APPROVED PLN BLD BLD2022-0131+Architectural_Plan+2.1.2022_9.22.15_AM+2653450NORTHWEST
ENGINEERING GROUP
Ms. Carley Davis
Ram Jack West
862 Bethel Drive
Eugene, OR 97402
Re: Mr. Evan Nelson
Site Inspection
20509 78th PI W
Edmonds, WA
Dear Ms. Davis,
The following documentation shall be available on '
site for the building inspector:
■
X❑COE APPROVED ARCHITECTURAL PLAN SET '.
■
❑ COE APPROVED STRUCTURAL PLAN SET
■ ❑COE REVIEWED CALCULATION PACKET
❑ ENERGY CREDIT WORKSHEET
❑ SITE PLAN
❑ CIVIL PLAN i
❑X SITF. PLAN '
■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■
SPECIAL INSPECTION
REQUIRED FOR THIS PROJECT:
1) SOILS
2) INSTALLATION OF HELICAL
PILE
3) INSTALLATION OF BRACKET
FOR FOUNDATION January 27, 2022
REVIEWED
BY
CITY OF EDMONDS!!
�x -
BUILDING DEPARTMENT
..............................................,.
RECEIVED
2/1 /2022
APPROVED
PLANS MUST BE
ON JOB SITE
CITY OF EDMONDS
DEVELOPMENT
SERVICES DEPARTMENT
ALL WORK SUBJECT
APPROVED BY PLANNING
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
Feb 10 2022
Per your request, a site inspection was performed at the above residence on January 19, 2022.
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-nine (59) years old and for
orientation purposes is assumed to face west.
Image 1: Addition Elevation
The residence is a two-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 as well as a conventionally reinforced slab on grade at the addition. The roof
consists of composite asphalt shingles and has rain gutters on the north and south sides of the
residence. The interior walls of the residence are constructed of sheetrock. The interior floor
covering consists of vinyl. 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
Mr. Evan Nelson
Foundation Inspection
20509 78t" PI W
Edmonds, WA
GEOLOGICAL SETTING AND SOILS
January 27, 2022
Page 12
The geologic setting in this area is comprised of deposits of till and outwash clay, silt, sand, and
gravel defined as Pleistocene continental glacial drift (Washington Geologic Information Portal).
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 Alderwood-Urban land complex,
comprised primarily of a gravelly loam. This soil has a moderate infiltration rate and a moderate
rate of water transmission. Alderwood-Urban land complex has a low shrink -swell potential and
is considered non -plastic with a maximum Plasticity Index of 5.
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.
OBSERVATIONS
Vegetation around the residence consists primarily of grassy areas with some small shrubs. The
residence does not appear to have a sprinkler system. The surface grades on the south side of
the residence appear adequate to drain water away from the foundation. The surface grades on
the north, east, and west sides of the residence appears to be relatively flat. No areas of ponding
water were observed on the 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 grade beam cracks, sheetrock cracks, and sloping floors.
Relative floor elevations were provided by Ram Jack West and spot-checked by Northwest during
this investigation. The floor elevations were spot checked 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 addition. Negative elevations referenced are below the
basepoint, and positive elevations are higher than the basepoint. The lowest point was recorded
near the southeast corner of the addition. The high point was recorded at the basepoint. The
elevation differential between the low and high points of the residence was found to be about 1 %4
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 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 12 kips and be capable of uniformly raising the foundation
as applicable. The minimum installation torque is 3,400 ft-lbs.
P.O. BOX 10393/ Eugene, OR, 97440 / 541.393.7363 / U1lwWAIUVENGGROUP.COM
Mr. Evan Nelson
Foundation Inspection
20509 78th PI W
Edmonds, WA
January 27, 2022
Page 13
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'h" 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,
Sean Morrison E.I.T.
Engineering Technician
Akwl
57483
�k';.�
Darin Willis P.E.
Managing Principal
Attachment: Site Plan (SK-0)
Foundation and Elevation Assessment Plan (SK-1)
Ram Jack Helical Pile Detail with 4038 Bracket at Exterior (SK-2)
Driveway slab detail (SK-3)
Footing & Pile Calculations
Ram Jack 4038 Bracket Shop Drawing
Ram Jack 2 7/8" Helical Pile Specification
P.O. BOX 10393/ Eugene, OR, 9744.0 / 541.393.7363 / WWW.NWENGGROUP.COM
COVERED
a + I CONCRETE
= o PATIO
00
I ENTRY
�FWA
t..
57483
20509 78TH PL W
AREA OF
WORK
- -,-
i
115' +/-
SITE PLAN
WOODEN
DECK
I
PROPERTY
LINE
I
0
I
I
CHED
STRUCTURE
TREE PRESERVATION NOTES:
1. ALL HOLES ARE EXCAVATED NEXT TO THE
STRUCTURE FOUNDATION
NORTH 2. THE TOTAL AREA OF EXCAVATED HOLES < 25 SQFT
C
WOODEN DECK
(TO BE REMOVED
AND REPLACED BY
OTHERS)
PATIO
FOUNDATION & ELEVATION ASSESSMENT PLAN
LEGEND
GRADE BEAM
(REFER TO SK-3
DETAIL)
NEW 10' x 36'
CONCRETE
SLAB
(REFER TO
SK-3 DETAIL)
-FLOOR ELEVATIONS TAKEN BY NW ENGINEERING ON 01/19/2022
QPR\� WA H��S ® - - - - HELICAL STEEL PILE (12 KIP CAPACITY)
yQ��' ; icy ❑® - - - - HELICAL STEEL PILE THROUGH CONCRETE (12 KIP CAPACITY)
y ' - - - - 6"x6"x3/8" x 4'-0" ANGLE
57483
�F-/STER�� ���NORTH IkAf EVAN NELSON SHE
FSS/�ELF,�G ��� 20509 78 PL W rlv.
EXISTING
CONCRETE
SLAB
L 6x6x%" x 4'-0"
TABLE 1
PILE
HELIX
PILE
MIN,
BRACKET
DIA.
CONFIG.
SERVICE
INSTALL.
LOAD
TORQUE
4038
2 Z/"
10"
12 KIP
3,400 FT-LBS
W 4
OP i)F WAS
1
57483
On .Pt-__ __Cc) .
//,z71kx�_
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)
TYPICAL HELICAL PILE DETAIL
@ ADDITION FOUNDATION
EXISTING
CONCRETE
FOUNDATION
AT RESIDENCE
(1) NO. 4 BAR TOP AND
BOTTOM (TYP.)
i�
Nz
4" - (1) #3 HOOK @ 18" O.C.
6" MIN. (TYP.)
TYPICAL DETAIL
@ PROPOSED DRIVEWAY SLAB
& GRADE BEAM
'"ds��y
574830
F rR
A E�
1/,2 71,LD "A'
NEW STRUCT. SLAB
4"
6" MIN.
PLAN NOTES
1. ALL VEGETATION, TOP SOIL AND FOREIGN
MATERIALS MUST BE REMOVED.
2. SLAB AND GRADE BEAM TO BE ONE
CONTINUOUS POUR.
3. F'C = 3,000 PSI MINIMUM
4. AIR CONTENT BETWEEN 5% AND 7%.
5. MINIMUM SIDE AND TOP COVER = 2"; MINIMUM
BOTTOM COVER = 3"
NORTHWEST
ENGINEERING GROUP
862 Bethel Drive
Eugene, OR 97402
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: Evan Nelson
20509 78th PI W
Edmonds, WA
15 psf
0 psf
0 psf
50 psf
12 psf
25 psf
20 psf
0 psf
0 psf
40 psf
18 in
12 in
0 in
0 in
bw
Date: 1/27/2022
Designer: Darin Willis, P.E.
0
7.5 ft
»
112.5
plf
0 ft
»
0
plf
0 ft
»
0
plf
4 ft
»
200
plf
9 ft
»
108
plf
»
225
plf
DL
645.5
plf
ft
»
187.5
plf
ft
»
0
plf
ft
»
0
plf
ft
»
160
plf
LL
347.5
plf
(without roof LL)
LL
160
plf
Page 1
NORTHWEST
ENGINEERING GROUP
ASD Loads:
Load, wZ = IDL + ILL
Load, w4 = IDL + ILL(0.75)
Max. load w ASD=
PILE CALCULATION Date: 1/27/2022
Designer: Darin Willis, P.E.
806 plf (comb.#2 -without roof LL) OR
906 plf (comb.#4 -with roof LL)
906 plf
Angle Cantilevered or Simply Supported? Cantilevered
Concrete Analysis: ACI 318-14
LFRD Loads:
Load, w1=
904
plf
(comb 1)
Load, w2=
1124
plf
(Comb 2)
Load, w3=
1155
plf
(Comb 3)
Load, w4=
948
plf
(Comb 4)
Max. load w LFRD=
1155
plf
Max. beam span(e) =
4
ft =
48
in
Mmax = wu*I2/8 =
27.71
in -kips =
2.31
k-ft
Shearmax = (1/2)*wu.e=
2.31
kips
Foundation Width, bw =
12
in
Code Reference
Foundation Depth, d =
16
in
(h-2")
ACI 14.5.1.7
Cross Sectional Area, A =
192
in'
Section Modulus, Sxb =
512
in
Gross Moment of Inertia, Ig =
4096
in
Assumed Conc, f'c =
2500
psi
yt=
8
in
Foundation Moment & Shear Capacity Per ACI 318-14
Code Reference
Conc Modulus of Rupture,fr=
375
psi
ACI 19.2.3.1
Cracking Moment, Mir =
16.0
k-ft
ACI 24.2.3.5
Flexure Reduction Factor, (� =
0.6
ACI 21.2.1
Design Moment, (PMn =
6.4
k-ft
OK
ACI 14.5.2.1a & 14.5.2.1b
Shear Strength, Vn =
12.8
kips
ACI Table 14.5.5.1
Shear Reduction Factor, (P =
0.6
ACI 21.2.1
Design Shear, 4)Vn =
- 7
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
ENGINEERING GROUP
Max. beam span(e) =
Pile spacing (e1) =
Angle total length (e, = el - e) =
PILE CALCULATION
N.
Pile Working Loads:
Pile Service Load, PTA= 7,249 Ibs
Pile Design Load = 12,000 Ibs
Pile Ultimate Load, PuLT = 30,000 Ibs
Angle Size:
L6X6X3/8
(Angle check on next page)
Minimum pile installation torque
ft = in
ft = in
ft = in
Date: 1/27/2022
Designer: Darin Willis, P.E.
(wall load x pile spacing)
*Safety Factor of 2.5 Applied
Required ultimate soil capacity (Q„ it) = 30000 Ibs
Pile 0 = 2 7/8"
Torque factor (Kt) = 9
Minimum pile installation torque, (Tmin) = 3400 ft-Ibs
Bracket= 4038
Bracket Allowable Capacity = 19,700 Ibs
Page 3
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: angle.ec6
DESCRIPTION: ANGLE CHECK
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-10
Material Properties
Analysis Method Allowable Strength Design Fy : Steel Yield : 36.0 ksi
Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi
Bending Axis : Major Axis Bending
Vertical Leg Up
L6x6x3/8
Span = 2.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 1.812 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.544: 1
Maximum Shear Stress Ratio =
0.125 : 1
Section used for this span
L6x6x3/8
Section used for this span
L6x6x3/8
Me: Applied
3.624 k-ft
Va : Applied
3.624 k
Mn / Omega: Allowable
6.661 k-ft
Vn/Omega : Allowable
29.102 k
Load Combination
D Only
Load Combination
D Only
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.000 in Ratio =
0
<360
Max Upward Transient Deflection
0.000 in Ratio =
0
<360
Max Downward Total Deflection
0.014 in Ratio =
3430
—180 Span: 1 : D Only
Max Upward Total Deflection
0.000 in Ratio =
0
<180
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress Ratios
Summary of MomentValues
Summary of Shear Values
Segment Length Span # M
V Mmax + Mmax -
Ma Max Mnx Mnx/Omega Cb
Rm Va Max VnxVnx/Omega
D Only
Dsgn. L = 2.00 ft 1 0.544
0.125
-3.62
3.62 11.12 6.66 1.00 1.00 3.62 48.60 29.10
+0.60D
Dsgn. L = 2.00 ft 1 0.326
0.075
-2.17
2.17 11.12 6.66 1.00 1.00 2.17 48.60 29.10
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in
Span
Load Combination
Max. "+" Defl Location in Span
D Only 1
0.0140 2.000
0.0000 0.000
Vertical Reactions
Support
notation : Far left is #'
Values in KIPS
Load Combination Support 1
Support 2
Overall MAXimum 3.624
Overall MINimum 2.174
D Only 3.624
+0.60 D 2.174
NOTES: UNLESS OTHERWISE SPECIFIED
3 1/2" O.D. SLEEVE
(FY=MIN. 65 KSI)
FASTENING STRAP WIl
1" DIA. ALL THREADS
AND NUTS
V—j 1 /9"
TOP VIEW
Kev
No
L Id, rhI
� I �
o i I
rMl K= \/Ir\AI
3 1 /2" DI.
3/8" BRA(
NOTES:
1. POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC—ES AC
228 K
3. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN cn
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 cc
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 c
ON THE ABOVE FACTORS.
6. RAM JACK ESR-1854 FOR ALLOWABLE VALUES AND/OR CONDITIONS OF
USE CONCERNING MATERIAL PRESENTED IN THIS DOCUMENT.
SIUt VILW
a
2 7/8" DIA. HELICAL PILE
(REF. PILE SPECIFICATION
FOR HELIX CONFIG.)
TYP. INSTALLATION
SCALE: 1"=l'
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.
r+ C]
���
)MM013
UNLESS OTHERWISE SPECIFIED
• DIMENSIONS ARE IN INCHES
• TOLERANCES: ANGLE f1'
3 PLACE DECIMALS t .02
2 PLACE DECMALS t .0
• REMOVE ALL BURRS AND SHARP EDGES
'PARENTHETICAL INFO FOR REF ONLY
FILE NAME
4038 PILE BKT.
FSCM NO
SHEET
2 OF T
SCALE
1 1/2"=1'
SIZE A -SIZE TITLE BLOCK
CHARLES T. MARVIN
DRAWN 10-2-08
HOLE TOLERANCES
.126 .251
THRU±:00 .250 THRU±:OD .500 THRU
.125 +.�,
501 751 1.001
THRU±:�, THRU-.001 THRU+.'00101
.750 1.000 2.000
CHECK DARIN WILLIS
4038 HELICAL PILE BRACKET
APPR. DARIN WILLIS
ISSUED
REV
DWG NO
4038-02-07
(Rwlemmmmmrm
2.875"0 HELICAL PILES AND ANCHORS - UPSET CONNECTION
"D" /
_oo oo_
v_Alw
LEAD SECTION
LEAD SECTION TABLE
CAT. #
"A"
"B"
"C"
"D"
6125
5'-0
8"
6129
5'-0
101,
6142
5'-0
101,
12"
6143
7'-0
101,
12"
6147
7'-0
8"
10"
12"
6148
7'-0
101,
12"
14"
6188
10'-0
101,
12"
14"
* MULTI -HELIX ARE SPACED 3 DIAMETERS
OF THE LOWEST HELIX.
NOTES:
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
101,
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 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
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).
nRn
00LT
00
"A"
EXTENSION
MECHANICAL TORQUE RATING - 6,000 FT -LB
ULTIMATE CAPACITY (TENS/COMP) - 54.0 KIP -
ALL WABLE CAPACITY TEN MP - 27.0 KIP*
*BASED ON A TORQUE FACTOR (Kt) = 9
3%2„
I
co N I
$ I %" O HOLES TO
l I ACCEPT %4" 0
1 ( THRU BOLTS
I I
I I
2% " O.D PILING
CONNECTION
DETAIL