Report . . RECEIVE[
NORTHWEST ,4UG 7 2ozu
CITY OF TIGARD
ENGINEERING GROUP BUILDING DIVISION
Ms. Carley Davis August 13, 2020
Ram Jack West
862 Bethel Drive OFFICE COPY CITY OF TIGARD
Eugene, OR 97402 REVIEWED FOR ODE COMPLIANCE
Approved: ' [
Re: Ms. Patrice Richmann OTC: [
Site Inspection
7117 SW Mapleleaf Ct Permit#: WV-2,13W —(56 C�
Tigard, OR Address: rl c,J 1p
Approved plans Suite #: 1 / /Dear
Ms. Davis, 1 '•^ Date: 2Z1ZO
hall henn _ E'_ _,. B,
Per your request, a site inspection was performed at the above residence on July 28, 2020. 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. The residence is estimated to be approximately twenty-seven (27) years old and for
orientation purposes is assumed to face south. LNkbii_i I Y
SPECIAL INSPECTION ECIL .� �-, .¢ City of Tigard and its
State of Oregon Structu : .;$ cia,y Cowie: .pr'e - -mployees shall not be
r •onsible for discrepancies
Concrete and Reinforcing ,. -:'.1
. .<Az hi •h may appear herein.
0 Boils Installed in Concrete ;. ' �' ,
0 Special foment-Resisting «. t1•
a Rxain rcir'q Steel &Prestre. �1. 1
r. __ , fi LIDITY OF PERMIT
E ISSUANCE OF A PERMIT
r<r'urai Welding ASED ON CONSTRUCTION
t DOCUMENTS AND OTHER
`_" ��gtli Bolting iATA SHALL NOT PREVENT
rAA14)i y t•,, , HE CODE OFFICIAL FROM
,»� H: e
OUIRING THE CORRECTION
O Reinforced y prsum Caner ��, � s. 3. 1 ,, w' . '- OF ERRORS. ORSC 105.4
CI insulating Concrete Fill .
0 Spray Applied Fire-Resistive r ateria`ix
. Image 1: Front Elevation
Pilings, Drill Ir story wood framed structure. The residence has fiber cement and wood
siding covering the exterior walls. The foundation of the residence is a wood floor system
® Shotcrete supported by piers and concrete beams.The roof consists of composite asphalt shingles and has
0 Special Gr.iem gutitirsvom Fristevilttle residence. The interior walls of the residence are constructed of
sheetrock. The interior floor covering consists of wood. Per customer's request, the scope of the
;-:i Smoke-Conhrvestigation was limited to the proposed remedial repair at the addition foundation located at the
north end of the structure. The assessment of the foundation system in all other areas except for
•th sr tnspa f itiowic out ofthe seope.of•thie report.
P.O.Box 10393/Eugene,OR,97440/541.393.7363/WWW.NWENGGROUP.COM
Ms. Patrice Richmann August 13, 2020
Foundation Inspection Page 12
7117 SW Mapleleaf Ct
Tigard, OR
OBSERVATIONS
Vegetation around the residence consists primarily of grassy areas with some small to medium
shrubs. The residence does not appear to have a sprinkler system. The surface grades on the al
sides of the addition on the north side of the residence appear to be relatively flat. No areas of
ponding water were observed.
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 sheetrock cracks, floor board separation, doors out of plumb, and sloping floors.
Relative floor elevations were provided by Ram Jack West. The floor elevations were reportedly
taken on March 24, 2020 with a Ziplevel. The Ziplevel is a pressurized hydrostatic altimeter and
works by measuring the difference in elevations between the base unit and the handheld unit.
The basepoint was reportedly set to 0.0 inch and located near the southwest corner of the
addition. Negative elevations referenced are below the basepoint, and positive elevations are
higher than the basepoint. The lowest point was recorded near the northwest corner of the
addition. The high point was recorded at the basepoint. The elevation differential between the low
and high points of the addition was found to be about 2 1/2 inches. These elevations are shown
on the attached Foundation and Elevation Assessment Plan (SK-1).
RECOMMENDATIONS
I recommend a total of six (6) 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 helical steel piling system should
have a minimum allowable working load of 10.0 kips and be capable of uniformly raising the
foundation as applicable. The minimum installation torque for the helical piles is 2,300 ft-lbs.
The purpose of underpinning the foundation is to support portions of the structure that has
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 1/2" 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
around the foundation is also important during dry periods to help maintain uniform moisture in
the soil.
P.O.BOX 10393/ Eugene,OR,97440/541.393.7363/WWW.NWENGGROUP.COM
Ms. Patrice Richmann August 13, 2020
Foundation Inspection Page 1 3
7117 SW Mapleleaf Ct
Tigard, OR
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 I can be of further assistance or should you have any
questions about this report, please do not hesitate to contact me.
Sincerely, 8 eke2
4,R5.D PRopFS
`' 03INt4. szoy
APi � o•.. ¢
lF vi*K 24" e�4'`�
4O. STS0t.
EXPIRES: ‘0/ lZz
James Hogan, E.I.T. Charles Steffensmeier, P.E.
Engineering Technician Civil Engineer
Attachment: Site Plan (SK-0)
Foundation and Elevation Assessment Plan (SK-1)
Ram Jack Helical Pile Detail with 4038 Bracket(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
71' +/-
PROPERTY 7
I LINE--\\I
I
7117 SW SPECIAL INSPECTIONS:
MAPLELEAF CT
—\\
SPECIAL INSPECTIONS OF PILE
INSTALLATIONS SHALL BE
I PERFORMED ACCORDING TO ESR
1854, SECTION 4.3, PARAGRAPH 2.
INSPECTION SCHEDULE SHALL BE
�, CONSISTENT OF VERIFYING AND
DOCUMENTING PILE AND BRACKET
I I + NUMBERS ON SITE, FOLLOWED BY
`2 OBSERVATION OF THE FIRST
INSTALLATION'S LOCATION,
EMBEDMENT DEPTH,AND FINAL
INSTALLATION TORQUE VALUE,
I CORRELATED TO THE REQUIRED
' DESIGN LOAD.ONSITE LOG BOOK
1 11' +/- FOR REMAINING INSTALLATIONS
x
WILL BE VERIFIED.A FINAL
INSPECTION OF THE INSTALLED
REMAINING PILES AND LOG BOOK
ENTRY DATA WILL BE DOCUMENTED IN A
1 BRIEF LETTER SUBMITTED TO THE
\ + BUILDING AUTHORITY.
r3."\ I SPECIAL INSPECTION OF ALL PILES
�
\ — — — I SHALL BE PERFORMED BY
NORTHWEST ENGINEERING GROUP.
59' +/-
B/d o
SITE PLAN
` p PR op
��
/It, TREE PRESERVATION NOTES:
88 vr- Alik 1.ALL HOLES ARE EXCAVATED NEXT TO THE
A . ON „ STRUCTURE FOUNDATION
7I!, 90 2pea �4
S NORTH 2.THE TOTAL AREA OF EXCAVATED HOLES 25 SOFT
�Oe BTEffEt9
EXPIRES: 4. /22 NORTHWEST P;� ICE S MAPLELEAF CT SHEET:
ENGINEERING GROUP TIGARD,OR SK-6
P.O.BOX 10393 SCALE: DATE:
EUGENE,OR 97440 (541)393-7363 1/20"=V-0 08/13/2020
WOODEN
DECK-tea 2-0" x 4,8 0" 2-0
®03 04® �
`
0 -2X" -2X" '4?
�'- ®02 ®'�05
c ADDITION o
`� 01 `D
® 0" y, ® }06
\ /
d
LL
7117 SW
AC MAPLELEAF CT
-1
I 4
ENTRY
GAS 2-CAR
METER GARAGE
COCNRETE
PORCH
I 1
a)
Oh° FOUNDATION & ELEVATION ASSESSMENT PLAN NORTH
SsoD PR op
24i, , NGI. FF ssoy LEGEND
8/3" T
I � ' �� -y4" ----FLOOR ELEVATIONS TAKEN BY RAM JACK WEST ON 3/24/2020
r ON it el ---HELICAL STEEL PILE(10.0 KIP CAPACITY)
✓OF STEC.- NORTHWEST PATRICE RICHMANN SHEET:
EXPIRES: /tea 7117 MAPLELEAF CT S K-1
ENGINEERING GROUP TIGARD,OR
P.O.BOX 10393 SCALE: DATE:
EUGENE,OR 97440 (541)393-7363 3/32"=1'-0 0 8/1 312 0 2 0
EXISTING EXTERIOR
EXISTING FLOOR JOISTS WOOD FRAMED WALL
BEAR ON FOUNDATION WALL
R APPROXIMATE EXTERIOR GRADE
ELEVATION, SOIL OR CONCRETE
Jr` PAVING. (VERIFY EXACT CONDITIONS
IN FIELD)
EXISTINGCONCRETE \ / / //i r
STEM WALL / \"/\%\%/ / \\-:\ \';:%
/:A ?.-i\ i„/'
E EXTENT OF EXISTING
o j FOOTING BEYOND
M o
-J
W
a
CHIP-OUT POCKET IN EXISTING
FOUSH ATI
WALLOTING AS NE EL WITH TO INSTALL FOUND ON
i- / /Y/. \i
/ :, ' /,\ X//\\'\j\ V r i i BRACKET.
/;//,% /1 I
%jam
BRACKET MUST SUPPORT THE
TABLE 1 BOTTOM OF THE FOOTING AND SHALL
NOT RELY ON POST-INSTALLED
PILE HELIX PILE MIN. ANCHORS FOR GRAVITY SUPPORT.
BRACKET DIA. CONFIG. SERVICE INSTALL.
LOAD TORQUE
4038 2%8" 10" 10.0 KIP 2,300 FT-LBS HELICAL PILE(REF.TABLE 1)
MINIMUM EMBEDMENT DEPTH=7 FT
tsoD PR0A- I 0i.. _p
s r I
/� yr'/"��
�` �i N TYPICAL HELICAL PILE DETAIL
ape 6,20ktit' ..1,�' dal EXTERIOR ADDITION FOUNDATION
°E STEFF��9
EXPIRES: Aft 022 NORTHWEST PATRICE RICHMANN SHEET:
7117 SW MAPLELEAF CT 5 K-2
ENGINEERING GROUP TIGARD,OR
P.O. BOX 10393 SCALE; DATE:
EUGENE,OR 97440 (541)393-7363 3/4"=1'-0 08/13/2020
NORTHWEST PILE CALCULATION Date: 8/13/2020
ENGINEERING GROUP Designer: Charles Steffensmeier, P.E.
P.O. Box 10393 Project: Patrice Richmann tEp,EO PRop,,
5.
Eugene,OR 97440 7117 SW Mapleleaf Ct z‘c' GINS Sip
Tigard,OR R T
Design Loads: i %,,erffi
irf �—Dead: 1 fr' 4
�.T,�"
Roof= 15 psf 0as
� STEfF�oE
Third Floor= 0 psf /
Second Floor= 0 psf EXP,RES: ////,3tVZL
First Floor= 15 psf
Walls= 12 psf
` rtr
Live:
*Roof snow= 25 psf
*Roof live= 20 psf ‘
Third Floor= 0 psf t
Second Floor= 0 psf ...
bW /
First Floor= 40 psf
ii
*(the greater of the two)
- i ',
Foundation dimensions: 111
h= 36 in b
bw= 8 in / I /'
b= 16 in
hf= 6 in -
Vertical Design Loads:
Tributary Widths:
Roof= 6 ft » u plf
Third Floor= 0 ft » 0 plf
Second Floor= 0 ft N 0 plf
First Floor= 3 ft H 45 plf
Walls= 9 ft » 108 plf
Foundation self-weight= » 3 plf
2 DL 593 plf
Live:
Roof= ft » 150 plf
Third Floor= ft » 0 plf
Second Floor= ft » 0 plf
First Floor= ft » 120 plf
1 LL 270 plf
(without roof LL) 1 LL 120 plf
Page 1
NORTHWEST PILE CALCULATION Date: 8/13/2020
ENGINEERING GROUP Designer:Charles Steffensmeier, P.E.
ASD Loads:
Load,w2=EDL+FLL plf (comb.412 -without roof LL)OR
Load,w4=1DL+ELL(0.75) plf (comb.#4-with roof LL)
Max. load w ASD= plf
Concrete Analysis:ACI 318-14
LFRD Loads:
Load,wlz 830 plf (comb 1)
Load,w2_ 979 plf (Comb 2)
Load,w3= 1012 plf (Comb 3)
Load,w4_ 847 plf (Comb 4)
Max. load w LFRD= 1012 plf
Max. beam span(e)= 8 ft= in
M,,,ax=w,,.l2/8= 97 in-kips= k-ft
Shear,,,ax_(5/8)*w..E= kips
Foundation Width,bw= in Code Reference
Foundation Depth,d= 34 in (h-2") ACI 14.5.1.7
Cross Sectional Area,A= 27. in2
Section Modulus,Sxb= S41333 in3
Gross Moment of Inertia, Is= 6202.67 in°
Assumed Conc,Pc= 2500 psi
Yi= 17 in
Foundation Moment&Shear Capacity Per ACI 318-14 Code Reference
Conc Modulus of Rupture,f,= psi ACI 19.2.3.1
Cracking Moment, M,= k-ft ACI 24.2.3.5
Flexure Reduction Factor,4)= 0.6 ACI 21.2.1
Design Moment,4)Mn= k-ft OK ACI 14.5.2.1a&14.5.2.1b
Shear Strength,Vn= kips ACI Table 14.5.5.1
Shear Reduction Factor,4)= 0.6 ACI 21.2.1
Design Shear,On= kips OK
Notes: 1)Foundation analysis is based on having an unreinforced section
2)When calculating member in strength in flexure,combined
flexure and axial load,or shear,the entire cross section shall
be considered in design,except for concrete cast against soil
where the overall thickness shall be taken as 2 in.less than
the specified thickness. (ACI 14.5.1.7)
Page 2
NORTHWEST PILE CALCULATION Date: 8/13/2020
ENGINEERING GROUP Designer:Charles Steffensmeier, P.E.
Pile spacing(4)= 8 ft= in
Pile Working Loads:
Pile Service Load, Pn= 6364 lbs (wall load x pile spacing)
Pile Ultimate Load, PuLT= 12728 lbs *Safety Factor of 2 Applied
Deflection check
Beam El= 2.22E+10 lb-in2
Live Load Deflection= 1.12E-03 in < 0.27 in OK
in 0K
Total Beam deflection= 0.004 in < 0.40
Minimum pile installation torque
Quit
Tmer. — —Kt
Required ultimate soil capacity(Quit)= 12728 lbs
Pile 0= 2 7/8"
Torque factor(Kt)= 9
Minimum pile installation torque,(Turin)= 1500 ft-lbs
Bracket= 4038
Bracket Allowable Capacity= 19,700 lbs
Page 3
7
Rev Revision note Date Signat Check
NOTES: UNLESS OTHERWISE SPECIFIED No ure ed
;1 nuuu
1.-3 ,/2• / B EI
3 1/2" 0.D_ SLEEVE
(FY�MIN. 65 KSI) f 1
f�i _ _ ��I
--- -----Himil
I a=km
��a se en e-i--7't1rr--
TrrfTrAm I mid I
�1___ ILL 3
��r�r N
I[ \ ' M
FASTENING STRAP WITH i •7 \\\\`
1' DIA ALL THREADS 1s i�
AND NUTS i
i II 1
I II
u i 1 I 1 2 7/8" DIA. HELICAL PILE -
\ I 41177.78
3" 3 lZ T FRONT VIEW
WI InI
l 10• / 3 1/2' DIA. BRACKET SLEEVE IBII
N. TOP VIEW 3/8' BRACKET SEAT 1
NOTES
1. POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC-ES AC - `1 --
228 •' I HE;•1.
3. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN an ii O.
QUALITY CONTROL FOR ALL MATERIALS AND MANUFACTURING
PROCESSES. 1 TYP. INSTALLATION -11j_
4. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 I SCALE: 1"=1'
OF THE AWS CODE D1.1.
5. THE CAPACITY OF THE UNDERPINNING SYSTEM IS A FUNCTION OF MANY
INDIVIDUAL ELEMENTS, INCLUDING THE CAPACITY OF THE FOUNDATION,
BRACKET, PIER SHAFT, HELICAL PLATE, AND BEARING STRATA, AS WELL ‘0 I
AS THE STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND I THIS DRAWING AND ITS CONTENTS ME
THE QUALITY OF THE INSTALLATION OF THE PILE. YOUR ACHIEVABLE coNncDRAWINGNTIAL AND THE EXCLUSIVE PROPERTY
CAPACITY COULD BE HIGHER OR LOWER THAN THOSE USTED DEPENDING INI , 1 OF RAM JACK SYSTEMS DISTRIBUTION, LLC.
ON THE ABOVE FACTORS. NO PUBUCARON. DISRNIBUTION OR COPIES
MAY BE MADE WITHOUT THE EXPRESSED
6. RAM JACK ENGINEERING HANDBOOK FOR ALLOWABLE VALUES AND/OR WRIREN CONSENT OF RAM JACK STSI EMS
CONDITIONS OF USE CONCERNING MATERIAL PRESENTED IN THIS DOCUMENT. SIDE VIEW DISTRIBUTION, LLC. ALL RIGHTS RESERVED
UNDER COPYRIGHT LAWS.
UNLESS OTHERWISE SPEC/FED
• DIMENSIONS ME IN INCHES
• TOLERANCES: ANGLE it. 4038 PILE HT. rsalo OF 7 �2•_T
3 PLACE DECIMALS s .02 s� A-SIZE TITLE BLOCK
44-. ) P.AI'JI11JAC2 PLA INFO
t .02
• REMOVE ALL BURRS AND SHIP EDGES p,Am t0_2_08 CHARLES T.MARVIN
• PARENTHETICAL INFO FOR REF ONLY
HOLE TOLERANCES aim DARIN WILLIS
013 126 251 AM DARIN WILLIS
THRU'm, THRU'4,, RIRU'.�, ,ten 4038 HELICAL PILE BRACKET
.125 .250 .500
Afv DWG MO
L i'so.501 m ,oo!Am Z000D1o' Lw • 4038-02-07
A
2 . 875"0 HELICAL PILES AND ANCHORS — UPSET CONNECTION
"C" „D„ 6„ „B„
\A -I/ t(TYP.)
IM P _�00 oo d MEM 00 oo • oo]
Iti 11 r `
- .,A" -- "A" - "A"
( LEAD SECTION HELIX EXTENSION EXTENSION
MECHANICAL TORQUE RATING - 6,000 FT-LB
LEAD SECTION TABLE HELIX EXTENSIONS ULTIMATE CAPACITY(TENS/COMP) - 54.0 KIP*
ALLOWABLE CAPACITY(TENS/COMP)-27.0 KIP"
CAT.# "A' "B" "C" 'D" CAT# "A° "B *BASED ON A TORQUE FACTOR(Kt) = 9
—6125 5'-0 8" 8605-8 5'-0 8"
6140 5'-0 8" 10" 8605-10 5'-0 10"
6142 5'-0 10" 12" 8605-12 5'-0 12" 3Yz'
6143 7'-0 10" 12" ii
8607-10j TA 10" t
6147 7-0 8" 10" 12"
6148 7'-0 10" 12" 14" EXTENSIONS
6188 10'-0 10" 12" 14" 7. N le
CAT# "A" %a'0 HOLES TO
"MULTI-HELIX ARE SPACED 3 DIAMETERS 8605 5'-0 ACCEPT i"0
OF THE LOWEST HELIX. B607 7'-0 THRU BOLTS
8610 10'-0
NOTES: 27/8"O.DPILING
1. POLYETHYLENE POLYMER THERMOPLASTIC COATING PER ICC-ES AC 228.(GALVANIZED AND
UNCOATED PILES AVAILABLE UPON REQUEST) CONNECTION
2. LEAD AND EXTENSION SECTION LENGTHS ARE NOMINAL. DETAIL
3. SHAFT MATERIAL IS 2%"O.D.,0.217"WALL, MINIMUM Fy=65 KSI AND Fu=80 KSI,ASTM-A500.
4. HELIX BLADE MATERIAL IS HOT ROLLED, MINIMUM Fy=50 KSI AND Fu=80 KSI CARBON STEEL. PLATE
THICKNESS IS AVAILABLE IN%"AND Y2"THICKNESSES.
5. NOMINAL SPACING BETWEEN HELICAL PLATES IS THREE TIMES THE DIAMETER OF THE LOWEST
HELIX.
6. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN QUALITY CONTROL AND RAMJACK
ASSURANCE FOR ALL MATERIALS AND MANUFACTURING PROCESSES. 9
7. MANUFACTURER SHALL BE ISO CERTIFIED.
8. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 OF THE AWS CODE Di.1.
DWG NO.:2876.03 CATALOG NO.:SEE TABLES REV.1
9. ALL COUPLING BOLTS TO BE%"R,SAE J429 GRADE 8 BOLTS,(SAE J429 GRADE 5 IF GALVANIZED). BCALB-0 oRAwuSABv DATE on1v,1 SKEET,oF,
w+1'
NORTHWEST RECEIVED
AUG 172020
ENGINEERING GROUP CITY OFTIGARD
Ms. Carley Davis August 13, 2020
Ram Jack West
862 Bethel Drive
Eugene, OR 97402
Re: Ms. Patrice Richmann
Site Inspection
7117 SW Mapleleaf Ct
Tigard, OR
Dear Ms. Davis,
Per your request, a site inspection and soil borings were performed at the above referenced site
on July 28, 2020. The purpose of the site inspection was to provide consultation regarding the
soil parameters for the proposed deep foundation system. The soil investigation is relatively
conservative and is based on limited surface and subsurface soil observations at the site.
Documents detailing the construction of the residence were not available for review. The
residence is estimated to be approximately twenty-seven (27) years old and for orientation
purposes is assumed to face south.
GEOLOGICAL SETTING AND SOILS
According to DOGAMI, the site exists in an area that is considered to have a low susceptibility to
landslides and is relatively flat.
The geologic setting in this area is comprised of deposits of poorly indurated gray and brown silt
and clay, with some silty fine sand and occasional pebble conglomerate beds (Lower Pliocene)
(USGS National Geologic Map Database). 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
Helvetia silt loam. This soil has a slow infiltration rate and a slow rate of water transmission.
Helvetia silt loam has a moderate shrink-swell potential with Plasticity Index ranging from 8-20.
SOIL OBSERVATIONS
Surface observations are as follows:
• Vegetation around the residence consists primarily of grassy areas with some small to
medium sized shrubs.
• Grade has downward slope from the northeast side to the to the southwest side of the
site. The grades around the residence appear to be relatively flat.
• The soil near the surface was very stiff and dry.
• Pebbles and small gravel were observed on the surface.
• No areas of ponding water were observed.
P.O. Box 10393/Eugene,OR 97440/541,393.7363/WwW.NWENGGROUP.COM
Ms. Patrice Richmann August 13, 2020
Foundation Inspection Page 12
7117 SW Mapleleaf Ct
Tigard, OR
Multiple Dynamic Cone Penetrometer (DCP) tests were performed on July 28, 2020. DCP tests
are used to measure the strength of the in-situ soil and the thickness of the soil layers. DCP is a
hand-held device which consists of two 5/8" dia. shafts coupled near midpoint. The lead shaft
contains an anvil and a pointed tip which is driven into the soil by dropping a sliding 35-lb hammer
contained on the upper shaft onto the anvil. The underlying soil strength is determined by
measuring the penetration of the lower shaft into the soil after each hammer drop, The number of
drops required for a penetration of 4" is then recorded and converted to an equivalent SPT N-
values which is reported on the attached boring log (DC-1).
The first DCP boring extended to a depth of(0'-4") below grade before hitting refusal. The entire
soil profile consists of very stiff material between the surface four inches below grade(0'-4")where
the boring was terminated. The DCP boring log (DC-1) is attached to this report.
The second DCP boring extended to a depth of four feet (4'-0") below grade. There was a small
layer of soft material which exists about one and one-half foot below grade(1'-6"). Other than that
small portion, the entire soil profile consists of very stiff material between the surface and four feet
(4'-0"). Refusal occurred at four feet (4'-0") and the boring was terminated. The DCP boring log
(DC-2) is attached to this report.
RECOMMENDATIONS
It is our opinion that the settlement is the result of improper foundation drainage and/or undersized
foundations.We understand that helical piles are proposed to underpin portions of the north side
of the residence.
A hydraulic torque driver head is used to install the helical pile. Advancement of the pile will
continue until the minimum installation torque is achieved as specified by the torque correlation
method to support the allowable design loads of the structure using a torque factor.
We recommend that the proposed piles achieve a minimum embedment depth of seven (7) feet.
However, it is anticipated the actual pile embedment depth may be greater. The repair work will
not interfere with the existing lateral support conditions. Therefore, there are no lateral design
concerns.
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/" per foot for six
(6'-0)feet. The top soil should extend a minimum of one(1'-0)foot above the bottom of the footing
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 around
the foundation is also important during dry periods to help maintain uniform moisture in the soil.
This report is for the sole use of Ram Jack West and their design consultants for the foundation
repair at the referenced site. Northwest Engineering Group assumes no responsibility or liability
for any engineering judgement, inspection or testing performed by others outside the scope of
this report. Our services do not include any survey or assessment of contamination or potential
P.O. Box 10393/ Eugene,OR 97440/541.393.7363/WWW.NWENGGR0UP.COM
Ms. Patrice Richmann August 13, 2020
Foundation Inspection Page 13
7117 SW Mapleleaf Ct
Tigard, OR
• •
This concludes this report. If I can be of further assistance or sho : .; • PR•
* •uestions
about this report, please do not hesitate to contact me. ,tkG!NFFR 'oy
4
88 •
Sincerely, �. / • .
I G
44
30 ON 4444'
'1E• BTEFF°
EXPiRes: ,/ ZZ
James Hogan, E.I.T. Charles Steffensmeier P.E.
Engineering Technician Civil Engineer
Attachment: Site Plan (SK-0)
Dynamic Cone Penetrometer Test(DC-1)
Dynamic Cone Penetrometer Test(DC-2)
P.O. Box 10393/Eugene,OR 97440/541.393.7363/WWW.NWENGGROUP.COM
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_ _ 71, +/- _ _
PROPERTY
LINEN
DC-2 I
7117 SW SPECIAL INSPECTIONS:
MAPLELEAF CT
SPECIAL INSPECTIONS OF PILE
INSTALLATIONS SHALL BE
C-1 I PERFORMED ACCORDING TO ESR
1854, SECTION 4.3,PARAGRAPH 2.
INSPECTION SCHEDULE SHALL BE
CONSISTENT OF VERIFYING AND
0' DOCUMENTING PILE AND BRACKET
/ I + NUMBERS ON SITE, FOLLOWED BY
/ // '/' o OBSERVATION OF THE FIRST
' �7/// /;/ /;/f/' INSTALLATION'S LOCATION,
/7 // / /-/ I EMBEDMENT DEPTH,AND FINAL
7/; / ' ,/'/, " , INSTALLATION TORQUE VALUE,
/ / CORRELATED TO THE REQUIRED
Q
DESIGN LOAD.ONSITE LOG BOOK
Ill„ 11' +/- I FOR REMAINING INSTALLATIONS
}( 1L WILL BE VERIFIED.A FINAL
I
INSPECTION OF THE INSTALLED
REMAINING PILES AND LOG BOOK
ENTRY DATA WILL BE DOCUMENTED IN A
I BRIEF LETTER SUBMITTED TO THE
\ BUILDING AUTHORITY.
I SPECIAL INSPECTION OF ALL PILES
r-\ - - - I SHALL BE PERFORMED BY
NORTHWEST ENGINEERING GROUP.
59' +/-
i/43/20
,/sp,EDPRope SITE PLAN
,c, NGINFF As'46
TREE PRESERVATION NOTES:
Et '' -- et. 4k 1.ALL HOLES ARE EXCAVATED NEXT TO THE
► •P -i� Zp\A 4, VP STRUCTURE FOUNDATION
SROE STEF00 NORTH 2.THE TOTAL AREA OF EXCAVATED HOLES<25 SOFT
EXPIRES: to ZZ
NORTHWEST PATRICE RICHMANN SHEET:
7117 SW MAPLELEAF CT S K-0
ENGINEERING GROUP TIGARD,OR
P.O. BOX 10393 SCALE: DATE:
EUGENE, OR 97440 (541)393-7363 1/20"=1'-0 08/13/2020
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WILDCAT DYNAMIC CONE LOG Page 1 of 1
North W est Engineering Group
P.O.Box 10393 PROJECT NUMBER: 04117
Eugene,OR 97440 DATE STARTED: 07-28-2020
DATE COMPLETED: 07-28-2020
HOLE#: DC-1
CREW: James Hogan SURFACE ELEVATION:
PROJECT: Patrice Richmann WATER ON COMPLETION:
ADDRESS: 7117 SW Mapleleaf Ct HAMMER WEIGHT: 35 lbs.
LOCATION: Tigard,OR CONE AREA: 10 sq.cm
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY
DEPTH PER 10 cm Kg cm' 0 50 100 150 N NON-COHESIVE COHESIVE
25 111.0 25+ DENSE HARD
28 124.3 25+ DENSE HARD
1 ft 30 133.2 25+ DENSE HARD
2ft
3ft
- im
4ft
5ft
6ft
- 2m
7ft
8ft �/
- 9 ft (9/4vYZ49
pED PROF
FS
- 3 m 10 ft �`g aGINee %y
- lift = G / et
p`F4#1 ar •�4i
410
E STEot,--
12 ft EXPIRES: 1,
- 4m 13ft
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WILDCAT DYNAMIC CONE LOG Page 1 of 1
North West Engineering Group
P.O.Box 10393 PROJECT NUMBER: 04117
Eugene,OR 97440 DATE STARTED: 07-28-2020
DATE COMPLETED: 07-28-2020
HOLE if: DC-2
CREW: James Hogan SURFACE ELEVATION:
PROJECT: Patrice Richmann WATER ON COMPLETION:
ADDRESS: 7117 SW Mapleleaf CI HAMMER WEIGHT: 35 lbs.
LOCATION: Tigard,OR CONE AREA: 10 sq.cm
BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY
DEPTH PER 10 cm Kg cm' 0 50 100 150 N' NON-COHESIVE COHESIVE
- 20 88.8 25 MEDIUM DENSE VERY STIFF
- 20 88.8 25 MEDIUM DENSE VERY STIFF
- 1 ft 25 111.0 25+ DENSE HARD
- 2 8.9 •• 2 VERY LOOSE SOFT
- 10 44.4 •••••....... 12 MEDIUM DENSE STIFF
- 2 ft 17 75.5 21 MEDIUM DENSE VERY STIFF
- 18 79.9 22 MEDIUM DENSE VERY STIFF
- 14 62.2 17 MEDIUM DENSE VERY STIFF
- 3 ft 17 75.5 21 MEDIUM DENSE VERY STIFF
- 1 m 17 75.5 ..........••••••••••• 21 MEDIUM DENSE VERY STIFF
- 30 115.8 25+ DENSE HARD
- 4 ft 30 115.8 25+ DENSE HARD
- 30 115.8 25+ DENSE HARD
- 5ft
- 6ft
- 2 m
- 7ft
- 811 Ip
- 9 ft �ll3fA?�
0. PROFSP
• 5
GIN i
- 3 m 10 ft ��0 -NEF� 0
7
- r 88 PE
- ,t//
- 11 ft 7 vo :�
•e zoo .0
�s�0E ono-
- 1
- 12 ft EXPIRES: b /22
- 4m 13ft
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