Permit , a CITY OF TIGARD MASTER PERMIT
i' ;'. COMMUNITY DEVELOPMENT Permit #: MST2010 -00023
Date Issued: 02/17/2010
T IGARD 13125 SW Hall Blvd., Tigard OR 97223 503.639.4171
Parcel: 2S115AD00900
Jurisdiction: WASCO
Site address: 16790 SW 108TH AVE
Subdivision: Lot: 0
Project: Kirk and Hochtritt
Project Description: Installation of push piers helical peirs.
BUILDING
Floor Areas Required Setbacks Required
Stories: 1 Bedrooms: 0 First: 0 sf Basement: 0 sf Left: 0 Parking Spaces: 0
Height: 0 Bathrooms: 0 Second: 0 sf Garage: 0 sf Front: 0 Smoke
Dwelling Units: 0 Third: 0 sf Right: 0 Detectors: Yes
Total: sf Value: $37,500.00 Rear: 0
PLUMBING
Sinks: 0 Water Closets: 0 Washing Mach: 0 Laundry Trays: 0 Rain Drain: 0 Catch Basins: 0
Lavatories: 0 Dishwashers: 0 Floor Drains: 0 Sewer Lines: 0 SF Rain Other Fixtures: 0
Tubs /Showers: 0 Garbage Disp: 0 Water Heaters: 0 Water Lines: 0
Drains: 0
Bckflw Prevntr: 0
MECHANICAL
Fuel Types Air Conditioning: N Vent Fans: 0 Clothes Dryers: 0
Heat Pump: N Hoods: 0 Other Units: 0
Fum <100K: 0 Vents: 0 Woodstoves: 0 Gas Outlets: 0
Fum > =100K: 0
ELECTRICAL
Residential Unit Service Feeder Temp Srvc /Feeders Branch Circuits
1000 sf or less: 0 0 -200 amp: 0 0 -200 amp: 0 W/ Svc or Fdr: 0
Ea add 500 sf: 0 20 1 -400 amp: 0 201 -400 amp: 0 1st W/O Svc/Fdr:
Limited Energy: 401 -600 amp: 0 401 -600 amp: 0 Ea add! Br Cir
601 -1000 amp: 0 601 +amp- 1000v: 0
1000 +amp /volt: 0
ELECTRICAL - RESTRICTED ENERGY
SF Residential
Audio & Stereo: N HVAC: N Security Alarm: N Vaccuum System: N Garage Opener: N All
Other: N Other Description: Ecompasing: N
BUILDING INFO
Class of Work: Type of Use: Type of Constr: Occupancy Group: Square Feet:
Owner: Contractor: Required Items and Reports (Conditions)
HOCHTRITT, ROBIN L & TERRAFIRMA FOUNDATION REPAIR
KIRK, MONICA M, 16790 SW 108TH INC
AVE 7901 OLD HWY 99 N
TIGARD, OR 97224 ROSEBURG, OR 97470
PHONE: PHONE: 541- 229 -4048
FAX: 541- 229 -4051
Total Fees: $1,057.07
This permit is issued subject to the regulations contained in the Tigard Municipal Code, State of OR. Specialty Codes and all other applicable law. All work will
be done in accordance with approved plans. This permit will expire if work is not started within 180 days of issuance, or if work is suspended for more the 180
days. ATTENTION: Oregon law requires you to follow the rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR
952- 001 -00 • • • e • . R 952 -001 -0 00. You may obtain a copy of the rules or direct questions to OUNC by calling 5 14.246.6 9' or 1.800.332.2344.
0 Issue By: ' - / , _ / i. 4 _ ` . Permittee Signature: . l t
•
1 1
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Building Permit Application P LtDQ. w 4�� ' a .� , = l „.. r
Residential ' ., . . ' ° f �� i t z, � I : c i ? W Or I I C ET S "a "; ` ' 0 * : : "' ' '
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Cl of Tigard Received
Permit No.: ` e
14 �,A ` Ilk a 13 125 , SW Hall Blvd., Tigard, OR 97223 FEB 1 2 2010 DateB : �/ ►>
g Plan Review ►
«� / -�� al Other Permit:
Phone: 503.639.4171 Fax: 503.598.1960 DateB : /�r�
i t I G AR 6 Inspection Line: 503.639.4175 CITY OF TIGARD Date Ready/ i-yy: • NM ® See Page 2 for
x., .. .. . , Internet: www.tigard- or.gov BUILDING DIVISION Notified/Method: v4, • • , 1 , ` ' Supplemental Information
TYPE OF WORK REQUIRED DATA: 1- AND 2- FAMILY DWELLING
❑ New construction ❑ Demolition Permit fees* are based on the value of the work performed.
Indicate the value (rounded to the nearest dollar) of all
❑ Addition/alteration/replacement ❑ Other: equipment, materials, labor, overhead, and the profit for the
CATEGORY OF .CONSTRUCTION work indicated on this application.
❑ 1- and 2- family dwelling ❑ Commercial /industrial Valuation: $ 3 7 SZ, L>
❑ Accessory building ❑ Multi - family Number of bedrooms:
❑ Master builder ❑ Other: Number of bathrooms:
JOB SITE INFORMATION AND LOCATION Total number of floors:
Job site address: j6 790 5 L 108-ti- 4 New dwelling area: square feet
City /State /ZIP: ✓tdtrot / OR 9y 7 L Garage /carport area: square feet
J 1
Suite/bldg. /apt. no.: Project name: Covered porch area: square feet
Cross street/directions to job site: Deck area: square feet
Other structure area: square feet
REQUIRED DATA: COMMERCIAL -USE CHECKLIST
Subdivision: Lot no.: Permit fees* are based on the value of the work performed.
Tax map /parcel no.: Indicate the value (rounded to the nearest dollar) of all
equipment, materials, labor, overhead, and the profit for the
DESCRIPTION OF WORK work indicated on this application.
,Q pi 1 Valuation: $
/1/52" //q t /nn, €4 Dy 54 e rs G Uniere;`a
lio />7t_ Existing building area: square feet
New building area: square feet
❑ PROPERTY OWNER ❑ TENANT " Number of stories:
Name: Type of construction:
Address: Occupancy groups:
City /State /ZIP: Existing:
Phone: ( ) Fax: ( ) New:
❑ APPLICANT //��' /, /� ❑ .CONTACT PERSON NOTICE
Business name: 12rrk 1 04,I/�4C,nQ S�f Lm 5 All contractors and subcontractors are required to be
r ►'! a �f licensed with the Oregon Construction Contractors Board
Contact name:
L fi, r/ 2 under ORS 701 and may be required to be licensed in the
Address: 790) 01 1 99 ,'V jurisdiction in which work is being performed. If the
City /State /ZIP: tc) ce /ci 1 ., O 9 71' 70 applicant is exempt from licensing, the following reasons
Phone: ( ) G » 13 — 799, Fax: : (5t1/ )
E-mail: /— )C-- freer 50) @ hot I. Gnwi.
_. CONTRACTOR .__.... /4°7
Business name: I rr rf y . y � o , R r bll fy5 5 BUILDING PERMIT FEES*
Address: C (Please refer to fee schedule)
/M Structural plan review fee (or deposit): ?j v 8 9
City /State /ZIP: 7AY>7.- 05 o v
FLS plan review fee (if applicable):
Phone: ( ) Fax: ( )
CCB lic.: 1 7 35 "1 7 Total fees due upon application:
Amount received:
Authorized signature• This permit application expires if a permit is not obtained
. rli-'ir----- within 180 days after it has been accepted as complete.
Print name: / I-h t TP14 .v Date: a iP /' 0 * Fee methodology set by Tri -County Building Industry
Service Board.
L \Building\Permits\BUP -RES PermitApp.doc 11/6/07 440- 4613T(1l /02 /COM/WEB)
Building Permit Application Checklist
, , ,1 5d r'u' I q ten, 7 r i :V l ' izti tl N r R, 0 'i
One- and Two- Family Dwelling �t, i . F I OI2 iOl H ICS 1 1S ' ONI V r,�Y
■ R eceived
City of Tigard Permit No.:
II Date/By:
13125 SW Hall Blvd., Tigard, OR 97223 Associated permits:
MI Phone: 503.639.4 Fax: 503.598.1960
rI(.,
24- Hour Inspection Line: 503.639.4175. ❑ Electrical ❑ Plumbing ❑ Mechanical
a Internet: www.tigard - or.gov ❑ Other:
x sue. n r a w »
- - I k' Hif O 4 7OWI ∎i t-- M ' A- tRC UI!RCD FOR'l'LANi +1ZCUIrW x, N u; Y s E :t ; ! ; � `
�
1 Land use actions completed. See jurisdiction criteria for concurrent reviews. ❑ ❑ ❑
2 Zoning. Flood plain, solar balance points, seismic soils designation, historic district, etc. ❑ _ ❑ ❑
3 Verification of approved plat/lot. ❑ , ❑ ❑
4 Fire district approval required. Name of district: . ❑ ❑ ❑
5 Septic system permit or authorization for remodel. Existing system capacity . ❑ ❑ ❑
6 Sewer permit. ❑ ❑ ❑
7 Water district approval. ❑ ❑ ❑
8 Soils report. Must carry original applicable stamp and signature on file or with application. ❑ ❑ ❑
9 Erosion control ❑ plan ❑ permit required. Include drainage -way protection, silt fence design and location of catch- ❑ ❑ ❑
basin protection, etc.
10 3 Complete sets of legible plans. Must be drawn to scale, showing conformance to applicable local and state ❑ ❑ ❑
building codes. Lateral design details and connections must be incorporated into the plans or on a separate full -size
sheet attached to the plans with cross references between plan location and details. Plan review cannot be completed if
copyright violations exist.
11 Site /plot plan drawn to scale. The plan must show lot and building setback dimensions; property corner elevations (if El ❑ ❑
there is more than a 4 -ft. elevation differential, plan must show contour lines at 2 -ft. intervals); location of easements
and driveway; footprint of structure (including decks); location of wells /septic systems; utility locations; direction
indicator; lot area; building coverage area; percentage of coverage; impervious area; existing structures on site; and
surface drainage.
12 Foundation plan. Show dimensions, anchor bolts, any hold -downs and reinforcing pads, connection details, vent size ❑ ❑ ❑
and location.
13 Floor plans. Show all dimensions, room identification, window size, location of smoke detectors, water heater, ❑ ❑ ❑
furnace, ventilation fans, plumbing fixtures, balconies and decks 30 inches above grade, etc.
14 Cross section(s) and details. Show all framing- member sizes and spacing such as floor beams, headers, joists, sub- ❑ ❑ ❑
floor, wall construction, roof construction. More than one cross section may be required to clearly portray
construction. Show details of all wall and roof sheathing, roofing, roof slope, ceiling height, siding material, footings
and foundation, stairs, fireplace construction, thermal insulation, etc.
15 Elevation views. Provide elevations for new construction; minimum of two elevations for additions and remodels. ❑ ❑ ❑
Exterior elevations must reflect the actual grade if the change in grade is greater than four foot at building envelope.
Full-size sheet addendums showing foundation elevations with cross references are acceptable.
16 Wall bracing (prescriptive path) and /or lateral analysis plans. Must indicate details and locations; for non- ❑ ❑ ❑
prescriptive path analysis provide specifications and calculations to engineering standards.
17 Floor /roof framing. Provide plans for all floors /roof assemblies, indicating member sizing, spacing, and bearing ❑ ❑ ❑
locations. Show attic ventilation.
18 Basement and retaining walls. Provide cross sections and details showing placement of rebar. For engineered ❑ ❑ ❑
systems, see item 22, "Engineer's calculations."
19 Beam calculations. Provide two sets of calculations using current code design values for all beams and multiple joists ❑ ❑ ❑
over 10 feet long and/or any beam/joist carrying a non - uniform load.
20 Manufactured floor /roof truss design details. ❑ ❑ ❑
21 Energy Code compliance. Identify the prescriptive path or provide calculations. A gas - piping schematic is required ❑ ❑ ❑
for four or more appliances.
22 Engineer's calculations. When required or provided, (i.e., shear wall, roof truss) shall be stamped by an engineer or ❑ ❑ ❑
architect licensed in� Ore ton C and r shall be shown to be a, slicable to the sro•ect under review.
h ., ,,. je DIC' E I,. S ..1 CIi 1.. ' _ 1 ° atb.. .1'�a.• « ._ . ` , ,1, ,,:. ., ' , . _ , -,, .,. ! -. ,:.7.:
23 Three (3) site plans are required for Item 11 above. Site plans must be 8 -1/2" x 11" or 11" x 17 ". ❑ ❑ ❑
24 Two (2) sets each are required for Items 16, 19, 20 and 22 above. ❑ ❑ ❑
25 Building plans shall not contain red lines or tape -ons. "Mirrored" building plans will not be accepted. ❑ ❑ . ❑
26 "Reversed" building plans must meet criteria outlined in the Permit & System Development Fees document. ❑ ❑ ❑
27 "Drawn to scale" indicates standard architect or engineer scale. ❑ ❑ ❑
28 Site plan to include tree size, type and location per approved project street tree plan (if applicable), and City of Tigard ❑ ❑ ❑
Street Tree List.
29 Site plan to include trees and tree protection measures as required by conditions of approval. Tree locations, driplines, ❑ ❑ ❑
and protection measures must be drawn to scale and must include the project arborist's signature of approval.
30 A Clean Water Services' Sensitive Area Pre- Screening Site Assessment form is required for all building additions, ❑ ❑ ❑
including decks, patio covers (over non - impervious surface) and accessory structures to existing residential dwellings
on a lot of record approved prior to September 9, 1995.
1 : \ Building \Permits\BUP- RES- PermitApp.doc 03/21/06 440- 4613T(11/02 /COM/WEB)
SPECIAL INSPECTION REQUIRED
State of Oregon Structural Specialty Code
❑ Concrete and Reinforcing Steel
/
G�' Bolts Installed in Concrete
❑ Special Moment- Resisting Concrete Frame
❑ Reinforcing Steel & Prestressing Steel Tendons
❑ Structural Welding
❑ High-Strength Bolting
❑ Structural Masonry
❑ Reinforced Gypsum Concrete
❑ insulating Concrete Fill
❑ Spray Applied Fire- Resistive Materials
Pilings, Drilled Piers and Caissons
❑ Shotcrete
❑ Special Grading, Excavation and Filling
❑ Smoke- Control Systems
L Other Ins
CI
Approved . . . .. [
Conditionally Approved [ 1
See Letter to: Follow...... [ 1
A hed
Permit N ben i 2 tC) - '
Ad. 1
By: " Date: - _ 4
OFFICE COPY
1 44.57"261(
ALLSTRUCTURE
wesMr-
'1' Engineering LLC
February 10th, 2010
Monica Kirk & Robin Hochtritt
16790 SW 108 Ave
Portland OR, 97224
RE: 16790 SW 108 Ave
Foundation Investigation
Allstructure #10053.00
Dear Monica & Robin:
In accordance with your request a general observation was conducted on the above referenced project in
your presence on January 27 2010. Cindy Hovind with Terra Dolce Consultants and Chris Gordon with
Terra Firma were also in attendance during this observation. The purpose of this observation was to address
house foundation settlement being observed primarily along the building's south facing elevation. This
observation consisted of walking around the exterior perimeter, the daylight basement and the main floor
living space while in possession of floor elevation differentials measured by Terrafirma.. The eastern
adjacent apartment living space was not accessed. Only readily visible portions of the foundation structure
were observed. Based off this observation and the information provided, the following items were noted:
1. A crack in the exterior concrete stem wall was observed in the southeast corner of the
building. The crack was a sharpened "v" shape, widest at the top and narrowing to closer at
the bottom. The comer where this crack occurs appears to be at a location in the house where
the adjacent downward sloping grade is at its steepest and closest proximity to the house. The
downward sloping grade also slopes away from both sides of the house that define this corner.
2. A long, continous crack was observed running in the transverse direction in the middle of the
house. This crack starts at the exterior stem wall, jumps to the concrete basement slab on
grade, and runs through to an interior concrete stem wall that defines the perimeter of the
interior dirt floor crawlspace.
3. Cracking of a significant nature was observed in the basement's concrete slab on grade.
Crack widths of approximately 3/16" to 1/4" were observed. Vertical differentials in the
cracks also appeared to be noticeable through normal "walking activity" over the slab.
4. A horizontal crack was observed along the south facing elevation, immediately adjacent to
theeast of one of the basement windows. This crack was approximately 3 feet above grade
and has a horizontal run of approximately 4 ft. The maximum width of the crack appears to
be approximately 1116 of an inch.
5. A downward sloping crack was observed starting from the bottom east corner of one of
daylight basement's south facing windows. This crack appeared to extend approximately 2ft
and had a maximum width of approximately 2ft.
7140 S.W. Fir Loop, Ste. 231 • Tigard, Oregon 97223
v: 503.620.4314 • f: 503.620.4304 • www.allstructure.com
j/1/6 / CuG .Z3
February 10, 2010
16790 SW 108 Ave
Foundation Investigation
Allstructure # 10053.00
Based on our experience, in this geographic region settlements of this type can often occur due to a variety
of factors including, but not limited to; soil movements associated with steeply graded sites, inadequate
substrate, overloading of the foundation, and foundation saturation due to water permeation or other causes.
While as -built drawings were not available for review, the building appears to be constructed in a
conventional manner. As such we would suspect its foundation system to be well suited to support the
building loads, indicating that the primary cause from the settlement is likely associated with the
performance of the supporting soil under the foundation. While the exact cause associated with the
performance of this soil is outside our expertise and scope, based on our experience it is not uncommon to
see supporting soil settlement issues arise in residential structures that are situated on sites — such as yours -
where the grading can be considered moderate or severe. Mitigating the settlement issues associated with
this soil can be addressed by supporting the foundation system on micropile type devices. As such we
recommend the following:
A. Micropile devises can be installed as required to mitigate foundation settlements. For this building
structure we recommend that micropiles supporting the exterior basement walls under the primary
building footprint be installed at spacings up to 6 ft on center and be rated for allowable vertical
load carrying capacities of at least 15,000 lbs. At corners where settlement concerns are desired to
be mitigated, micropiles rated for 15,0001bs allowable load should be installed within two feet of
each side of the corners. During installation, the overall depth of the concrete footing and stem
wall is to be field verified as 33" minimum. We should be notified if depths of less than 33" are
encountered. An altemate micropile layout or spacing may be required.
B. We recommend that the horizontal crack noted in item #4 above be retrofitted with a steel strap
and bolt system as shown in sketch #1 of our calculations set.
• C. As with all houses, we recommend that any noticeable signs of water flowing towards the
building's foundation be mitigated by redirecting water flow via surface trenching, French drains,
or other devices. Water shedding off roofs should be captured with gutters with downspouts that
clearly shed water away from the building structure.
We appreciate this opportunity to be of assistance to you on this matter. Please do not hesitate to contact us
accordingly should you have any additional questions or concerns.
Sincerely,
� � PR
S engler P E I ,GIN 4 '+�7
Principals
TPS /tps
Attachments: Structural Calculations.
C: Chris Gordon — Terra Firma 4 1, 0
Cindy Hovind — TDC
File r�
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Terra Dolce Consultants, Inc. Kirk and Hochtritt
4706 NE 75th Ave 16790 SW 108th Ave
Portland, OR 97218
Phone 503.502.5114 Portland, OR 97224
Fax 503.206.5114
• Project No. 407 -001 I February 4, 2010 I Vicinity Map I Figure 1
155ft
N 1
150ft ,
1
1 145 ft 1
M 1 140 ft
-
135 ft \
t N
130ft
. HOUSE
125 ft \ , , PROPERTY
120 ft 1 BOUNDARY
115ft
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110 ft - _ - -- TIN R IVER
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- LEGEND
155 FT ELEVATIONS FROM METRO.COM
Terra Dolce Consultants, Inc. Kirk and Hochtritt Property
4706 NE 75th Ave 16790 SW 108th Ave
Portland, OR 97218 Portland, Oregon
Project No. 407 -001 February 4, 2010 Site Plan Figure 2
( \ o \
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ZIP LEVEL SURVEY
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, HOUSE
1998 ADDITION
PROPOSED PUSH -PIN LOCATIONS
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Terra Dolce Consultants, Inc. Kirk and Hochtritt Property
4706 NE 75th Ave 16790 SW 108th Ave
Portland, OR 97218 Portland, Oregon
Project No. 406 -001 February 3, 2010 Site Plan Figure 2
•
i
GENERAL NOTES red f:
1) ALWWABLE LOAD PER PUSH- P198/ANCHOR 16.5 KIPS :; : : ;: ;.,:,
ULTIMATE LOAD 33 KIPS; 6-FT MAX SPACING �� ; i:,
/,
2)20 PERCENT OF THE PIISH- P111i/ANCHOR SHALL BETE'•I'ED TO EXISTING
OUND f�
CENTOFTHEFOf1NDAT)ON I,OAD.
FOUNDATION WALL •••••••••••••
1 THE LOAD SHALL BE HELD FOR 10 MINUTES. ` 274 4.•:•X•:•::!:
100 PER
THERE SHALL BE NO MORE THAN 0.04 INCH GRLPTffEBRACT : ........4- pus,-, IusE — - ausH ruBE — --
MCNEMENT. IF MOVEMENT OCCURS, THEN A ALLOWABLE CAPCITY = 16.5 HIP \ %/ < ❖:t; I , �-1
REDESIGNED PUSH- P(ER/ANCHOR SHALL BE INSTALLED. \� �� :• ::: : : k �. J.t
LOCK -OFF LOAD = 18.6 KIPS
3) SPECIAL INSPECTIONS ARE REQUIRED FOR PROJECT. PROVIDE CLEAN
S ES AT
-
CONCRETE SURFACES RA ,I
SPECIAL INSPECTIONS INCLUDE. CONTACT FACES OF BRACKET
0••• INSTALLATION AND LOAD TESTING FOR FLUSH FIT
UNDERPINNING I II- COV °LER — F IU
RICIN COLLAR . r""t
4jGEriTfX7'II4ICALENGB4EFR ASSEMBLY
CYNTHIA L HOVIND, PE GE
TERRA DOLCE CONSULTANTS, INC.
503. 602 -6II4 UNDERPG STEEL TYPICAL PUSH 1lP ^WItHCOURER TYPICAL MUSHTUSEWHFRICTIONCOLLFUi W O
W 1�
5) STRUCTURAL ENGINEER: PUSH INNININNIN ll yyjj
TIM SPPNGLER, PE, SE GRIP -TITS PUSH PIF /ANCHO R y^ �
ALLSTRUCTUREENGINEERING,LLC W W
GRIP TITE
603- 620 -1434 EKT 12 PUSH PIER I I x ,,y A
MATERIAL NOTES: ALLOWABLE CAPCITY = 16.5 HIP 1 . —!1:=. CAP
O
6-FT MAX SPACING \ I 30 Fr DEPTH MIN ti g LL11 Iy .1
Push Tube Assembly FI G i t
I as 111 IUP .._ — • trt
P tube assembles consist of: - 11 tIt1SAUEU ,l 1
ROD —) -- PLATE
Tube: A tube manufactured from 3 in. o.d. • 0.120 in. thick (76
mm K 3.1 mm) high strenglNlowalloy hot rolled steel conform- I TUBE I jl o o
inn to ASTMA513, Grade HSLA HR) LK with a minimum I BRACKET o Grade
J o
tensile strength h of 80,000 psi (551 MPa and a minimum yield . ._.__._ __. .........
ANGLE
strength of 70,000 psi (483 MPa). Tube sections come in , f 1 1
lengths of 3 ft ('914 mm). J , — _! J -- J O
Coupler: A coupler manufactured from 2.75 in. o.d. • 0.134 in. 1 I BRACKIIT r--1
i1 PUSH I SUPPORT O
thick • 6 in. long (70 mm • 3.4 mm • 152 mm) DOM mechani- TUBE H — STRAPS
cal steel tubing conforming to ASTM 513 • Type 5, Grade1026, II- , _ N
with a minimum tensile strength of 80,000 psi (551 MPa) and —
a minimum yield strength of 70,000 psi (483 MPa). RESISTANT MATERIAL GRIP-TITE BRACKETS d'
Friction collar: A friction collar manufactured from 3.25 M. o.d. - `
• 0.438 in. thick (83 mm • 11.1 mm) DOM mechanical steel
tubing • 3.125 in. (79 mm) long, conforming to ASTM 513, I
Type 5, Grade1026, with a minimum tensile strength of80,000
psi (551 MPa) and a minimum yield strength of 70,000 psi (483 N o
MPa). r--1
See Figure 2 of this report for an illustration of the Push Tube _ N
assembly. 0)
Foundation Pier Anchoring Bracket Assembly Cap plate: 4 • 8'/, i n. (t D2 0 216 mm) manufactured from 1.0
in. (25.4 mm) thickASTM A -36 hot rolled steel, with a minimum CO O
Foundation pier anchoring bracket assemblies consist of tensile strength of 58,000 psi (400 MPa) and a minimum yield 0 t1 r--1
Tube: A 10 in. (254 mm) long tube manufactured from , in, strength of 38,000 psi (248 MPa).
3'/
o.d. • 3'/, in. i.d. (98 mm • 79 mm) DOM mechanical steel Bracket support straps: 2 • 21'/, M. (51 K 540 mm) manufac-
tubing conforming to ASTM 513, Type 5, Grade1026, with a tured from 3/8 in. (10 mm) thick ASTM A -36 hot rolled steel, Tit O r h
minimum tensile strength of 80,000 psi (551 MPa) and a with a minimum tensile strength of 58,000 psi (400 MPa) and ] ( ~J 6
minimum yield strength of 70,000 psi (483 MPa). a minimum yield strength of 36,000 psi (248 MPa). 7 s
Angle bracket A 90 degree angle bracket manufactured from Threaded rod:' /, M. (19 mm) diameter it 12 in. (305 mm) long, O
ei .4. c 2
a 0.5 M. thick k 8 in. K 8 in. (13 • 203 • 203 mm) Flat plate ASTM A311 Class B Grade 7 zinc plated, with a rrunimum
confomling to ASTM A -36 hot rolled steel, with a minimum tensile strength of 133,000 psi (917 MPa) and a minimum yield
. A t
tensile strength of 58,000 psi (400 MPa) and a minimum yield strength 01 115,000 psi (793 MPa). •
strength 0136,000 psi (248 MPa). Nut:' /, in. (19 mm) diameter hexhead nut conforming to ASTM
Top plate: 5' /, • 9' /, M. (140 • 241 mm) manufactured from A563.
Es
0.75 in. (19 mm) thick ASTM A -36 hot rolled steel, with a See Figure 3 of this report for an illustration of the Foundation
minimum tensile strength of 58,000 psi (400 MPa) and a Pier Anchoring Bracket assembly.
minimum yield strength of 36,000 psi (248 MPa).
GEOTECHNICAL ENGINEERING EVALUATION
PROPOSED FOUNDATION REPAIR
6500 N WILLAMETTE BLVD
PORTLAND, OREGON 97203
Prepared for:
Monica Kirk and Robin Hochtritt
16790 SW 108 Ave
Portland, Oregon 97224
February 4, 2010
Project No. 407 -001
TERRA DOLCE CONSULTANTS, INC.
j. zSTze)/G — 2-
TERRA DOLCE CONSULTANTS, INC.
4706 NE 75 AVE
PORTLAND, OREGON 97218
503 - 502 -5114
February 4, 2010
Project No. 407 -001
Monica Kirk and Robin Hochtritt
16790 SW 108 Ave
Portland, Oregon 97224
GEOTECHNICAL ENGINEERING EVALUATION
PROPOSED FOUNDATION REPAIR
16790 SW 108 AVE
PORTLAND, OREGON
Dear Monica and Robin:
As requested, Terra Dolce Consultants, Inc. (TDC) is pleased to present this report
summarizing our recommendations for the proposed foundation repair for the
attached garage at the referenced project. The scope of our work included
conducting a site visit to observe surface conditions of the house, reviewing
geologic maps of the area, and providing soil parameters for the proposed
underpinning of the house foundation. TDC understands that Allstructure
Engineering, LLC has prepared the Structural Engineering Report for the project.
Site and Project Descriptions
The project site is located in SW Portland, adjacent to the Tualatin River (see Figure
1). The house on the property was built in 1948. It is a one -story ranch with a
daylight basement. In 1998, an addition was added on the eastern portion of the
house.
The exterior loads from the building are carried on a continuous foundation. The
interior loads are carried on both interior foundation walls and isolated piers. In the
basement, there is a concrete slab that has been built on grade and on fill.
TDC understands that the house has settled up to 3 inches along the southern
foundation wall (see Figure 2). In the area of the addition, the concrete slab in the
daylight basement has cracked and started to settle towards the southwest.
GEOLOGIC SETTING
The property is located in southwest Portland on the banks above the Tualatin River
in Portland, Oregon (see Figure 1). Geologic maps of the area indicate that the site
underlain with the young Alluvium (Qay) and lacustrine sand (Qls). The sand and silt
typically are up to 100 feet thick in the area. Groundwater is mapped as being
within 10 feet of the surface.
FIELD INVESTIGATION
On January 29, 2010, TDC conducted a field investigation at the referenced property.
TDC's investigation included one hand -auger boring to 4 feet below the ground
surface (bgs). The following material was encountered in the boring.
m5T2U /6 - o
Fill (ML). Fill was encountered from 0 to 2 feet depth bgs. The fill was soft, moist to
wet, silt.
Silty Sand (SM). Silty sand was encountered to 4 feet bgs. The boring was
terminated into rock, most likely from the foundation or the rock retaining wall.
Groundwater. No groundwater was encountered in the boring.
CONCLUSIONS AND RECOMMENDATIONS
The conclusions and recommendations presented in this report are based on the
results of our site visit, and professional judgment. We have observed only a small
portion of the pertinent surface conditions.
General
In our opinion, the site is geotechnically suitable for the proposed house foundation
repair (see Figure 3). This conclusion is based on the assumptions that the
recommendations presented in this report should be followed, and that during
construction site conditions change from what is presented in this report, that we will
be consulted for updated recommendations for developing the site. TDC
recommends that Grip -tite push pins be used to underpin the house (see Figures 3
and 4).
Push Pins Vertical Capacity. TDC recommends that push -pin piles be installed to
carry the vertical loads of the house (see Figures 2 and 3). The push -pin piles should
consist of a Grip -tite. The Grip -tite installed to a minimum depth of 30 feet or to a
resistance of 4000 PSI. The piers should have an Ultimate Capacity of 33 Kips and a
Design Load of 16.5 Kips, as specified by the ICC 22 -02 Report for the Grip -tite
System. The maximum distance between each pin -pile should be 6 feet. At the
corners, the push -pins should be installed 2 feet from each side of the corner (see
Figure 3).
Once the pin -piles are installed, 20 percent of the piers should be load tested to 100
percent of the working load from the foundation of the house (see Figure 4). The
pier is acceptable is there is less than 0.04 inches in 10 minutes. If the pier moves
more than 0.04 inches in the second test, the pier should be deepened and retested
or abandoned and a new, redesigned, replacement pier should be installed.
Lateral Capacity. The Grip -Tite push -pins do not have capacity for lateral loads.
The Grip -tite push -pin will be installed along the exterior foundation. The exterior
foundation has up to 2 feet of embedment. The soils surrounding the foundation
walls should provide at least 300 pounds per cubic foot of resistance for lateral
forces.
Seismic Risk. Earthquake hazard within the vicinity of the property is low, with a
higher risk of earthquake amplification, but no risk of earthquake induced
liquefaction.
Soil Corrosion Potential. Review of the Soil Conservation Service soil data
indicates that the shallow soils at the site are expected to be coarse sand to silt. The
data indicate that the soil has a moderate potential for soil corrosion.
Kirk and Hochtritt February 4, 2010 Page 2
Geotechnical Evaluation
6500 N Willamette Blvd
Project No. 407 -001
f� jT 24 , -A) 2
Groundwater Considerations. Review of the Oregon Water Resource Department
data for the surrounding vicinity indicates that the depth to groundwater is at least 10
feet bgs. With the potential for shallow groundwater, corrosion of steel should be
anticipated with the proposed foundation repair. TDC recommends that the piers
have corrosion protection.
Drainage. TDC recommends that if the drainage around the house is disturbed,
then the drainage should be reinstalled and made functional again.
LIMITATIONS
Geotechnical review is of paramount importance in engineering practice. The poor
performance of many foundations has been attributed to inadequate construction
review. On -site grading and earthwork should be observed and, where necessary,
tested by a qualified engineering firm to verify the compliance with the
recommendations contained in this report. Foundation excavation should also be
observed to compare the generalized site conditions assumed in this report with
those found on the site at the time of construction. If the plans for site development
are changed, or if various or undesirable geotechnical conditions are encountered
during construction, the geotechnical engineer should be consulted for further
recommendations.
This report is issued with the understanding that it is the responsibility of the owner
to ensure that the recommendations are incorporated in the plans and the necessary
steps are taken to see that the constructor and subcontractors carry out such
recommendations in the field. Geotechnical engineering is characterized by a
certain degree of uncertainty. Professional judgments presented are based partly
on our understanding of the proposed construction and partly on our general
experience. Our engineering work and judgments rendered meet current
professional standards; no other warranties, either expressed or implied are made.
This report is subject to review and should not be relied upon after a period of 3
years.
Kirk and Hochtritt February 4, 2010 Page 3
Geotechnical Evaluation
6500 N Willamette Blvd
Project No. 407 -001
It has been a pleasure providing you the geotechnical services for this project. If
you have any questions, please call at 503.502.5114.
Sincerely,
Terra Dolce Consultants, Inc.
dr .J 64-(
OREGON
, ma y 4' °`� � `
Cynthia L. Hovind, P.E., G.E.
Professional Geotechnical Engineer, OR- 17857PE
Attachments
Figure 1- Vicinity Map
Figure 2 - Site Map
Figure 3 - Foundation Repair
Figure 4 - Push -pin Details
Kirk and Hochtritt February 4, 2010 Page 4
Geotechnical Evaluation
6500 N Willamette Blvd
Project No. 407 -001