Plans NORTHWEST RECEIVED
• JUL 3 0 2020
ENGINEERING GROUP CITY OF TIGARD
DUILDINE'1 DIVfofON
Ms. Carley Davis July 24, 2020
Ram Jack West
862 Bethel Drive • .
Eugene, OR 97402 - CITY OF TIGARD .
OFFICE COPY REVIEWED FOR ODE COMPLIANCE
Re: Mr. Steve Everton Approved: [
Site Inspection OTC: [
13737 SW Benchview Terrace
Tigard, OR Permit#: mem-[' j 007-5
Approved plans Address: t31 1 ivil J .GLJ'laws
Suite #:
Dear Ms. Davis, :hall be on inh '` Vtilzaz_e.
B � Date:
Y-;
Per your request, a site inspection was performed at the above residence on July 21, 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-four (24) years old and for
_ _-.....suieniat' s-is.assu ned.4e-_fare south.
..SPECIAL INSPECTION REQthKi) : AL!DITY OF PERMIT
State of Ore-on Struc v �. ,SUANCE OF A PERMIT
`: BAD' DON CONSTRUCTION
0 Concrete and Relnforcin _ , f De UMENTS AND OTHER
�t DAT, SHALL NOT PREVENT
0 Bolts Installed in Concr= y. � THE;CODE OFFICIAL FROM
` `` ,s;. n REQUIRING THE CORRECTION
• i7 pedal Moment-i2eslsti ! f f i �r' ,' 44, PiF,ERRORS.ORSC 106.4
ID R':?nforcing Steel &Pre- -- �' _ ' # $ ' `'- 4, -
- II
111
•
f 0 Structural Welding - ..� ;" 4'
s' High-.r8rangth Bolting � . �_ • ., - ,
+ V Structural Masonry ,,,.• , .,, .`..
1 ❑ Reinforced Gypsum CJ LIABILITY
1 0 insulating Concrete Fill -'.
•
❑ Spray Applied Fire-Reel �+ }i Y of Tigard and its
I yeas shall not be
71 Pilings, Drilled Filers an -orcx pie for discrepancies
.--t+' '► whlrn may appear hereino
0 Shotcrete
❑ Special Grading, Excavation and Filling
i Image 1: Front Elevation
s ❑ Smoke-CoM1@,C6 is a three-story wood framed structure. The residence has wood and masonry brick
siding covering the exterior walls. The foundation of the residence is a wood floor system
O Other Insped by.p ers-ar4.00ncrete beams. The roof consists of composite asphalt shingles and has
fain 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 north deck foundation. The assessment of the
foundation system in all other areas except for the wooden deck is out of the scope of this report.
P.O. Box 10393/ Eugene, OR,97440/541.393.7363/ www.NWENGGROUP.coM
Mr. Steve Everton July 24, 2020
Foundation Inspection Page 12
• 13737 SW Benchview Terrace
Tigard, OR
OBSERVATIONS
Vegetation around the deck consists primarily of grassy and mulch covered areas with some small
to medium shrubs. The residence does appear to have a sprinkler system on the south side of
the residence. The surface grades on the north, east, and west sides of the residence appear
adequate to drain water away from the foundation. The surface grades on the south side of the
residence appear to be negatively sloped toward the foundation. No areas of ponding water were
observed on any side 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 sloping deck floor and deck columns out of plumb
Relative deck elevations were taken by NW Engineering Group. The floor elevations were taken
on July 21, 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 wooden
deck. Negative elevations referenced are below the basepoint, and positive elevations are higher
than the basepoint. The lowest point was recorded in multiple locations along the north exterior
perimeter of the wooden deck. The high point was recorded in multiple locations along the south
side of the deck along the residence exterior wall. The elevation differential between the low and
high points of the deck was found to be about 4 'A inches. These elevations are shown on the
attached Foundation and Elevation Assessment Plan (SK-1).
RECOMMENDATIONS
I recommend a total of four(4) helical steel piles and four(4) helical steel tiebacks be installed at
the wooden deck. 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 and tieback systems should have a minimum allowable working load of 10 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%" 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
Mr. Steve Everton July 24, 2020
Foundation Inspection Page 1 3
13737 SW Benchview Terrace
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.
*JO
Sincerely,
•S�agO PRO/rSe.
*GtNE 4 o
1i 88'. PE 7.
I044.30.2 4�
OE STEFF�
ExPIRES: bV.3d/LZ
Sean Morrison 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 and Tieback 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. 10393/ Eugene, OR, 9 440/541.393.7363/WWW.NWENGGROUP.COM
SW BENCHVIEW TERRACE
94' +/-
-
ENTRY + I
N I
10.8' +/-
13737 SW BENCHVIEW TERRACE
I '
\_
I �
AREA OF N SPECIAL INSPECTIONS:
WORK ° SPECIAL INSPECTIONS OF PILE
INSTALLATIONS SHALL BE
PERFORMED ACCORDING TO ESR
1854, SECTION 4.3, PARAGRAPH 2.
INSPECTION SCHEDULE SHALL BE
CONSISTENT OF VERIFYING AND
PROPERTY DOCUMENTING PILE AND BRACKET
NUMBERS ON SITE, FOLLOWED BY
OBSERVATION OF THE FIRST
INSTALLATION'S LOCATION,
EMBEDMENT DEPTH,AND FINAL
INSTALLATION TORQUE VALUE,
i CORRELATED TO THE REQUIRED
DESIGN LOAD. ONSITE LOG BOOK
FOR REMAINING INSTALLATIONS
WILL BE VERIFIED.A FINAL
INSPECTION OF THE INSTALLED
I REMAINING PILES AND LOG BOOK
DATA WILL BE DOCUMENTED IN A
BRIEF LETTER SUBMITTED TO THE
BUILDING AUTHORITY.
96 SPECIAL INSPECTION OF ALL PILES
ki-
lam () SHALL BE PERFORMED BY
/�`/ SITE PLAN NORTHWEST ENGINEERING GROUP.
•CtL 0 PROF,.
ve
� IN EA. S�Oy
TREE PRESERVATION NOTES:
tt-
88 .
1.ALL HOLES ARE EXCAVATED NEXT TO THE
/'ONIf`v NORTH STRUCTURE FOUNDATION
2.THE TOTAL AREA OF EXCAVATED HOLES<25 SOFT
'30 20�b y��
°pe BTOO'� NORTHWEST STEVE EVERTON SHEET:
EXPIRES: 13737 SW BENCHVIEW TERR. 5 -0
ENGINEERING GROUP TIGARD, OR
P.O. BOX 10393 SCALE: I DATE:
EUGENE, OR 97440 .541! 393-7363 1/30 1'-0 07/24/2020
2ND FLOOR
WOODEN
DECK
EXISTING 13'-0' 13'-0" 13'-0"
6x12 TIMBER
BEAM \ _ _
01 02 03 04®1
-2Y2" T-4Yz 4Y2" -4Y" 1 I 3RD FLOOR
I , T1 -1 %" T2 -2Y2" T3 3" T4 -�—WOODEN
DECK
0"
i
0, +y" 0„ +y„
l
AC
3-CAR
GARAGE
ENTRY—\\
I I
"".COVERED
PATIO
FOUNDATION & ELEVATION ASSESSMENT PLAN
i NORTH
4.0 D PROpFS
wee �G%N S/°9 LEGEND
/ 3 " ---- FLOOR ELEVATIONS TAKEN BY NWEG ON 07/22/2020
. +'; � � ® ---- HELICAL STEEL PILE (10 KIP CAPACITY)
F�IFy ' 30.953 5sr ---- HELICAL STEEL TIEBACK(10 KIP CAPACITY)
DOE STE0°.‘
EXPIRES: Iwo"' NORTHWEST STEVE EVERTON SHEET:
k/)/ 13737 SE BENCHVIEW TERR.
ZZ ENGINEERING GROUP TIGARD, OR SK-�
P.O. BOX 10393 SCALE: DATE:
EUGENE, OR 97440 (541 i 393-7363 3/32"= 1'-0 07/24/2020
--. (2) 1"0 ASTM-A36
ALL-THREAD
STANDARD
FASTENING
STRAP
- FASTENING
APPROXIMATE EXTERIOR GRADE STRAP w/
ELEVATION, SOIL OR CONCRETE GUSSETS
PAVING. (VERIFY EXACT CONDITIONS _
IN FIELD) �" TYP
in
0 1 X" 0 ASTM-A36
EXISTING 6x6 It) ( ALL-THREAD
TIMBER COLUMNNNN 3Y"0 SLEEVE WITH
%4"0 SAE J429 GRADE 8
THRU BOLT
f3 MAX. TIEBACK ASSEMBLY
ole
• CHIP-OUT POCKET IN EXISTING
�- FOOTING FLUSH WITH FOUNDATION
/� WALL. POCKET WIDTH SHALL
EXISTING FOOTING C . ! APPROXIMATELY MATCH BRACKET
(VERIFY DIMENSIONS I WIDTH. (IF APPLICABLE)
IN FIELD)
EXTENT OF EXISTING
FOOTING BEYOND
2 W HELICAL TIEBACK
(REF.TABLE 1 /REF. SK-1 BRACKET MUST SUPPORT THE
FOR LOCATION) I - BOTTOM OF THE FOOTING AND SHALL
w, NOT RELY ON POST-INSTALLED
- ANCHORS FOR GRAVITY SUPPORT
TIEBACK
° ' ASSEMBLY
I TABLE 1
�1 PILE MIN.
`\ ITEM BRACKET PILE HELIX SERVICE INSTALL.
DIA. CONFIG. LOAD TORQUE
HELICAL PILE(REF.TABLE 1) (KIPS) (FT_
LBS)
ae'd PILE 4038 2 Ye" 10" 10 2,300
1 N F4 �:py TIEBACK 2�" 10 2,300
`
' au. PE I
i
A oj!ft. . - r 4. TYPICAL HELICAL PILE DETAIL
"I �
�0 , 20'�° '`�Vr @ EXTERIOR GRADE BEAM
5
DOE BTEFFta EXPIRES: 11,0/2/ NORTHWEST STEV SHEET:
SW BENCHVIEW TERR.
TIGARD, OR SK-2
ENGINEERING GROUP
P.O. BOX 10393 SCALE: DATE:
EUGENE, OR 97440 541)393-7363 3/4"= 1'-0 07/24/2020
NORTHWEST PILE CALCULATION Date: 7/24/2020
, ENGINEERING GROUP Designer: Charles Steffensmeier, P.E.
P.O. Box 10393 Project: Steve Everton
Eugene, OR 97440 13737 SW Benchview Terrace
Tigard, OR /d
Design Loads: 400 PRop4.
s
Dead: �� °aGINF6R soy
Roof= 0 psf e;,., 7r
Third Floor= 0 psf
Second Floor= 15 psf r" 4 4 i • ON a
First Floor= ]5 psf
i �30 20�a 0Y
Walls= 0 psf o f 8TE1Ft"'
EXPIRES: J
Live:
*Roof snow= 0 psf
*Roof live= 0 psf
Third Floor= 0 psf
Second Floor= 40 psf
First Floor= 40 psf
*(the greater of the two)
Vertical Design Loads:
Tributary Widths:
Roof= 0 ft » plf
Third Floor= 0 ft 0 plf
Second Floor= 8 ft » plf
First Floor= 5 ft » pif
Walls= 0 ft » pif
Foundation self-weight= » pif
1 DL pif
Live:
Roof= ft » plf
Third Floor= ft » plf
Second Floor= ft » pif
First Floor= ft » pif
2 LL pif
(without roof LL) I LL plf
ASD Loads:
Load,w2= EDL+ELL plf (comb.#2 -without roof LL)OR
Load, wa=EDL+ ELL(0.75) pif (comb.#4-with roof LL)
Max. load w ASD= plf
Page 1
NORTHWEST PILE CALCULATION Date: 7/24/2020
ENGINEERING GROUP Designer: Charles Steffensmeier, P.E.
Pile spacing(6) = 13 ft= in
Pile Working Loads:
Pile Service Load, Pit= lbs (wall load x pile spacing)
Pile Ultimate Load, PuLT = lbs *safety Factor of 2 Applied
Minimum pile installation torque
Q at'
Tmin — Kr
Required ultimate soil capacity(Quit)= lbs
Pile 0= 2 7/8"
Torque factor(Kr)=
Minimum pile installation torque, (Tm;")= ft-lbs
Bracket= 4038
Bracket Allowable Capacity= 19,700 lbs
Page 2
Rev Revision note Date SIgnat Check
NOTES: UNLESS OTHERWISE SPECIFIED No ure ed..
i
1R
e uu
1'-3 1/2"
Ili
/
3 1/2" O.D. SLEEVE
(FY=MIN. 65 KSI) \ I
I { m- .. ________] 0
4I �n LIIIb I ,{ ,,�n
'11111111141 'I
I { {I f
—L� 7?FASTENING STRAP WITH ! 1 IIo 1" DIA. ALL THREADS i {1 I I
AND NUTS { jI
� I
!! !i I
tI ui I tLf
2 7/8" DIA. HELICAL PILE
\ 't `'r'` \ 4107.78
„/2 3" 3 12 FRONT VIEW
igilui
/ 10" / 3 1/2" DIA. BRACKET SLEEVE 1111111
TOP VIEW 3/8" BRACKET SEAT A
NOTES. -
1. POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC-ES AC r
228 M ,� �I{{.
3. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN Co �11I
QUALITY CONTROL FOR ALL MATERIALS AND MANUFACTURING LLLRIII I{�ill
PROCESSES. 11 D -aus
TYP. INSTALLATION r.
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, I
BRACKET, PIER SHAFT. HELICAL PLATE, AND BEARING STRATA, AS WELL u5 { I
AS THE STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND ITHIS DRAWING AND ITS CONTENTS ARE
THE QUALITY OF THE INSTALLATION OF THE PILE. YOUR ACHIEVABLE CONFIDENTIAL AND THE EXCLUSIVE PROPERTY
CAPACITY COULD BE HIGHER OR LOWER THAN THOSE LISTED DEPENDING c.V I I OF RAM JACK SYSTEMS DISTRIBUTION, LLC.
ON THE ABOVE FACTORS. NO PUBLICATION. DISTRIBUTION OR COPIES
MA6. RAM JACK ENGINEERING HANDBOOK FOR ALLOWABLE VALUES AND/OR WRITTEN YBE MADEH EWIT THOF OUT THHE>EXPR EDAs
CONDITIONS OF USE CONCERNING MATERIAL PRESENTED IN THIS DOCUMENT. SIDE VIEW DISTRIBUTION. LLC. ALL RIGHTS RESERVED
UNDER COPYRIGHT LAWS.
UNLESS OTHERWISE SPEWED
• DIMENSIONS ARE IN INCHES
FEE
NO SHEET tt
• TOLERANCES: ANGLE t1' 4038 PILE BKT. 2 OF 7 /2"-1
3 PLACE DECIMALS t .010 SEEE A-SIZE TITLE BLOCK
RA1IIIJAC1( 2 PLACE DECIMALS t .02
,0)
• REMOVE ALL BURRS AND SHARP EDGES
pRAyA1 10-2-08 CHARLES T.MARVIN
• PARENTHETICAL INFO FOR REF ONLY
HOLE TOLERANCES ow DARIN WILLIS
.013 .„ , .128 ... .261 +ooe ASPR. DARIN WILLIS
7HRUmi THRu;661 TNRU:UU1 KSIIER 4038 HELICAL PILE BRACKET
.125 .250 .500
501 751 +OtU 1.001+o1s REY WO NO
+
THRU-Poi TNRU-AM.750 1.000 2.000 4 0 3 8-0 2-0 7
IVOld10
2 . 875"0 HELICAL PILES AND ANCHORS - UPSET CONNECTION
B t �(TYP.) ,
71 : � �ri1 m � __
11 00 00� � o0 00 �, ,, ___ oo .
11
I IT
A"
l
LEAD SECTION HELIX EXTENSION EXTENSION
MECHANICAL TORQUE RATING - 6,000 FT-LB
LEAD SECTION TABLE HELIX EXTENSIONS ULTIMATE CAPACITY(TENS/COMP) - 54.0KIP*
CAT.# "A" I "B" "C" "D" CAT# "A" ALLOWABLE CAPACITY(TENS/COMP)-27.0 KIP*
`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"
6143 7-0 10" 12" 8607-10 7'-0 10" 3Y2
6147 7'-0 8" 10" 12"
6148 7'-O 10" 12" 14" EXTENSIONS 1
6188 10'-0 10" 12" 14" m N 1
CAT# "A" --9- I e"0 HOLES TO
*MULTI-HELIX ARE SPACED 3 DIAMETERS 8605 5'-0 ) ACCEPT/4"0
OF THE LOWEST HELIX. 8607 7'-0 ( THRU BOLTS
8610 10'-0 I 1
I
NOTES : I I 27A"O.D PILING
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 D1.1.
DWG.NO.:2075.03 CATALOG NO.:SEE TABLES REV.1
9. ALL COUPLING BOLTS TO BE "4, SAE J429 GRADE 8 BOLTS.(SAE J429 GRADE 5 IF GALVANIZED). scALE ORAWN By ��: umvu aNEFT1 OF 1
3d4'"T-0 SA