REVIEWED BLD2022-1741+Structural_Analysis_or_Calculations+12.27.2022_12.27.48_PM+32860981 of 33
RECEIVED
Feb 01 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-1741 LONGITUDE
ONE TWENTYO
REVIEWED ENGINEERING & DESIGN
BY
CITY OF EDMONDS
BUILDING DEPARTMENT;
Calculat"On Package for
Foundation Stabilization/Lift
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91s' PL NE
KIRKLAND, WA 98034-5901
16131 79THPL W
EDMONDS, WA 98026
Project no: S221027-1XR
December 7th 2022
Prepared for:
R&R Foundation Specialist
3409 McDougall Ave, suite 204
Everett, WA 98201
P: 425.760.5077
CONTACT: MANS THURFJELL, PE
EMAIL: MTHURFJELL@L120ENGINEERING.COM
PHONE: (425) 636-3313
(425) 636-3313
L120Engineering.com
L120 ENGINEERING& DESIGN. LL0 yq m I
------------------------------
................... -----------
1
i
NOTES:
a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE
MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TOACHIEVE THE REQUIRED BEARING
INSTALLATION TORQUE RATING OF S300FT'LBS FOR A2-TIS INCH DIAMETER HELICAL PILE WITH 0203INCH SHAFT WALL
THICK NESSPERESRJ750.
b. FOR HELICAL PILES, PER IDEAL GROUP DWG N0: 27STFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 27AE
TRU-FORCE UNDERPINN ING BRACKET IS LI MITED TO N KIPS.
c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3T50.
d. CONCENTRIC DRIVEN PILES AS MANUFACTURED BY STABIL-LOC SYSTEMS, L-C, IN ACCORDANCE WITH ESR4121.
e. PILE ORANCHOR LOADS NOTTO EKCEED MAXIMUM CAPACITYAS DETERMINED BYTHE MANUFACTURER FOR ANY PART
OFTHEASSEMBLY.
L MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN,
PILE SPACING & LOAD REQUIRMENTS TABLE
MA% O.C. SPACIN G, R
MIN VERTICAL CAPACITY, kip.
PROOF TESTI NG LOAD, ki p.
PILE#
PILETYPEIPILES
END
OFFSET
pLLOWpBLE LOADING
2DD% M IN VERTICAL CAPACITY
(MIN ULTIMATECAPACITY)
LOCATION
ELL
2-0'
7Okp
140 kip
EAST WALL
58
HELICAL
7-0'
ECkp
180 kip
WESTWALL
4
HEHCAL
b0kip
120 kip
POST
DRIVEN
T5Ukp
300kip4b
DRIVEN
11 CkiG
22.0 kip
GARAGE WALL
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
NOTE: L120'$ SCOPE IS LIMITED TO THE PERIMETER SUPPORT SYSTEMICONTINUOUS FOOTINGS. THE INTERIOR CRAWL SPACE SUPPORTED SYSTEM FOR THE FIRST FLOOR SHALL BE INSTALLED PER R&R.
SITE PLAN NOTES
1. VERIFY EXISTING STRUCTURES AND ALL DIMENSIONS ON SITE,
2, FOUNDATION DIMENSIONS ME TO OUTSIDE FACE OF CONCRETE STEM WALL
PER R&R FOUNDATION SPECIALIST(R&R) LEVEL SURVEY.
3, REFER TO STRUCTURAL CALCULATIONS PACHAGEBY L120 DATED DEC 07,
2022,FORADORIONA-INFORMATION,SPECIFICATIONS,ANO
REQUIREMENTS.
4, LEVEL SURVEY PER R&R PROPOSAL DATED OCT 24, 2022. REFER TO
STRUCTURAL CALCULATIONS PACT AGE FOR MODIFICATIONS AND
ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY.
5, PARCEL DIMENSIONS APPROXIMATED BY SNOHOMISH CWNTYASSESSOR
PROPERTY DIMENSIONS ARE APPROXIMATE FOR REPRESENTATIVE
PURPOSES ONLY. NOT TO SCALE. NOT TO BE USED FOR LEGAL PURPOSES
OR IN PLACE OF FIELD SURVEY.
6, SITE FEATURES AND SOME EXISTING STRUCTURES ON ADJACENT PARCELS
NOT SHOWN FOR CLARITY.
❑ EXISTING RESIDENCE STRUCTURE
-- j EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
--- PROPERTY LINE
SITE PLAN
3 of 33
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
Scone/Obiective
PROJECT
SUBJECT
BY PAM
PROJECT NO. SHEET NO.
S221027-1XR
16131 75TH PL W , EDMONDS, WA
Foundation Stabilization/Jackin
DATE 12/07/22
To determine the required pile spacing and geometry to stabilize and lift (where required) the existing structural foundation. These
findings have been based upon the calculated strength of the existing foundation system and the current vertical loading from the
existing structure above (based on as -built assessments).
The R&R Foundation Specialists' (R&R) proposed pile layout can be found in the following pages with structural recommendations
based upon the findings of L120 Engineering & Design.
Note that cosmetic damages to rigid wall coverings/members and siding are expected during a foundation lift. Such cosmetic
damages/cracks are to be repaired by others following the completion of the foundation stabilization and lifting and are not included in
the structural scope presented here.
It should be further noted that L120's scope is limited to the perimeter support systems/continuous footings. The interior crawl -space
support system for the first floor shall be installed per R&R. This could include the use of some or all of the following: longer support
posts, adjustable post -base hardware, and/or the addition of taller wood support members. Settlement in these interior support areas
shall be monitored and further adjustments shall be made if necessary.
Structural Summary:
- The foundation of the residence consists of continuous cast -in -place concrete stem wall and concrete strip footings. Below the footings,
piles are to be spaced at a distance no larger than 7'-0" on center with C6x8.2 channels are installed spanning from pile -to -pile at the
locations indicated on the attached Level Survey. Piles and supplemental channel to be installed in accordance with SSK-01, SSK-02,
SSK-03, & SSK-04.
- End piles are to be placed as close to corners as possible and shall not exceed a max corner offset distance of 2'-0".
- A maximum allowable loading of 2,100 plf was utilized in this analysis. This was determined through inspection of building geometry
and conservative span/tributary loading assumptions based on standard construction practices
- The following load values represent the maximum expected pile loads for the indicated spacing. R&R to provide pile and equipment
assemblies with capacities equal to or greater than the indicated load values.
Allowable Load Capacity Requirement:
Piles 1-3 ..................
7 kip minimum vertical capacity (allowable load)
Piles 5-8 ..................
9 kip minimum vertical capacity (allowable load)
Pile 4 ......................
6 kip minimum vertical capacity (allowable load)
Piers 1-3, 6-8 ............
15 kip minimum vertical capacity (allowable load)
Piers 4-5 ..................
11 kip minimum vertical capacity (allowable load)
Note: Refer to the attached
General Notes for additional requirements.
- As determined by R&R, the site appears to have no lateral (horizontal) displacements or concerns. As such, the analysis and
recommendations presented in this report have been strictly limited to vertical stabilization/jacking. If lateral movement is observed or
expected additional structural analysis will be required.
- Structural recommendations contained in this package are based on site photographs dated October 24, 2022, provided by R&R. To
the knowledge of L120, a geotechnical investigation was not performed on this site. Consequently, all structural recommendations
assume adequate soil conditions to obtain the required pile capacities.
Please inform L120 of site -specific conditions that were unconsidered by, may conflict with, or otherwise compromise the
recommendations contained within this package, including, but not limited to, water drainage, slope stability, existing structural damage,
or existing subsurface obstructions. In this instance, the structural assumptions, recommendations, and scope for this project will need
to be revisited to consider and address the new findings
Refer to the following pages for pile and connection
L120 ENGINEERING & DESIGN
4 of 33
GENERAL NOTES
HELICAL PILES
1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018
INTERNATIONAL BUILDING CODE (IBC).
2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND
SHALL BE IN ACCORDANCE WITH ESR-3750.
3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH
ESR-3750.
4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES
ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING
POLYMER (EAA) COATINGS (AC228).
5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE
REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING
COMPONENTS PER AC358 SECTION 3.9.
6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
7. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE
OF INCLINATION OF +/- 1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750.
9. MONITOR AND RECORD DEPTH OF PILE PENETRATION. PROVIDE TORQUE MONITORING DEVICE
AS PART OF THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE
INSTALLATION OF EACH PILE AT SPECIFIC DEPTHS.
10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE
THE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF
SAFETY NO LESS THAN TWO (2). THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE
ALLOWABLE TORSIONAL CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY.
11. ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY
TO ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO
LESS THAN TWO (2).
12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE
FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION.
13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE
TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES.
14. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED
WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O18 AND 2012 IBC SECTION 1705.9
MUST BE PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION
BRACKETS. ITEMS TO BE RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST
INCLUDE THE FOLLOWING:
A. PRODUCT MANUFACTURER
B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS
C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS,
EXTENSIONS, BRACKETS, BOLTS, THREADED RODS, NUTS, WASHERS, AND TORQUES AS
SPECIFIED IN THIS REPORT AND THE CONSTRUCTION DOCUMENTS
D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT, INSTALLATION EQUIPMENT
USED, AND THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS
E. ANTICIPATED AND ACTUAL PILING DEPTH
F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION
G. INCLINATION AND POSITION OF PILES, TOP OF PILE EXTENSION IN FULL CONTACT WITH
BRACKET, TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS
ARE INSTALLED BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER.
16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO
MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON
REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED.
HELICAL PILE PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE
(3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE
PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
5 of 33
GENERAL NOTES
CONCENTRIC/DRIVEN PILES
1. "CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE
WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC).
2. IT IS RECOGNIZED THAT THE SEATTLE BUILDING CODE (SBC) REQUIRES 8 INCH MINIMUM
DIAMETER PIPE FOR PIPE PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND
TESTING REQUIREMENTS IN ACCORDANCE WITH SEATTLE DEPARTMENT OF CONSTRUCTION &
INSPECTIONS (SDCI) DIRECTOR'S RULE 10-2009 ARE PROVIDED TO ALLOW FOR USE OF PILES
LESS THAN 8 INCHES IN DIAMETER AS REQUIRED BY SECTION 104.5 OF THE SBC.
3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND
SHALL BE IN ACCORDANCE WITH ESR-4121.
4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121.
5. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES
ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING
POLYMER (EAA) COATINGS (AC228).
6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING
STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER
AC358 SECTION 3.9.
7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS.
8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED.
9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE
OF INCLINATION OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121.
10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE
MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO
LESS THAN TWO (2). THE MAXIMUM INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE
CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE ASSEMBLY.
11. ALL BRACKETS AND PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO
ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS
THAN TWO (2).
12. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED
WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION.
13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION
OF THE STABILLOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST
VERIFY AND RECORD THE FOLLOWING:
A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS
B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER
SEGMENT AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE
CONSTRUCTION DOCUMENTS.
C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH
D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN
FOUNDATION SYSTEM
E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS
H. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS
AND THIS EVALUATION REPORT.
14. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO
MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON
REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED.
DRIVEN PILE PROOF TESTING
THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE
(3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE
PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE
MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
6 of 33
GENERAL NOTES
STRUCTURAL STEEL
1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE
WITH THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS
AND BRIDGES".
2. MATERIALS:
BOLTS - ASTM A307, UNLESS OTHERWISE NOTED
ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)
3. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS AND CONFORM TO AWS CODES
D1.1 AND D1.3. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY
E70 ELECTRODES. WHERE ON -SITE WELDING IS REQUIRED, SPECIAL INSPECTION IN
ACCORDANCE WITH 2O18 AND 2012 IBC SECTION 1705.2 IS ALSO REQUIRED.
CONCRETE
1. REFERENCE STANDARDS: ACI 301, ACI 318, IBC.
2. MINIMUM CONCRETE STRENGTH (28 DAYS):
FOOTINGS AND STEM WALLS..................................................3,000 PSI - 5 SACK MIX
BASEMENT FOUNDATION RETAINING WALLS .......................3,000 PSI - 5 SACK MIX
SLAB-ON-GRADE........................................................................2,500 PSI - 5 SACK MIX
SLAB -ON -GRADE... EXPOSED WEATHERING SURFACES ...... 3,000 PSI
AIR -ENTRAINMENT 2.5% TO 5.5% FOR EXPOSED CONCRETE
3. MIXING: COMPLY WITH ACI 301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE
APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A
DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE
SURFACE WATER.
4. PLACING: COMPLY WITH ACI 301. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE
EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS.
5. SLUMP: 4 INCHES PLUS OR MINUS 1 INCH. DO NOT ADD WATER TO MIX TO INCREASE SLUMP.
GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING
APPROVED ADMIXTURES.
6. CURING: COMPLY WITH ACI 301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM.
7. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS
SHOWN MAY BE ADJUSTED AT CONTRACTOR'S OPTION WITH PRIOR APPROVAL FROM ENGINEER.
8. WEATHER EXTREMES: COMPLY WITH ACI 305R FOR HOT WEATHER. COMPLY WITH ACI-306R FOR
COLD WEATHER.
9. WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 (BY WEIGHT), TYPICAL.
10. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG -TIE, HILTI, OR EQUIVALENT.
SPECIAL INSPECTIONS REQUIRED. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
MINIMUM EMBEDMENT, SPACING, EDGE DISTANCE, AND REQUIREMENTS PER MANUFACTURER.
7 of 33
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
PROJECT NO. SHEET NO.
S221027-1
16131 75TH PL W , EDMONDS, WA
Foundation Stabilization/Jacki
DATE 12/07/22
ideal Foundation Systems2-718"O Helical Pile ]0.203-inch wall thickness) - Soil Capacity per ESR-3750
DIGGA6KDrive Head
Pressure
Torque CorrelQtionFactor, Kt
Ultimate Axial Compressive
Allowable Axial Compressive
L120 ENGINEERING &DESIGN
8 of 33
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
PROJECT NO. SHEET NO.
S221027-1
16131 75TH PL W , EDMONDS, WA
Foundation Stabilization/Jacking
DATE 12/07/22
Ideal Foundation Systems 2-7/8"0
*
Helical Pile (0.203-inch wall thickness) -Soil Capacity
per ESR-3750
DIGGA lOK Drive
Head Pressure
(Psi)
Torque,
T
(ft*Ibs)
Torque Correlation Factor,
IC, [Compression]
(ft i)
Ultimate Axial Compressive Capacity,
P„ = K,*T
(kips)
Allowable Axial Compressive Capacity,
Pa = 0.5*P„
(kips)
500
1,740
9
15.7
7.8
600
2,088
9
18.8
9.4
700
2,436
9
21.9
11.0
800
2,784
9
25.1
12.5
900
3,132
9
28.2
14.1
1000
3,480
9
31.3
15.7
1100
3,828
9
34.5
17.2
1200
4,176
9
37.6
18.8
1300
4,524
9
40.7
20.4
1400
4,872
9
43.8
21.9
1500
5,220
9
47.0
23.5
1600
5,568
9
50.1
25.1
1700
5,916
9
53.2
26.6
1800
6,264
9
56.4
28.2
1900
6,612
9
59.5
29.8
L120 ENGINEERING &DESIGN
9 of 33
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S221027-1
PROJECT 16131 75TH PL W , EDMONDS, WA
SUBJECT Stabil-Loc Concentric Pile Installation Chart
BY PAM
DATE 12/07/22
Stabil-Lac 2-7/8"O
i.) Power Team C25C Hydraulic Cylinder effective cylinder area hasfrom manufacturer cut sheets
ii.) Piles shall reach a pressure that correlateswith an allowable capacitythat meets or exceedsthe maximum allowable load
demand as listed in the structural package, but shall not exceed the maximum allowable capacityfor any part of the pile
assembly.
iii.) Refer to ESR-41z1 and Sttlbd-toc, Inc. documentsfor additional information and requirements.
iv.) 1 kip=1,030Ibs
Concentric Pier - Soil Capacity per by Installation Pressure
PawerTeam C25C
Hydraulic Cylinder
Pressure, p
C�+11nder l=ffestiveAre Q A2
(in )
Urtrmate Axial Compressive
Co'pr?crty, P. _ p *A
A!lawabreAxfr?lCompressive
Capacity, Pa = 0.5* P„
1,000
5.15
5.2
2.6
1,5{}[3
5.15
7.7
3.9
z,4(}Q
5.15
10.3
5.2
2,500
5.15
12.9
6.4
3,000
5.15
15.5
7.7
3,5013
5.15
18.0
9.0
4,000
5.15
20.6
10.3
4,500
5.15
23.2
11.6
5,000
5.15
25.8
12.9
5,540
5.15
28.3
14.2
6,+?Da
5.15
30.9
15.5
6,500
5.15
33.5
16.7
7,000
5.15
36.1
18.0
7,540
5.15
38.6
19.3
S,oi16
5.15
41.2
20.6
8,500
5.15
43.8
21.9
9,000
5.15
46.4
23.7
9,540
5.15
48.9
24.5
L120 ENGINEERING &DESIGN
10of33
Monday, October 24, 2022
SCOPE OF WORK
Crew will be installing 8 3" Helical piles & 8 3" Stable-loc piles, crew will also install 1 12'x6"6" beams in with spilts at 6' on beams
to allow beams to be brought in via crawlspace access, crew will also install 9 20" composite pads with adjustable 6x6 brackets
to Stabilize Home Only. There will be a 25% deposit due when scheduling tentative start date, next 25% is due upon completion
of structural engineering/ permitting & 50% will be due upon job completion. Depth Clause: Piles bid to a maximum depth of 25ft,
there will be a $20 per foot beyond that. Crawlspace height is 18"-2'. Dingo/Handheld accessible. Elavation taken from main first
floor at (00) mark. Whomever represents home will need be onsite for crew arrival and or job completion. Customer understands
the permit process may incur the direct hiring of a geo-technical engineer at additional fees and or a WABO Certified special
inspection billed at $95 per hour. Permit/Scheduling times may very beyond R&R Foundation Specialist control per issuing
municipalty. Crew will be installing 94' of 6" c channeling to help strengthen and reinforce foundation, pavers will be removed and
set the side for homeowner/landscaper to reinstall after project is completed.
L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked and that a
maximum pile spacing of 7'-0"o.c. is achieved w/ the installation of supplemental C6x8.2 channels spanning from pile -to -pile.
NOTES:
1. It is acceptable to install piles at the spacing shown with ± 0'-6" tolerance to allow for unexpected obstructions encountered during
pile installation provided that no two adjacent spans exceed the spacing limitation of 7'-0"o.c.
2. End piles are to be placed as close to corners as possible and shall not exceed a maximum corner distance of 2'-0" as marked.
3. Supplemental steel to be anchored to concrete with 5/8" diam Simpson Titen HD screw anchors @ 12"oc with a 4" minimum
embedment. Refer to attached SSK-01 thru SSK-04.
i PILE TO BE CENTERED
UNDER SUPPORT POST
(3) PIERS T OC MAX
Counter -Levered ,ter, Retaining Wall
LOCATE PILE WITHIN a Gas vers �6, Pavers 16. Q
2' OF CORNER MAX 6- 00 00 1 1/ cs g
U
3 2 1
..W Q C imne O O
2 � W.
Joists Runt
C) Addition -1 3/ 2
O Access
Uoists Spaced 24" - /4 -y/g Heat U)
t� 112 i —�4 �1/4 Pump W
( �— f'� J
3 2 1 Pow
-- - - - Garage �17 -1 1/4 -1 1/4 1/ 4 31/ d _
New Beam 91 - M
W 61775 C6x8.2 CHANNEL PumpLOCATE PILE WITHIN
J 6
2' OF CORNER MAX
h cking
V 4 6 7 g e
-`=3" Helical Pile
Driveway (5) PIERSmCa T OC MAX= 3" Stable-Loc Pile
+1 /8 -11 4 00 ®= 20" Composite Pad
With Adj. 6x6 Bracket
M__.,. Pavers 1.5' Gap In Between
Stem Wall
nn r Fxisting Crack In Foundation
NOTE: L120's scope is limited to the perimeter support systems/continuous footings of the primary structure. All stabilization and replacement efforts of
exterior decks and deck supporting elements are outside of 1-120's contract and scope and are not addressed in this package. - L120
11 of 33
Monday, October 24, 2022
ivLi PHOTOS
Crew will be installing helical piles #1-3 along the
retaining wall that is supporting weight of home's
addition. Crew will be excavating 2x2 area's in all
locations where piles will be installed. Crew will lay
plastic out for all excavated soils and debris. Crew
will be installing helical pile #4 along the designated
,+AD JUG PUI l PUJI dJ IIIUILdICU Ufl eIevduun [lid
111MCEM
Crew will be installing stable-loc piles #4-8 along the
South side of home's original foundation, crew will
be installing piles in between the 1.5' gaps in the
foundation crew will be attempting to install c
qr
FWKIDWA ION SPECIAIJST
Crew will be installing stable-loc piles #1-3 along the
North side of home's original foundation, crew will be
installing all stable-loc push piles #1-8 from the interior
of home's crawlspace. Crew will be installing 6" C
channeling along the designated areas specified on
elevation map to strengthen and reinforce the home's
foundation.
Crew will be installing helical piles #4-8 along the West
side of home's foundation. Crew will also be installing 9
20" Composite pads with adjustable 6x6 bracket's and
new pressure treated 6x6 post's with positive
znanneling rrom Interior of nome s crawlspace. connections to I new IL bxia Deam.
FPhotographs provided by R&R Foundation Specialists. Note that analysis assumptions such as building geometry, tributary areas, and
loading were determined through examination of these photographs and industry knowledge of standard construction practices. - L120
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
12 of 33
PROJECT NO. NO.
S221027-1 XR SSK-01
16131 75TH PL W , EDMONDS, WA
Foundation Stabilization/Jacki
DATE 12/07/22
(E) WOOD FRAMED "
FLOOR SYSTEM,
FIELD VERIFY
--------------- --------
(E) CONIC STEM WALL
T/STEM WALL = OL
FIELD VERIFY
8"MIN THICKNESS, a
T/FIN GRADE _
CONTRACTOR TO VERIFY _
• 1=IIII-IIII-11,
_
VARIES Ir
CONTINUOUS CHANNEL
_
I111=IIII-IIII=
(E) FTG TO BE CUT FLUSH&ANCHORAGEWHEREo
w v 1—
REQ'D PER PLAN 1=IIII=IIII=III
WITH FACE OF STEM WALL
= a „Fy
IIII=IIIfall
=WITH A 12" MAX WIDTH FOR
z o
-CHANNEL _ 1=IIII
=INSTALLATION POCKET
_ o �
N6"
•-
MAX
T/GONG FTG
—'�11=IIII=IIII=IIII=IIII
I-IIII=III FIELD VERIFY
-.IIII—IIII-1 � . d V .
IIII—IIII=
=IIII-IIII . '
1=1111=1 -
=
X7111=71111—mIll IIII=IIII—II
I=IIII=III
1111-IIII
I=1111'III
(E) CONTINUOUS
CONIC FOOTING
NOTES:
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION
PER ASTM 153/A123.
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT
CORROSION.
�I-IIII=IIII-IIII ="
IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
2-7/8" SHAFT W/ 10" DIAM
DOUBLE HELIX W/ 3" PITCH
L120 ENGINEERING & DESIGN
13 of 33
PROJECT NO. NO.
S221027-1 XR SSK-02
PROJECT 16131 75TH PL W , EDMONDS, WA
LONGITUDE SUBJECT Foundation Stabilization/Jacki
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
CONTINUOUS CHANNEL
& ANCHORAGE WHERE
o U_ REQ'D PER PLAN
QUj
z o C CHANNEL
o�
`V j
6" MA
N
DATE 12/07/22
(E) CONC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
1111=IIII-11, VARIES
II —=1111=1111=
•- IIII=1111 1111=
' " � 1=IIII=1111=III
,' .1111=IIII=1111=
' 1=1111=IIII-1111
' '- 1111=IIII-1111=
_ " � 1=1111=IIII=1111
;I . 1111=1111=IIII=1.
T/CONC FTG = h
=1ITI rill=1111=IIII=1111
°
1=IIII=1
'
(E) CONTINUOUS
CONIC FOOTING
° I FIELD VERIFY
I •-=IIII-1111
a " 1111=1111= -IIII-111 WEDGE ANCHORS
al ;
• _ = PER STABIL-LOC
IIII=� REQUIREMENTS
_ IIII_IIII=11�
NOTES:
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION
PER ASTM 153/A123.
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL w w
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT U)
CORROSION. �' 'j
STABIL-LOC CONCENTRIC PIER
ASSEMBLY PER R&R FOUNDATION
SPECIALIST TO CONFORM TO ESR-4121
L120 ENGINEERING & DESIGN
14 of 33
LONGITUDE
ONE TWENTYO
ENGINEERING & DESIGN
PROJECT NO. NO.
S221027-1XR SSK-03
PROJECT 16131 75TH PL W , EDMONDS, WA
SUBJECT Foundation Stabilization/Jacki
BY PAM
NOTES:
1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION
DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE
NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.
2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A
CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT
ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING
SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION
PER ASTM 153/A123.
3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL
REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT
CORROSION.
DATE 12/07/22
(E) SUPPORT
(E) CONCRETE FOOTING
T/SOIL =
I -IIII=III FIELD VERIFY
=IIII=IIII=
1=IIII_'
IIII=111
I=IIII-
=IIII= IDEAL HELICAL PILE & REPAIR
I BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
2-7/8" SHAFT W/ 10" DIAM
DOUBLE HELIX W/ 3" PITCH
L120 ENGINEERING & DESIGN
15 of 33
PROJECT NO. NO.
S221027-1XR SSK-04
PROJECT 16131 75TH PL W , EDMONDS, WA
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
Foundation Stabilization/Jacking
STEEL CHANNEL INSTALLATION AT (E) CONCRETE STEM WALL:
III=IIII:
STEEL SHALL BE CON4�
WHERE
IF REQ'D, JUNCTgII
SEGMENTS TO BE CTRD-
JUNCTION NOT TO dE=M
CORNER-ADJAC"J�
II=IIII=
IIII-1
II=IIII=
IIII-1�-
II=IIII:
d d d d d
o ANCHOR PEReNOTE 2, TYE
V V • V • V
____-------------
______________ ______
e e
Mule
= ; • �� ■\. ilk �\^� 11 I Y / V^ It
Is
DATE 12/07/22
7
w
STENPWALL
Z00
�¢
" U
CHANNo
EL 0
CONC FTG
II—IIII—II
J m Z
IIII=IIII=
all
11=IIII=11
Fill =IIII=
a a
1=IIIIII=11
ski P�€ TO EXTEND
�Y
1,
E @ EA END;
TYP,
CORNERS
II_IIII-11
NOTES:
Aee�nAnaus
CMU = CONCRETE MASONRY UNIT
1) ALL STEEL MEMBERS AND COMPONENTS SHALL BE GALVANIZED FOR EXTERIOR USE.
CONC = CONCRETE
2) ALL ANCHORS SHALL BE 5/8"8 SIMPSON TITEN HD SCREW ANCHORS W/ 4" MINIMUM EMBEDMENT INTO
EAR EACHNTERED
CONCRETE. ANY SUBSTITUTION SHALL BE SUBMITTED TO L120 FOR APPROVAL PRIOR TO INSTALLATION.
FT MNc
MIN IMAX MMAX=INIMUM/MAXIMUM
3) ANCHORS SHALL BE INSTALLED WITHIN 6" OR LESS FROM EACH END OF STEEL MEMBER.
OC=ON-CENTER
4) ADDITIONAL REQUIREMENTS PER ANCHOR MANUFACTURER.
UNO=UNLESSSNOTED OTHERWISE
L120 ENGINEERING & DESIGN
1 1/2 X 1
SLOT(TYP)
3 X 3/4
SLOT(TYP)
2 7/8" TRUFORCE BRKT BRACED BASE GALV.
TOP
2 7/8" TRUFORCE BRKT BRACED BASE GALV.
FRONT
TRUFORCE UNDERPINNING BRACKET FOR 2 7/8'' PILE SHAFT
�7%2�
+ +
1 1/2 X ]
2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYI
TOP
2 7/8" TRUFORCE BRKT T-BRKT GALV.
FRONT
NOTES:
1. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ASTM A572/A1018/A656, 50 KSI.
2. ALL WELDING TO BE PERFORMED BY SHOP QUALIFIED WELDOR TO AWS D1.1 STRUCTURAL
WELDING CODE - STEEL.
3. GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO AVAILABLE.
4. ULTIMATE STRUCTURAL CAPACITY IS 60 KIPS.
5. (2) 7/8"-9 X 3' GALVANIZED THREADED ROD - ASTM A193 (GRADE B7).
6. (4) 7/8" GALVANIZED HEX NUT - ASTM A194.
7. (6) 7/8" GALVANIZED FLAT WASHERS - ASTM F436. (2) WASHERS MUST BE USED ON THE TOP OF
EACH THREADED ROD (ABOVE THE 'T' BRACKET) TO OBTAIN THE FULL BRACKET CAPACITY.
8. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 ACCEPTANCE
CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES.
.
4 22 2020
-KED
SmIDEAL
4 23 2020
kL
�L MANUFACTURING,
INC.
PICTURE PARKWAY
STER, NY 14580
Group
789-4810 1 WWW.IDL-GRP.COM
NOT TO SCALE
SIZE
DWG NO R
ALL UNITS IN INCHES U.N.O.
B
I 278TFBPG
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
WHOLE WITHOUT WRITTEN
PERMISSION OF IDEAL
MANUFACTURING, INC. IS PROHIBITED.
SHEET 1 OF 1
MAXIMUM TORQUE NOT TO EXCEED 8,300 FT-LBS.
ULTIMATE CAPACITY IS 74.7 KIPS BASED ON A CAPACITY TO
TORQUE RATIO OF kc = 9 FT-1
[L]
ILI
D�
�p3 � �p3
` L COUPLING
m. BOLTS & NUTS
EXTENSION FLIGHTED EXTENSION FLIGHTED EXTENSION
(EX: 278203EXT[L]G) SINGLE HELIX (SH) DOUBLE HELIX (DH)
(EX: 278203FESH[L][DI]X[T]G) (EX: 278203FEDH[Q[DiD�]X[T]G)
NOTES:
1. PILE SHAFT TO MEET OR EXCEED REQUIREMENTS OF ASTM A500, 80 KSI.
2. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ATSM A572, GRADE 50.
3. ALL HELICES ARE FORMED BY PRESS DIE. LEADING EDGE OF HELICES ARE
TAPERED TO IMPROVE INSTALLATION CAPABILITIES.
4. HELIX SPACING IS THREE (3) TIMES THE DIAMETER OF THE LOWER HELIX.
B SPACING OF LEADING HELIX ON FLIGHTED EXTENSIONS IS THREE (3) TIMES
THE DIAMETER OF THE LAST HELIX ON THE PRECEDING SHAFT.
5. STANDARD HELIX DIAMETERS ARE 8", 10", 12", & 14". STANDARD HELIX
THICKNESS IS 3/8".
6. ALL WELDING TO BE PERFORMED BY CERTIFIED WELDOR IN ACCORDANCE
WITH AWS D1.1 STRUCTURAL WELDING CODE - STEEL.
7. HOT DIP GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO
AVAILABLE.
8. (2) 3/4" DIAMETER X 4 1/2" LONG GALVANIZED HEAVY HEX BOLT ASTM A325
AND (2) 3/4" GALVANIZED HEAVY HEX NUT ASTM A194 (GRADE 2H).
9. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES
AC358 (IDEAL REPORT #ESR-3750) ACCEPTANCE CRITERIA FOR HELICAL
FOUNDATION SYSTEMS AND DEVICES.
� W
57/8 (TYP)
2 7/8" O.D. X 0.203" W.T. HELICAL LEADS & EXTENSIONS
ICC-ES AC358 - REPORT #ESR-3750
� I I D4
D3
�p3
r D=
SINGLE HELIX (SH) DOUBLE HELIX (DH) TRIPLE HELIX (TH) QUAD HELIX (QH)
LEAD LEAD LEAD LEAD
(EX: 278203SH[L][D3]X[T]G) (EX: 278203DH[L][D3D2]X[T]G) (EX: 278203TH[L][DiD2D3]X[T]G) (EX: 278203QH[L][WD2D3D4]X[T]G)
2% O.D. X 2
4
IDEAL PART # ABREVIATIONS: 0.203 W.T.
278 = SHAFT DIAMETER] 3 PITCH
203 = SHAFT WALL THICKNESS (TYP)
EXT = EXTENSION
FE = FLIGHTED EXTENSION 015/16
SH, DH, TH, QH = SINGLE, DOUBLE,
TRIPLE, OR QUAD. HELIX
[L] = SHAFT LENGTH IN FEET BOLT HOLE HELIX FORMED BY
(EXAMPLE: 7' = 7) DETAIL PRESS DIE
[D] = HELIX DIAMETER(S) IN INCHES
DRAWN
(EXAMPLE: 10" = 10)
X— X (SEPARATES HELIX DIAMETER(S)
AP
4/3/ 2
CHECKED
LRS
4/7/ 2
AND HELIX THICKNESS)
[T] — HELIX THICKNESS
IDEAL MANUFACTURING, INC.
(EXAMPLE: 3/8" = 38)
999 PICTURE PARKWAY
G = GALVANIZED
WEBSTER, NY 14580
800-789-4810 1 WWW.IDL-GRP.COM
NOT TO SCALE
ALL UNITS IN INCHES U.N.O.
SmDCAL
Group
278203
:NSION
SINGLE
HELIX
(TENSION
IPLE
=LIX
-AD
CUT
45°
TYPICAL PILE
ASSEMBLY
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
IDEAL MANUFACTURING, INC. ANY
REPRODUCTION IN PART OR AS A
WHOLE WITHOUT WRITTEN
PERMISSION OF IDEAL
MANUFACTURING, INC. IS PROHIBITED.
SHEET 1 OF 1
B
18 of 33
ESR-4121 I Most Widely Accepted and Trusted
FODTHG
E4 1M RE➢GE AR04M
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PER iERINT
ROOM =
Asm A300.W
CR. e
OR OTRm
5mTA
PIER ASSEMBLY
STAHL-LUC MYEU% LLC
DATE: 8-12-18
FIGURE 1—STABIL-LOC' FOUNDATION PIERING SYSTEM
?,6 0 HCI FS
OUTLINL OEM
V1 R100A08 B=TWEEN
RFARIN0
BRG E do FOOTING
PLATE
FOOTING
k ,
b 2-%*0 x 3,5" WIN,
(2W) LUOLDMENI
ESR 1396 WEDG=
ANCHORS
BEARING -
-
PLATE R
BLOCK
I
I
+ I
HEAD
ROUND I
Ir 11
PLATE
-ISS2.375x0.168
ASSEMBLED INNER
CUT TO FIT k I
& OUTER PIER
INSTALL AFTER
SEGMENTS
COMPLETED PIER
INSTALLATION
HEAD ASSEMBLY
SAML-9C STSTaS. LLC
FIGURE 2—STABIL-LOCH FOUNDATION PIERING SYSTEM ADJUSTABLE HEAD ASSEMBLY
19 of 33
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S221027-1
PROJECT 16131 75TH PL W , EDMONDS, WA
SUBJECT Foundation Stabilization/Jacki
BY PAM DATE 12/07/22
LOAD ANALYSIS: IBC 2018 - 1-Story Building
7' SPAN Helical Piles 1-3
Roof LL (snow ground): 25 psf
Floor LL: 40psf
Floor/Roof DL: 15psf
Wall DL: 12psf
Roof Trib = 0.5*6' max span = 3'
Floor Trib = 0.5*16' max span = 8'
Typical Flr Ht = 10' x 1 stories = 10'+5' gable = 15'
wog = 15psf*(3'+8')+12psf*15' = 0.35 klf
wLL= 25psf*3'+40psf*8' = 0.40 klf
wSTEM = 0.25klf
= D+L+Stem = 0.35kif + 0.40kif + 0.25kif = 1.0k1f
7' Span Poi = 0.35klf * 7' = 2.45 k
7' Span PLL = 0.40klf * 7' = 2.8 k
7' Span PSTEM = 0.25klf * 7' = 1.75 k
7' Span PTL_A„ow_ = 2.45k + 2.8k + 1.75k = 7.0 k
Case 1: Point Load
7'-0" Span: (Conc Only)
Pt Load = 7k
Refer to attached calculations for
analysis.
Case 2: Uniform Load
7'-0" Span: (Conc Only)
Uniform Load
DL = 600 plf
LL = 320 plf
LL, (snow) = 80 plf
Refer to attached calculations for
analysis.
---------------------- -----------------------
L/2 L/2
20
NOTES:
1. Both uniform and point loads analyzed in the following calculations. Uniform loads are
assumed to be standard due to load distribution from bearing walls, however, the additional
point load is conservatively considered here for any major beam supports from above.
2. Maximum loading on the grade beam was determined by inspection of the building
geometry and through conservative assumptions regarding span lengths and support
wall/foundation. All concrete walls assumed full tributary span of floor and roof members.
Conclusion:
Based on the loading and geometry of the structure we conclude that the foundation
may be stabilized through the use of piles and connections per R&R. These are to be
attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than
7'-0" with the installation of C6x8.2 channels, bolted to the existing foundation
(connections per R&R), spanning pile -to -pile.
L120 ENGINEERING & DESIGr,
20 of 33
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S221027-1
PROJECT 16131 75TH PL W , EDMONDS, WA
SUBJECT Foundation Stabilization/Jacki
BY PAM DATE 12/07/22
LOAD ANALYSIS: IBC 2018 - 2-Story Building
7' SPAN Helical Piles 5-8
Roof LL (snow ground): 25 psf
Floor LL: 40psf
Deck LL: 60psf
Floor/Roof DL: 15psf
Wall DL: 12psf
Roof Trib = 0.5*6' max span = 3'
Floor Trib = 0.5*4' max span = 2'
Deck Trib = 0.5*6' max span = 3'
Typical Flr Ht = 10' x 2 stories = 20'+5' gable = 25'
wog = 15psf*(3'+2'+3'+3')+12psf*25' = 0.47 klf
wLL= 25psf*3'+40psf*2'+60psf*(3'+3') = 0.52 klf
wSTEM = 0.25klf
wT _A„ow. = D+L+Stem = 0.47kif + 0.52kif + 0.25kif = 1.25kif
7' Span PpL = 0.47klf * 7' = 3.3 k
7' Span PLL = 0.52klf * 7' = 3.7 k
7' Span PITEM = 0.25klf * 7' = 1.75 k
7' Span PT,,,,—. = 3.3k + 3.7k + 1.75k = 8.75 k
Case 1: Point Load
7'-0" Span: (Conc Only)
Pt Load = 9k
Refer to attached calculations for
analysis.
Case 2: Uniform Load
7'-0" Span: (Conc Only)
Uniform Load
DL = 720 plf
LL = 440 plf
LL, (snow) = 80 plf
Refer to attached calculations for
analysis.
---------------------- -----------------------
L/2 L/2
20
NOTES:
1. Both uniform and point loads analyzed in the following calculations. Uniform loads are
assumed to be standard due to load distribution from bearing walls, however, the additional
point load is conservatively considered here for any major beam supports from above.
2. Maximum loading on the grade beam was determined by inspection of the building
geometry and through conservative assumptions regarding span lengths and support
wall/foundation. All concrete walls assumed full tributary span of floor and roof members.
Conclusion:
Based on the loading and geometry of the structure we conclude that the foundation
may be stabilized through the use of piles and connections per R&R. These are to be
attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than
7'-0" with the installation of C6x8.2 channels, bolted to the existing foundation
(connections per R&R), spanning pile -to -pile.
L120 ENGINEERING & DESIGr,
21 of 33
PROJECT NO. SHEET NO.
S221027-1
PROJECT 16131 75TH PL W , EDMONDS, WA
LONGITUDE SUBJECT Foundation Stabilization/Jacki
ONE TWENTYO
ENGINEERING & DESIGN
BY PAM
LOAD ANALYSIS: IBC 2018 - 1-Story Building
Helical Pile 4:
Roof LL(snow ground): 25psf
Floor LL: 40psf
Deck LL: 60psf
Roof/Floor DL: 15psf
Wall DL: 12psf
Roof Trib = 0.5*0 6`10') = 40ft2
Floor Trib = 0.5*(16'*10') = 40ft2
Deck Trib = 0.5*(5'*10') = 13ft2
Wall Trib = 10'*(0.5*10') = 50ft2
PpL = 15psf*(40ft2+40ft2+13ft2) + 12psf*50ft2 = 2.0 k
PLL = 25psf*40ft2 + 40psf*40ft2 + 60psf*13ft2 = 3.4 k
P,L. Ilm = D+L = 2.Ok + 3.4k = 5.4 kips
Pile 4: Point Load
Pt Load = 6 kips
Refer to attached helical pile soil
capacity charts.
DATE 12/07/22
(E) SUPPORT
(E) CONCRETE FOOTING
• V T/SOIL =
1111=1111= FIELD VERIFY
• 1111=IIII=III
IIII-1111=
11=IIII-1111=
FIT = FIT -IF
11=IIII-111�
IIII-111i-
NOTES:
1. Both uniform and point loads analyzed in the following calculations. Uniform loads are
assumed to be standard due to load distribution from bearing walls, however, the additional
point load is conservatively considered here for any major beam supports from above.
2. Maximum loading on the grade beam was determined by inspection of the building
geometry and through conservative assumptions regarding span lengths and support
wall/foundation. All concrete walls assumed full tributary span of floor and roof members.
Conclusion:
Based on the loading and geometry of the structure we conclude that the foundation
may be stabilized through the use of piles and connections per R&R. These are to be
attached to the existing concrete footings (connections per R&R).
L120 ENGINEERING & DESIGN
22 of 33
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S221027-1
PROJECT 16131 75TH PL W , EDMONDS, WA
SUBJECT Foundation Stabilization/Jacki
BY PAM DATE 12/07/22
LOAD ANALYSIS: IBC 2018 - 3-Story Buildin
7' SPAN Driven Piers 1-3
Roof LL (snow ground): 25 psf
Floor LL: 40psf
Floor/Roof DL: 15psf
Wall DL: 12psf
Roof Trib = 0.5*24' max span = 12'
Floor Trib = 0.5*12' max span = 6'
Typical Flr Ht = 10' x 3 stories = 30'
wDL = 15psf*(12'+6'+6'+6')+12psf*30' = 0.81 klf
wLL= 25psf*12'+40psf*(6'+6'+6') = 1.02 klf
wSTEM = 0.25klf
= D+L+Stem = 0.81 klf + 1.02kif + 0.25kif = 2.1 klf
7' Span PDT = 0.81 klf * 7' = 5.67 k
7' Span PLL = 1.02klf * 7' = 7.14 k
7' Span PSTEM = 0.25klf * 7' = 1.75 k
7' Span PTL_A„ow_ = 5.67k + 7.14k + 1.75k = 14.56 k
Case 1: Point Load
7'-0" Span: (Conc Only)
Pt Load = 15k
Refer to attached calculations for
analysis.
Case 2: Uniform Load
7'-0" Span: (Conc Only)
Uniform Load
DL = 1060 plf
LL = 720 plf
LL, (snow) = 300 plf
Refer to attached calculations for
analysis.
---------------------- -----------------------
L/2 L/2
20
NOTES:
1. Both uniform and point loads analyzed in the following calculations. Uniform loads are
assumed to be standard due to load distribution from bearing walls, however, the additional
point load is conservatively considered here for any major beam supports from above.
2. Maximum loading on the grade beam was determined by inspection of the building
geometry and through conservative assumptions regarding span lengths and support
wall/foundation. All concrete walls assumed full tributary span of floor and roof members.
Conclusion:
Based on the loading and geometry of the structure we conclude that the foundation
may be stabilized through the use of piles and connections per R&R. These are to be
attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than
7'-0" with the installation of C6x8.2 channels, bolted to the existing foundation
(connections per R&R), spanning pile -to -pile.
L120 ENGINEERING & DESIGr,
23 of 33
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S221027-1
PROJECT 16131 75TH PL W , EDMONDS, WA
SUBJECT Foundation Stabilization/Jacki
BY PAM DATE 12/07/22
LOAD ANALYSIS: IBC 2018 - 2-Story Building
7' SPAN Driven Piers 4-5
Roof LL (snow ground): 25 psf
Floor LL: 40psf
Floor/Roof DL: 15psf
-------------------------------------------------
Wall DL: 12psf
Roof Trib = 0.5*24' max span = 12' L/2 L/2
2nd Floor Trib = 0.5*12' max span = 6'
1 st Floor Trib = 0.5*6' max span = 3'
Typical Flr Ht = 10' x 2 stories = 20'
wog = 15psf*(12'+6'+3')+12psf*20' = 0.56 klf
wLL= 25psf*12'+40psf*(6'+3') = 0.66 klf
wSTEM = 0.25klf
= D+L+Stem = 0.56kif + 0.66kif + 0.25kif = 1.47kif
7' Span Poi = 0.56klf * 7' = 3.92 k
7' Span PLL = 0.66klf * 7' = 4.62 k
7' Span PSTEM = 0.25klf * 7' = 1.75 k
7' Span PTL_A„ o„,_ = 3.92k + 4.62k + 1.75k = 10.3 k
Case 1: Point Load
7'-0" Span: (Conc Only)
Pt Load = 11 k
Refer to attached calculations for
analysis.
Case 2: Uniform Load
7'-0" Span: (Conc Only)
Uniform Load
DL = 810 plf
LL = 360 plf
LL, (snow) = 300 plf
Refer to attached calculations for
analysis.
20
NOTES:
1. Both uniform and point loads analyzed in the following calculations. Uniform loads are
assumed to be standard due to load distribution from bearing walls, however, the additional
point load is conservatively considered here for any major beam supports from above.
2. Maximum loading on the grade beam was determined by inspection of the building
geometry and through conservative assumptions regarding span lengths and support
wall/foundation. All concrete walls assumed full tributary span of floor and roof members.
Conclusion:
Based on the loading and geometry of the structure we conclude that the foundation
may be stabilized through the use of piles and connections per R&R. These are to be
attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than
7'-0" with the installation of C6x8.2 channels, bolted to the existing foundation
(connections per R&R), spanning pile -to -pile.
L120 ENGINEERING & DESIGr,
24 of 33
LONGITUDE
ONE TWENTY
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S221027-1
PROJECT 16131 75TH PL W , EDMONDS, WA
SUBJECT Foundation Stabilization/Jacki
BY PAM DATE 12/07/22
LOAD ANALYSIS: IBC 2018 - 2-Story Buildin
7' SPAN Driven Piers 6-8
Roof LL (snow ground): 25 psf
Floor LL: 40psf
Floor/Roof DL: 15psf
Wall DL: 12psf
Roof Trib = 0.5*(24'+8') max span = 16'
2nd Floor Trib = 0.5*12' max span = 6'
1 st Floor Trib = 0.5*(12'+8') max span = 10'
Typical Flr Ht = 10' x 2 stories = 20'
wog = 15psf*(16'+6'+10')+12psf*20' = 0.72 klf
wLL= 25psf*16'+40psf*(6'+10') = 1.04 klf
wSTEM = 0.25klf
= D+L+Stem = 0.72kif + 1.04kif + 0.25kif = 2.01 klf
7' Span Poi = 0.72klf * 7' = 5.04 k
7' Span PLL = 1.04klf * 7' = 7.28 k
7' Span PITEM = 0.25klf * 7' = 1.75 k
7' Span PT,,„ o„,_ = 5.04k + 7.28k + 1.75k = 14.07 k
Case 1: Point Load
7'-0" Span: (Conc Only)
Pt Load = 15k
Refer to attached calculations for
analysis.
Case 2: Uniform Load
7'-0" Span: (Conc Only)
Uniform Load
DL = 970 plf
LL = 640 plf
LL, (snow) = 400 plf
Refer to attached calculations for
analysis.
---------------------- -----------------------
L/2 L/2
20
NOTES:
1. Both uniform and point loads analyzed in the following calculations. Uniform loads are
assumed to be standard due to load distribution from bearing walls, however, the additional
point load is conservatively considered here for any major beam supports from above.
2. Maximum loading on the grade beam was determined by inspection of the building
geometry and through conservative assumptions regarding span lengths and support
wall/foundation. All concrete walls assumed full tributary span of floor and roof members.
Conclusion:
Based on the loading and geometry of the structure we conclude that the foundation
may be stabilized through the use of piles and connections per R&R. These are to be
attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than
7'-0" with the installation of C6x8.2 channels, bolted to the existing foundation
(connections per R&R), spanning pile -to -pile.
L120 ENGINEERING & DESIGr,
25 of 33
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Lic. #: KW-06011993 L120 Engineering and Design
DESCRIPTIO 7ft Concrete Beam w/ Channel- Max Point Load
CODE REFERENCES
Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties
f'c = 2.50 ksi
Phi Values Flexure:
0.90
8"
1/2
fr = fc 7.50 = 375.0 psi
Shear
: 0.750
C6x8.2
yr Density = 145.0 pcf
R 1 =
0.850
LtWt Facto = 1.0
5/8"Ox4" Titen HD
Elastic Modulu= 3,122.0 ksi
Fy - Stirrups
36.0 ksi
Screw Anchor@ 18"oc
fy - Main Reba= 36.0 ksi
E -Stirrups = 29,000.0 ksi
Stirrup Bar Size # 3
z6°
STEEL AREA EQUIV. "max
E -Main Reba-- 2 ,000.0 ksi
(1) #14 = 2.25in'
Nu ber of Resisting Legs Per Stirrup =
2
C6x8.2 = 2.39in'
f, EQUIV.
C6x8.2 = 36ksi
12" -
D(8) L(10) S(10)
Loading is conservative and
therefore has not been reduced
for loads calculated on previous
page.
ion
8"w x 26"h
Cross Section & Reinforcing Details
Inverted Tee Section, Stem Width = 8.0 in, Total Height = 26.0 in, Top Flange Width = 12.0 in, Flange Thickness = 8.0 in
Span #1 Reinforcing....
1-#14 at 13.0 in from Bottom, from 0.0 to 7.0 ft in this span
Beam self weight calculated and added to loads
Point Load : D = 8.0, L = 10.0,
S = 10.0 k @ 3.5 ft, (Loading from above (2-story) - Pt load)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.983 : 1
Maximum Deflection
Section used for this span
Typical Section
Max Downward Transient Deflection
0.004 in Ratio = 22992 -361
Mu : Applied
63.409 k-ft
Max Upward Transient Deflection
0.000 in Ratio = 0 <360.
MnPhi : Allowable
64.502 k-ft
Max Downward Total Deflection
0.021 in Ratio = 4600>=241
Max Upward Total Deflection
0.000 in Ratio = 0 <240.
Location of maximum on span
4.007 ft
Span # where maximum occurs
Span # 1
Vertical Reactions
Support notation : Far left is #1
Load Combination
Support 1 Support 2
Overall MAXimum
12.467 12.467
Overall MINimum
2.980 2.980
+D+H
4.967 4.967
+D+L+H
9.967 9.967
+D+Lr+H
4.967 4.967
+D+S+H
9.967 9.967
+D+0.750Lr+0.750L+H
8.717 8.717
+D+0.750L+0.750S+H
12.467 12.467
+D+0.60W+H
4.967 4.967
+D+0.70E+H
4.967 4.967
+D+0.750Lr+0.750L+0.450W+H
8.717 8.717
+D+0.750L+0.750S+0.450W+H
12.467 12.467
+D+0.750L+0.750S+0.5250E+H
12.467 12.467
+0.60D+0.60W+0.60H
2.980 2.980
26 of 33
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTIO 7ft Concrete Beam w/ Channel- Max Point Load
Vertical Reactions
Support
notation
: Far left is #1
Load Combination
Support 1
Support
2
+0.60D+0.70E+0.60H
2.980
2.980
D Only
4.967
4.967
L Only
5.000
5.000
S Only
5.000
5.000
H Only
Detailed Shear Information
Span Distance 'd'
Vu
(k)
Mu
d*Vu/Mu
Phi*Vc
Comment
Phi*Vs
Phi*Vn
Spacing (in)
Load Combination
Number
(ft)
(in)
Actual
Design
(k-ft)
(k)
(k)
(k)
Req'6uggest
+1.20D+0.50L+1.60S+1.60H
1
0.00
13.00
16.46
16.46
0.00
1.00
11.63
PhiVc < Vu
4.831
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
0.09
13.00
16.43
16.43
1.44
1.00
11.63
PhiVc < Vu
4.806
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
0.17
13.00
16.41
16.41
2.87
1.00
11.63
PhiVc < Vu
4.781
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
0.26
13.00
16.38
16.38
4.31
1.00
11.63
PhiVc < Vu
4.755
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
0.35
13.00
16.36
16.36
5.74
1.00
11.63
PhiVc < Vu
4.730
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
0.44
13.00
16.33
16.33
7.17
1.00
11.63
PhiVc < Vu
4.704
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
0.52
13.00
16.31
16.31
8.59
1.00
11.63
PhiVc < Vu
4.679
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
0.61
13.00
16.28
16.28
10.02
1.00
11.63
PhiVc < Vu
4.654
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
0.70
13.00
16.26
16.26
11.44
1.00
11.63
PhiVc < Vu
4.628
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
0.79
13.00
16.23
16.23
12.86
1.00
11.63
PhiVc < Vu
4.603
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
0.87
13.00
16.21
16.21
14.28
1.00
11.63
PhiVc < Vu
4.578
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
0.96
13.00
16.18
16.18
15.70
1.00
11.63
PhiVc < Vu
4.552
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
1.05
13.00
16.16
16.16
17.11
1.00
11.63
PhiVc < Vu
4.527
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
1.14
13.00
16.13
16.13
18.52
0.94
11.39
PhiVc < Vu
4.740
24.3
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
1.22
13.00
16.11
16.11
19.93
0.88
11.10
PhiVc < Vu
5.002
24.0
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
1.31
13.00
16.08
16.08
21.34
0.82
10.85
PhiVc < Vu
5.226
23.7
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
1.40
13.00
16.05
16.05
22.74
0.76
10.64
PhiVc < Vu
5.418
23.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
1.49
13.00
16.03
16.03
24.14
0.72
10.44
PhiVc < Vu
5.585
23.3
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
1.57
13.00
16.00
16.00
25.55
0.68
10.27
PhiVc < Vu
5.730
23.1
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
1.66
13.00
15.98
15.98
26.94
0.64
10.12
PhiVc < Vu
5.858
23.0
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
1.75
13.00
15.95
15.95
28.34
0.61
9.98
PhiVc < Vu
5.970
22.9
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
1.84
13.00
15.93
15.93
29.73
0.58
9.86
PhiVc < Vu
6.069
22.7
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
1.92
13.00
15.90
15.90
31.12
0.55
9.75
PhiVc < Vu
6.157
22.6
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.01
13.00
15.88
15.88
32.51
0.53
9.64
PhiVc < Vu
6.235
22.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.10
13.00
15.85
15.85
33.90
0.51
9.55
PhiVc < Vu
6.304
22.4
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.19
13.00
15.83
15.83
35.29
0.49
9.46
PhiVc < Vu
6.366
22.3
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.27
13.00
15.80
15.80
36.67
0.47
9.38
PhiVc < Vu
6.421
22.2
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.36
13.00
15.78
15.78
38.05
0.45
9.30
PhiVc < Vu
6.470
22.2
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.45
13.00
15.75
15.75
39.43
0.43
9.24
PhiVc < Vu
6.514
22.1
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.54
13.00
15.72
15.72
40.80
0.42
9.17
PhiVc < Vu
6.553
22.0
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.62
13.00
15.70
15.70
42.18
0.40
9.11
PhiVc < Vu
6.588
22.0
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.71
13.00
15.67
15.67
43.55
0.39
9.05
PhiVc < Vu
6.619
21.9
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.80
13.00
15.65
15.65
44.92
0.38
9.00
PhiVc < Vu
6.646
21.9
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.89
13.00
15.62
15.62
46.28
0.37
8.95
PhiVc < Vu
6.671
21.8
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
2.97
13.00
15.60
15.60
47.65
0.35
8.91
PhiVc < Vu
6.692
21.8
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
3.06
13.00
15.57
15.57
49.01
0.34
8.86
PhiVc < Vu
6.710
21.7
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
3.15
13.00
15.55
15.55
50.37
0.33
8.82
PhiVc < Vu
6.727
21.7
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
3.23
13.00
15.52
15.52
51.73
0.33
8.78
PhiVc < Vu
6.741
21.7
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
3.32
13.00
15.50
15.50
53.09
0.32
8.74
PhiVc < Vu
6.752
21.6
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
3.41
13.00
15.47
15.47
54.44
0.31
8.71
PhiVc < Vu
6.762
21.6
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
3.50
13.00
15.45
15.45
55.79
0.30
8.68
PhiVc < Vu
6.771
21.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
3.58
13.00
15.42
15.42
57.14
0.29
8.64
PhiVc < Vu
6.777
21.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
3.67
13.00
15.40
15.40
58.49
0.29
8.61
PhiVc < Vu
6.782
21.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
3.76
13.00
15.37
15.37
59.83
0.28
8.58
PhiVc < Vu
6.786
21.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
3.85
13.00
15.34
15.34
61.18
0.27
8.56
PhiVc < Vu
6.788
21.4
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
3.93
13.00
15.32
15.32
62.52
0.27
8.53
PhiVc < Vu
6.789
21.4
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
4.02
13.00
-15.31
15.31
63.19
0.26
8.52
PhiVc < Vu
6.789
21.4
6.5
6.0
27 of 33
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Lic. #: KW-06011993 L120 Engineering and Design
DESCRIPTIO 7ft Concrete Beam w/ Channel- Max Point Load
Detailed Shear Information
Span Distance 'd'
Vu
(k)
Mu
d*Vu/Mu
Phi*Vc
Comment
Phi*Vs
Phi*Vn Spacing (in)
Load Combination
Number
(ft)
(in)
Actual
Design
(k-ft)
(k)
(k)
(k)
Req'diuggest
+1.20D+0.50L+1.60S+1.60H
1
4.11
13.00
-15.33
15.33
61.85
0.27
8.54
PhiVc < Vu
6.789
21.4
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
4.20
13.00
-15.36
15.36
60.50
0.27
8.57
PhiVc < Vu
6.787
21.4
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
4.28
13.00
-15.38
15.38
59.16
0.28
8.60
PhiVc < Vu
6.784
21.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
4.37
13.00
-15.41
15.41
57.81
0.29
8.63
PhiVc < Vu
6.780
21.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
4.46
13.00
-15.43
15.43
56.47
0.30
8.66
PhiVc < Vu
6.774
21.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
4.55
13.00
-15.46
15.46
55.12
0.30
8.69
PhiVc < Vu
6.767
21.6
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
4.63
13.00
-15.48
15.48
53.76
0.31
8.73
PhiVc < Vu
6.758
21.6
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
4.72
13.00
-15.51
15.51
52.41
0.32
8.76
PhiVc < Vu
6.747
21.6
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
4.81
13.00
-15.53
15.53
51.05
0.33
8.80
PhiVc < Vu
6.734
21.7
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
4.90
13.00
-15.56
15.56
49.69
0.34
8.84
PhiVc < Vu
6.719
21.7
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
4.98
13.00
-15.59
15.59
48.33
0.35
8.88
PhiVc < Vu
6.701
21.8
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
5.07
13.00
-15.61
15.61
46.97
0.36
8.93
PhiVc < Vu
6.682
21.8
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
5.16
13.00
-15.64
15.64
45.60
0.37
8.98
PhiVc < Vu
6.659
21.8
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
5.25
13.00
-15.66
15.66
44.23
0.38
9.03
PhiVc < Vu
6.633
21.9
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
5.33
13.00
-15.69
15.69
42.86
0.40
9.08
PhiVc < Vu
6.604
22.0
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
5.42
13.00
-15.71
15.71
41.49
0.41
9.14
PhiVc < Vu
6.571
22.0
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
5.51
13.00
-15.74
15.74
40.11
0.43
9.20
PhiVc < Vu
6.534
22.1
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
5.60
13.00
-15.76
15.76
38.74
0.44
9.27
PhiVc < Vu
6.493
22.1
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
5.68
13.00
-15.79
15.79
37.36
0.46
9.34
PhiVc < Vu
6.447
22.2
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
5.77
13.00
-15.81
15.81
35.98
0.48
9.42
PhiVc < Vu
6.395
22.3
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
5.86
13.00
-15.84
15.84
34.59
0.50
9.50
PhiVc < Vu
6.336
22.4
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
5.95
13.00
-15.86
15.86
33.21
0.52
9.59
PhiVc < Vu
6.271
22.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.03
13.00
-15.89
15.89
31.82
0.54
9.69
PhiVc < Vu
6.197
22.6
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.12
13.00
-15.91
15.91
30.43
0.57
9.80
PhiVc < Vu
6.115
22.7
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.21
13.00
-15.94
15.94
29.04
0.59
9.92
PhiVc < Vu
6.021
22.8
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.30
13.00
-15.97
15.97
27.64
0.63
10.05
PhiVc < Vu
5.916
22.9
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.38
13.00
-15.99
15.99
26.24
0.66
10.19
PhiVc < Vu
5.796
23.1
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.47
13.00
-16.02
16.02
24.85
0.70
10.36
PhiVc < Vu
5.660
23.2
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.56
13.00
-16.04
16.04
23.44
0.74
10.54
PhiVc < Vu
5.504
23.4
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.64
13.00
-16.07
16.07
22.04
0.79
10.74
PhiVc < Vu
5.325
23.6
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.73
13.00
-16.09
16.09
20.63
0.84
10.97
PhiVc < Vu
5.118
23.8
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.82
13.00
-16.12
16.12
19.23
0.91
11.24
PhiVc < Vu
4.876
24.1
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.91
13.00
-16.14
16.14
17.82
0.98
11.55
PhiVc < Vu
4.592
24.4
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
6.99
13.00
-16.17
16.17
16.40
1.00
11.63
PhiVc < Vu
4.540
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
7.08
13.00
-16.19
16.19
14.99
1.00
11.63
PhiVc < Vu
4.565
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
7.17
13.00
-16.22
16.22
13.57
1.00
11.63
PhiVc < Vu
4.590
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
7.26
13.00
-16.24
16.24
12.15
1.00
11.63
PhiVc < Vu
4.616
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
7.34
13.00
-16.27
16.27
10.73
1.00
11.63
PhiVc < Vu
4.641
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
7.43
13.00
-16.30
16.30
9.31
1.00
11.63
PhiVc < Vu
4.666
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
7.52
13.00
-16.32
16.32
7.88
1.00
11.63
PhiVc < Vu
4.692
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
7.61
13.00
-16.35
16.35
6.45
1.00
11.63
PhiVc < Vu
4.717
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
7.69
13.00
-16.37
16.37
5.02
1.00
11.63
PhiVc < Vu
4.743
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
7.78
13.00
-16.40
16.40
3.59
1.00
11.63
PhiVc < Vu
4.768
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
7.87
13.00
-16.42
16.42
2.16
1.00
11.63
PhiVc < Vu
4.793
24.5
6.5
6.0
+1.20D+0.50L+1.60S+1.60H
1
7.96
13.00
-16.45
16.45
0.72
1.00
11.63
PhiVc < Vu
4.819
24.5
6.5
6.0
Maximum Forces & Stresses for Load Combinations
Load Combination
Location (ft)
Bending Stress Results
( k-ft )
Segment
Span
# along Beam
Mu: Max
Phi*Mnx
Stress Ratio
MAXimum BENDING Envelope
Span # 1 1 7.000 63.41 64.50 0.98
+1.40D+1.60H
Span # 1 1 7.000 25.07 64.50 0.39
+1.20D+0.50Lr+1.60L+1.60H
Span # 1 1 7.000 53.43 64.50 0.83
+ 1.20 D+ 1.60 L+0.50 S+ 1.60 H
28 of 33
Project Title:
Engineer:
Project ID:
Project Descr:
Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTIO 7ft Concrete Beam w/ Channel- Max Point Load
Load Combination
Location (ft)
Segment
Span #
along Beam
Span # 1
1
7.000
+1.20D+1.60Lr+0.50L+1.60H
Span # 1
1
7.000
+1.20D+1.60Lr+0.50W+1.60H
Span # 1
1
7.000
+ 1.2 0 D +0.50 L+ 1.60 S + 1.60 H
Span # 1
1
7.000
+1.20D+1.60S+0.50W+1.60H
Span # 1
1
7.000
+ 1.20 D+0.50 L r+0.50 L+W + 1.60 H
Span # 1
1
7.000
+ 1.20 D+0.50 L+0.50 S+W + 1.60 H
Span # 1
1
7.000
+ 1.20 D+0.50 L+0.20 S+E+ 1.60 H
Span # 1
1
7.000
+0.90D+W+0.90H
Span # 1
1
7.000
+0.90D+E+0.90H
Span # 1
1
7.000
Overall Maximum Deflections
Bending Stress Results ( k-ft )
Mu: Max
Phi'Mnx
Stress Ratio
63.41
64.50
0.98
31.47
64.50
0.49
21.49
64.50
0.33
63.41
64.50
0.98
53.43
64.50
0.83
31.47
64.50
0.49
41.45
64.50
0.64
35.46
64.50
0.55
16.11
64.50
0.25
16.11
64.50
0.25
Load Combination Span Max. "-" Defl (in) .ocation in Span (ft Load Combination \lax. "+" Defl (invocation in Span (ft
+D+0.750L+0.750S+0.5250E+H 1 0.0209 3.500 0.0000 0.000
29 of 33
Appendix
Parcel Details
& Photographs
30 of 33
�King County
r Search Kingcounty.gov
Department
gf
Assessments
201 South
Jackson
Street, Room
708
Seattle, WA
98104
Office Hours:
Mon - Fri
8:30 a.m. to
4:30 p.m.
TEL: 206-
296-7300
FAX: 206-
296-5107
TTY: 206-
296-7888
Him
You're in: Assessor» Look up Property Info » eReal Property
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0
PARCEL DATA
Parcel
932850-0760
Name
CHAN JOSEPH K -TTEE
Site Address
17023 NE 34TH PL 98008
Residential Area
091-004 (NE Appraisal
District)
Property Name
Legal Description
WETHERBURN
PLat Block:
Plat Lot: 76
ADVERTISEMENT
Jurisdiction
BELLEVUE
Levy Code
0330
Property Type
R
Plat Block I Building Number
Plat Lot/ Unit Number
76
Quarter-Secllon-Township.
Range
NW-24-25-5
LAND DATA
Highest & Best Use As If Vacant
SINGLE FAMILY
Highest & Best Use As
Improved
PRESENT USE
Present Use
Single Family(Res
Use/Zone)
Land SgFt
8,100
Acres
0.19
Rainier
Territorial
Olympics
Cascades
Seattle Skyline
Puget Sound
Lake Washington
Lake Sammamish
LakelRiVerlCreek
Other View
Historic Site
Current Use
(none)
Nbr Bldg Sites
Adjacent to Golf Fairway
NO
Adjacent to Greenbelt
NO
Other Designation
NO
Deed Restrictions
NO
Development Rights Purchased
NO
Easements
NO
Native Growth Protection
Easement
NO
DNR Lease
NO
Building Number
Year Built
Year Renovated
Stories
Living Units
Grade
Grade Variant
Condition
Basement Grade
tat Floor
112 Floor
2nd Floor
Good
Percentage Unusable
Restrictive Size Shape
NO
Zoning
RS
Water
WATER DISTRICT
SewerlSeptic
PUBLIC
Road Access
PUBLIC
Parking
Street Surface
PAVED
Waterfront Location
Waterfront Footage
0
Lot Depth Factor
0
Waterfront Bank
Tide/Shore
Waterfront Restricted Access
Waterfront Access Rights
NO
Poor Quality
NO
Proximity Influence
NO
Topography
Traffic Noise
Airport Noise
Power Lines
NO
Other Nuisances
NO
Water Problems
NO
Transportation Concurrency
IND
Other Problems
IND
Cnvlronmentai
Environmental NO
BUILDING
0
Click the camera to see more pictures.
Picture of Building 1
0
Floor plan of Building 1
J
Reference
Links:
Kina County Tax
Links
ro ertv Tax Advisor
° Washinaton State
Department of
Revenue (External
link)
o Washinaton State
Board of Tax
Appeals (External
link)
Board of
Heals/Equalization
Districts Report
° iMap
o Recorder's Office
Scanned imaaes of
surveys and other
map documents
Scanned images of
plats
Notice mailing date:
ADVERTISEMENT 0712112022
31 of 33
Upper Floor
0
Finished Basement
560
Total Finished Area
2,120
Total Basement
760
Basement Garage
200
Unfinished 112
0
Unfinished Full
0
AGLA
1,560
Attached Garage
270
Bedrooms
4
Full Baths
1
3/4 Baths
1
1/2 Baths
0
Heat Source
Gas
Heat System
Forced Air
Deck Area SgFt
0
Open Porch SgFt
0
Enclosed Porch SgFt
0
Brick/Stone
0
Fireplace Single Story
1
Fireplace Multi Story
0
Fireplace Free Standing
0
Fireplace Additional
0
AddnlCost
0
Obsolescence
0
Net Condition
0
Percentage Complete
0
Daylight Basement
YES
View Utilization
TAX ROLL HISTORY
Account
Valued
Year
Tax
Year
Omit
Year
Levy
Code
Appraised
Land
Value (E)
Appraised
Imps
Value(E)
Appraised
Total
Value(E)
Nee
Dollars
IE)
Taxable
Land
Value
(E)
Taxable
Imps
Value
(E)
Taxable
Total
Value (E)
Tax
Value
Reason
932850076005
2022
2023
0330
815,000
495,000
1,310,000
0
815,000
495,000
1,310,000
932850076005
2021
2022
0330
563,000
342,000
905,000
0
563,000
342,000
905,000
932850076005
2020
2021
0330
494,000
299,000
793,000
0
494,000
299,000
793,000
932850076005
2019
2020
0330
487,000
295,000
782,000
0
487,000
295,000
782,000
932850076005
2018
20191
0330
493,000
297,000
790,000
0
493,000
297,000
790,000
932850076005
2017
12018
0330
1415,000
1247,000
662,000
10
1415,000
247,000
1662,000
932850076005
2016
2017
0330
334,000
224,000
558,000
0
334,000
224,000
558,000
932850076005
2015
2016
0330
311,000
214,000
525,000
0
311,000
214,000
525,000
932850076005
2014
2015
0330
284,000
194,000
478,000
0
284,000
194,000
478,000
932850076005
2013
2014
0330
255,000
175,000
430,000
0
255,000
175,000
430,000
932850076005
2012
2013
0330
221,000
151,000
372,000
0
221,000
151,000
372,000
932850076005
2011
2012
0330
230,000
157,000
387,000
0
230,000
157,000
387,000
932850076005
2010
2011
0330
249,000
164,000
413,000
0
249,000
164,000
413,000
932850076005
2009
2010
0330
249,000
168,000
417,000
0
249,000
168,000
417,000
932850076005
2008
2009
0330
294,000
208,000
502,000
0
294,000
208,000
502,000
932850076005
2007
2008
0330
256,000
181,000
437,000
0
256,000
181,000
437,000
932850076005
2006
2007
0330
214,000
169,000
383,000
0
214,000
169,000
383,000
932850076005
2005
2006
0330
195,000
153,000
348,000
0
195,000
153,000
348,000
932850076005
2004
2005
0330
185,000
138,000
323,000
0
185,000
138,000
323,000
932850076005
2003
2004
0330
116,000
171,000
287,000
0
116,000
171,000
287,000
932850076005
2002
2003
0330
116,000
171,000
287,000
0
116,000
171,000
287,000
932850076005
2001
2002
0330
106,000
157,000
263,000
0
106,000
157,000
263,000
932850076005
2000
2001
0330
90,000
160,000
250,000
0
90,000
160,000
250,000
932850076005
1999
2000
0330
83,000
140,000
223,000
0
83,000
140,000
223,000
932850076005
1998
1999
0330
77,000
126,000
203,000
0
77,000
126,000
203,000
932850076005
1997
1998
0330
0
0
0
0
75,000
106,000
181,000
932850076005
1996
1997
0330
0
0
0
0
75,200
94,100
169,300
932850076005
1994
1995
0330
0
0
0
0
75,200
94,100
169,300
932850076005
1992
1993
0330
0
0
0
0
56,000
101,800
157,800
932850076005
1990
1991
0330
0
0
0
0
58,300
106,000
164,300
932850076005
1988
1989
0330
0
0
0
0
28,800
68,000
96,800
932850076005
1986
1987
0335
0
0
0
0
30,600
58,100
88,700
932850076005
1985
1986
16155
0
0
0
0
28,800
66,300
95,100
932850076005
1984
1985
6155
0
0
0
0
28,800
58,200
87,000
932850076005
1982
1983
16155
10
10
10
10
128,800
158,200
187,000
SALES HISTORY
Excise
Number
Recording
Number
Document
Date
Sale Price
Seller Name
Buyer Name
Instrument
Sale
Reason
CHAN JOSEPH K
Statutory
2693804
20141003000532
9/16/2014
$0.00
CHAN JOSEPH K
_REV TRUST
Warranty
Trust
Deed
DYBWAD
Statutory
2608081
20130529002679
5/22/2013
$560,000.00
GORDON
CHAN JOSEPH K
Warranty
None
32 of 33
iy
r
h
il
lap
;Fx
d dk
M.
i Or 4LIppori
02 e.t_
ty
RP x RFx
Wd Ok Wd Ok
1" Of "i_f.
Existing building plan provided by Snohomish County records for Parcel #:00513105801100 for
address: 16131 75TH PL W , EDMONDS, WA 98026
Note that analysis assumptions such as building geometry, tributary areas, and loading were
determined through examination of these photographs and industry knowledge of standard
construction practices.
-L 120
33 of 33
744WO11's
M.- 3
Photographs provided by R&R. Note that analysis assumptions such as building geometry, tributary
areas, and loading were determined through examination of these photographs and industry
knowledge of standard construction practices.
-L120