REVIEWED BLD2021-0775+Structural_Analysis_or_Calculations+6.7.2021_12.55.06_PM+22354321 of 23
REVIEWED
BY
CITY OF EDMONDS
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
Calculation Package for
Foundation Stabilization/Left
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
1315091"PLNE
KIRKLAND, WA 98034-5901
10623 229th PI SW,
Edmonds, WA 98020
Project No: 5210419-2XR
June 3, 2021
Prepared for:
R&R Foundation Specialist
3409 McDougall Ave, suite 204
Everett, WA 98201
P: 425.760.5071
CONTACT: MANS THURFJELL, PE
EMAIL: MTHURFJELL@L120ENGINEERING.COM
PHONE: (425) 636-3313
RECEIVED
Jun 07 2021
CITY OF EDMONDS
DEVELOPMENTSERVICES
DEPARTMENT
LT 'ENGINEERING&D- ,.
(425) 636-3313
L120Engineering.com
LOCATEPILEWITHIN '.. I
0" OF OPENING LOCATE PILES
WITHIN 3'-0" OF
CENTER PILE CORNER 27'
BETWEEN OPENING
AND CORNER - (2)PILES @ -
8'-0" O. .MAX (4) PILES @ ]'-0" O.C. MAX
LOCATE PILE WITHIN LOCATE PILE WITHIN
6'-0".OF CORNER N T-O" OF CORNER
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LOCATE PILE WITHIN
Y-O" OF CORNER
R&R LEVEL SURVEY
SEE STRUCTURAL CALCULATION PACKAGE
FOR ADDITIONAL REQUIREMENTS
SITE PLAN LEGEND PARCEL NO.
00610500000300
■ EXISTING RESIDENCE STRUCTURE
LEGAL DESCRIPTION
EXISTING ADJACENT STRUCTURE WESTGATE MANOR BLK 000 D-00 - LOT 3
_ AREA OF PROPOSED WORK OWNER NAME 8 ADDRESS
---- PROPERTYLINE PETERSON ERIC A&PEGGY
10623 229TH PL SW,
' APPROXIMATE DIMENSION EDMONDS, WA 98020
PROPERTY LINE
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229TH PL SW
OVERALL PARCEL PLAN
PILE SPACING S LOAD REOUIRMENTS TABLE
PILES
PILE
PILE
TYPE
MAXO.C.SPACING,R
MIN VERTICAL CAPACITY, kip.
PROOF TESTING LOAD, kip.
LOCATION
PILES
END
OFFSET
ALLOWABLE LOADING
% MIN VERTICAL CAPACITY
(MIN ULTIMATE CAPACITY)
1-6
HELICAL
7-0'UNO
PER PLAN
110Mp
220 bp
TYP
10-11917-18
HELICAL
7'0`LINO
PER PLAN
130 up
28.OMP
TYP
12-16
HELICAL
"UNO
PERPLAN
1501op
300k*
TYP
7E
HELICAL
IT-WUNO
PER PLAN
100 Np
211.O kq
TYP
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 TO ACHIEVE THE REQUIRED BEARING CAPACITY LOADING INCLUDING ASAFETY FACTOR NO LESS THAN 2. THE MAXIMUM
INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM
INSTALLATION TORQUE RATING OF S300FT•LB6 FOR A 2-718 INCH DIAMETER HELICAL PILE WITH 0.203INCH SHAFT WALL THICKNESS PER ESRJ750.
b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.: 278TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2718" TRU-FORCE UNDERPINNING BRACKET IS
LIMITEDTOWKIPS.
c HE LICALASSEMBLIESAS MANUFACTURED BY IOEAL.144NUFACMRING, INC., IN ACCORDANCE WITH ESR-3750.
I PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART OF THE ASSEMBLY
e. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN.
CENTER PILE
BETWEEN OPENING
AND CORNER
LOCATE PILE WITHIN
6'-0" OF CORNER
1
X
U
9 o
m
FOUNDATION NOTES
1. VERIFY ALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL PER RBR LEVEL SURVEY.
3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFORMATION:
HELICAL PILES.......... ............ ...- .............. 115D1.1
4. REFER TO STRUCTURAL CALCULATONSPACKAGEDATED JUNE 3,2021,FOR ADDITIONAL INFORMATION, SPECIFICATIONS,ANDREQUIREMENTS.
5. LEVEL SURVEY PER RBR REPAIR PLAN DATED FEBRUARY A,Ml. REFER TO STRUCTURAL CAICUJATAXIS PACKAGE FOR MODIFICATIONS AND
ADDITIONAL REQUIREMENTS FOR REPAIR FILM.
8. MINI MUM PILE DIAMETERSHALLBE2-718°.
7. IT IG ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH t 96 TOLERANCE MALLOW FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED
DURING PILE INSTALLATION PROVIDED THAT NO TWO ADJACENT SPANS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY.
8. IF REQUIRED ALL SUPPLEMENTAL CHANNELS TO SPAN FROM PILE TO PILE AND EXTEND MIN B' PAST SUPPORTING PILE EA END.
9, IF REQUIRED ALL SUPPLEMENTAL CHANNELS TO BE ANCHORED TO THE FOUNDATION WITH 5 T DIAM. SIMPSON TITEN HD SCREW ANCHORS OR
APPROVED EQUIVALENT) ATA MAXIMUM SPACING fYOC WIMIN /'EMBED. ANCHORS TO BE CENTERED ON OR INSTPLLEDPBOVE THE CENTER LINE
OF THE CHANNEL.
10. FIELD VERIFY ALL EXISTING STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE T THICK MINIMUM WITH Y4E HEIGHT (MEASURED
FROM BIFTG TO TICONC) MINIMUM.
11. PARCEL DIMENSIONS APPROXIMATED BY SNOHOMISH COUNW ASSESSOR GIS MAPPING TOOLS 8 TAXSIFTER INCLUDING THE SELECTED PARCEL.
PROPERTY DIMENSIONS ARE APPROXIMATE FOR REPRESENTATIVE PURPOSES ONLY. NOT TO SCALE. NOT TO BE USED FOR LEGAL PURPOSES OR IN
PLACE OF A FIELD SURVEY.
12, SITE FEATURES ME EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY.
13. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF 5'4' OR UNTIL REFUSAL, WHICHEVER IS SHALLOWER.
HELICAL PILE REFUSAL CRITERIA:
TORQUING OF THE PILE SHALL CONTINUE UNTLA HYDRAULIC PRESSURE IS ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL CAPACITY
WITH ASAFETY FACTOR OF NO LESS THAN TWO. ADVANCEMENT SHALL BE HALTED IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT
FLEXURE.
E DECK
LLOCATE PILES WITHIN
LOCATE PILE WITHIN
3'-O" OF CORNER
2'-0" OF OPENING
6(20) PILES @
OC_ ...-... . .. ...................................................................................... MAX
,�(4) PILES @ T 7'-0" O.C. MAX
71 81 9i U121 13.E i 15y
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U
E GARAGE O
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a
AREA OF WORK
1
LOCATE PILE WITHIN 22'-0"
2'-0" MAX OF CORNER
:...................................................................:
(E) RESIDENCE
10623 229TH PL SW,
EDMONDS, WA 98020
Ali E PORCH
LOCATE PILE WITHIN
T-O" MAX OF CORNER
SITE PLAN
PRO]ECT NAME
10623 229TH PL SW,
EDMONDS, WA 98020
5210419-2XR
FY
C IEam m - MRT
SHEF DATE - 06/03/2021
s: aLE
NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
PROJECT
LONGITUDE SUBJECT
ONE TWENTYO
ENGINEERING & DESIGN
BY FY
PROJECT NO. SHEET NO.
S210419-2XR
10623 229TH PL SW, EDMONDS, WA 98020
Foundation Stabilization/Jackin
DATE 06/03/2021
Scope/Objective:
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 at the locations indicated on the attached Level Survey. Piles to be
installed in accordance with SSK-01.
- End piles are to be placed as close to corners as possible and shall not exceed a max corner offset distance as per plan.
- A maximum allowable loading of 2,080 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:
Helical Pile: #1-6 @ T-0" Max ....................................................... 11.0 kip minimum vertical capacity (allowable load)
Helical Pile: #10-11 &17-18 @ T-0" Max ....................................... 13.0 kip minimum vertical capacity (allowable load)
Helical Pile: #12-16 @ T-0" Max ................................................... 15.0 kip minimum vertical capacity (allowable load)
Helical Pile: #7-9 @ 10'-0" Max ..................................................... 10.0 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 February 26, 2021, 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 specifications.
L120 ENGINEERING & DESIGN
Cl9W491
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.
3 r49]
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.
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
..
PROJECT NO. SHEET NO.
S210419-2XR
PROJECT 10623 229TH PL SW, EDMONDS, WA 98020
SUBJECT Stabil-Loc Concentric Pile Installation Chart
BY FY
DATE
06/03/2021
Idea! Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness)
-Soil Capacity
per ESR-3750
DIGGA 6K Drive Head
Pressure
Torque Correlation Factor, K,
Ultimate Axial Compressive
Allowable Axial Compressive
L120 ENGINEERING &DESIGN
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S210419-2XR
PROJECT 10623 229TH PL SW, EDMONDS, WA 98020
SUBJECT Stabil-Loc Concentric Pile Installation Chart
BY FY
DATE 06/03/2021
Ideal Fotwrdatron Systems 2-7/8"0
Helical Pile (0103-inch wall thickness) -Soil Capacity per ESR-3750
C IGGA SOK Drive
Torque Correlation Factor, IC,
Ultimate Axial Compressive
Allowable Axial Compressive
L120 ENGINEERING &DESIGN
8 of 23
DocuSign Envelope ID: E4499F3C-56A3-4004-803A-190AC9EE6A58
Friday, February 26, 2021
SCOPF OF WORK FOUNDATIONI
Crew will install 18 helical piles to lift foundation to maximum structural recovery. Crew will do 12 concrete remove and repalace.
50% down & 50% due upon job completion. Piles bid to 25ft depth, $20 per foot beyond that depth. Crawlspace height is 4 feet.
Has partial dingo access, most piles will be driven by hand and parking is not a problem. Whomever represents home will need
to be onsite upon crew arrival and and upon completion of work.
L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked and that the
maximum indicated pile spacing is achieved.
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 indicated.
2. End piles are to be placed as close to corners as possible and shall not exceed a maximum corner distance specified below.
LcVEL SURVEY
LOCATE PILE WITHIN
2'-0" OF OPENING
CENTER PILE
BETWEEN OPENING
AND CORNER
LOCATE PILE WITHIN I
6'-0" OF CORNER
7 3/8
u-L
LOCATE PILES
WITHIN 3'-0" OF
CORNER 27' _--.—
(2) PILES @
8'-0" O.C. MAX (4) PILES @ 7'-0" O.C. MAX
cli
8.5'
>-2 5' 13
-5 5/8 3 12 1 7/8
10 X -
6 Q
Poly rethane
FoC
am J U
11 O
5 0
N ,
-1 7/8
-3/8
U 44 -2 3/4 -1/4
-3/4
O a) _ 1
1 1-3/8
■■■■■■■■■■■■■
■■■
LOCATE PILE WITHIN
/ 1 •:►
V
■Oil
■■■ ■■■■■ ■■■■■■■
■■■■■
■■■■■■ 1 • Post
so
�� •= 3" Helical Pile
ON
■I m =Crack in Foundatio
Polyy�urethane
tJ 34 Foam 17 1 1 /4 -7/ p _ -1 /2 0
� -1 3/4 1
--- - 27
< 18 ro 271
w U -
J
1 1 1 /4 r7/8
— —
LOCATE PILE WITHIN
2'-0" OF CORNER
DocuSign Envelope ID: E4499F3C-56A3-4004-803A-190AC9EE6A58
9 of 23
Friday, February 26, 2021
JUb HHOTOS
W .
Location of piles 7 - 9 and concrete to be remove
and replaced. Hot tub will not need to be moved
FOUNDATION SPECIALIST
J li 9
AM�t i1
� � y
a
• ram..-�r5; -mod,
Location of piles 1 - 6 on exterior, Homeowner will
move plants
Location of piles 12 - 16 in crawlspace. Crawlspace
height is 4 feet
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
10 of 23
PROJECT NO. NO.
S210419-2XR SSK-01
PROJECT 10623 229TH PL SW, EDMONDS, WA 98020
LONGITUDE SUBJECT
ONE TWENTY
ENGINEERING & DESIGN
BY FY
(E) WOOD FRAMED
FLOOR SYSTEM,
FIELD VERIFY
8" MIN THICKNESS,
CONTRACTOR TO VERIFY
Foundation Stabilization/Jacking
Tryd
O L}L 4
= Q �
z�w
V d
N O ~
U
N o d
—"'1=IIII=IIII=IIII=IIII=IIII=III °
-""—"" =IIII=IIII=IIII • d d
=IIII—IIII—III d d .
'=IIII=IIII •
IIII=IIII=III ° °
'—IIII— 11=IIII=IIII=IIII=
- 11=IIII=IIII=IIII=IIII=
(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.
DATE 06/03/2021
(E) CONIC STEM WALL
T/STEM WALL =
FIELD VERIFY
T/FIN GRADE _
11=IIII=IIII=IIII VARIES
=IIII=IIII=IIII=III I-
11=_IIII=_IIII=_IIII= (E) FTG TO BE CUT FLUSH
IIII=IIII=IIII=III I
il-lill-rill=rill=l. WITH FACE OF STEM WALL
IIII=IIII=IIII=11 = WITH A 12" MAX WIDTH FOR
11=IIII=IIII=IIII III
1i11-1i11-1i11 IIII= INSTALLATION POCKET
_11=IIII=IIII= II=III
=IIII=IIII=11 =IIII=
11=IIII=IIII IIII=IIII.
=IIII IIII=IIII=1i. T/CONC FTG =
FIELD VERIFY
IIII=IIII=III
11=IIII=IIII=
IIII—IIII—III
11=IIII=IIII-
IIII=IIII=1�
= 11=IIII=III'
=IIII=IIII=IIII
IIII=IIII "
IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALIST
TO CONFORM TO ESR-3750
L120 ENGINEERING & DESIGN
1 1/2 X 1
SLOT(TYP)
2 7/8" TRUFORCE BRKT BASE GALV.
TOP
2 7/8 TRUFORCE BRKT BASE GALV.
FRONT"
TRUFORCE UNDERPINNING BRACKET FOR 2 7/8" PILE SHAFT
7'Y2
-- +
1 1/2 X 1
2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYP)
TOP
-10
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.I 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.
PICTURE PARKWAY
STER, NY 14580
789-4810 1 WWW.IDL-GRP.COM
NOT TO SCALE
ALL UNITS IN INCHES U.N.O.
3
401DEAL
Group
278TFG
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
A
1 1 2 W
ULTEMA CAPACITY IIS740.7EXCEEKIPS IMUM TORQUE NOT AS ON A CAPACITY TO 2 7/8" O.D. X 0.203'' W.T. HELICAL LEADS & EXTENSIONS
TORQUE RATIO OF kt = 9 FT-1
ICC-ES AC358 -REPORT #ESR-3750
[L]
EXTENSION FLIGHTED EXTENSION FLIGHTED EXTENSION
(EX: 278203EXT[L]G) SINGLE HELIX (SH) DOUBLE HELIX (DH)
(EX: 278203FESH[L][Di]X[T]G) (EX: 278203FEDH[L][DID2]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.
pa
I
p3
I
�I �D3
�D=
�{ �D�
I I
I
p3 —Li
LING NUTS 5% (TYP)
?� 1
SINGLE HELIX (SH) DOUBLE HELIX (DH) TRIPLE HELIX (TH) QUAD HELIX (QH)
LEAD LEAD LEAD LEAD
(EX: 278203SH[L][Di]X[T]G) (EX: 278203DH[L][DiD2]X[T]G) (EX: 278203TH[L][D'D2D3]X[T]G) (EX: 278203QH[L][D3D2D3D4]X[T]G)
2%O.D.X� 2
4
IDEAL PART # ABREVIATIONS: 0.203 W.T.
278 = SHAFT DIAMETER = _ 3 PITCH TYPICAL PILE
203 = SHAFT WALL THICKNESS ASSEMBLY
EXT = EXTENSION (NP)
FE = FLIGHTED EXTENSION O15l6
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
(EXAMPLE: 10" = 10)
X = X (SEPARATES HELIX DIAMETER(S)
AND HELIX THICKNESS)
[T] = HELIX THICKNESS
(EXAMPLE: 3/8" = 38)
G = GALVANIZED
PICTURE PARKWAY
STER, NY 14580
789-48101 WWW.IDL-GRP.COM
NOT TO SCALE
ALL UNITS IN INCHES U.N.O.
3
401DEAL
Group
278203
SINGLE
HELIX
EXTENSION
TRIPLE
HELIX
LEAD
TIP CUT
AT 45°
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
N
O
M
N
W
LONGITUDE
ONE TWENTY°
ENGINEERING & DESIGN
LOAD ANALYSIS: IBC 2018 -
2-STORY BUILDING
Max Wall Spacing = 7'-0" Max
*Typical @ Perimeter
Roof LL (snow ground): 25 psf
Floor LL: 40 psf
Deck LL: 60 psf
Floor/Roof DL: 15 psf
Wall DL: 12 psf
Stemwall DL: 100 psf * 8" stemwall
Helical Pile: #1-6: 7'-0" o.c.
Roof Trib: 0.5*24' span =12'
Floor Trib: 0.5*20' span * 1 story = 10'
Typical Flr Ht: 10' *2 story = 20'
Concrete Ht = 2'-6" *conserv. assumed for
load calculations
Helical Pile: #10-11&17.18: 7'-0" o.c.
Roof Trib: 0.5*24' span =12'
Floor Trib: 0.5*12' span + 0.5*20' span = 16'
Typical Flr Ht: 10' *2 story = 20'
Concrete Ht = 2'-6" *conserv. assumed for
load calculations
Helical Pile: #12-16: 7'-0" o.c.
Roof Trib: 0.5*28' span =14'
Floor Trib: 0.5*20' span * 1 story = 10'
Deck Trib: 0.5*12' span = 6'
Typical Flr Ht: 10' *1 story = 10'
Concrete Ht = 2'-6" *conserv. assumed for
load calculations
Helical Pile: #7-9: 10'-0" o.c.
Roof Trib: 2'
Floor Trib: 0.5*20' span * 1 story = 10'
Typical Flr Ht: 10' *2 story = 20'
Concrete Ht = 2'-6" *conserv. assumed for
load calculations
Notes:
1. Both uniform and point loads
analyzed in the following concrete
beam analysis. 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 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.
PROJECT NO. SHEET NO.
S210419-2XR
PROJECT 10623 229TH PL SW, EDMONDS, WA 98020
SUBJECT Foundation Stabilization/Jacki
BY FY
Seam Span = 7.00 ft
DATE 06/03/2021
Helical Pile: #1-6: T-0" o.c. Max
Story
#
Trib
DL
LL
RL
SL
EQ
Roof
1
12.0 ft
180 pif
0 plf
240 pif
300 pif
0 plf
Floor
1
10.0 ft
150 pif
400 pif
0 plf
0 plf
0 plf
Wd Wall Ht
2
10.0 ft
240 pif
0 plf
0 plf
0 plf
-onc Wall Ht
1
2.5 ft
250 pif
0 plf
0 plf
0 plf
0 plf
Total
820 pif
400 pif
240 pif
300 pif
0 plf
Total xSpan w/SW
5.7k
2.8k
1.7k
2.1k
0.0k
Total x Span w/o SW
4.0 k
2.8 k
1.7 k
2.1 k
0.0 k
Unfactored Uniform Load
1,S20 pif
1,270 plf
Unfactored
Point Load
10.6 It
8.9 k
w/ Sw
w/o Sw
Helical Pile: #10-11&17-18: T-0"
o.c. Max
Beam Span =
7.00 ft
Story
#
Trib
DL
LL RL
SL
EQ
Roof
1
12.0 ft
180 plf
0 pif 240 pif
300 pif
0 pif
Floor
1
16.0 ft
240 plf
640 pif 0 plf
0 PH
0 pif
Wd Wall Ht
2
10.0 ft
240 plf
0 pif
0 plf
0 pif
Conc Wall Ht
1
2.5 ft
250 pif
0 pif 0 pif
0 PH
0 pif
Total
910 pif
640 PH 240 pif
300 pif
0 plf
TotalxSpan w/SW
6.4k
4.5k 1.7k
2.1k
0.0k
Total x Span w/o SW
4.6k
4.5k 1.7k
2.1k
0.0k
Unfactored Uniform Load
1,950 pif
1,600 pif
Unfactored Point Load
13.0 k
11.2 It
w/ Sw
w/o Sw
Helical Pile: #12-16: T-0" o.c. Max
Beam Span = 7.00 ft
Story
a
Trib
DL
LL RL
St.
EQ
Roof
1
24.0 ft
210 pif
0 plf 280 pif
350 pif
0 plf
Floor
1
10.0 ft
150 pif
400 pif 0 plf
0 plf
0 plf
Deck
1
6.0 ft
90 plf
360 pif 0 plf
150 plf
0 plf
Wd Wall Ht
1
10.0 ft
120 pif
0 plf
0 plf
0 plf
Conc Wall Ht
1
2.5 ft
250 pif
0 plf 0 plf
0 plf
0 plf
Total
820 pif
760 pif 280 pif
S00 pif
0 plf
Total xSpan w/SW
5.7k
5.3k 2.0k
3.5k
0.0k
Total x Span w/o SW
4.0 k
5.3 k 2.0 k
3.5 k
0.0 k
Unfactored Uniform Load
2,080 pif
1,830 pif
Unfactored Point Load
14.6 It
12.8 It
w/ Sw
w/o Sw
Helical Pile: #7-9: 10'-0" o.c. Max
Beam Span =
Story
10.00 ft
#
Trib
DL
LL RL
SL
EQ
Roof
1
2.0 ft
30 pif
0 plf 40 plf
50 plf
0 plf
Floor
1
10.0 ft
150 pif
400 pif 0 pif
0 plf
0 plf
Wd Wall Ht
1
10.0 ft
120 pif
0 pif
0 plf
0 plf
Conc Wall Ht
1
2.5 ft
250 pif
0 plf 0 plf
0 plf
0 plf
Total
550 pif
400 pif 40 pif
50 plf
0 plf
Total xSpan w/SW
5.5k
4.0k 0.4k
0.5k
0.0k
Total xspan w/o SW
3.0k
4.0k 0.4k
0.5k
0.0k
Unfactored Uniform Load
1,000 pif
750 pif
Unfactored Point Load
10.0 It
7.S It
w/ SW
w/o SW
L120 ENGINEERING & DESIGN
PROJECT NO. SHEET NO.
S210419-2XR
PROJECT 10623 229TH PL SW, EDMONDS, WA 98020
LONGITUDE SUBJECT Foundation Stabilization/Jacki
ONE TWENTYO
ENGINEERING & DESIGN
FY
DATE 06/03/2021
Maximum loading on grade beam determined
based on building geometry, and through
conservative assumptions regarding span
lengths and support walls/foundation. Basically,
all concrete walls assumed full tributary span of
floor members 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 T-0" o.c.
L120 ENGINEERING & DESIGN
15 of 23
Project Number:
Plan Name:
Sheet Number:
S210419-2XR
10623 229TH PL SW, EDMONDS, WA 98020
Engineer:
Subject:
Date:
FY
2ft Unreinforced Conc Beam (T-0" o.c.)
6/3/2021
DEMAND CALCULATION
numberofstories
#
2stories
span
L
7.0 ft
concrete area
A
216 in2
concrete self weight
SW
225 plf
Pt DL
DL
4.00 k
= 7.0 ft * 946
Pt LL
LL
5.30 k
= 7.0 ft * 980
Pt LLr
LLr
3.50 k
= 7.0 ft * 100
momentfrom DL
MDL
8,378 lb-ft
100.5 k-in
momentfrom LL
MLL
9,275 lb-ft
111.3 k-in
momentfromSL
MLL,
6,125lb-ft
73.5k-in
factored moment
MLRFD
140.8 k-in
1.4DL
MLRFD
335.5k-in
1.2DL + 1.6LL + 0.5SL
MLRFD
349.5 k-in
1.2DL+ 1.6SL+ LL
controlling factored moment
M„
349.5 k-in
factored shear
VLRFD
3.9 k
1.4DL
VLRFD
8.5k
1.2DL + 1.6LL + 0.5SL
VLRFD
8.8 k
1.2DL+ 1.6SL+ LL
controlling factored shear
V„
8.8 k
controlling factored bearing
B„
8.8 k
STRENGTH CALCULATION
concrete strength
PC
2.5ksi
assumed
light wt concrete mod. factor
X
1
normal weight concrete
flexure strength red. factor
1pfi .
0.9
tension -controlled
shear strength red. factor
khe
0.75
bearing strength red. factor
Obeam,
0.65
moment of ineritia
1„
11,016 in4
elastic section modulus
Sm
1,001 in3
tens fiber to NA
C
11.0 in
nom flexure strength (T controls)
Mn
250.4 k-in
Mn = 5AJ cSm
nom flexure strength(C controls)
Mn
2,128.1 k-in
M. =0.85f'S
RESIDENTIAL CONCRETE
M„
375.5 k-in
Mn = 7.55.i.VfTcSrn CONTROLS
flexure strength
OW
338.0 k-in
< Mu FAILED
nom shear strength V„ 14.4 k i7 4 * A
n =3 V/ c
shear strength 41V� 10.8 k > Vu OK
loaded bearing area A, 74 in2
supporting surface bearing area AZ 74 in2
nom bearing strength B„ 156.6 k 0.85f'Al
bearing strength 41B* 101.8 k > Bu OK
Additional Verification Calc:
max concrete tensile strength f, 375 psi f =7.Sd
max beam tensile stress Fr 349 psi Ft = (M * c)/
Ixx
fr > Ft OK
[max on -center pile spacing]
*see attached
[Includes total height w/o ACI14 §14.5.1.7 redux]
[2-story loading]
[2-story loading]
[2-story loading]
[R=V for SS beam]
ACI14 [Table 21.2.1]
ACI14 [Table 21.2.1]
ACI14 [Table 21.2.1]
*see attached
*see attached
*see attached
ACI 318-14 [Eq. 14.5.2.1a]
ACI 318-14 [Eq. 14.5.2.1b]
ACI 332-14 [Eq. 8.2.1.11 Acceptable by Inspection
D/C= 103.42%
ACI14 [Table 14.5.5.1(a)]
D/C= 81.44%
[IDEAL 2-7/8" Tru-Force Underpinning Bracket]
[If the supporting surface is > than loaded area]
ACI14 [Table 14.5.6.1(c)]
D/C= 8.64%
ACI 14 [Eq. 19.2.3.1]
16 of 23
Project Number:
Plan Name:
Sheet Number:
5210419-2XR
10623 229TH PL SW, EDMONDS, WA 98020
Engineer:
Subject:
Date:
FY
2ft Unreinforced Conc Beam (T-0" ox.)
6/3/2021
Final Section Properties
Total Area
216.0 in^2
Ixx
11.016.0 in^4
Sxx : - Y
1,001.45 in^3
lyy
1,631.93 in^4
Sxx : +Y
847.38 in^3
Calculated final C.G. distance from Datum :
X cg Dist.
0.0 in
Zxx
1,349.99 in^3
Syy : - X
271.988 in^3
Syy : +X
271.988 in^3
Y cg Dist.
0.0 in
Zyy
504.0 in^3
Edge Distances from CG.:
r xx
7.141 in
+X
6.0 in
+Y
13.0 in
r yy
2.749 in
-X
-6.0 in
-Y
In
Rotation of All Components @ , 0.00 deg CCW
Per AC114 §14.5.1.7
General
- I : #1 Xcg = 0.000 in Ycg = 0.000 in Rotation = 0 deg CCW
Top Flange Width = S.00Oin Top Flange Thick = 8.000in Web Thickness = 8.00Oin
Bottom Flange Wid 12.000in Bottom Flange This 6.00Oin Top Height = 24.00Oin
17 of 23
Project Number:
Plan Name:
Sheet Number:
S210419-2XR
10623 229TH PL SW, EDMONDS, WA 98020
Engineer:
Subject:
Date:
FY
2ft Unreinforced Conc Beam (10'-0" o.c.)
6/3/2021
DEMAND CALCULATION
numberofstories
#
Istories
span
L
10.0 ft
concrete area
A
216 in2
concrete self weight
SW
225 plf
Pt DL
DL
3.00 k
= 10.0 ft * 946
Pt LL
LL
4.00k
= 10.0 ft * 980
Pt LLr
LLr
0.50 k
= 10.0 ft * 100
momentfrom DL
MDL
10,313 lb-ft
123.8 Wn
momentfrom LL
MLL
10,000lb-ft
120.0 Wn
momentfromSL
MLL,
1,250lb-ft
15.0k-in
factored moment
MLRFD
173.3 k-in
1ADL
MLRFD
348.0k-in
1.2DL + 1.6LL + 0.5SL
MLRFD
292.5 k-in
1.2DL+ 1.6SL+ LL
controlling factored moment
M„
348.0 k-in
factored shear
VLRFD
3.7 k
1ADL
VLRFD
6.5k
1.2DL + 1.6LL + 0.5SL
VLRFD
5.6 k
1.2DL+ 1.6SL+ LL
controlling factored shear
V„
6.5 k
controlling factored bearing
B„
6.5 k
STRENGTH CALCULATION
concrete strength
PC
2.5ksi
assumed
light wt concrete mod. factor
X
1
normal weight concrete
flexure strength red. factor
1pfi .
0.9
tension -controlled
shear strength red. factor
khe
0.75
bearing strength red. factor
Obeam,
0.65
moment of ineritia
1„
11,016 in4
elastic section modulus
Sm
1,001 in3
tens fiber to NA
C
11.0 in
nom flexure strength (T controls)
Mn
250.4 k-in
Mn = 5AJ cSm
nom flexure strength(C controls)
Mn
2,128.1 k-in
M. =O.R5f'S
RESIDENTIAL CONCRETE
M„
375.5 k-in
Mn = 7.55.i.VfTcSrn CONTROLS
flexure strength
OW
338.0 k-in
< Mu FAILED
nom shear strength V„ 14.4 k i7 4 * A
n =3 V/ c
shear strength 41V� 10.8 k > Vu OK
loaded bearing area A, 74 in2
supporting surface bearing area AZ 74 in2
nom bearing strength B„ 156.6 k 0.85f'Al
bearing strength 41B„ 101.8 k > Bu OK
Additional Verification Calc:
max concrete tensile strength f, 375 psi %r = 7.SA
max beam tensile stress Fr 347 psi Ft = (M * c)/
Ixx
fr > Ft OK
[max on -center pile spacing]
*see attached
[Includes total height w/o ACI14 §14.5.1.7 redux]
[1-story loading]
[1-story loading]
[1-story loading]
[R=V for SS beam]
ACI14 [Table 21.2.1]
ACI14 [Table 21.2.1]
ACI14 [Table 21.2.1]
*see attached
*see attached
*see attached
ACI 318-14 [Eq. 14.5.2.1a]
ACI 318-14 [Eq. 14.5.2.1b]
ACI 332-14 [Eq. 8.2.1.11 Acceptable by Inspection
D/C= 102.96%
ACI14 [Table 14.5.5.1(a)]
D/C= 59.95%
[IDEAL 2-7/8" Tru-Force Underpinning Bracket]
[If the supporting surface is > than loaded area]
ACI14 [Table 14.5.6.1(c)]
D/C= 6.36%
ACI 14 [Eq. 19.2.3.1]
18 of 23
Project Number:
Plan Name:
Sheet Number:
5210419-2XR
10623 229TH PL SW, EDMONDS, WA 98020
Engineer:
Subject:
Date:
FY
2ft Unreinforced Conc Beam (10'-0" ox.)
6/3/2021
Final Section Properties
Total Area
216.0 in^2
Ixx
11.016.0 in^4
Sxx : - Y
1,001.45 in^3
lyy
1,631.93 in^4
Sxx : +Y
847.38 in^3
Calculated final C.G. distance from Datum :
X cg Dist.
0.0 in
Zxx
1,349.99 in^3
Syy : - X
271.988 in^3
Syy : +X
271.988 in^3
Y cg Dist.
0.0 in
Zyy
504.0 in^3
Edge Distances from CG.:
r xx
7.141 in
+X
6.0 in
+Y
13.0 in
r yy
2.749 in
-X
-6.0 in
-Y
In
Rotation of All Components @ , 0.00 deg CCW
Per AC114 §14.5.1.7
General
- I : 1f1 Xcg = 0.000 in Ycg = 0.000 in Rotation = 0 deg CCW
Top Flange Width = S.00Oin Top Flange Thick = 8.000in Web Thickness = 8.00Oin
Bottom Flange Wid 12.000in Bottom Flange This 6.00Oin Top Height = 24.00Oin
Appendix
Parcel Details
& Photographs
20 of 23
Snohomish Online Government Information & Services
County
Washington
Home Other Property Data Help
> Search Results > Property Summary
Property Account Summary
5/31/2021
Parcel Number 100610500000300 lProperty Address 10623 229TH PL SW, EDMONDS, WA 98020-6151
I General Information
)erty Description WESTGATE MANOR BLK 000 D-00 -LOT 3
)erty Category Land and Improvements
as Active, Locally Assessed
Code Area 00216
Property Characteristics
Use Code 111 Single Family Residence -Detached
Unit of Measure Acre(s)
Related Properties
No Related Properties Found
Parties
Role
Percent
Name
Address
Taxpayer
100
MAXIN JEFFREY/GARCIA NAYELI
2845 EASTLAKE AVE E, C, SEATTLE, WA
TORRES
98102
Owner
100
MAXIN JEFFREY/GARCIA NAYELI
2845 EASTLAKE AVE E, C, SEATTLE, WA
TORRES
98102
Owner
100
PETERSON ERIC A & PEGGY
10623 229TH PL SW, EDMONDS, WA 98020
United States
Property Values
Value Type
Tax Year
2021
Tax Year
2020
Tax Year
2019
Tax Year
2018
Tax Year
2017
Taxable Value Regular
$653,900
$628,000
$575,600
$522,700
$462,100
Exemption Amount Regular
Market Total
$653,900
$628,000
$575,600
$522,700
$462,100
Assessed Value
$653,900
$628,000
$575,600
$522,700
$462,100
Market Land
$415,000
$404,000
$355,000
$325,000
$280,000
Market Improvement
$238,900
$224,000
$220,600
$197,700
$182,100
Personal Property
Active Exemptions
No Exemptions Found
Events
Effective Date
Entry Date -Time
Type
Remarks
04/12/2021
04/12/2021 13:45:51
Excise Processed
Temporary Excise: T136986 Finalized to: E160168
04/05/2021
04/12/2021 13:45:00
Excise Processed
Property Transfer Filing No.: T136986, submitted by eREET 04/05/2021 by ASCEREET
ax Balance
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Make Check/Money Order to:
Snohomish County Treasurer
Send to:
Snohomish County Treasurer
3000 Rockefeller Ave
M/S 501
Everett, WA 98201
Installments Payable
Tax Year linstaliment IDue Date I Principall Interest, Penalties and Costsl Total Duel
2021 12 10/31/2021 1 $2,706.331 $0.001 $2,706.331
View Detailed Statement Detailed information about taxes and all other charges displayed above.
Calculate Future Payoff Taxes, interest and penalty due on a specific future date.
Cumulative Due
$2,706.33
Distribution of Current Taxes
District
Rate
0.20
Amount
$128.88
Voted Amount
$0.00
Non -Voted Amount
$128.88
CENTRAL PUGET SOUND REGIONAL TRANSIT AUT
CITY OF EDMONDS
1.26
$826.33
$233.75
$592.58
EDMONDS SCHOOL DISTRICT NO 15
2.80
$1,830.15
$1,830.15
$0.00
PORT OF EDMONDS
0.06
$37.86
$0.00
$37.86
PUB HOSP #2
0.061
$40.39
$0.00
$40.39
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.42
$277.53
$0.00
$277.53
SNOHOMISH COUNTY-CNT
0.64
$416.00
$0.00
$416.00
STATE
2.83
$1,847.49
$0.00
$1,847.49
SNOHOMISH CONSERVATION DISTRICT
$8.02
$0.001
$8.02
TOTAL
8.27
$5,412.651
$2,063.901
$3,348.75
Levy Rate History
Tax Year
Total Levy Rate
2020
9.337975
2019
9.270960
2018
10.730353
Real Property Structures
Description
IType
IYear Built
iMore Information
Tri-Level
IDwelling
11967
View Detailed Structure Information
Receipts
Date
Receipt No.
Amount Tendered
Amount Due
04/16/2021 13:32:00
11513982
$2,706.32
$5,412.65
09/17/2020 00:00:00
11173323
$2,936.13
$2,936.13
04/24/2020 00:00:00
11065801
$2,936.13
$5,872.26
10/29/2019 00:00:00
10802329
$2,671.69
$2,671.69
04/29/2019 00:00:00
10537873
$2,671.69
$5,343.38
11/07/2018 00:00:00
10284129
$2,807.39
$2,807.39
04/30/2018 00:00:00
9976498
$2,807.38
$5,614.77
10/30/2017 00:00:00
9683828
$2,372.03
$2,372.03
05/01/2017 00:00:00
9418669
$2,372.03
$4,744.06
11/01/2016 00:00:00
9135048
$2,190.72
$2,190.72
04/29/2016 00:00:00
18852192
$2,190.72
$4,381.44
Sales History
Sale Entry Recording Recording Sale Excise Deed Transfer r Other
Date Date Date Number Amount Number Type Type Grantor(Seller) Grantee(Buyer) Parcels
No Sales History Found
Property Maps
Neighborhood Code
ITownship IRange
Section
IQuarter
IParcel Map
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22 22
Za—
Wd Dk
320 s.f.
16
42
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FWd Dk
120 s.f.
1 sFr
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1698 s.f.
9�
2
10
28
27
14
22
Existing building plan provided by King County records for Parcel #: 00610500000300 for address:
10623 229TH PL SW, EDMONDS, WA 98020.
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.
-1-120
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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