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REVIEWED RESUB1 BLD2024-1539+CALCS+12.17.2024_10.50.31_AM+4673972RESUB Dec 17 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2024-1539 -LONGITUDE- ONE TWENWO ENGINEERING & DESIGN Calculation Package for Foundation StabifizationlLift REVIEWED BY CITY OF EDMONDS STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 1315091"PLNE KIRKLAND, WA 98034-5901 24122 76th Ave W Edmonds, WA 98026 Project No: S240927-3XR December 16th, 2024 Prepared for: R&R Foundation Specialist 1611 East Marine View Drive Everett, WA 98201 P: 425.760.5077 CONTACT: MANS THURFJELL, PE EMAIL: MTHURFJELL@L120ENGINEERING.COM PHONE: (425) 636-3313 1 of 26 FOUNDATION NOTES 1. VERIFY ALL DIMENSIONS ON SITE. 2. FOUNDATION DIMENSIONS ARE TO CUMIDE FACE OF CONCRETE STEM WALL PER RM LEVEL SURVEY. 3. REFER TO F WIN'"D F PD RI01 INFORMATION: HELICAL P LE ................................ 11561.1 CONCENTRIC PILE ....................... Z561.1 POST WI COMPOSITE PPD.......... 315D-1.1 4. REFER TO ED DECEMBER 18TH,2024, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS. 5. LEVEL SURVEY PER R&R REPAIR RAN DATED JANUARY 16TH,2024. REFER TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR REPAIR PLAN. 6. MINIM UMPILEDIAMETERSHALLBE2-TIE", 7. IT IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH T 943• 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'A" HEIGHT (MEASURED FROM BATG TO VCONC)MINIMUM. 9. PARCEL AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK,') APPROXIMATED PER SNOHOMISH COUNTY,MAP. NOT TO BE USED FOR LEGAL PURPOSES. 10. SITE FFATURESAND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FORCLARITY. 11. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF 5'1r' K NO PER GEOTECHNICAL REPORT). HELICAL PILE REFUSAL CRITERM: TORW ING OFTHE 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. —.—.—.—.—.—.—.—.—.—.—. .—.�.—.�.—.� PROPERTY LINE I I I ------------------------------------------------------- .—.— I I I I I I I I I (E) GARAGE ORIVI t------------------------------------------------- I i iEDMONDS, 19 - 26' 6" RESIDENCE 24122 ]6TH AVE W WA 98026 9 116'-6" Ir PARCEL NO. Im 00491100000901 LEGAL DESCRIPTION LAKE MC ALEER 5 ACRE TRACTS BLK NO D-01 - BEG MFT N OF SE COR ' LOT 9 TH W 175FT THIN SOFT TH E 175FT TH S SOFT TO POB LESS E 30FT - OWNER NAME & ADDRESS JOHNSON TODD DICHRISTA M ]6TH AVE W i I I I 24122 DMONDS, WA 90026 ■ EXISTING RESIDENCE STRUCTURE EXISTING ADJACENT STRUCTURE AREA OF PROPOSED WORK " PROPERTY LINE ---- APPROXIMATE DIMENSION HELICAL PILE CONCENTRIC PILE ASS 4x4x3/8 TUBE STEEL ® 4x4 POST W/ ADJ. PAD PILE SPACING & LOAD REQUIREMENTS TABLE MAX O.C. SPACING, fI MIN VERTICAL CAPACITY, kips PROOF TESTING LOAD, kips PILE# PILETYPE BTWN PILES END OFFSET ALLOWABLE LOADING 200%MIN VERTICAL CAPACITY (MIN ULTIMATE CAPACITY) LOCATION 1-3 4-6 HELICAL 6'-0" PER PLAN 9.0 k/PILE 18.0 k/PILE EXTERIOR 8.0 k/PILE 16.0 k/PILE EXTERIOR 1 2-3 4 CONCENTRIC 1 6'-0' PER PLAN 1 6'-0" 18.0 k/PILE 36.0 k/PILE INTERIOR 10.0 k/PILE 20.0 k/PILE CHIMNEY 8.0 k/PILE 16.0k/PILE INTERIOR NOTES' a. MINIMUMAND MAXIMUM INSTALLATION TORQUE FOR HELICALASSEMBLIES 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 LEW THAN 2.0. THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THEALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM INSTALLATION TORQUE RATING OF 6,8OMLBS FORA2-7G INCH DIAMETER HELICAL PILE WITH 0.217INCH SHAFT WALL THICKNESS PER EW-5M9. b. HELICAL ASSEMBLIES AS MANUFACTURED BY PRECISION PIERS, INC., IN ACCORDANCE WITH ESR,%49. c PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART OF THE ASSEMBLY. J. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN. .—.—.—.—.—.—.—.—.—.—.—.—.—.—.—•—.---------------.—.—.------' I I —•---------------------------------"—. PR_oPERTYLINE—'-----.—'---- •—•—.—•—.—•—•—.—.—.— 146 0 .— NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. 173' fA AaMcn a Q • 7" Hskcal PIN �CATE PI )THIN 1'- I SA' A Q = Cvk Pw as;er OM OPEI NG 1' a • • 4x POM MAeI 114 1 1 716 2 1114 / R 1 1 IB 3 LOCATE UNDER G. (31 LES ® CNIEI{♦NE' TO Ai -CNM4EY TRW FTa le 1 8'0' C MA% CORNER EMU 4 B 81 3 is T - 11' S O LOCATE PILE WITHIN 3'0' RECOMMEND ADDING W FROM CORNER ONE ADDITIONAL PILE TO ACHIEVE V-D" OC MAX 17 R&R LEVEL SURVEY See Structural Calculation Packs a for Additional Requirements SITE PLAN W JyW d Zn Q06 J sFEVIISTONS3 PROECT NAME 24122 76TH AVE W EDMONDS WA 98026 P ER S240927-3XR CTaW', JT CHECNrI MRT 12/16/2024 5 N a V) Lu o fN N O M N PROJECT LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN BY JT . . PROJECT NO. SHEET NO. ,0• • 24122 76th Ave W Edmonds WA 98026 Foundation Stabilization/Jacking DATE 12/16/2024 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. w/ the installation of supplemental of HSS 4x4x3/8 tube steel 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 1,850 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 #1-3 & Concentric #1 @ 6-0" o.c. ................. 9.0 kip minimum vertical capacity (allowable load) Helical #4-6 & Concentric #4 @ 6'-0" o.c. ................. 8.0 kip minimum vertical capacity (allowable load) Concentric #2-3 @ Chimney ..................................... 18.0 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 January 16th, 2024, 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 CIno r4. GENERAL NOTES HELICAL PILES 1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2021 INTERNATIONAL BUILDING CODE (IBC). 2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY PRECISION PIERS, INC., AND SHALL BE IN ACCORDANCE WITH ESR-5049. 3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR-5049. 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-5049. 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 2O21 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 PRECISION PIERS 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 PRECISION PIERS 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 2021 SEATTLE BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. -mr4l. GENERAL NOTES CONCENTRIC/DRIVEN PILES 1. "CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2021 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 2021 SEATTLE BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. A no r4l. 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 2O21 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 TWENTYO ENGINEERING & DESIGN . . PROJECT NO. SHEET NO. . 0• PROJECT 24122 76th Ave W Edmonds WA 98026 SUBJECT Foundation Stabilization/Jackin BY JT DATE 12/16/2024 PRECISION PIER52 7/8" DIAM HELICAL PILE CAPACITY PER TORQUE INSTALLATION - 2.875" O.D. X.203" WALL HELICAL PILE WITH DIGGA DRIVE HEAD (REFERENCE ESR-5049) Digga 6k Drive Head L120 ENGINEERING &DESIGN PROJECT LONGITUDE SUBJECT ONE TWENTY° ENGINEERING & DESIGN BY JT :. . PROJECT NO. SHEET NO. S240927-3XR 24122 76th Ave W Edmonds WA 98026 Foundation Stabilization/Jacking DATE 12/16/2024 PRECISION PIERS2 7/8" DIAM HELICAL PILE CAPACITY PER TORQUE INSTALLATION - 2.875" O.D. X.203" WALL HELICAL PILE WITH DIGGA DRIVE HEAD (REFERENCE PRODUCT EVALUATION TEST REPORT (7/15/2024) DiggalOkDrive Head L120 ENGINEERING &DESIGN PROJECT LONGITUDE SUBJECT ONE TWENTY° ENGINEERING & DESIGN BY JT •. . PROJECT NO. SHEET NO. 40• 24122 76th Ave W Edmonds WA 98026 Foundation Stabilization/Jacking DATE 12/16/2024 Stnbil-Loc 2-7/8"0 i.) Power Team C25C Hydraulic Cylinder effective cylinder area has from manufacturer cut sheets ii.) Piles shall reach a pressure that correlates with an allowable capacity that meets or exceeds the maximum allowable load demand as listed in the structural package, but shall not exceed the maximum allowable capacity for any part of the pile assembly. iii.) Referto ESR-4121 and Stabil-Loc, Inc. documents for additional information and requirements. iv.) 1 kip =1,000 Ibs Concentric Pier -Soil Capacity per by Installation Pressure Power TeamC25C Hydraulic Cylinder Pressure, p (psi) Cylinder Effective Area, A z (in J Ultimate Axial Compressive Capacity, P„ =pxA (kips) Allowable Axial Compressive Capacity, Pa=0.5xP„ (kips) 1,000 5.15 5.2 2.6 1,500 5.15 7.7 3.9 2,000 5.15 10.3 5.2 2,500 5.15 12.9 6.4 3,000 5.15 15.5 7.7 3,500 5.15 13.0 9.0 4,000 5.15 20.6 10.3 4,500 5.15 23.2 11.6 5,000 5.15 25.3 12.9 5,500 5.15 23.3 14.2 6,000 5.15 30.9 15.5 6,500 5.15 33.5 16.7 7,000 5.15 36.1 13.0 7,500 5.15 33.6 19.3 8,000 5.15 41.2 20.6 3,500 5.15 43.3 21.9 9,000 5.15 46.4 23.2 9,500 5.15 43.9 24.5 L120 ENGINEERING &DESIGN `Mno W- :i Tuesday, January 16, 2024 SCOPE OF WORK R&R CREW RESPONSIBILITIES & DETAILS: - Crew will install (6) Helical Piles, as well as (4) Concentric Piers, and lift home to maximum allowable recovery. - Crew to install (32') of Tube Steel. - Crew will install (8) 4x4 Posts w/ Adjustable 20" Composite Pads. HOMEOWNER RESPONSIBILITIES: - Have work area cleared where piles will be installed. - Will need to contract Jason Bell with Jason Engineering at 206-786-8645 for the soils report. - Remove boards at porch for Pile 6 to be installed. ADDITIONAL INFO: - R&R will handle necessary permit and engineering coordination. - 25% deposit, 25% upon issue of permit and final 50% upon completion of project. - Permit cost is not included and will be billed on second 25% deposit payment. - Responsible party representative must be onsite during crew arrival, project completion and foundation lifting if applicable. - Permitting/scheduling times may vary beyond R&R control. MATERIAL CLAUSE: - Depth Clause: Piles are bid to 25' maximum depth. $20 per foot charge beyond that. - Homeowner will be notified if any unexpected items arise and no additional work will be completed without homeowner approval. 11 of 26 Tuesday, January 16, 2024 ELEVATION MAP .. . ............. 17.5' in t° Addition .- rn 2-2' 12' 02 k5.5' CATE PI (THIN V-0' OPE NG 4' 1/4 1JOM 1 7/8 2 -1 114 = 3" Helical Pile = Concentric Pier ® = 44 Post w/ Adj. Composite pad -1 /8 1 8 1 3/8 —� 31 LOCATE F LE UNDER —Gas (3) I ES @ CH1LAr5sp TG AT 2 , CHIMNEY TRIP FT�/8 6'-0" C MAX -2 CORNER CMU 4 67 8 3 " on ce r 3/4 -114 - T 4 1 T Z) LOCATE PILE V 11' io rn v WITHIN 3'-0" RECOMMEND ADDING FROM CORNER ONE ADDITIONAL PILE TO ACHIEVE 6'-0" OC MAX 12' 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. w/ the installation of HSS Tube Steel per the attached SSK-01 & SSK-02. 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. LINO. 2. End piles are to be placed within 3'-0" from corner as specified below UNO. 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 iPAno rzy Tuesday, January 16, 2024 JOB PHOTOS T r Crew will install Piers 2 & 3 here on fireplace. _-r South side of home, Piles 1-3 will be installed here. Crew will install Tube Steel segments. CMU foundation. F J l Crew will install 44 Posts with Adjustable Composite Pads here on beam. _ T i i East side of home, Piles 4-6 will be installed here. Crew will install Tube Steel segments. CMU foundation. 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 LONGITUDE ONE TWENTYO ENGINEERING & DESIGN 13 of 26 PROJECT NO. NO. S240927-3XR SSK-01 PROJECT 24122 76th Ave W Edmonds WA 98026 SUBJECT Installation Detail - Helical Pile (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY JT 8" MIN THICKNESS, CONTRACTOR TO VERIFY _ryd cD o LL a = a F z<w c \ d G Z O d o O ~ U M P d —"II _IIII=IIII=IIII=IIII=IIII=III ° —""=""=IIII=IIII=IIII •. • d d '—IIII—IIII—III d d • �=IIII=IIII . IIII=IIII=III . ' ° () E CONTINUOUSA211 iCONICFOOTING-""_""_' li= HSS4x4x3/8 NOTES: SPACER 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. DATE 12/16/2024 (E) CONIC STEM WALL T/STEM WALL = FIELD VERIFY T/FIN GRADE _ it -rill -rill -rill VARIES IIII=IIII=IIII=IIII_ 11=_IIII=_IIII=_IIII= (E) FTG TO BE CUT FLUSH IIII=IIII=IIII=111i it-rill=rill=rill=l WITH FACE OF STEM WALL fi��11�11 WITH A 12" MAX WIDTH FOR 11=IIII=Lill1i11=rill INSTALLATION POCKET IIII=IIII 1111=1111=11 T/CONC FTG = OL FIELD VERIFY IIII=IIII=III 11=IIII=IIII= IIII—IIII—III 11=IIII=IIII- IIII=IIII=1 _ 11=IIII=111' IIII=IIII=IIII- i11-Lill PRECISION PIERS HELICAL PILE & REPAIR BRACKET ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-5049 L120 ENGINEERING & DESIGN PROJECT LONGITUDE SUBJECT ONE TWENTY° ENGINEERING & DESIGN (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY JT 14 of 26 PROJECT NO. SHEET NO. S240927-3XR SSK-02 24122 76th Ave W Edmonds WA 98026 Installation Detail - Stabil-Loc Concentric Pile 8" MIN THICKNESS, CONTRACTOR TO VERIFY o > =Qw I' z�> z O o0� T U F� I I uu 4 IIII=1=IIII=11 -IIII=1111- (E) CONTINUOUS CONIC FOOTING I® NOTES: � 1 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 J 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 w APPLICATION OF THE REFUSAL CRITERIA. cn 5. REFER TO GENERAL NOTES FOR PILE FIELD TESTING REQUIREMENTS. 41,4 DATE 12/16/2024 (E) CONC STEM WALL T/STEM WALL = FIELD VERIFY T/FIN GRADE _ VARIES T/CONC FTG = FIELD VERIFY WEDGE ANCHORS PER STABIL-LOC REQUIREMENTS STABIL-LOC CONCENTRIC PIER ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-4121 L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTYO ENGINEERING & DESIGN SIMPSO� CAP [NOTE 2] PROJECT SUBJECT A A \ \ \ \ N \ N N )5J26 PROJECT NO. SHEET NO. S240927-3XR SSK-03 24122 76th Ave W Edmonds WA 98026 Installation Detail - Composite Pad DATE 12/16/2024 smnwmi►r-qmryslw:l I 4A4 IVIIN [NOTE 4] :1:T7W_161 CRUSH BLOCKING TO MATCH SIMPSON EPB POST OR EXCEED MIN BEARING BASE [NOTE 2] AREA OF 4X4 POST STD NUT AND 3" DIAM [NOTE 3] (MIN) FLAT WASHER EA SIDE OF PAD 16" or 20" DIAM AG -CO COMPOSITE FOOTING PAD [NOTE 11 T/GRADE �IIIIII- IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIIIIIII IIIIII INTERIOR 'I.IIII.IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII- "'�=IIII=IIII-IIII-IIII=IIII=IIII=IIII=IIII=IIII=11'' NOTES: 1. COMPOSITE FOOTING PAD PER ESR-2147. 2. BEAM & COLUMN FASTENER QUANTITY AND SIZE PER SIMPSON STRONG -TIE. 3. CRUSH BLOCKING TO BE INSTALLED AFTER POST BASE ADJUSTMENT TO ENSURE FULL BEARING AREA OF MIN POST SIZE AS REQUIRED PER ESR-2147. 4. WOOD MEMBERS MUST BE EITHER SAWN OR ENGINEERED LUMBER RECOGNIZED IN AN ICC-ES EVALUATION REPORT. L120 ENGINEERING & DESIGN 16 of 26 ESR-5049 3.rlu 135° u=r Mat" +ecgpW na rl7.,— 60.0' 5.98"' 010' rQ1 Model No. HP287560130: Single Helix (10" Diameter) Lead Section Page 12 of 14 00.88' �J I, T 1 1 _-_-_-��_-_-_- r'•----_-_----------------- �sl 1 Mr I P, 01, " Model No. PP2870-702: Double Helix (10" & 12" Diameters) Lead Section 1 1111 8.1111 ILL10.111111 Model No. PP2870-703: Triple Helix (8", 10" & 12" Diameters) Lead Section FIGURE 1—LEAD SHAFT SECTIONS OF THE 2'!,, X 0.217-INCH HELICAL PILE 17 of 26 ESR-5049 Page 13 of 14 NctIY.I!aM, Z'_�j1[ll i�� iI471M_ 4X 00.875t0.03 THRU Cnupwv 2.00 2.00 2.00 — — — — — — — — — — 2.00*0.03 2.00t0.03 FIGURE 2—EXTENSION SHAFT SECTION OF THE 274 X 0.217-INCH HELICAL PILE (Model No. EXT2882175) FIGURE 3-101 REPAIR BRACKET WITHOUT BACK PLATE (Model No. FB141212350) ESR-5049 f Page 14 0 j8 1o4 26 ' �YQn�, t-:ropraa sad i ruerd 0' x1 ryp 9 5' FIGURE 4-102 REPAIR BRACKET WITH BACK PLATE (Model No. FBB14121235) 0 5' ti :0.55" FIGURE 5—TEE PART (Model No. TB10030000) FOR REPAIR BRACKETS (With or Without Back Plate) 19 of 26 ESR-4121 I Most Widely Accepted and Trusted • rooms 2-1+'# a�' rr (2Ki DH k0T q ESP INS WEDGE ASOfO'6 B - - E sow BLOCK {pp / READ o EUTE nano F RSSEJ N'" I I OUT 10 m II IIV-ZTWTALED �� T ICIER t XW'�.TION I OUTS MSS AT NSNIAROA 12, In OW 7.r;x OUTERFOOTINGR'A SELI[XT HOUND HSS I 7.dTJ>m.21 F ASIY AJO�J1 I ASWUN EO NIER 01. 0 I • OUTER PER I SEGYEIIS I T`P1CAL 114ER I N31 SEOIENT ROUND HSS ASI4 A500--I4 G.0 I STMTTER � Ayagv I BEDIM OR OTHER NI1TA$F S1RA'A S'ARTEA ASSODLY PIER ASSEMBLY STABIL-LOC SYSTM, LLC DATE: B-12-18 FIGURE 1—STABIL-LOC FOUNDATION PIERING SYSTEM OUTLINE OF BEARING o: ARING PLATE I HSS2.375xO.188 CUT TO FIT do INSTALL AFTER COMPLETED PIER INSTALLATION 1 1 4 I I I 12 PLAIN VIEW R10xAx18 BETWEEN BRG t & FOOTING „*—FOOTING �2-4"O IT 3.5" MIN, FSR 1 96 WFDLN I ESR 1396 WFDG= ANCHORS HOLES SHIM BLOCK PLATE ASSEMBLED INNER & OUTER PIER SEGMENTS HEAD ASSEMBLY S-ABIL,X SYS7EMS. L1C FIGURE 2—STABIL-LOCI FOUNDATION PIERING SYSTEM ADJUSTABLE HEAD ASSEMBLY PROJECT LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN 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. Design code: IBC 2021 Roof LL (snow ground): 25 psf Floor LL: 40 psf Patio/Deck LL: 60 psf Floor/Roof DL: 15 psf Wall DL: 12 psf CMU DL: 104 psf * see following pages for area calc Helical #1-3 & Concentric #1 Roof Trib = 0.5*34' = 17' Floor Trib = 0.5*10' = 5' Typical Flr Ht = 10' CMU Ht = 3'-0" Helical #4-6 & Concentric #4 Roof Trib = 2' trib + 2' overhand = 4' Floor Trib = 0.5*4' = 2' Typical Flr Ht = 10' CMU Ht = 3'-0" Helical #1-3 & Concentric #1 Case 1: Point Load (6' Span) Pile Reaction = 1387 plf * 6' = 8.4 k Case 2: Uniform Load DL = 12*10+15*(17+5)+104*3 = 762 plf LL = 40*5 = 200 plf SL (snow) = 25*17 = 425 plf Total load = DL+LL+SL = 1387 plf Refer to attached calculations for analysis. JT PROJECT NO. SHEET NO. S240927-3XR 24122 76th Ave W Edmonds WA 98026 Foundation Stabilization/Jacking DATE 12/16/2024 - - - - - - - - - - - - - - - - ---------------- L/2 L/2 R&R to verify T-0" minimum concrete wall height at all pile installation locations. Helical #4-6 & Concentric #4 Case 1: Point Load (6' Span) Pile Reaction = 702 plf * 11' = 7.8 k Case 2: Uniform Load DL = 12*10+15*(4+2)+104*3 = 522 plf LL = 40*2 = 80 plf SL (snow) = 25*4 = 100 plf Total load = DL+LL+SL = 702 plf Refer to attached calculations for analysis. =RIFY 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.. L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTY° ENGINEERING & DESIGN O Ln PROJECT NO. SHEET NO. ,0• • PROJECT 24122 76th Ave W Edmonds WA 98026 SUBJECT Foundation Stabilization/Jacking BY JT ��6-0" 2'-0" Perspective Support below (E) Chimney R r'1 Elevation DATE - Unit weight of existing bricks = 39 psf (4" clay brick) - Unit weight of CMU lower level = 104 psf (assume 10" normal weight solid grouted) - Est. length of chimney perimeter = 16'-0" (conservative) - Est. height of brick veneer = 15'-0" - Est. max height of chimney = 15'-0" 12/16/2024 Total Weight = 104psf (16'-0" perim x 15' tall) + 40psf (16'-0" perim x 15' tall) = 34,560 Ibs ==> Assume Pile #2 & #3 each takes 1/2 of chimney load = 34.56 k / 2 = 17.3 k L120 ENGINEERING & DESIGN aws ra Appendix Parcel Details Photographs P491ne r-:i SnohomishOnline Government Information & Services County 4* Washington Property Account Summary Parcel Number 00491100000901 Property Address 24122 76TH AVE W, EDMONDS, WA 98026-9102 General Information LAKE MC ALEER 5 ACRE TRACTS BLK 000 D-01 - BEG 85FT N Property Description OF SE COR LOT 9 TH W 175FT THN 90FT TH E 175FT TH S 90FT TO POB LESS E 30FT Property Category Land and Improvements Status jActive, Locally Assessed Tax Code Area 100217 Property Characteristics Use Code 111 Single Family Residence - Detached Unit of Measure Acre(s) Size (gross) 0.29 Parties Role Percent Name Address Taxpayer 100 JOHNSON TODD 24122 76TH AVE W, EDMONDS, 100 D/CHRISTA M JOHNSON TODD D & WA 98026 United States 24122 76TH AVE W, EDMONDS, Owner CHRISTA M IWA 98026-9102 United States Related Properties No Related Properties Found Property Values Value Type Tax Year 2024 Tax Year 2023 Tax Year 2022 Tax Year 2021 Tax Year 2020 Taxable Value Regular $656,400 $688,100 $521,900 $480,600 $461,800 Exemption Amount Regular Market Total $656,400 $688,100 $521,900 $480,600 $461,800 Assessed Value $656,400 $688,100 $521,900 $480,600 $461,800 Market Land $480,700 $495,000 $355,500 $330,300 $313,200 Market Improvement $175,700 $193,100 $166,400 $150,300 $148,600 Personal Property Active Exemptions No Exemptions Found Events Pz� Wklj 0=9 W 2025 $484,800.001 $175,400.001 $660,200.001 $0.001 $0.001 $0.00 Levy Rate History Tax Year Total Levy Rate 2023 6.799556 2022 8.270203 2021 8.207334 Real Property Structures Description Type Year Built More Information 1 Story Dwelling 11948 IView Detailed Structure Information Receipts Date Receipt No. Amount Applied Amount Due 04/24/2024 00:00:00 13232857 $2,317.65 $4,635.31 10/23/2023 00:00:00 12939884 $2,344.41 $2,344.41 04/18/2023 00:00:00 12666234 $2,344.40 $4,688.81 10/21/2022 00:00:00 12387770 $2,162.12 $2,162.12 04/21/2022 00:00:00 12120622 $2,162.12 $4,324.24 10/26/202100:00:00 11875084 $1,976.24 $1,976.24 04/27/2021 00:00:00 11601623 $1,976.23 $3,952.47 09/29/2020 08:27:00 11178884 $2,145.96 $2,145.96 04/17/2020 00:00:00 11015991 $2,145.96 $4,291.92 10/24/2019 00:00:00 10741281 $1,735.80 $1,735.80 04/18/2019 00:00:00 10437761 $1,735.791 $3,471.59 Sales History Sale Date Entry Recording Transfer Grantor(Seller) Grna tee(Buyer) Other Sale Excise Deed Date Number Amount Number Type Type 1parcels NICHOLS HANSEN 10/26/2000 10/27/2000 $223,000.00 159730 W S LINDA PR EST BRIAN G & No MERSHON RUDERMAN BETTY SEVERINE NICHOLS NICHOLS 12/10/2001 12/17/2001 $0.00167742 QC S BRIAN G & BRIAN G & No SEVERINE NICHOLS SEVERINE HAMILTON 10/16/2006 10/20/2006 $404,500.00 489538 W S BRIAN G & BRIAN T No SEVERINE HAMILTON JOHNSON 03/26/2013 04/02/2013 $255,000.00 E023492 W S TODD D & No BRIAN T CHRISTA M Property Maps Code Township Range Section lQuarter Parcel Map INeighborhood 1408000 27 04 31 ISE View parcel maps for this Township/Range/Section I Map Title t T - I M it la Snohomish County Assessor Washington — All maps. tlara. antl information set forth herein (.,Dora"). are for illustmrve Purposes only antl are not to be censidered an official citation [o, or representation of, the Snohomish County Code. Amendments antl updates to the Data, together with other applicable County Cade—ta provisions, may apply which are not cchte etl herein.y,—hanish County makes , representation or • many concerning the cement, acwrecy, currency, completeness or quality of the Data centalned herein and expressly disclaims any warranty, of merchantability or Mness for any dicular u sa All a or otherwise usin Chia Dala asau,,,11..p onsibilityfor 0 56 113 Feet O pe p m v 9 9 e thereof antl agree to hold Snohomish County mi,,i,n frem and against any tlamages, loss, claiming liabiStateiLaw out of any a CW,deffedp.hi or scat cenrai agencies said Data. Washington Stet, Lew, nd d tc, , tc, prohibits state and local agencies from providing access to rats of of any a t intended for sae for commercial Purposes and, thus, no comm,roial use may be made of any Data comprising lists of intlivitluals conrainetl herein. N 0 N