier anchoring bracket assemblies consist of:
DESCRIPTION Tube: A 10 in. (254 mm) long tube manufactured from 3'/ in.
General o.d. x 3' 4 in. i.d. (98 mm x 79 mm) DOM mechanical steel
Grip Tite Foundation Pier Systems are used to form deep tubing conforming to ASTM 513, Type 5, Grade1026, with a
minimum tensile strength of 80,000 psi (551 MPa) and a
foundations for new structures, to provide bearing for new minimum yield strength of 70,000 psi (483 MPa).
foundations, to underpin foundations of existing structures, and
to retrofit or remediate deficient foundations of existing strut- Angle bracket: A 90 degree angle bracket manufactured from
tures. Grip -Tite Foundation Pier System consist of steel push a 0.5 in. thick x 8 in. x 8 in. (13 x 203 x 203 mm) flat plate
tubes and foundation pier anchoring brackets. conforming to ASTM A -36 hot rolled steel, with a minimum
tensile strength of 58,000 psi (400 MPa) and a minimum yield
For underpinning or retrofit of exisiting footings, the push tubes strength of 36,000 psi (248 MPa).
are pushed down below the existing foundation using a
hydraulic ram. The friction collar is installed on the first tube Top plate: 5 x 9 in. (140 x 241 mm) manufactured from
entering the soil as a pilot tip. Push tubes are joined end-to -end 0.75 in. (19 mm) thick ASTM A -36 hot rolled steel, with a
by a tube shaped coupler which is inserted into one tube end minimum tensile strength of 58,000 psi (400 MPa) and a
and plug welded in place and then inserted in to the joining minimum yield strength of 36,000 psi (248 MPa).
ICC -ES legacy 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 or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., esp ress or implied, as to any finding or other matter in this report, or as to any
product covered by the report.
Copynght O 2004 Pagel of 4
c - 5b 6 $ h
•
•
.. 2 of 4 - 22 -02
Cap plate: 4 x 8' / in. (102 x 216 mm) manufactured from 1.0 ITEMS REQUIRING VERIFICATION
•
in. (25.4 mm) thick ASTM A-36 hot rolled steel, with a minimum The following items are related to the installation of the report •
tensile strength of 58,000 psi (400 MPa) and a minimum yield
strength of 36,000 psi (248 MPa). • subject, but are not within the scope of this evaluation. How-
ever, these items are related to the determination of code
• Bracket support straps: 2 x 21 in. (51 x.540 mm) manufac- compliance:
Lured from 3/8 in. (10 mm) thick ASTM A -36 hot rolled steel, Construction documents, including design calculations,
with a minimum tensile strength of 58,000 psi (400 MPa) and indicating compliance with this report.
a minimum yield strength of 36,000 psi (248 MPa).
Threaded rod: 3 /, in. (19 mm) diameter x 12 in. (305 mm) long, INFORMATION SUBMITTED
ASTM A311 Class B Grade 7 zinc plated, with a minimum
tensile strength of 133,000 psi (917 MPa) and a minimum yield # Manufacturer's product literature.
strength of 115,000 psi (793 MPa).
# Grip -Tire Manufacturing Company Quality Manual, dated
Nut:' /, in. (19 mm) diameter hexhead nut conforming to ASTM October 29, 2003 signed by representatives of Grip -Tice
A563. Manufacturing Company, and the third -party inspection
See Figure 3 of this report for an illustration of the Foundation agency, Froehling & Robertson, Inc.
Pier Anchoring Bracket assembly. # Copies of the AWS certification for welders employed by
Grip -Tite Manufacturing Company.
CONDITIONS OF USE # Larson Engineering of Wisconsin, Engineering Analysis,
This report is limited to the applications and products as stated dated January 31, 2002, containing information on allowable
herein. The ICC -ES Subcommittee on National Codes intends loading and installation methods, signed and sealed by
that the report be used by the code official to determine that the Steven E. Kaiser, P.E.
report subject complies with the code requirements specifically # Stork/Twin City Testing Corporation, Project Number 3618
addressed, provided that this product is installed in accordance 200- 8742.1, dated July 20, 2000, containing axial load testing
with the following conditions: of the bracket assembly signed by Timothy B. Cox, P.E.
# Grip -Tite Foundation Pier Systems shall be installed in # Stork/Twin City Testing Corporation, Project Number 3618
accordance with this report and the manufacturer's published 199 -8240, dated December 23, 1999, containing axial load
installation instructions by installers certified by Grip -Tite testing of the 3 in. pier tube assembly signed by Timothy B.
Manufacturing Company. The installation shall comply with Cox, P.E.
the approved construction documents, and this report.
# Froehling & Robertson, Inc., Engineering Calculations, dated
#Grip -Tile Foundation Pier Systems shall be limited to January 2, 2003, containing calculations to determine allow -
applications where the axial loading of the pier assembly able loads relative to material stress limitations, signed and
does not exceed an allowable load of 16,500 lbs (7491 kg) sealed by John H. Nedza, P.E.
and the requirements of the construction documents. At a
pier spacing of 6 ft (1829 mm), the allowable load per foot of # Froehling & Robertson, Inc., Evaluation Report, dated Oct -
wall is 2750 lb /ft (4.10 kg /mm). These allowable loads are ober 29, 2003, signed and sealed by David E. Stinnette, P.E.
based on the assumption that there is no contact between
the footing and bearing soil and do not consider the potential APPLICATION FOR PERMIT
of additional lateral support along the tube shaft provided by
surrounding soil conditions. To aid in the determination of compliance with this report, the
# Special inspections of the installation of Grip -Tile' Founda- following represents the minimum level of information to
tion Pier Systems shall be provided in accordance with accompany the application for permit
Section 1705.9 of the BOCA National Building Code /1999 # The language "See ICC -ES Legacy Report No. 22 -02" or a
and Section 113.1.4 of the 1998 International One- and Two- copy of this report.
Family Dwelling Code ® . Items to be confirmed by the special #Construction documents including details and calculations
inspector shall include, but not be limited to, evidence of
• certification of installers by manufacturer, verification of consistent with this report. The individual preparing such
adequacy of soil for installation, the installation pressure of documents shall be competent and qualified in the applica
the pier, correct jacking of the foundation onto the pier, and lion of the engineering design principles involved, and shall
compliance of the installation with the approved construction possess registration or license in accordance with the
documents' and this report. professional registration laws of the state in which the project
is constructed. The following items, at a minimum, shall be •
# The use of Grip -Tile Foundation Pier Systems described in provided on the construction documents:
this report is limited to undisturbed soils that have been
determined, by the individual responsible for the construction ! Number, location and required spacing of the piers.
documents required in this report, to provide support of the ! Placement angles of the piers.
pier against lateral buckling, and to meet the requirements of
Sections 1804.1 and 1804.2 of the BOCA National Building ! A soil investigation report for the proposed construction
Code /1999 and Section 401 of the 1998 International One- site provided by a registered design professional, qualified
and Two - Family Dwelling Code ® . - to perform such work. Information provided in the soils
investigation report shall include, but not be limited to, the
# Evaluation of the durability of the galvanized coating in the following:
soil, in which the anchoring system is to be placed, is outside
the scope of this report. .• Soil type at each strata along the length of the proposed
# Grip -Tile Foundation Pier Systems have been evaluated for pier installation.
vertical loading. Other forms of loading are outside the scope • Allowable soil bearing pressure.
of this report. • Indication of the method used by the registered design
# This report is subject to periodic re- examination. For informa- professional to determine that the soil is adequate for
tion on the current status of this report, contact the ICC -ES. the proposed installation.
•
: 3of4
22 -02
' • Properties affecting the design of the system, including • Settlement analysis of the piers under design load shall
the lateral load carrying capacity of the soil at each be provided. The analysis shall demonstrate that the
strata. Grip -Tite Foundation Pier Systems transfers the design
• Location of the ground water table. loads to the soil without causing any stresses within the
structure to exceed their respective allowable stress
• Maximum anticipated frost depth. values.
• The presence or absence of corrosives in the soil and • Ability of all connections between the building structure
the appropriateness of the use of galvanized steel in the and the Grip -Tile Foundation Pier Systems to transfer
soil. the imposed loads.
• The presence of stone, rocks or other debris in the soil • Ability of the concrete slab and /or foundation /footings
strata and their effects on the suitability of the soil for . system to transfer the imposed loads to the Grip -Tile
use with the Grip-Tite Foundation Pier System. Foundation Pier Systems.
• Recommendations to the registered design professional
to prevent settlement due to ground water or overload- PRODUCT IDENTIFICATION
ing of the soil, wall damage due to frost heave or Grip -Tice Foundation Pier System components or packaging
corrosion of the pier materials and the characteristics of manufactured in accordance with this report shall bear the
the appropriate types of loading for the soil. following identification:
• Ability of the system to resist the required seismic forces. # "See ICC -ES Legacy Report No 22 -02"
! Structural calculations which shall include, but not be # A label that identifies the product and catalog number, the
limited to, the following:
company name, and the third -party inspection agency name
• Ability of the soil to provide lateral stability to the Grip- or logo (Froehling & Robertson, Inc.).
Tite Foundation Pier Systems.
• Effects of seismic loads on the Grip -Tile Foundation
Pier Systems, where required.
•
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EXISTING ItIF .•
FOUNDATION WALL ��
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PROVIDE CLEAN STRAIGHT .—...
• CONCRETE SURFACES AT i l∎ • • ° •
•
CONTACT FACES OF BRACKET
FOR FLUSH FIT I mu • 0 o . .
o
UNDERPINNING
BRACKET
ASSEMBLY - iii01,
UNDERPINNING STEEL
PUSH TUBE(S)
FIGURE 1 *— FOUNDATION PIER SYSTEM •
•
,L 4 of 4 22 -02
PUSH TUBE PUSH TUBE
•
r
COUPLER [ FRICTION COLLAR +
•
TYPICAL PUSH TUBE WITH COUPLER TYPICAL PUSH TUBEWITH FRICTION COLLAR
FIGURE 2* —PUSH TUBE ASSEMBLY
�ommi CA.P , • ■ii -- - ■ �
INW PLATE J------ ��■
THREADED !t - - I•I
ROD = H PLATE
• TUBE = I O c = O
•
. ANGLE - - I� �
BRACKET
BRACKET
PUSH SUPPORT
TUBE I STRAPS
1
•
FIGURE 3`— FOUNDATION PIER ANCHORING BRACKET ASSEMBLY
'THESE DRAWINGS ARE FOR ILLUSTRATION PURPOSES ONLY. THEY ARE NOT INTENDED FOR USE AS
CONSTRUCTION DOCUMENTS FOR THE PURPOSE OF DESIGN, FABRICATION OR ERECTION.
JMIV YJO'J. JJ 1G.4e P.06/16
ARTISAN ENGINEERING, LLC
'` Eugene, Oregon 97401 -3402
Phone 541- 338 -9488 Fax 541- 338-9483 •
November 16, 2008
Tom Black
TerraFinna Foundation Repair
PO Box 999
Winchester, Oregon 97495
Re: Foundation Inspection for the Alice Ho Residence at 13809 SW Northview Drive in
Beaverton, Oregon
Dear Tom:
I enjoyed visiting with you at the Ho Family residence at 13809 SW Northview Drive in
Beaverton last week per your earlier request. The purpose of the site visit was to
investigate the reported settlement along the north side of the single family residence
and at the west side of the large two car garage. I checked for structural damage to the
wood framed structure and determined if the foundation was being damaged due to the
soil movement in this hillside neighborhood. I was also asked to make recommendations
• for repair using a push pier support system to lift and level the structure.
The residence is a large rectangular shaped two -story structure that is built on this
northward sloping lot about 10 -15 years ago. The house is on a bench cut property
facing south with a neighboring lot about 20 -feet below on the opposite or north side of
the block. The floor and roof framing span from front to rear or north to south and bear
on perimeter concrete stemwalls.
I first walked around the outside of the residence to observe the building lines,
foundation, and drainage. The perimeter foundation consists of concrete stemwalls set
on buried footings. The walls and roof planes were in good alignment and I understand
that there is only slight sloping in the floors toward the north side. There were a number
of gaps in the siding where the manufactured wood siding has pulled away from the
corners and the window and door trim. The gaps are mostly on the east and west sides
which indicate slight movement of the house to the north. There are also a few small
cracks in the stemwalls at the east and west sides_ The cracks have gaps of about 14-
inch which also indicates northward movement of the foundation. None of the cracks
have vertical or horizontal offsets which would have more serious affects on the
structural members.
All of these conditions indicate that the foundation has settled to the north or northwest
probably because the soil under the footing is softer fill material or soil that is not as
consolidated as the soil under the front footings which are at natural grade, not on fill. It
is also possible that subsurface groundwater is transporting soil from under the footings
and away from the property to the north, especially during high water season.
It is not feasible to build a concrete retaining wall to stop the soil movement, but
resupport for the footing of the house with steel push piers will prevent further settlement
JMI1 UO 17YJC1 10•4J f'.{7'( /10
and will prevent structural damage from occurring to the wood framing. I recommend
using Grip -Tite push piers along the north side of the house and around the corners at
the east and west sidewalls. The piers will allow the house to be lifted to a more level
condition.
The perimeter footing is in good condition and will allow lifting of the house as long as the
pier spacing does not exceed 6 -feet and that the lifting brackets be placed at the
foundation cracks and at the window and door jambs, not under the foundation vents.
Please refer to the attached foundation repair plan and detail necessary for a building
permit and for locating the piers.
Lifting the north side bearing wall may also require shimming of the floor beams under
the house or the bottoms of the posts that bear on the pad footings. I also recommend
that the cracks in the walls be patched with a concrete crack sealant that is epoxy based
for bonding reasons. I recommend Simpson Ell-Gel which should be injected into the
cracks from inside and outside. This sealant will prevent moisture, pests, and debris
from infiltration. Water infiltration can cause damage to the concrete during freezing
conditions.
In conclusion, I found the residence at 13809 SW Northview Drive in Beaverton to be in
good structural condition, currently with only minor settlement. The north side of the
house is beginning to settle due to soil movement by subsurface water flowing downhill
- to the north. The footings under the north side bearing wall should be shored with steel
piers that will prevent future structural damage to the house. Please refer to my
. recommendations above and the attached repair or stabilization plan recommendations
using Grip -Tite push piers.
I have enjoyed working with you on this project. If you have any additional questions,
comments, or concerns please feel free to call.
Sin re c ,. 3% PR �' / J n 9
•
Timothy olden, P.E. 16568
Principle, Artisan Engineering, LLC
OREGON
07
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Yon: i
'EXPIRATION DATE: 6/ /D