APPROVED PLANS 4.27.20 (2)NORTHWEST
ENGINEERING GROUP
Ms. Carley Davis
Ram Jack West
862 Bethel Drive
Eugene, OR 97402
Re: Ms. Catherine Ross
Site Inspection
19608 88t' Ave W
Edmonds, WA
Dear Ms. Davis,
April 9, 2020
Per your request, a site inspection was performed at the above residence on March 31, 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 fifty-eight (58) years old and for
orientation purposes is assumed to face east.
Image 1: Front Elevation
The residence is a one-story wood framed structure. The residence has wood and brick 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 the east and west sides of the residence. Removal of any floor or wall coverings to inspect for
cracking was beyond the scope of this investigation.
P.O. Box 10393/ Eugene, OR, 97440/ 541.393.7363 / WWW.NWENGGROUP.COM
Ms. Catherine Ross April 9, 2020
Foundation Inspection Page 12
19508 88th Ave W
Edmonds, WA
GEOLOGICAL SETTING AND SOILS
The geologic setting in this area is comprised of deposits of clay, silt, and sand defined as Vashon
Till deposits of the Pleistocene (USGS National Geologic Map Database). It is our opinion that
the settlement is a result of improper foundation drainage 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
OBSERVATIONS
Vegetation around the residence consists primarily of grassy areas with small to medium shrubs.
The residence does not appear to have a sprinkler system. The surface grades on all sides of the
residence appear relatively flat. Area of ponding water were observed on the east and west sides
of the residence. The areas of ponding are shown on the attached Foundation and Elevation
Assessment Plan (SK-1).
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 grade beam cracks, doors out of plumb, and sloping floors.
Relative floor elevations were provided by Ram Jack West. The floor elevations were reportedly
taken on March 27, 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 northwest corner of the
residence. Negative elevations referenced are below the basepoint, and positive elevations are
higher than the basepoint. The lowest point was recorded near the southwest corner of the
residence. The high point was recorded along the north exterior wall of the residence. The
elevation differential between the low and high points of the residence was found to be about 2 %
inches. These elevations are shown on the attached Foundation and Elevation Assessment Plan
(SK-1).
RECOMMENDATIONS
I recommend a total of seven (7) 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 10.7 kips and be capable of uniformly raising the foundation
as applicable. The minimum installation torque is 2,400 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.
P.O. BOX 10393/ Eugene, OR, 97440 / 541.393.7363 / WWW.NWENGGROUP.COM
Ms. Catherine Ross April 9, 2020
Foundation Inspection Page 13
19508 8V1 Ave W
Edmonds, WA
The landscape grades should slope away from the foundation at a minimum of Y2" per foot for six
(6'-0) feet. The top soil should extend a minimum of one (V-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.
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,
1410
]DE STEpp
wC A -
WA
.� c
m
v �
3jO rAL
James Hogan, E.I.T. Charles J. 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
120.2
APPROVED �
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
91.5' +/-
PROPERTY
LINE
93.5 +/-
SITE PLAN
ENTRY
19508 88TH
AVE W
SI Report required
for this project
I
i
CITY OF EDMONDS
BUILDING DIVISION
APPROVED PLAN
City Of Edmonds
Building Department
work Foundation Repair
Address 19508 88th Ave. West
Owner Ross, Catherine
Approved Date 4/27/2020
Building Official LFcrysAyyeELjc
Permit Number BLD2020-0400
TREE PRESERVATION NOTES:
1. ALL HOLES ARE EXCAVATED NEXT TO THE
STRUCTURE FOUNDATION
NORTH 2. THE TOTAL AREA OF EXCAVATED HOLES < 25 SQFT
NORTHWEST
ENGINEERING GROUP
P.O. BOX 10393
EUGENE, OR 97440 54� 1) 393-7363
CATHERINE ROSS
SHEET:
19508 88TH AVE W
S K - 0
EDMONDS, WA
SCALE:
DATE:
1 /30" =1'-0 04/09/2020
APPROVED WOODEN CONCRETE
DECK PATI01
PLANS MUST BE 2'-0" 8'-o" 8'-0"
ON JOB SITE
05 04
o -1 i2" -2 A"
-1 y"
07
-1"
ELECTRICAL
PANEL
yt6
s'pE S
CO F
wa
of �~Qy�
IT �m
f m
1 Y" GRADE
BEAM CRACK PONDING
WATER
03�--�(Typ)
-1 y" Y" 0"
n.
u-
_1 y„ _1o„ COVERED
GRAVEL
PATIO
ENTRY----4
-Y4" _1„ _1 y„ 4" —*—,CONCRETE
7 PATIO
02 j
e �
y2' -Nz" -Y4" -1" -1 y1'
0
014 y" GRADE
BEAM CRACK 2'-0"
FOUNDATION & ELEVATION ASSESSMENT PLAN
LEGEND
-Y4" - - - - FLOOR ELEVATIONS TAKEN BY RAM JACK ON 3/27/2020
® - - - - HELICAL STEEL PILE (10.7 KIP CAPACITY) I
0 - - - - HELICAL STEEL PILE THROUGH CONCRETE (10.7 KIP CAPACITY)
NORTH - - 6x6x3/8" x 3'-0" ANGLE
NORTHWEST CATHERINE ROSS SHEET:
19508 88TH AVE W S K -1
ENGINEERING GROUP EDMONDS,WA
P.O. BOX 10393 SCALE: DATE:
EUGENE, OR 97440 541 393-7363 1 3/32" = l'-0 04/09/2020
EXISTING FLOOR JOISTS —
BEAR ON FOUNDATION WALL
EXISTING
CONCRETE
FOUNDATION
L 6"x6"x3/" x 3'-0 LONG WHERE
PILE SPACING EXCEEDS 6-0 O.C.
(MAX. PILE SPACING 8'-0 O.C.)
TABLE 1
PILE
HELIX
PILE
MIN.
BRACKET
DIA.
CONFIG.
SERVICE
INSTALL.
LOAD
TORQUE
4038
2 3V"
10"
10.7 KIP
2,400 FT-LBS
y/q10
S E S TFA,
2� of wA�/y oy�
rri
'SAL ENT
EXISTING EXTERIOR
WOOD FRAMED WALL
APPROXIMATE EXTERIOR GRADE
ELEVATION, SOIL OR CONCRETE
PAVING. (VERIFY EXACT CONDITIONS
IN FIELD)
EXTENT OF EXISTING
FOOTING BEYOND
CHIP -OUT POCKET IN EXISTING
FOOTING FLUSH WITH FOUNDATION
WALL AS NEEDED TO INSTALL
BRACKET.
BRACKET MUST SUPPORT THE
BOTTOM OF THE FOOTING AND SHALL
NOT RELY ON POST -INSTALLED
ANCHORS FOR GRAVITY SUPPORT.
HELICAL PILE (REF. TABLE 1)
APPROVED
PLANS MUST BE
ON JOB SITE
TYPICAL HELICAL PILE DETAIL
EXTERIOR GRADE BEAM
NORTHWEST
ENGINEERING GROUP
P.O. Box 10393
Eugene, OR 97440
Design Loads:
Dead:
Roof =
Third Floor =
Second Floor =
First Floor =
Walls =
Live:
*Roof snow =
*Roof live =
Third Floor =
Second Floor =
First Floor =
*(the greater of the two)
Foundation dimensions:
h=
bw =
b=
hf =
Vertical Design Loads:
Tributary Widths:
Roof =
Third Floor =
Second Floor =
First Floor =
Walls =
Foundation self -weight =
Live:
Roof =
Third Floor =
Second Floor =
First Floor =
PILE CALCULATION
Project: Catherine Ross
19508 88th Ave. W
Edmonds, WA
15 psf
0 psf
15 psf
15 psf
12 psf
20 psf
20 psf
0 psf
40 psf
40 psf
24 in
in
12 in
6 in
Date: 4/6/2020
Designer: Charles Steffensmeier, P.E.
y/�1�6
,OE srE,��
wA$y��C 2tS'
m
L�.ng
16 ft
»
pif
0 ft
»
pif
6 ft
»
plf
4 ft
»
plf
18 ft
»
pif
»
plf
DL
plf
ft
»
plf
ft
»
plf
ft
»
pif
ft
»
pif
LL
pif
(without roof LL)
LL
plf
Page 1
NORTHWEST
ENGINEERING GROUP
ASD Loads:
Load, w2 = IDL + ILL
Load, w4 = IDL + ILL(0.75)
Max. load w ASD=
PILE CALCULATION Date: 4/6/2020
Designer: Charles Steffensmeier, P.E.
1194 pif (comb.#2 -without roof LL) OR
1334 pif (comb.#4 -with roof LL)
1334 plf
Angle Cantilevered or Simply Supported? Cantilevered
Concrete Analysis: ACI 318-14
LFRD Loads:
Load, wl_
1111
plf
Load, w2=
1752
pif
Load, w3=
1664
pif
Load, w4=
1312
plf
Max. load w LFRD=
1752
plf
Max. beam span(o =
5
ft =
Mmax = wU*12/8 =
Shear.,, = (1/2)*wu*t=
Foundation Width, bw =
Foundation Depth, d =
Cross Sectional Area, A =
Section Modulus, Sxb =
Gross Moment of Inertia, Ig =
Assumed Conc, f C =
yt =
65.71 in -kips =
4.38 kips
6
22
132
484
5324
2500
11
in
in
m .2
in
in'
psi
in
(comb 1)
(Comb 2)
(Comb 3)
(Comb 4)
60 in
5.48 k-ft
Code Reference
(h-2") ACI14.5.1.7
Foundation Moment & Shear Capacity Per ACI 318-14
Code Reference
Conc Modulus of Rupture,fr=
375
psi
ACI 19.2.3.1
Cracking Moment, Mcr =
15.1
k-ft
ACI 24.2.3.5
Flexure Reduction Factor, (0 =
0.6
ACI 21.2.1
Design Moment, 4)Mn =
6.1
k-ft OK
ACI 14.5.2.1a & 14.5.2.1b
Shear Strength, Vn =
8.8
kips
ACI Table 14.5.5.1
Shear Reduction Factor, (b =
0.6
ACI 22.2.1
Design Shear, 4)Vn =
5.3
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)
Paige 2
NORTHWEST
ENGINEERING GROUP
Max. beam span(j _
Pile spacing (4) _
Angle total length (4 = 4 - 0 _
Angle loads:
PILE CALCULATION Date: 4/6/2020
Designer: Charles Steffensmeier, P.E.
ft = 60 in
ft = 96 in
ft = 36 in
Pile Working Loads:
Pile Service Load, Pn= 10668 Ibs (wall load x pile spacing)
Pile Ultimate Load, PuLT = 21336 Ibs *Safety Factor of 2 Applied
Point load = 3334 lb
Max Load, w' = PTL/4 3556 plf
Angle, Mmax = 6.50 ft-kips
Angle Size: L6X6X3/8
Single And Design - Equal Legs
Given
Mmax = 6.50 ft-k (assumed to be loaded through the centroid
through the geometric axis)
L = 1.5 ft Lateral Unbraced Length
Fy = 36 ksi
Cb = 1
Angle Properties:
t = 0.375 in
b = 6 in
Sx = 3.51 in^3
Design: AISC 14th Edition JASDi
Yielding:
Mn/0 = 113.72 in-k
Lateral Torsional Buckline
Me =
391.0
in-k =
My =
126.4
in-k =
Me
>
My
Mn/0 =
95.14
in-k =
32.58 ft-k
10.53 ft-k
Use Eqn F10-3
7.93 ft-k
Code Reference
AISC (F10-1)
AISC (F10-6a)
AISC (F10-3)
Page 3
NORTHWEST
ENGINEERING GROUP
Leg Local Bucklinit Check
Mn/Cl = 88.576 in-k =
Moment check
PILE CALCULATION Date: 4/6/2020
Designer: Charles Steffensmeier, P.E.
ft-k AISC (F10-7)
Mx/(Mn/0) = 0.881 OK
Shear Check
Angle, Vmax =
5.334 kips
kv =
1.2
b =
6 in
t =
0.375 in
h/tw = b/t =
16
Cv =
1
Vn/f) =
48.50 kips
Vmax/(Vn/f)) =
0.11 OK
Deflection check
Beam El = 3.18E+09 lb-in2
Angle El = 4.47E+08
lb-in2
Angle LL = 1920
pif
Angle Total load = 4036
plf
Angle tip deflection from total load= 0.079
in
Beam deflection from total load = 0.086
in < 0.40 in OK
Angle tip deflection from live load= 0.038
in
Beam deflection from live load = 0.041
in < 0.27 in OK
Minimum rile installation torque
Quia
Tmin
Kr
Required ultimate soil capacity (C,,it) =
2133E Ibs
Pile 0 =
2 7/8"
Torque factor (Kt) =
9
Minimum pile installation torque, (Tmin) =
2400 ft-Ibs
Bracket =
4038
Bracket Allowable Capacity =
19,700 Ibs
Page 4
NOTES: UNLESS OTHERWISE SPECIFIED
1.
3.
4.
5.
3 1/2" O.D. SLEEVE
(FY=MIN. 65 KSI)
FASTENING STRAP WF
1 " DIA. ALL THREADS
AND NUTS
TOP VIEW
►[NIIX.-5
APPROVED
PLANS MUST BE
OB SITE
III ITII II
I
III 1111 II
�i 1_1 l fh
JilI � I
o
Kev
No
r f"1/IA IT \/I r1AI
3 1 /2" DI.
3/8" BRA(
POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC—ES AC
228 K
MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN cc
QUALITY CONTROL FOR ALL MATERIALS AND MANUFACTURING
PROCESSES.
ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5
OF THE AWS CODE D1.1.
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
AS THE STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND
THE QUALITY OF THE INSTALLATION OF THE PILE. YOUR ACHIEVABLE
CAPACITY COULD BE HIGHER OR LOWER THAN THOSE LISTED DEPENDING
ON THE ABOVE FACTORS.
RAM JACK ENGINEERING HANDBOOK FOR ALLOWABLE VALUES AND/OR
CONDITIONS OF USE CONCERNING MATERIAL PRESENTED IN THIS DOCUMENT.
,q) MMJACK'
JIUL VILW
UNLESS OTHERWISE SPECIFIED
• DIMENSIONS ARE IN INCHES
• TOLERANCES: ANGLE t1'
3 PLACE DECIMALS t .010
2 PLACE DEC MALS t .02
• REMOVE ALL BURRS AND SHARP EDGES
• PARENTHETICAL INFO FOR REF ONLY
HOLE TOLERANCES
.013 .126 .251
THRU.00 THRU THRU
THRU+MI
.125 .250 .500 .001
.501 +.o0a .751 +.010 1.001 +.012
THRU _ �1 THRU _ ooi THRU _ aol
.750 1.000 2.000
2 7/8" DIA.
4107.78
NnM4038 PILE BKT. IFscMNo
A -SIZE TITLE BLOCK
WN 10-2-08
:N DARIN WILLIS
R. DARIN WILLIS
TYP. IN`.
SCAL
a
z�ignati un
ure led
THIS DRAWING AND ITS CONTENTS ARE
CONFIDENTIAL AND THE EXCLUSIVE PROPERTY
OF RAM JACK SYSTEMS DISTRIBUTION, LLC.
NO PUBLICATION, DISTRIBUTION OR COPIES
MAY BE MADE WITHOUT THE EXPRESSED
WRITTEN CONSENT OF RAM JACK SYSTEMS
DISTRIBUTION, LLC. ALL RIGHTS RESERVED
UNDER COPYRIGHT LAWS.
2 OF 7 1 11/2"=l'
CHARLES T. MARVIN
4038 HELICAL PILE BRACKET
JG NO
4038-02-07
2.875"0 HELICAL PILES AND ANCHORS - UPSET CONNECTION
"D" /
LEAD SECTION
LEAD SECTION TABLE
CAT. #
"A"
"B"
"C"
"D"
6125
5'-0
8"
6140
5'-0
8"
101,
6142
5'-0
101,
12"
6143
7'-0
101,
12"
6147
7'-0
8"
101,
12"
6148
7'-0
10"
12"
14"
6188
10'-0
10"
12"
14"
* MULTI -HELIX ARE SPACED 3 DIAMETERS
OF THE LOWEST HELIX.
HELIX EXTENSION
HELIX EXTENSIONS
CAT #
"A"
"B"
8605-8
5'-0
8"
8605-10
5'-0
101,
8605-12
5'-0
12"
8607-10
7'-0
10"
EXTENSIONS
CAT #
"A"
8605
5'-0
8607
7'-0
8610
10'-0
NOTES:
1. POLYETHYLENE POLYMER THERMOPLASTIC COATING PER ICC-ES AC 228.(GALVANIZED AND
UNCOATED PILES AVAILABLE UPON REQUEST)
2. LEAD AND EXTENSION SECTION LENGTHS ARE NOMINAL.
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 %" 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
ASSURANCE FOR ALL MATERIALS AND MANUFACTURING PROCESSES.
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.
9. ALL COUPLING BOLTS TO BE %4 0, SAE J429 GRADE 8 BOLTS.(SAE J429 GRADE 5 IF GALVANIZED).
PROVED
PLANS MUST BE
ON JOB SITE
"A"
EXTENSION
MECHANICAL TORQUE RATING - 6,000 FT -LB
ULTIMATE CAPACITY (TENS/COMP) - 54.0 KIP*
ALLOWABLE CAPACITY TEN MP - 27.0 KIP*
*BASED ON A TORQUE FACTOR (Kt) = 9
3/,
I
N
$ I '/8" 0 HOLES TO
l I ACCEPT %4" 0
1 ( THRU BOLTS
I I
I I
2%"O.D PILING
CONNECTION
DETAIL