APPROVED BLD2024-0555+Architectural_Plan+4.25.2024_9.25.15_AM+4218239APPROVED BY PLANNING
WOLDEN Jun 07 2024
STRUCTURAL
ENGINEERING, LLG
Practical Structural Engineering Solutions
City Of Edmonds
Building Department
Work FOUNDATION REPAIR
------- ---------
Address 18427 79TH PL W
---------------------------
Owner VAAGA
Approved Date,
Building Official
Tim Woken, PE, SE
34930 Hwy 53
Nehalem, OR 97131
(541) 915-6389 cell
(503)368-7962 office
(503)368-7963 fax
fim(aDwofdense. com
April 22, 2024 Permit Number- BLD2024-0555 RECEIVED
Apr 26 2024
— — — —� oNos
OPIINI
Ken Marquardt i Special Inspection: I ALL WORK SUBJECT of X—T—T ES
Ram Jack West I APPROVED
1. Soils as per Geo technical PLANS MUST BE TO FIELD
PO Box 11701 1 Engineer report I INSPECTION FOR
Eugene, OR 974402. installation of the helical ON JOB SITE CODE COMPLIANCE
1 piles and foundation brackets.
'--—-—-— - — - — - —
Re: Foundation Assessment and Repair Recommendations for the Garage and Slab at the
Vaaga Residence at 18427 7 91" Place West in Edmonds, Washington
Dear Ken:
I have prepared a foundation repair and stabilization plan for garage and concrete slab at Vaaga
Family Residence at 18427 79th Place West in Edmonds, Washington per your offices' recent
request. The purpose of the repair plan was to provide the necessary information needed to
properly lift and stabilize the settled left rear or northeast comer of the garage and concrete floor
slab for the two-story split-level house. The northeast comer of this two -car garage has settled
by up to 2-inches relative to the south side of the garage. i have determined that the settled
foundation for the structure can be lifted and permanently stabilized with six (36 helical piers
and foundation brackets along the east and north sides of the garage.
The residence was built on this slightly sloping residential property in 1962 based on available
online information. The home is roughly rectangular and is about 54-feet wide from north to
south and 24-feet deep which includes the two -car garage at the north half of the lower level.
The settlement is probably due to undersized footings or possibly from downspout drainage at
the corner which softens bearing soil under the foundation. There could also be poorly
compacted soil or shallowly placed footings.
View of the House and Garage from the West
View at the North Side Wall
I recommend that the settled portion of the structure be supported on a total of six (6) helical
piers with either the standard or modified 4038 brackets or the low profile 4036 foundation
brackets depending on how deep the bottom of the foundation is from grade. I have also shown
the addition of sections of steel angle on top of the foundation support brackets. The angles will
help to increase the area of lift and support the foundation under the cracks such as the one in
the photos below as it is unlikely there is rebar in the foundation. There with be three piers
under the left or north side wall and three at the rear wall under the stemwall shown below.
Once the piers are installed the east and north sides of the garage, the walls and foundation
should be lifted to match the slab elevation at the center of the garage. This will probably at
least 1 inch and up to 1 `/2 inches at the rear left comer. The piers will ensure that this portion of
the structure is permanently stabilized.
The pipe pier shafts will be supperted for their full length against buckling. They will be installed
in gravelly alluvium soil that has no acidic conditions that would deteriorate the steel piers. I
anticipate that a hard bearing layer is probably present about 25 to 30 feet below the footings
based on this being mostly bar run gravel soil. I have calculated that the pressure used to drive
the piers should be at least 10,000 pounds of equivalent torque capacity. I used a live loading
of 25 psf snow loading on the roof and 50 psf on the garage floor slab with dead loading
consistent with the materials used.
Once the foundation is lifted to maximum practical recovery the I have shown the injection of an
expansive polyurethane fill to be injected under the slab to fill any voids created by the lift. The
filler will also help lift the slab to roughly'/z inch relative to the south edge of the floor slab.
In conclusion, I found that the garage side and rear walls for the Vaaga residence at 18427 791J'
Place West in Edmonds, Washington can be lifted and stabilized with six helical piers. Please
refer to my attached repair plan and details. I have enjoyed working with you on this project. If
you have any additional questions, comments, or concerns please feel free to call.
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EXP IRGS 6 79L�-�
SITE PLAN - Foundation Repair for Vaaga Garage at 18427 79th PI West,
Edmonds
0 56 113 Feet
4/22/2024 U
Snohomish County
Assessor wall biyyvcaa,
Legend
Parcel
Recent Sales 2024
Recent Sales 2023
Recent Sales 2022
City Boundary
Cointy Park
National Forest
Water
Street Types
Irterstate
State Route
Local Read
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may apply "On are not daplged hargn. STohcmiah Coolly makes ow —'al on or
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OLDEN
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PractcW strwuras Engirmering
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NOTES: UNLESS OTHERWISE SPECIFIED
3 1/2' O.D. SLEEVE
(FY=MIN. 85 KSI)
FASTENING STRAP WI
1 ` DIA. ALL THREADS
AND NUTS
in*
3 1/2' 3 1/8"
TOP VIEW
U
u,
N
FRONT VIEW
3 1/2" DIA. BRACKET SLEEVE
3/8° BRACKET SEAT- ,
NOTES:
1. POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC-ES AC
228
3. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN
QUALITY CONTROL FOR ALL MATERIALS AND MANUFACTURING
PROCESSES.
4. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5
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
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.
8, RAM JACK ESR-1854 FOR ALLOWABLE VALUES AND/OR CONDITIONS OF
USE CONCERNING MATERIAL PRESENTED IN THIS DOCUMENT.
MMJACK'
IL
w
SIDE VIEW
UNLESS OTHERWISE SPECIFED
• DIMENSIONS ARE IN INCHES
• TOLERANCES: ANGLE *1'
3 PLACE DECIMALS t .010
2 PLACE DECIMALS t .02
• REMOVE ALL BURRS AND SHARP EDGES
• PARENTHETICAL INFO FOR REF ONLY
tD.31? i
sn3 —
MAWM 09-10-19
HOLE TOLERANCES
013 128 .251
THRU_A0i THRU±q THRU±
.125 .230 .500
.501 THRU aAN -151 1 ♦.010 TH�RI1.tI f.012
--- A01 --- m — RU m1
Ow
APMR DARIN W
Iss m
FEV
BKT
ure led
2 7/8" DIA. HELICAL PILE
(REF. PILE SPECIFICATION
FOR HELIX CONFIG.)
TYP. INSTALLATION
SCALE: 1 0=1
THIS DRAWING AND ITS CONTENTS ARE
CONFIDENTIAL AND THE EXCLUSIVE PROPERTY
OF RAM JACK SYSTEMS DISTRIBUTION, U.C.
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.
1 1 11/2"0'
RD.3177 HELICAL PILE BRACKET
No
NOTES: UNLESS OTHERWISE SPECIFIED lNo I I ure led
1'-4 1 /2"
A
cV
rn
1 /2" O.D. SLEEVE
Y-MIN, 65 KSI)
BACK PLATE TALL---'-"""'
0
4 1/2" BRACKET SL""`
3/8" BRACKET SEAT
FASTENING STRAP WITH
i" DIA. ALL THREADS cc
AND NUTS
NOTES:
1. POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC—ES AC
228
3. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECONIZED WRITTEN
QUALITY CONTROL FOR ALL MATERIALS AND MANUFACTURING
PROCESSES.
4. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 ,
OF THE AWS CODE 01.1. oc
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
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.
6. RPM JACK ENGINEERING HANDBOOK FOR ALLOWABLE VALUES AND/OR
CONDITIONS OF' USE CONCERNING MATERIAL PRESENTED IN THIS DOCUMENT. J I U t V I t W
,q)RAMJACK
UNLESS OTHERWISE SPECIFED
• DIMENSIONS ARE IN INCHES
• TOLERANCES: ANGLE *1'
3 PLACE DECIMALS t .010
2 PLACE DECIMALS t .02
• REMOVE ALL BURRS AND SHARP EDGES
• PARENTHETICAL INFO FOR REF ONLY
HOLE TOLERANCES
.013 .126 .251
THRU ±:00_ 4 THRU +'00 THRU +'000e
.125 .250 .500
THRU .501 +'� 3,911 THRU +.ow THRU +.012
_-- -.001 - _-- -.001 ---_-.001
iz
FRONT VIEW
3 1/2" 1
SLEEVE
2 7/8" DIA. t
HELICAL PILE
TYP. INSTALLATION
SCALE: 1 "=1 '
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
0- WRITTEN CONSENT OF RAM JACK SYSTEMS
DISTRIBUTION, LLC. ALL RIGHTS RESERVED
11UNDER COPYRIGHT LAWS.
4036313 / 4039.1 BRACKET
10-16-08
DARIN WILLIS
DARIN WILLIS
1 OF 1 1" = 1'-0
JOSH SANDERS
4036 TB / 4039.1
HELICAL PILE BRACKET
WG N0
2.875"0 HELICAL PILES AND ANCHORS - UPSET CONNECTION
"A"
LEAD SECTION
LEAD SECTION TABLE
CAT. #
"A"
"B"
"C"
"D"
6125
5-0
8"
6140
5'-0
8"
10"
6142
5'-0
10"
12"
6143
T-0
10"
12"
6147
7'-0
8"
10"
12"
6148
7'-0
10"
12"
14"
6188
10'-0
10"
12"
14"
* MULTI -HELIX ARE SPACED 3 DIAMETERS
OF THE LOWEST HELIX,
NOTES:
6„
00 00 rC
"A„
HELIX EXTENSION
HELIX EXTENSIONS
CAT #
"A"
"B"
8605-8
T-0
8"
8605-10
5'-0
10"
8605-12
5-0
12"
8607-10
7'-0
10"
EXTENSIONS
CAT #
"A"
8602
2'-0
8605
5'-0
8607
7'-0
8610
10'-0
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 2Z/" 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 /8" 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
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 Y4" O, SAE J429 GRADE 8 BOLTS.(SAE J429 GRADE 5 IF GALVANIZED).
EXTENSION
MECHANICAL TORQUE RATING - 7,500 FT -LB
ULTIMATE CAPACITY (TENS/COMP) - 67.5 KIP"
ALLOWABLE CAPACITY (TENS/COMP) - 33.8 KIP`
*BASED ON A TORQUE FACTOR (Kt) = 9
32
CO N
%" 0 HOLES TO
ACCEPT %4" 0
THRU BOLTS
27/ " O.D PILING
CONNECTION
DETAIL
�� RJACK
I DVIG. NO.: 2875.03 1 CATALOG NO.: SEE TABLES I REV_ 1 1
3/4"= 1'-0 I SA I DATE: 07/11/14 1 SHEET 1 OF 1
OLDEN
�.,TREIvTURAL
�.NGINFERING, LLO
Praciica! Structurei Enginewing
Ttm Wa en, PE, SE
Nertai-em, OR 97131
(541) 915.6389 cog
(5M) 368-7982 office
96
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Project: �a o gTj q l !
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ESR-1854 1 Most Widely Accepted and Trusted
TABLE 1-FOUNDATION STRENGTH
0 OC> Page 9 of 18
NGS OF BRAC': ETS' I QUMM V/2 Vs�
PRODUCT
NUMBER
DESCRIPTION
PILING DIAMETER
(inch)
ALLOWABLE CAPACITY
(kips)
Compression
Tension
Lateral
4021A
Side load bracket
27/e
33.651.5
See Table 3A
Note 6
4021.55
Side load bracket
31/2
',5
See Table 3A
Note 6
4038.1
Side load bracket
27/8
19.701-5
See Table 3A
Note 6
4039.1
Side load bracket
27/8
32.0T 5
See Table 3A
Note 6
4075.1
New construction
27/8
See Table 313
See Table 3C
1.492,5
4077.1
New construction
4'/2
See Table 313
See Table 3C
2.9842,5
4079.1
New construction
27/8
See Table 3B
See Table 3C
1.4925
4076
New construction
3% (upset)
See Table 3B
See Table 3C
2.032.5
3% (threaded)
See Table 3B
See Table 3C
2.792.5
4093.1
Slab bracket
2%
See Table 5
N/A
N/A
4550.2875.1
Tieback assembly
27/8
27.9 @ 20° angle (tension only)4,5
27.6 @ 30" angle (tension only)45
For SI: 1 inch = 25.4 mm, 1 kip (1000 Ibf) = 4.48 kN.
'Load capacity is based on full scale load tests per AC358 with an installed 5'-0" unbraced pile length having a maximum of one coupling per
2018, 2015, 2012 and 2009 IBC Section 1810.2.1 and 2006 IBC 1808.2.9.2. A 4-foot4ong guide sleeve must be installed at the top of the shaft
as required in Figures 3, 5 and 7. Side load bracket must he concentrically loaded. Side load bracket plate must be fully engaged with bottom
of concrete foundation. Only localized limit states such as mechanical strength of steel components and concrete bearing have been
evaluated.
'Lateral load capacity is based on lateral load tests performed in firm clay soil per Section 4.1.1 of this report. For any other soil condition; the
lateral capacity of the pile must be determined by a registered design professional. The bracket must be installed with minimum embedment
of 3 inches when measured from the bottom of the concrete foundation to the bottom of the bracket plate. Minimum width of footing must be
12 inches.
'The capacities listed in Table 1 assume the structure is sidesway braced per 2018, 2015, 2012 and 2009 IBC Section 1810.2.2 and 2006 IBC
Section 1808.2.5.
'Tieback assemblies must be installed in accordance with Section 4.2.5 of this report_ Only localized limit states such as mechanical strength
of steel components and concrete bearing have been evaluated. The tieback assembly must be installed to support a minimum 6-inch-thick
concrete wall. Two through bolts are required for connection between bracket sleeve and helical shaft Botts must be 3/4-inch diameter
complying with ASTM A325 and installed snug -tight with threads excluded.
'The tabulated values are based on installation with normal -weight concrete having a minimum compressive strength of 2500 psi (17.23 MPa).
qhe lateral load capacity of the side -load brackets must be designed by a registered design professional in accordance with Chapter 18 of the
IBC.
N/A = not applicable.
TABLE 2-MECHANICAL PROPERTIES AFTER CORROSION LOSS IN STEEL THICKNESS OF
2.875-INCH- , 3.54NCH-, AND 4.5-INCH-DIAMETER HELICAL SHAFTS'
MECHANICAL PROPERTIES
SHAFT DIAMETER
(inch)
2.875
3.5
4.5
Steel Yield Strength, Fv (ksi)
65
65
65
Steel Ultimate Strength, F. (ksi)
80
76
76
Modulus of Elasticity, E (ksi)
29,000
29,000
29,000
Nominal Wall Thickness (inch)
0.217
0.254
0,237
Design Wall Thickness (inch)
0.1758
0.2102
0.1944
Outside Diameter (inch)
2.8490
3.4740
4.474
Inside Diameter (inch)
2.4974
3.0536
4.085
Cross Sectional Area (inch2)
1.48
2.16
2.61
Moment of Inertia, I (inch4)
1.32
2.88
6.00
Radius of Gyration, r (inch)
0.95
1.16
1.51
Section Modulus, S (inch')
0.93
1.66
2.68
Plastic Section Modulus, Z(inch')
1.26
2.24
3.56
For SI: 1 inch = 25.4 mm; 1 ksi = 6.89 MPa, 1 ft-Ibf =1.36 N-m; 1 Ibf =4.45 N.
- 'Dimensional properties are based on powder cued steel losing 0.0264nch steel thickness as indicated in Section 3.9 of AC358 for a 50-year
service life.