HomeMy WebLinkAboutPermit File BLD-2023-1096 3909 Rock Ridge ParkwayCODES
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PROJECT INFORMATION
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COVER SHEET....S-0
STRUCTURAL GENERAL NOTES....S-1
SITE & FOUNDATION PLAN....S-2
FOUNDATION DETAILS....SD-1.1
3909 Rockridge Parkway Anacortes Residence
S23-XR
CLIENT
BENCSIK KATIE
BENCSIK TAMAS
3909 ROCKRIDGE PARKWAY
ANACORTES, WA 98221
PROJECT ADDRESS
3909 ROCKRIDGE PARKWAY
ANACORTES, WA 98221
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91ST PL NE
KIRKLAND, WA 98034-5901
PHONE: (425) 636-3313
CONTACT: MANS THURFJELL, PE
ENGINEERED PER:
2018 (IRC) INTERNATIONAL RESIDENTAL CODE
2018 (IBC) INTERNATIONAL BUILDING CODE
S230421-4XR
JT
06/29/2023
3909 ROCKRIDGE
PARKWAY
ANACORTES WA 98221
CITY OF ANACORTES
PLANNING AND BUILDING DEPT:
APPROVED PLANS
REVIEWED FOR CODE COMPLIANCE
PERMIT #:______________________________
ADDRESS:______________________________
APPROVED BY:__________________________
SUBJECT TO FIELD INSPECTION. APPROVED PLANS SHALL NOT
BE ALTERED WITHOUT AUTHORIZATION.
BLD-2023-1096
3909 ROCK RIDGE PARKWAY
GENERAL STRUCTURAL NOTES
DESIGN CRITERIA
CODE: 2015 IBC/IRC & AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY.
ROOF ........................................25 PSF SNOW (GROUND)
FLOORS
RESIDENTIAL.....................40 PSF
BALCONY/DECK................60 PSF
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GENERAL CONDITIONS
1.THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL
ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK.
2.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE
STARTING WORK. THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY
DISCREPANCIES.
3.ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL
BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE
PROCEEDING WITH ANY WORK SO INVOLVED.
4.IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE
PRECEDENCE OVER THE "GENERAL NOTES" AND/OR "STANDARD DETAILS".
5.IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE
SAME AS FOR SIMILAR WORK.
6.WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE
DRAWINGS.
7.THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY
CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE
DISTRESS TO THE STRUCTURE.
8.THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBL
FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE
ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCT
9.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE
INTERNATIONAL BUILDING CODE, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER
ANY PORTION OF THE WORK.
10.SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.
WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMEN
SHALL APPLY.
11.REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES
OR THE STRUCTURAL DRAWINGS.
12.NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION.
13.DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED
IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION.
14.ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS
GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE
"INTERNATIONAL BUILDING CODE" (IBC), AND STANDARDS REFERENCED THEREIN.
0.35
AB ANCHOR BOLT
ABV ABOVE
AFF ABOVE FINISH FLOOR
ALT ALTERNATE
ALUM ALUMINUM
APPROX APPROXIMATE
AYC ALASKAN YELLOW CEDAR
BB BOX BEAM
BF BOTTOM FLUSH
BLDG BUILDING
BLKG BLOCKING
BM BEAM
BOT BOTTOM
BP BOTTOM PLATE
BRG BEARING
BTWN BETWEEN
BSMT BASEMENT
B/W BOTTOM OF WALL
CANT CANTILEVER
CJ CONTROL JOINT
CLG.CEILING
CLJ CEILING JOIST
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONST CONSTRUCTION
CONT CONTINUOUS
CTR CENTER
DET DETAIL
DF DOUGLAS FIR (SOUTH)
DFL DOUGLAS FIR LARCH
DIM DIMENSION
DJ DOUBLE JOIST
DIA DIAMETER
DN DOWN
DS DOWN SPOUT
EA EACH
EF EACH FACE
EJ EXPANSION JOINT
ELEV ELEVATION
EN EDGE NAILING (PANEL)
EQ EQUAL
ES EACH SIDE
EW EACH WAY
FB FLUSH BEAM
FIN FINISH
FL FLOOR
FLSHG FLASHING
FND FOUNDATION
FP FIREPLACE
FT FOOT
FTG FOOTING
GA GAUGE
GALV GALVANIZED
GLB GLULAM BEAM
GR GRADE
GYP GYPSUM WALL BOARD
HDG HOT-DIPPED GALVANIZED
HDR HEADER
HF HEM FIR
HGT HEIGHT
HT HEIGHT
IN INCH
JT JOINT
MAX MAXIMUM
MIN MINIMUM
MISC MISCELLANEOUS
NB NON-BEARING
NO NUMBER
OC ON CENTER
PSF POUNDS PER SQUARE FOO
PSI POUNDS PER SQUARE INC
PT PRESSURE TREATED
RAF RAFTER
REF REFERENCE
REINF REINFORCEMENT
REQD REQUIRED
SF SQUARE FOOT
SIM SIMILAR
SPF SPRUCE PINE FIR
STD STANDARD
SYP SOUTHERN YELLOW PINE
T/TOP OF
T/C TOP OF CONCRETE
T/P TOP OF PLATE
T/S TOP OF STEEL
T/W TOP OF WALL
TF TOP FLUSH
TJ TRIPLE JOIST
T/BM TOP OF BEAM
T/SLABTOP OF SLAB
TP TOP PLATE
TYP TYPICAL
UNO UNLESS NOTED OTHERWI
UPA UNDER POST ABOVE
UWA UNDER WALL ABOVE
VERT VERTICAL
VIF VERIFY IN FIELD
W/WITH
WC WESTERN CEDAR
WP WATERPROOF
WWF WELDED WIRE FABRIC
ABBREVIATIONS
15. STRUCTURAL STABILITY OF ALL NEW AND EXISTING STRUCTURES DURING CONSTRUCTION SHALL BE
THE RESPONSIBILITY OF THE CONTRACTOR. THIS INCLUDES EXCAVATIONS, COLUMNS, EQUIPMENT
LOADS, MATERIAL LOADS, AND OTHERS. OBSERVATIONS BY THE ENGINEER-OF-RECORD DO NOT
INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION.
ALTERNATES:
1.ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST
PAYMENT FOR REVIEW; CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONA
COST TO OWNER.
1.THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN
AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR
TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM
HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL
NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR
PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS
SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY
PERSON.
JOBSITE SAFET
STRUCTURAL AND MISC. 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 AN
2.MATERIALS:
BOLTS - ASTM A307, UNLESS OTHERWISE NOTED
WF BEAMS - ASTM A572-50 (Fy = 50,000 PSI)
HSS ROUND COLUMNS - ASTM A500 Gr. B (Fy = 42,000 PSI)
HSS RECTANGULAR COLUMNS - ASTM A500 Gr. B (Fy = 46,000 PSI)
ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI)
STRUCTURAL STEEL WELDING
1.CONFORM TO THE AWS CODES D1.1 AND D1.3., AND USE ONLY CERTIFIED WELDERS. WELDS NOT
SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES.
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 2015 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.
PROOF TESTING SHALL BE IN ACCORDANCE WITH ASTM STANDARD D 1143-81. GEOTECHNICAL SPECIAL
INSPECTOR SHALL BE CONTINUOUSLY PRESENT DURING PILE INSTALLATION AND LOAD TESTING. PROOF
TESTING SHALL BE APPLIED TO EACH OF THE LOAD CONFIGURATIONS SPECIFIED IN THE PILE SPACING & LOAD
REQUIREMENTS TABLE. MINIMUM ONE (1) PILE PER LOAD CONFIGURATION SHALL BE TESTED.
CONCRETE ANCHORS
1. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE, HILTI, OR EQUIVALENT. SPECIAL
INSPECTIONS REQUIRED.
16. MINIMUM ASSUMED SOIL BEARING CAPACITY............... 3,000 PSF
SPECIAL INSPECTIONS SCHEDULE
SPECIAL INSPECTIONS TABLES PER THE 2018 IBC. ALL ITEMS NON-APPLICABLE ITEMS HAVE BEEN
MARKED WITH A "-". ITEMS REQUIRING SPECIAL INSPECTION HAVE BEEN MARKED WITH AN "X".
CODE: 2018 IRC/IBC & AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY.
S230421-4XR
JT
06/29/2023
3909 ROCKRIDGE
PARKWAY
ANACORTES WA 98221
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S230421-4XR
JT
06/29/2023
3909 ROCKRIDGE
PARKWAY
ANACORTES WA 98221
SITE PLANNOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS.
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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 A SAFETY 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 8,300FT*LBS FOR A 2-7/8 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL
THICKNESS PER ESR-3750.
b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.: 278TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2 7/8"
TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 30 KIPS.
c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750.
d. 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.
SITE PLAN LEGEND
EXISTING RESIDENCE STRUCTURE
EXISTING ADJACENT STRUCTURE
AREA OF PROPOSED WORK
* PROPERTY LINE
APPROXIMATE DIMENSION
HELICAL PILE
FOUNDATION NOTES
1. VERIFY ALL DIMENSIONS ON SITE.
2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL PER R&R LEVEL SURVEY.
3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFORMATION:
HELICAL PILE .......... 1/SD-1.1
4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED FEBRUARY 9TH, 2023, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS.
5. LEVEL SURVEY PER R&R REPAIR PLAN DATED JUNE 29TH, 2023. REFER TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND
ADDITIONAL REQUIREMENTS FOR REPAIR PLAN.
6. MINIMUM PILE DIAMETER SHALL BE 2-7/8”.
7. 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 AS INDICATED ON LEVEL SURVEY.
8. FIELD VERIFY ALL EXISTING STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE 8" THICK MINIMUM WITH 2'-8" HEIGHT (MEASURED FROM
B/FTG TO T/CONC) MINIMUM.
9. PARCEL AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK, *) APPROXIMATED PER SKAGIT COUNTY iMAP. NOT TO BE USED FOR LEGAL
PURPOSES.
10. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY.
11. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF 5'-0'' (UNO PER GEOTECHNICAL REPORT).
HELICAL PILE REFUSAL CRITERIA:
TORQUING OF THE PILE SHALL CONTINUE UNTIL A HYDRAULIC PRESSURE IS ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL CAPACITY WITH
A SAFETY FACTOR OF NO LESS THAN TWO. ADVANCEMENT SHALL BE HALTED IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT FLEXURE.
49'-6''
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RESIDENCE
3909 ROCKRIDGE PARKWAY
ANACORTES, WA 98221
PARCEL NO.
P127672
LEGAL DESCRIPTION
LOT 2, PLAT OF ROCK RIDGE SOUTH,
PHASE 3, AS PER PLAT RECORDED
ON JUNE 30, 2008 UNDER AUDITOR'S
FILE NO. 200806300185, RECORDS OF
SKAGIT COUNTY, WASHINGTON.
OWNER NAME & ADDRESS
BENCSIK KATIE
BENCSIK TAMAS
3909 ROCKRIDGE PARKWAY
ANACORTES, WA 98221
R&R LEVEL SURVEY
See Structural Calculation Package for Additional Requirements
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HELICAL PILE INSTALLATION DETAIL HELICAL PILE INSTALLATION DETAIL
NOT USED NOT USED NOT USED
1 2 3
4 5 6
HELICAL PILE INSTALLATION DETAIL
S230421-4XR
JT
06/29/2023
3909 ROCKRIDGE
PARKWAY
ANACORTES WA 98221
STRUCTURAL ENGINEER
L120 ENGINEERING & DESIGN
13150 91st PL NE
KIRKLAND, WA 98034-5901
CONTACT: MANS THURFJELL, PE
EMAIL: MTHURFJELL@L120ENGINEERING.COM
PHONE: (425) 636-3313
Prepared for:
R&R Foundation Specialist
3409 McDougall Ave, suite 204
Everett, WA 98201
P: 425.760.5077
Calculation Package for
Foundation Stabilization/Lift
3909 Rockridge Parkway
Anacortes, WA 98221
Project No: S230421-4XR
June 29th, 2023
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2 of 19
PROJECT
SUBJECT
BY DATE
PROJECT NO.SHEET NO.
L120 ENGINEERING & DESIGN
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 6'-0" o.c. as indicated on the attached Level Survey.
- End piles shall not exceed the maximum corner offset as specified on the attached Level Survey.
- A maximum allowable loading of 1,640 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 #1-3 @ 6'-0" o.c. .......…… 9.0 kip minimum vertical capacity (allowable load)
Helical Pile #4-8 @ 6'-0" o.c. .....…..… 8.0 kip minimum vertical capacity (allowable load)
Helical Pile #9-15 @ 6'-0" o.c. .....…… 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 9th, 2023, 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.
S230421-4XR
Foundation Stabilization/Jacking
JT
3909 Rockridge Parkway Anacortes WA 98221
06/29/2023
3 of 19
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 2018 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 SEATTLE BUILDING CODE (SBC). THE
MAXIMUM TEST LOAD SHALL BE TWO-HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD.
4 of 19
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 2018 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.
5 of 19
PROJECT
SUBJECT
BY DATE
PROJECT NO.SHEET NO.
L120 ENGINEERING & DESIGN
S230421-4XR
Foundation Stabilization/Jacking
JT
3909 Rockridge Parkway Anacortes WA 98221
06/29/2023
6 of 19
PROJECT
SUBJECT
BY DATE
PROJECT NO.SHEET NO.
L120 ENGINEERING & DESIGN
S230421-4XR
Foundation Stabilization/Jacking
JT
3909 Rockridge Parkway Anacortes WA 98221
06/29/2023
7 of 19
SCOPE OF WORK
Thursday, February 9, 2023
Crew will install 3" Helical Piles, as well as Bi-Directional Carbon Fiber, and lift home to maximum practical recovery. Crew will
drive piles to a maximum 25’ after there will be a $20 a foot charge per pile. Crew will remove and replace concrete holes. Crew
will drill 3/8" holes and inject Polyurethane Foam to lift and support slab. Crew will pump a maximum amount of 320lbs, after
there will be a $7 charge per lb. Whomever represents home will need be onsite for crew arrival and or job completion.
Homeowner to pay 25% deposit, then 25% 1 month before project starts, & 50% due upon job completion. Homeowner will be
charged for permit after it is obtained.
ELEVATION MAP
NOTE: L120's scope is limited to the perimeter support systems/continuous footings of the primary structure. All stabilization and replacement efforts of
interior elements, exterior decks, and deck supporting elements are outside of L120's contract and scope and are not addressed in this package. - L120
L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked and piles are installed
with a maximum pile spacing of 6'-0" o.c. per the attached SSK-01.
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 6'-0" o.c. UNO.
2. End piles are to be placed within 3'-0" from corner as specified below UNO.
(4
)
P
I
L
E
S
@
6
'
-
0
"
O
C
M
A
X
(3
)
P
I
L
E
S
@
6
'
-
0
"
O
C
M
A
X
CENTER PILE
BETWEEN
CORNERS
(5
)
P
I
L
E
S
@
6
'
-
0
"
O
C
M
A
X
LOCATE PILE
WITHIN 1'-0" FROM
OPENING/CORNER
8 of 19
Southwest interior wall, Pile 14 will be installed
here. Crew will remove and replace concrete hole.
Crew will drill 3/8" holes here and inject
Polyurethane Foam to lift and support slab.
Northeast interior wall, Piles 9-13 will be installed here.
Crew will remove and replace concrete holes. Crew will
drill 3/8" holes here and inject Polyurethane Foam to
lift and support slab.
Northeast side of home, Piles 1-8 will be installed
here. Crew will install Bi-Directional Carbon Fiber on
cracks.
Thursday, February 9, 2023
JOB PHOTOS
Crew will drill 3/8" holes here and inject Polyurethane
Foam to lift and support slab. Pile 15 will be placed
here left of door. Carpet will need to be removed and
replaced by homeowner.
Photographs 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
9 of 19
PROJECT
SUBJECT
BY DATE
PROJECT NO.SHEET NO.
L120 ENGINEERING & DESIGN
Installation Detail - Ideal Helical Pile
SSK-01
(E) WOOD FRAMEDFLOOR SYSTEM,FIELD VERIFY
T/FIN GRADE =VARIES
T/CONC FTG =FIELD VERIFY
(E) CONTINUOUSCONC FOOTING
(E) CONC STEM WALL
2'
-
2
"
M
I
N
H
E
I
G
H
T
,
CO
N
T
R
A
C
T
O
R
TO
V
E
R
I
F
Y
(E) FTG TO BE CUT FLUSHWITH FACE OF STEM WALLWITH A 12" MAX WIDTH FORINSTALLATION POCKET
IDEAL HELICAL PILE & REPAIRBRACKET ASSEMBLY PER
R&R FOUNDATION SPECIALISTTO CONFORM TO ESR-3750
8" MIN THICKNESS, CONTRACTOR TO VERIFY
T/STEM WALL =FIELD VERIFY
NOTES: 1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATIONDIMENSIONS PRIOR TO INSTALLATION. ENGINEER-OF-RECORD TO BENOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET.2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY ACORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUTENDS AND DRILLED HOLES. CORROSION PREVENTION COATINGSYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATIONPER ASTM 153/A123.3. AT CUT INSTALLATION POCKET ALL EXPOSED STEELREINFORCEMENT SHALL BE SEALED OR COATED TO PREVENTCORROSION.
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.
4. REFER TO GENERAL NOTES FOR GEOTECHNICAL PILE EMBEDMENT
REQUIREMENTS. NOTE THAT THESE SHALL BE ACHIEVED PRIOR TO THE
APPLICATION OF THE REFUSAL CRITERIA.
5. REFER TO GENERAL NOTES FOR PILE FIELD TESTING REQUIREMENTS.
IDEAL HELICAL PILE & REPAIR
BRACKET ASSEMBLY PERR&R FOUNDATION SPECIALISTTO CONFORM TO ESR-37502-7/8" SHAFT W/ 10" DIAMDOUBLE HELIX W/ 3 PITCH
S230421-4XR
JT
3909 Rockridge Parkway Anacortes WA 98221
06/29/2023
10 of 19
2 7/8" TRUFORCE BRKT T-BRKT GALV.
FRONT
2 7/8 TRUFORCE BRKT BASE GALV.
FRONT"
2 7/8" TRUFORCE BRKT BASE GALV.
TOP
2 7/8" TRUFORCE BRKT T-BRKT GALV.
TOP
1 1
2 2
3 3
4 4
A
A
B
B
4/22/2020
4/23/2020
LRS
CHECKED
DRAWN
AP IDEAL MANUFACTURING, INC.
999 PICTURE PARKWAY
WEBSTER, NY 14580
800-789-4810 | WWW.IDL-GRP.COM
NOT TO SCALE
ALL UNITS IN INCHES U.N.O.
PROPRIETARY AND CONFIDENTIAL
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
DWG NO
278TFG
SIZE B
REV 0
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.
TRUFORCE UNDERPINNING BRACKET FOR 2 7/8" PILE SHAFT
6
10
712
1 1/2 X 1
SLOT (TYP)
1 1/2 X 1
SLOT (TYP)
1238
14
18
712
11 of 19
EXTENSION
(EX: 278203EXT[L]G)
FLIGHTED EXTENSION
SINGLE HELIX (SH)
(EX: 278203FESH[L][Dï]X[T]G)
FLIGHTED EXTENSION
DOUBLE HELIX (DH)
(EX: 278203FEDH[L][DïDð]X[T]G)
SINGLE HELIX (SH)
LEAD
(EX: 278203SH[L][Dï]X[T]G)
TRIPLE HELIX (TH)
LEAD
(EX: 278203TH[L][DïDðDñ]X[T]G)
DOUBLE HELIX (DH)
LEAD
(EX: 278203DH[L][DïDð]X[T]G)
QUAD HELIX (QH)
LEAD
(EX: 278203QH[L][DïDðDñDນ]X[T]G)
BOLT HOLE
DETAIL
HELIX FORMED BY
PRESS DIE
TYPICAL PILE
ASSEMBLY
1 1
2 2
3 3
4 4
A
A
B
B
4/3/2020
4/7/2020
LRS
CHECKED
DRAWN
AP IDEAL MANUFACTURING, INC.
999 PICTURE PARKWAY
WEBSTER, NY 14580
800-789-4810 | WWW.IDL-GRP.COM
NOT TO SCALE
ALL UNITS IN INCHES U.N.O.
PROPRIETARY AND CONFIDENTIAL
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
DWG NO
278203
SIZE B
REV 0
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.
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.
MAXIMUM TORQUE NOT TO EXCEED 8,300 FT-LBS.
ULTIMATE CAPACITY IS 74.7 KIPS BASED ON A CAPACITY TO
TORQUE RATIO OF kt = 9 FT-1
2 7/8" O.D. X 0.203" W.T. HELICAL LEADS & EXTENSIONS
ICC-ES AC358 - REPORT #ESR-3750
IDEAL PART # ABREVIATIONS:
278 = SHAFT DIAMETER
203 = SHAFT WALL THICKNESS
EXT = EXTENSION
FE = FLIGHTED EXTENSION
SH, DH, TH, QH = SINGLE, DOUBLE,
TRIPLE, OR QUAD. HELIX
[L] = SHAFT LENGTH IN FEET
(EXAMPLE: 7' = 7)
[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
[L]
Dï
DïDð
Dï
Dï
Dï
Dð
578 (TYP)
2 4
3 PITCH
(TYP)
[T]
P1516
278 O.D. X
0.203 W.T.
EXTENSION
SINGLE
HELIX
EXTENSION
TRIPLE
HELIX
LEAD
TIP CUT
AT 45
[L]
DïDð
DðDñ
DñDນ
COUPLING
BOLTS & NUTS
12 of 19
PROJECT
SUBJECT
BY DATE
PROJECT NO.SHEET NO.
L120 ENGINEERING & DESIGN
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 6’-0” o.c..
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.
6'-0" MAX
Pile and connection requirements per Pile and connection requirements per
3'-11 5/16"26" (18" + 8")2'-2" (18" + 8")
L/2 L/2
contractorcontractor
6'-0" MAX
Design code: IBC 2018
Roof LL (snow ground): 25 psf
Floor LL: 40 psf
Patio/Deck LL: 60 psf
Floor/Roof DL: 15 psf
Wall DL: 12 psf
Conc Wall DL: 150pcf x 240 in2 = 250 plf
* see following pages for area calc
Pile #1-3
Roof Trib = 0.5*20' = 10'
Floor Trib = 0.5*20' = 10'
Typical Flr Ht = 20'
Pile #4-8
Roof Trib = 2' trib + 2' overhand = 4'
Floor Trib = 0.5*20' = 10'
Typical Flr Ht = 20'
Pile #9-15
Roof Trib = 0.5*30' = 15'
Floor Trib = 0.5*20' = 10'
Typical Flr Ht = 20'
Pile #1-3
Case 1: Point Load (6' Span)
Pile Reaction = 1190 plf * 6' = 7.2 k
Pile Reaction w/ SW = 1440 plf * 6' = 8.7 k
Case 2: Uniform Load
- DL = 12*20+15*(10+10) = 540 plf
- LL = 40*10 = 400 plf
- SL (snow) = 25*10 = 250 plf
Total load = DL+LL+SL = 1190 plf
Total load w/ SW = DL+LL+SL = 1440 plf
Refer to attached calculations for analysis.
Pile #4-8
Case 1: Point Load (6' Span)
Pile Reaction = 950 plf * 6' = 5.7 k
Pile Reaction w/ SW = 1200 plf * 6' = 7.2 k
Case 2: Uniform Load
- DL = 12*20+15*(4+10) = 450 plf
- LL = 40*10 = 400 plf
- SL (snow) = 25*4 = 100 plf
Total load = DL+LL+SL = 950 plf
Total load w/ SW = DL+LL+SL = 1200 plf
Refer to attached calculations for analysis.
Pile #9-15
Case 1: Point Load (6' Span)
Pile Reaction = 1390 plf * 6' = 8.4 k
Pile Reaction w/ SW = 1640 plf * 6' = 10.0 k
Case 2: Uniform Load
- DL = 12*20+15*(15+10) = 615 plf
- LL = 40*10 = 400 plf
- SL (snow) = 25*15 = 375 plf
Total load = DL+LL+SL = 1390 plf
Total load w/ SW = DL+LL+SL = 1640 plf
Refer to attached calculations for analysis.
S230421-4XR
Foundation Stabilization/Jacking
JT
3909 Rockridge Parkway Anacortes WA 98221
06/29/2023
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Sheet Number:
Date:
6/29/23
DEMAND CALCULATION
number of stories #2 stories
span L 6.0 ft [max on-center pile spacing]
concrete area A 216 in2 *see attached
concrete self weight SW 225 plf [Includes total height w/o ACI14 §14.5.1.7 redux]
w DL DL 615 plf [2-story loading]
w LL LL 400 plf [2-story loading]
w LLr LLr 375 plf [2-story loading]
**Assuming a single span between 2 piles - in reality continuous spans between piles will have reduced moments**
moment from DL MDL 3,780 lb-ft 45.4 k-in
moment from LL MLL 1,800 lb-ft 21.6 k-in
moment from SL MLLr 1,688 lb-ft 20.3 k-in
shear from DL VDL 2,520 lb 2.52 k
shear from LL VLL 1,200 lb 1.20 k
shear from SL VLLr 1,125 lb 1.13 k
factored moment MLRFD 63.5 k-in 1.4DL
MLRFD 99.1 k-in 1.2DL + 1.6LL + 0.5SL
MLRFD 108.4 k-in 1.2DL + 1.6SL + LL
controlling factored moment Mu 108.4 k-in
factored shear VLRFD 3.5 k 1.4DL
VLRFD 5.5 k 1.2DL + 1.6LL + 0.5SL
VLRFD 6.0 k 1.2DL + 1.6SL + LL
controlling factored shear Vu 6.0 k
controlling factored bearing Bu 6.0 k
STRENGTH CALCULATION
concrete strength f'c 2.5 ksi assumed
light wt concrete mod. factor λ 1 normal weight concrete
flexure strength red. factor φflex 0.6 ACI 318-14 [Table 21.2.1]
shear strength red. factor φshear 0.6 ACI 318-14 [Table 21.2.1]
bearing strength red. factor φbearing 0.6 ACI 318-14 [Table 21.2.1]
*Note that per ACI 318-14 Ch. 27.3.2 a phi factor of 0.8 can be used if dimensions and material properties are confirmed.
moment of ineritia Ixx 11,016 in4 *see attached
elastic section modulus Sm 1,001 in3 *see attached
tens fiber to NA c 13.0 in *see attached
nom flexure strength (T controls)Mn 250.3 k-in CONTROLS ACI 318-14 [Eq. 14.5.2.1a]
nom flexure strength(C controls)Mn 2,127.1 k-in ACI 318-14 [Eq. 14.5.2.1b]
RESIDENTIAL CONCRETE Mn 375.4 k-in X ACI 332-14 [Eq. 8.2.1.1] - not utilized
flexure strength φMn 150.2 k-in > Mu OK D/C=72.22%
nom shear strength Vn 14.4 k ACI14 [Table 14.5.5.1 (a)]
shear strength φVn 8.6 k > Vu OK D/C=69.72%
loaded bearing area A1 74 in2 [IDEAL 2-7/8" Tru-Force Underpinning Bracket]
supporting surface bearing area A2 74 in2 [If the supporting surface is > than loaded area]
nom bearing strength Bn 156.6 k ACI14 [Table 14.5.6.1 (c)]
bearing strength φBn 94.0 k > Bu OK D/C=6.41%
Additional Verification Calc:
max concrete tensile strength fr 375 psi ACI 318-14 [Eq. 19.2.3.1]
max beam tensile stress Ft 128 psi
fr > Ft OK
JT 26" Unreinforced Conc Beam
S230421-4XR 3909 Rockridge Parkway Anacortes
Engineer:Subject:
Project Number: Plan Name:
𝑀𝑚=5𝜆𝑓′𝑐𝑆𝑚
𝑉𝑚=4
3𝜆𝑓′𝑐∗𝐴
𝑓𝑟=7.5𝜆𝑓′𝑐
𝐹𝑡=ൗ(𝑀∗𝑐)𝐼𝑤𝑤
𝑀𝑚=7.55𝜆𝑓′𝑐𝑆𝑚
𝑀𝑚𝑎𝑤=1
8𝑤𝐿2
𝐴𝑚𝑎𝑤=𝑉𝑚𝑎𝑤
𝑉𝑚𝑎𝑤=1
2𝑤𝐿
14 of 19
Sheet Number:
Subject:Date:
6/29/23JT26" Unreinforced Conc Beam
S230421-4XR 3909 Rockridge Parkway Anacortes
Engineer:
Project Number: Plan Name:
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Appendix
(425) 636 3313
L120Engineering.com
Parcel Details
Photographs
16 of 19
Owner Information
BENCSIK KATIE
BENCSIK TAMAS
3909 ROCKRIDGE PARKWAY
ANACORTES, WA 98221
Site Address(es) .
3909 ROCK RIDGE PARKWAY
Anacortes, WA (Jurisdiction, State)
Zip Code Lookup | Site Address Information
Map Links
Open in iMap
Assessor's Parcel Map:
PDF | DWF | DWG
*Assessment Use Code (111) HOUSEHOLD, SFR, INSIDE CITY WAC 458-53-030
Neighborhood (21AVIEW) ANACORTES VIEW RESIDENTIAL
Levy Code 0900 Fire District
School District SD103 Exemptions
Utilities *SEW, PWR, WTR-P Acres 0.20
Improvement 1 Attributes Summary
Building Style 1 STRY FIN BSMT
Year Built 2015 Foundation HILLSIDE - MODERATE
Above Grade Living Area 1,944 Square Feet Exterior Walls SIDING
Finished Basement 1144 Square Feet Roof Covering COMP
*Total Living Area 3,088 Square Feet Heat/Air Conditioning FORCED AIR
Unfinished Basement Fireplace DIRECT VENT
*Total Garage Area 576 Square Feet Bedrooms 3
Bathrooms 2 FULL BATHS, 1 3/4 BATH
For additional information on individual segments see Improvements tab
Details for Parcel: P127672
Jurisdiction:ANACORTES
Zoning Designation:Please contact the city of ANACORTES for ANACORTES zoning information.
Recorded Documents
Excise Affidavits
Documents scanned and recorded by the Auditor's office
Document scans of excise affidavits
Parcel Number XrefID Quarter Section Township Range
P127672 4960-000-002-0000 NW 26 35 01
Current Legal Description Abbreviation Definitions
(0.2000 ac) LOT 2, PLAT OF ROCK RIDGE SOUTH, PHASE 3, AS PER PLAT RECORDED ON JUNE 30, 2008 UNDER AUDITOR'S FILE NO. 200806300185,
RECORDS OF SKAGIT COUNTY, WASHINGTON.
2022 Values for 2023 Taxes*Sale Information 2023 Property Tax Summary
Building Market Value $681,300.00
Land Market Value +$216,300.00
Total Market Value $897,600.00
Assessed Value $897,600.00
Taxable Value $897,600.00
Deed Type WARRANTY DEED
Sale Date 2021-09-14
Taxable Selling Price $975,000.00
2023 Taxable Value $897,600.00
General Taxes $6,650.25
Special Assessments/Fees +$5.00
Total Taxes $6,655.25
Pay Property Taxes Online
* Effective date of value is January 1 of the assessment year (2022)Legal Description at time of Assessment
* Assessment Use Code is for assessment administration purposes and has no relation to zoning or allowable land use.
* Total living area includes above grade living area and finished basement area.
* Garage square footage includes all garage areas; basement garages, attached garages, detached garages, etc.
Assessment data for improvements is based on exterior inspections. Please contact the Assessor's office if the information does not
accurately reflect the interior characteristics.
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3909 Rockridge Parkway Anacortes WA 98221
Legend
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City Names
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Regional Labels
Copyright 2021
0 0.015 0.030.0075 mi
0 0.03 0.060.015 km
1:1,128
0 0.015 0.030.0075 mi
Data Accuracy Warning:All GIS data was created from availablepublic records and existing map sources. Map features have beenadjusted to achieve a best-fit registration. While great care wastaken in this process, maps from different sources rarely agree as tothe precise location of geographic features. Map discrepancies canbe as great as 300 feet.
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Property Images
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
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