Report NORTHWEST RECEIVED
ENGINEERING GROUP 3 2023
G11 Y Ut- I k AHU
Ram Jack West BUILIN 19IV��JEN
862 Bethel Drive OFFICE COPY
Eugene, OR 97402
CITY OF TTGARD.
Re: Monroe Square Apartments REVIEWED Ft➢t < COMPLIANCE
Mr. Joel Seres Arprovcd:� J
Site Inspection 0 I C: ( 1
11950 SW Lincoln Ave
Tigard, OR Permit #: aflp.a0aA - la
ti: 6 .
Dear Ram Jack West, .late: -7- J -�
Per your request, a site inspection was performed at the above residence on June 5, 2023. The
purpose of the site inspection was to provide a general assessment of the structural condition of
the foundation at the residence. The inspection was strictly visual and limited to the exposed
areas of the structure. Documents detailing the construction of the residence were not available
for review. For orientation purposes the residence is assumed to face south.
VALIDITY OF PERMIT
THE ISSUANCE OF A PERMIT
EASED ON CONSTRUCTION
DOCUMENTS AND OTHER
DATA SHALL NOT PREVENT
THE CODE OFFICIAL FROM
REQUIRING THE CORRECTION
OF ERRORS. OSSC 105.4
Ws y
TRIBIM
i
i
POW
Act. it 1.
I
Image 1: Front Elevation
The residence is a one-story wood framed structure. The residence has wood siding covering the
exterior walls. The foundation of the residence is a wood floor system supported by piers and
concrete beams. The roof consists of composite asphalt shingles and has rain gutters on all sides
of the residence. Per customer's request, the scope of the investigation was limited to the
proposed remedial repair at the fireplace foundation. The assessment of the foundation system
in all other areas except for the fireplace is out of the scope of this report.
P.Q. Box 10393/ Eugene, OR, 97440/ 541.393.7363/WWW.NWENGGROUP.COM
Mr. Joel Seres June 12,2023
Site Inspection Page 12
11950 SW Lincoln Ave
Tigard, OR
GEOLOGICAL SETTING AND SOILS
The geologic setting in this area is comprised of deposits of sand, gravel, and lacustrine deposits
defined as Pleistocene, Quaternary sediment and sedimentary rocks, undivided (USGS National
Geologic Map Database). It is our opinion that the settlement is a result of improper foundation
drainage, poor soils conditions, and/or undersized foundations. We believe that a suitable support
can be achieved by installing helical piles. Based on the site conditions, a full geotechnical report
is not necessary.
Preliminary soil data was obtained from the Web Soil Survey from Natural Resources
Conservation Service produced by the United States Department of Agriculture. This soils survey
indicates that the primary soil at the residence is classified as Cove silty clay loam. This soil has
a very slow infiltration rate and a very slow rate of water transmission. Cove silty clay loam has a
high shrink-swell potential with a Plasticity Index ranging from 10-50.
OBSERVATIONS
Vegetation around the residence consists primarily of grassy areas with some small to large
shrubs. The residence does appear to have a sprinkler system. The surface grades on all sides
of the residence appear to be relatively flat. No areas of ponding water were observed on any
sides of the residence.
Some evidence of foundation movement was observed during the inspection which is noted on
the attached Foundation and Elevation Assessment Plan (SK-1). The evidence consisted
primarily of brick separation from wood siding.
RECOMMENDATIONS
We recommend a total of two (2) helical steel piles be installed at the residence. Pile locations
are shown on the Foundation and Elevation Assessment Plan (SK-1). The steel piling system
used should have an evaluation service report(ESR) recognized by ICC-ES showing compliance
with the currently adopted International Building Code (IBC). The steel piling system should also
have a minimum allowable working load of 10 kips and be capable of uniformly raising the
foundation as applicable. The minimum installation torque is 2,800 ft-lbs.
The purpose of underpinning the foundation is to support portions of the structure that have
experienced some differential settlement. The underpinning piles are designed to support the
structural loads in the immediate areas where they are placed and not to prevent uplift from soil
heave.
Maintaining uniform moisture around the foundation is very important. The landscape grades
around the residence should be maintained to slope away from the residence where required.
The landscape grades should slope away from the foundation at a minimum of/2" per foot for six
(6'-0) feet. The top soil should extend a minimum of one (1'-0)foot above the bottom of the grade
beam and should not extend above four (4") inches below the bottom of the siding. All new fill soil
should be clayey sand with a minimum Plasticity Index (PI) of twenty-five (25). Watering the soil
P.O. BOX 10393/Eugene, OR, 97440/541.393.7363/ WWW.NWENGGROUP.COM
Mr. Joel Seres June 12, 2023
Site Inspection g 13
11950 SW Lincoln Ave
Tigard, OR
around the foundation is also important during dry periods to help maintain uniform moisture in
the soil.
This concludes this report. Observations made in this report pertain to the condition of the
residence on the date of the inspection which is subject to change. No foundation warranty is
expressed or implied by this report. If we can be of further assistance or should you have any
questions about this report, please do not hesitate to contact us.
Sincerely,
<<-�ED PROP4.
648• ' +
No OR •
0'7- !�• 27, 19 a� � •
C-621retur Uwl, /
CEMBEIMEITEO
Andrew Van Meter, E.I.T. Edward Crabaugh, P.E.
Engineering Technician Managing Principal
Attachment: Site Plan (SK-0)
Foundation and Elevation Assessment Plan (SK-1)
Ram Jack Helical Pile Detail with 4038 Bracket at Chimney (SK-2)
Footing & Pile Calculations
Ram Jack 4038 Bracket Shop Drawing
Ram Jack 2 7/8" Helical Pile Specification
P.O. BOX 10393/ Eugene, OR,97440/ 541.393.7363/ WWW.NWENGGROUP.COM
SW LINCOLN AVE 131.2'
c'l
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\ / PROPERTY
c';\- LINE
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SITE �>>9
ACCESS \
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\ AREA OF
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V NORTH
•<<- PROFFS SITE PLAN TREE PRESERVATION NOTES:
tt,r 1.ALL HOLES ARE EXCAVATED NEXT TO THE
edBSPf^ •` STRUCTURE FOUNDATION
2.THE TOTAL AREA OF EXCAVATED HOLES <33 SQFT
Ism •; • •
Oz. �j` •
� SITE PLAN NOTES:
''1O w CO'l 1.ALL DIMENSIONS ARE APPROXIMATE AND SHALL
(EXPIRES:I �yi NOT BE USED FOR LEGAL PURPOSES.
23, 2. MAP NUMBER: 25102AB
NORTHWEST MONROE SQUARE APARTMENTS SHEET:
11950 SW LINCOLN AVE S K-0
ENGINEERING GROUP TIGARD, OR
P.O. BOX 10393 SCALE: DATE:
EUGENE, OR 97440 (541) 393-7363 1/50" = 1'-0 06/12/2023
11950 SW LINCOLN AVE,
TIGARD, OR
(LIVING AREA)
NM
0 1 ,01 p® r4
1" CHIMNEY BRICK SEPARATION 1"CHIMNEY BRICK SEPARATION '
1 FROM WOOD SIDING AT ROOF FROM WOOD SIDING AT ROOF NORTH
LINE l,_0„ 3'_0„ 1,-0„ LINE
PLAN NOTES:
- CHIMNEY IS LEANING AWAY
FROM RESIDENCE
c ` A', I FOUNDATION AND ELEVATION ASSESSMENT PLAN
`d`,d '. O
�4`' e- + `<- ® LEGEND
cr a. zCo
2 p,`' n 0 2-718" HELICAL PILE(10.0 KIP CAPACITY)
�s/,4" „`�� NORTHWEST MONROE SQUARE APARTMENTS SHEET:
11950 SE LINCOLN AVE S K—1
ENGINEERING GROUP TIGARD, OR
P.O. BOX 10393 SCALE: DATE:
EUGENE, OR 97440 (541) 393-7363 3/32"= 1'-0 06/12/2023
■- EXISTING BRICK
CHIMNEY
• CHIP-OUT POCKET IN EXISTING
FOOTING FLUSH WITH FOUNDATION
WALL AS NEEDED TO INSTALL
=I_ BRACKET
■- (IF APPLICABLE)
EXISTING FOOTING -_
\ . iim
I
(TI‘_____ _J 1 -
E -44(V
— O
J
w BRACKET MUST SUPPORT THE
LT_ BOTTOM OF THE FOOTING
HELICAL PILE
(REF.TABLE 1)
C�5ED PRo .
61
&� 4.14 Fopd'j0 TABLE1
w
• 1164 8' - r PILE MIN.
,, BRACKET PILE SERVICE INSTALL
► • : ' DIA. LOAD TORQUE
O7 JO 4038 2%$' 10.0 KIP 2,800 FT-LBS
4°�c" W. cR*�� _N
I EXPIRES:I! 3l 231
TYPICAL HELICAL PILE DETAIL
@ CHIMNEY FOUNDATION
NORTHWEST MONROE SQUARE APARTMENTS SHEET:
11950 SW LINCOLN AVE S K- 2
ENGINEERING GROUP TIGARD, OR
P.O. BOX 10393 SCALE: DATE:
EUGENE, OR 97440 (541) 393-7363 3/4" = 1'-0 06/12/2023
• NORTHWEST PILE CALCULATION Date: 06/12/2023
ENGINEERING GROUP
P.O. Box 10393 Project: Joel Seres
Eugene, OR, 97440 11950 SW Lincoln Ave
Tigard, OR
Design Loads: Chimney Load: Piles 01&02
Upper Portion: Weight of Brick = 80 psf
Wall Length = 6.5 ft
Wall Height = 7 ft
Lower Portion: Weight of Brick = 80 psf
Wall Length = 14 ft
Wall Height = 6.5 ft AEU PROF,.
•<<- �GVNE� iS',
Weight of Concrete = 150 pcf cc,,
64 Chimney Footing Area = 15 ft2 � 8
L der
Footing Height = 0.66667 ft C� _
Total Weight of Chimney = 12420 lbs 9.�O ?7' 14
w. cF
Number of Piles = 2 EXPIRES:1 mrm
Pile Working Loads:
Pile Service Load,PTL= 6210 lbs
Pile Design Load = 10000 lbs
Pile Ultimate Load, PULT = 20000 lbs *Safety Factor of2.0Applied
Minimum pile installation torque
QUIC
�mitz = h
Required ultimate soil capacity(Quit) = 20000 lbs
Pile 0= 2 7/8"
Torque factor(K) = 9
Minimum pile installation torque, (Turin) = 2300 ft-lbs
Bracket= 4038
Bracket Allowable Capacity= 19,700 lbs
Page 1
4038 . SD BRACKET - 2 7/8"0 HELICAL PILE PL%"x2"x0'-6
12 12 Y 5 FASTENING STRAP
11 5 5 1 96" WITH 1" 0 ALL
(3)1X6"0 HOLES THREADS AND NUTS
FOR%"0 SIMPSON 1
+ 4- STRONG-BOLT 2 \ 1.,1.1
OR EQUIVALENT r\ ■11 „ OR THRU
y„ V BOLT
ll
, .
•
J �I
1
(3)716" 0 HOLES
IIII 3 Y20 x 0.25" FOR%"PJ SIMPSON
BRACKET SLEEVE STRONG-BOLT 2 WELD OR
OR EQUIVALENT SHEAR PIN PILE
I
AND BRACKET
FRONT VIEW ASSEMBLY AS
REQUIRED FOR
1'-3�2' TENSION LOAD
1 1 LOAD CHART
ULTIMATE COMPRESSION 40,000 LBS
I 7/3"O.D. PILE w/0.217" -
:did''FFdd�� WALL THICKNESS
=N ALLOWABLE COMPRESSION 20,000 LBS (Fy= MIN. 65 KSI)
CAPACITY(S.F. =2)
MAXIMUM LATERAL LOAD
- 9�2 I. CAPACITY CALC. REQ'D
,I{' IY •
MAXIMUM TENSION CALC.REQ'D HELICAL PLATE(S)AS
TOP VIEW CAPACITY REQUIRED FOR
NOTES: COMPRESSION AND — TYP. INSTALLATION
TENSION CAPACITY "u= SCALE: 3/4"= 1-0
1. POLYETHYLENE COPOLYMER THEMOPLASTIC COATING PER ICC-ES AC228.
2. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN QUALITY
CONTROL FOR ALL MATERIALS AND MANUFACTURING PROCESSES.
3. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 OF THE
AWS CODE D1.1.
4. THE CAPACITY OF THE UNDERPINNING SYSTEM IS A FUNCTION OF MANY INDIVIDUAL )) RAM JACK ELEMENTS, INCLUDING THE CAPACITY OF THE FOUNDATION, BRACKET, DESIGN
UNBRACED LENGTH, PIER SHAFT, HELICAL PLATE, AND BEARING STRATA,AS WELL
AS THE STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND THE QUALITY
OF THE INSTALLATION OF THE PILE. YOUR ACHIEVABLE CAPACITIES COULD BE 4038.SD BRACKET W/2 7/8"PILE CATALOG NO.:SEE TABLES REV.1
HIGHER OR LOWER THAN THOSE LISTED DEPENDING ON THE ABOVE FACTORS. SCALE DRAWN BY DATE 12/22/2020 SHEET 1 OF 1
3/4"=1'-0 DW
2 7/8"0 HELICAL PILES AND ANCHORS - THREADED CONNECTION
—\\ CUSTOM 4140 "B" CUSTOM 4140
THREADED PIN THREADED BOX 13/e'O DRIVE TYp. 1
PIN HOLE
I! 1
3" PITCH
(TYP.)
„A„ _ _ „A„
LEAD SECTION HELIX EXTENSION EXTENSION
LEAD SECTION TABLE HELIX EXTENSIONS STRENGTH RATING
CAT.# "A" "B" "C" "D" CAT# "A" "B"
MAX. TORQUE STRENGTH- 8,200 FT-LB
4368 5'-0 10" 12" 4385.12 5'-0 12" ULTIMATE CAPACITY (TENS/COMP)- 73.8 KIP*
4370 7'-0 10" 12" 4387.12 7'-0 12" ALLOWABLE CAPACITY(TENS/COMP)-36.9 KIP**
4367 7'-0 14" 16" 4385.14 5'-0 14"
4362 5'-0 8" 10 4387.14 7'-0 14"
* BASED ON A TORQUE FACTOR(Kt)=9
4050 7'-0 12" 14" ** W/SAFETY FACTOR OF 2 BEING APPLIED
4371 7'-0 10" 12" 14" EXTENSIONS ***RECOGNIZED BY ICC-ES IN ESR-1854
4360 5'-0 8" 10" 12"
5280 10'-0 6" 8" CAT#
4385 5'-0
* MULTI-HELIX ARE SPACED 3 DIAMETERS 4387 7'-0
OF THE LOWER HELIX. 4422 10'-0
NOTES : '\_
�---1 2 IA" O.D.
1. POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC-ES AC 228. PILING
2. LEAD AND EXTENSION SECTION AND PILOT POINT LENGTHS ARE NOMINAL. PILOT POINTS ARE ! I
3„ i ,I
3. SHAFT MATERIAL IS 2/8"0, 0.217"WALL, MINIMUM Fy=65 KSI AND Fu=80 KSI. I-----I
4. HELIX BLADE MATERIAL IS HOT ROLLED, MINIMUM Fy=50 KSI AND Fu=80 KSI CARBON STEEL. Ya I
i
PLATE THICKNESS IS AVAILABLE IN 3/8"AND Y2"THICKNESSES. 1
5. CONNECTORS ARE 2 7/8" 0, CUSTOM 4140 INTERNAL THREADED COUPLINGS �•y
6. NOMINAL SPACING BETWEEN HELICAL PLATES IS THREE TIMES THE DIAMETER OF THE CONNECTION DETAIL
LOWER HELIX.
7. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN QUALITY CONTROL
AND ASSURANCE FOR ALL MATERIALS AND MANUFACTURING PROCESSES.
8. MANUFACTURER SHALL BE ISO CERTIFIED. 9 RAMJACK
9. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 OF THE AWS CODE
D1.1.
10. RECOGNIZED BY ICC-ES IN ESR 1854. THE REPORTED ALLOWABLE CAPACITIES MAY VARY DWG.NO.:28]5.03 CATALOG NO.:SEE TABLES REV
L DRAWN BY
LE CALE :
BASED ON THE SOIL CONDITION AND PILE APPLICATION AS DESCRIBED IN ESR-1854. a SCALE
DLW DATE 0 610 6 20 1 3 SHEET 1 OF 1
SPECS 16� , \ (yd�
State of Oregon '''tr.:c t ",_...,
0 cororeta a,, t
O BOWS sr(
Special Concrete Frame
0 Reincoreing 3-4,4,18,Prestressing Steel Tendons
Structural Welding
❑ High-Jtrent?
Structural tUE.w:v:7
[] Reinlorced GYGsUr"Concrete
❑ Insulating Concrete
Spray,Applied i.1ie-Hesistive Materials
0 Pilings,Dated P1ers and Caissons
[] Shotcrete
C3 Special Gran 1n5.Excavation and Fitting
Cj Smoke-C,ontroi Systems
f] Other inspections