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APPROVED BLD2022-0172+Structural_Analysis_or_Calculations+2.9.2022_4.24.31_PM+26722761 of 23 RECEIVED Feb 09 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT LONGITUDE ONE TWENTY° BLD2022-0172 ENGINEERING & DESIGN calculation Package for Foundation Stabilization/Lift 8416 218th St SW Edmonds, WA 98026 APPROVED PLANS MUST BE ON JOB SITE Project no: S211026-11XR ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE January 17 ; 2021 The following documentation shall be available on ' site for the building inspector: © COE APPROVED ARCHITECTURAL PLAN SET '. ❑ COE APPROVED STRUCTURAL PLAN SET ; ❑ COE REVIEWED CALCULATION PACKET ❑ ENERGY CREDIT WORKSHEET ! ❑ SITE PLAN ! ❑ CIVIL PLAN !❑ CITY OF EDMONDS BUILDING DEPARTMENT 2021 STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 1315091"PLNE KIRKLAND, WA 98034-5901 Prepared for: R&R Foundation Specialist 3409 McDougall Ave, suite 204 Everett, WA 98201 P: 425.760.5077 CONTACT: MANS THURFJELL, PE EMAIL: MTHURFJELL@L120ENGINEERING.COM PHONE: (425) 636-3313 lb (425) 636-3313 0 1.120Fngineering.com m $ a 14• Y d ^ Z B'9 a 'S'8 1T.5' 3- I n -n IS Ejbw j R&R LEVEL SURVEY See Structural Calculation Packa a for Additional Requirements PARCEL NO, 27N3000204900 LEGAL DESCRIPTION SEC SO T WP 27 FEE 04RT-26C-) E TOFT OF W 210 FT OF Ni/2 NE114 SEIM SE114 NW114 LESS CO RD OWNERNAME BADDRESS GARCIA MANUEL ALEJANDRO O 8416218TH STREET SW iEDMONDS, WA 0026 00� �P mI 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 ....................................... 15D-1.1 4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED JANUARY ITM, 2022, FOR ADDITIONAL INFORMATON,SPECIFICATIONS, AND REQUIREMENTS. S. LEVEL SURVEY PER RBR REPAIR PLAN DATED SEPTEMBER I6TH, 2021. REFER TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR REPAIR PLAN. 6. MINIM UM PILE DIAMETER SHALL BE 2-TIB". T. IT IS ACCEPTABLE TO INS —PILES AT THE SPACING SHOWN WITH S 08' TOLERANCE TO ALLOW FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERS[ DURING PILE INSTALLATION PROVIDED THAT NOTWOADJACENT SPANS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY. B. IF REQUIRED, ALL SUPPLEMENTAL CHANNELS TO SPAN FROM PILE TO PILE AND EMEND MIN 6' PAST SUPPORTING PILE EA END. 9. IF REQUIRED, ALL SUPPLEMENTAL CHANNELS TO BE ANCHORED TO THE FOUNDATON WITH SIB" DAM. A P SIMPSON TITEN NO SCREW ANCHORS (OR APPROVED SOL VALENT) AT MAXIMUM SPACING 10'OC. ANCHORS TO BE CENTERED ON OR INSTALLED ABOVE THE CENTER LINE OF THE CHANNEL, 10. FIELD VERIFYALL EXISTING STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE 8-THICK MINIMUM WITH — HEIGHT (MEASURED FROM B)FTG TO VCONC) MINIMUM. if. PARCEL DIMENSIONS PROVIDED BY SNOHOMISH COLN1Y. NOT TO SCALE. PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS ('MTH ASTERISK, ')APPROXIMATED PER SNOHOMISH COUNTY GIB MAPPING TOOLS, NOT TO BE USED FOR LEGAL PURPOSES. 12. SITE FEATURE$AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY. 13. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF SW OR UNTIL REFUSAL, WHICHEVER IS SHALLOWER. HELICAL PILE REFUSAL CMMRW: TORQUING OFTHE PILE SHALL CONTINUE UNTIL AHYDRAUUC 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. 8422 218TH STREET SW EOMONDS, WA 98026 ----------------------------------------------------------- --------------- ._._._._._......._PROPERTYLINE 14T.0' RESIDENCE 8416 218TH STREET SW EDMONDS, WA 98026 I i I I I 2- 0"- —._._._._.—._.—._._._._.—._._._._._._--._._._._.—._.—._._. _14T.0. PROPERTY LINE NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. DRIB ACCESS PILE SPACING & LOAD REQUIREMENTS TABLE MAX O.C. SPACING, R MIN VERTICAL CAPACITY, kipsl PROOFTESTING LOAD, ki PILE R PILE TYPE BTWN PILES END OFFSET 1 AILOWABLE LOADING 200%MIN VERTGL CAPACITY (MIN ULTIMATE CAPACITY) LOCATION TYP HELICAL1 8'-0" 1 PER PLAN 1 12.0 WPILE 24.0 WPILE EXTERIOR NOTES: a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICALASSEMBLISS SHALL BE SPECIFIED BY THE PILE MANUFACTURER. THEM NIMUM 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 2-718 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL THICKNESSPER ESR3750. b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.: 278TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2 7I8" TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO SO 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 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 SITE PLAN PROJECT LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN BY JT 3 of 23 PROJECT NO. SHEET NO. S211026-11 XR 8416 218th St SW Edmonds WA 98026 Foundation Stabilization/Jacking DATE 01 /17/2022 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 8'-0" o.c. w/ the installation of supplemental C6x8.2 channel. Note, supplemental channel to be installed at the discretion of R&R for increased performance. Calculations show that it is not required for the typical assumed undamaged foundation.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 1,440 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: Typical Pile @ 8'-0" o.c. ........... 12.0 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 September 16th, 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 4 of 23 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 SEATTLE BUILDING CODE (SBC). 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 6 of 23 PROJECT NO. NO. S211026-11 XR PROJECT 8416 218th St SW Edmonds WA 98026 SUBJECT Foundation Stabilization/Jackin BY JT DATE 01 /17/2022 Ideal Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness) - Soil • y�� Capacity per ESR-3750 DIGGA lOK Drive Head Pressure Torque, T Torque Correlation factor, Kt [Compression] Ultimate Axial Compressive Capacity, P„ = It,'T Allowable Axial Compressive Copoc/ty, P. 0.5'P„ L120 ENGINEERING &DESIGN LONGITUDE ONE TWENTY° ENGINEERING & DESIGN 7 of 23 PROJECT NO. NO. S211026-11 XR PROJECT 8416 218th St SW Edmonds WA 98026 SUBJECT Foundation Stabilization/Jacking BY JT DATE 01 /17/2022 Ideal Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wad thickness) -Soil Capacity per ESR-3750 DIGGA 6K Drive Head Pressure Torque, T Torque Correlation factor, Ultimate Axial Compressive Allowable Axial Compressive L120 ENGINEERING &DESIGN 8 of 23 Thursday, September 16, 2021 SCOPE OF WORK Crew will install 3" Helical Piles with 6" Steel Channel, as well as 4x4 Adjustable Post Bases with Pads, 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. Dingo accessible. 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 8'-0" o.c. w/ the installation of supplemental C6x8.2 spanning for pile #1-2 and #3-4 per SSK-01 & SSK-02. Note, supplemental channel to be installed at the discretion of R&R for increased performance. Calculations show that it is not required for the typical assumed undamaged foundation. 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 8'-0" o.c. UNO. 2. End piles are to be placed within 3'-0" from corner as specified below LINO. 3. Supplemental steel to be anchored to concrete with 5/8" diam Simpson Titen HD screw anchors @ 12" o.c. w/ 4" minimum embedment. Refer to attached SSK-01. mull ■■■■ ■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■ ■■■■■ ■ ■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■ • NEENNEENNE NONE ENNEEMEN ■■■ ■■■■■ ■■■■■■■■■ ■■■■■■■■ ■ ■ 4PILES • ■ ■■■■■■ ■■■■ ■■■■ ■■■■■■■■ ■■■■■■■■■ 1 OC MAXWA i _ MEN ■■■■■■■■■■■■■■■■ ■■■■■■■■■■ ■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■I ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■I . : ' ■ ■■■■■■■■W7 ■■■■■■■■■■ ■■ ■■■■■■■■I NOTE: 1-120'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 1-120's contract and scope and are not addressed in this package. - L120 9 of 23 Thursday, September 16, 2021 ivLi rhvTOS South side of home, where access is located. Pile & 8 will be installed here. Dingo accessible. East side of home, Piles 3-6 will be installed here with 6" Steel Channel. Dingo accessible. Crew will install 44 Adjustable Post Bases with Pads here on beam. North side of home, Piles 1 & 2 will be installed here with 6" Steel Channel. Dingo accessible. 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 10 of 23 PROJECT NO. NO. S211026-11 XR SSK-01 PROJECT 8416 218th St SW Edmonds WA 98026 SUBJECT Installation Detail - Ideal Helical Pile (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY 8" MIN THICKNESS, CONTRACTOR TO VERIFY �ry (D 0 =aLu z j z 0 C�'O� U CV -"II=1111=1111=1111=1111=IIII=11 V d '1=1111=IIII=11 • 11=IIII=1111 �- III-1111 n Illlilllllllllllllll (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 01 /17/2022 (E) CONIC STEM WALL T/STEM WALL = FIELD VERIFY T/FIN GRADE _ VARIES (E) FTG TO BE CUT FLUSH ITH FACE OF STEM WALL ITH A 12" MAX WIDTH FOR INSTALLATION POCKET T/GONG FTG = FIELD VERIFY IDEAL HELICAL PILE & REPAIR BRACKET ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-3750 L120 ENGINEERING & DESIGN PROJECT LONGITUDE SUBJECT ONE TWENTY ENGINEERING & DESIGN BY T (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY 11 of 23 PROJECT NO. NO. S211026-11XR SSK-02 8416 218th St SW Edmonds WA 98026 Installation Detail - Ideal Helical Pile 8" MIN THICKNESS, CONTRACTOR TO VERIFY CONTINUOUS CHANNEL _ & ANCHORAGE WHERE REQ'D PER PLAN ° d Q w z o C CHANNEL _ d N ~ 6" MAX— I I I I I 1111=1111=1 111=1111 ''I 1111=1111=1111=IIII=1 (E) CONTINUOUS " " 1111=1111= CONC 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 01 /17/2022 (E) CONC STEM WALL T/STEM WALL = FIELD VERIFY T/FIN GRADE _ VARIES (E) FTG TO BE CUT FLUSH WITH FACE OF STEM WALL WITH A 12" MAX WIDTH FOR INSTALLATION POCKET T/CONC FTG = FIELD VERIFY IDEAL HELICAL PILE & REPAIR BRACKET ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-3750 L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTYO ENGINEERING & DESIGN 12 of 23 PROJECT NO. NO. S211026-11XR SSK-02 PROJECT 8416 218th St SW Edmonds WA 98026 SUBJECT Supplemental Steel Installation Ao JT STEEL CHANNEL INSTALLATION AT (E) CONCRETE STEM WALL: STEEL SHALL BE CONTINUOUS WHERE POSSIBLE; IF REQ'D, JUNCTION BTWN SEGMENTS TO BE CTRD ON PILE; JUNCTION NOT TO OCCUR AT CORNER -ADJACENT PILES DATE 01 /17/2022 w -COJVC• STEM WYALL Z 'o d d ANCI�OR •PER�IO -E 2,. tYP .. _ Q d d d d d d d d d d d d - o--_---- o__ o_---_ --- 4 n n � 0 - T }_ ��NNEL U -- - - - - ----------------------- - - - - -- ° d 'd G G d G CONC FTG — -- ¢Luo -- z J m cl) O ANCHOR SPACING, Q O S =12"OC MAX UNO L SUPPLEMENTAL CHANNEL C6x8.2 UNO CHANNEL TO EXTEND BEYOND PILE @ EA END; PILE AND CONNECTIONS PER 6" MIN TYP, R&R FOUNDATION SPECIALISTS, TYP 24" MIN AT CORNERS NOTES. ABBREVIATIONS: CMU = CONCRETE MASONRY UNIT 1) ALL STEEL MEMBERS AND COMPONENTS SHALL BE GALVANIZED FOR EXTERIOR USE. CONC = CONCRETE 2) ALL ANCHORS SHALL BE 5/8"0 SIMPSON TITEN HD SCREW ANCHORS W/ 4" MINIMUM EMBEDMENT INTO CT- EAREACHNTERED CONCRETE. ANY SUBSTITUTION SHALL BE SUBMITTED TO L120 FOR APPROVAL PRIOR TO INSTALLATION. FOOT FT MAX=MNc MINMINIMUM/MAXIMUM 3) ANCHORS SHALL BE INSTALLED WITHIN 6" OR LESS FROM EACH END OF STEEL MEMBER. OC=ON-CENTER 4) ADDITIONAL REQUIREMENTS PER ANCHOR MANUFACTURER. UNo=UNLESSNOTED OTHERWISE 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 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 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 Typical Piles Roof Trib = 0.5*26' = 13' Floor Trib = 0.5*20' = 10' Typical Flr Ht = 10' Typical Piles Case 1: Point Load (8' Span) Pile Reaction = 1190 plf * 8' = 9.6 k Pile Reaction w/ SW = 1440 plf * 8' = 11.6 k Case 2: Uniform Load DL = 12*10+15*(13+10) = 465 plf LL = 40*10 = 400 plf SL (snow) = 25*13 = 325 plf Total load = DL+LL+SL = 1190 plf Total load w/ SW = DL+LL+SL = 1440 plf Refer to attached calculations for analysis. JT 15 of 23 PROJECT NO. NO. S211026-11 XR 8416 218th St SW Edmonds WA 98026 Foundation Stabilization/Jacking DATE 01 /17/2022 - - - - - - - - - - - - - - - - ---------------- L/2 L/2 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 8'-0" o.c.. L120 ENGINEERING & DESIGN 16 of 23 Project Number: Plan Name: Sheet Number: S211026-11XR Foundation Stabilization Engineer: Subject: Date: 1T Unreinforced Conc Design Check 1/11/22 DEMAND CALCULATION number ofstories # Istories span L 8.0 ft concrete area A 216 in2 concrete self weight SW 250 plf Pt DL DL 3.72 k = 8.0 ft * 465 Pt LL LL 3.20 k = 8.0 ft * 400 Pt LLr LLr 2.60 k = 8.0 ft * 325 momentfrom DL MDL 9,4401b-ft 113.3 k-in momentfrom LL MLL 6,4001b-ft 76.8 k-in momentfromSL MLLr 5,2001b-ft 62.4k-in factored moment MLRFD 158.6 k-in 1.4DL MLRFD 290.0k-in 1.2DL+1.6LL+055L MLRFD 312.6k-in 1.2DL + 1.6SL + LL controlling factored moment M„ 312.6 k-in factored shear VLRFD 4.0 k 1.4DL VLRFD 6.6k 1.2DL+1.6LL+055L VLRFD 7.1k 1.2DL + 1.6SL + LL controlling factored shear V„ 7.1 It controlling factored bearing B„ 7.1 k STRENGTH CALCULATION concrete strength f'c 2.5 ksi assumed light wt concrete mod. factor X 1 normal weight concrete flexure strength red. factor fie, 0.9 tension -controlled shear strength red. factor Cbear 0.75 bearing strength red factor Obearing 0.65 moment ofineritia I, 11,016in4 elastic section modulus Sm 1,001 in3 tens fiber to NA c 11.0 in nom flexure strength (Tcontrols) Mn 250.4k-in Mn = 5Af'cS,,, nom flexure strength(C controls) Mn 2,128.1k-in M"=0.85.fS. RESIDENTIAL CONCRETE Mn 375.5 k-in Mn = 7.55.1Ff7cS,,,, CONTROLS flexure strength (PMn 338.0 k-in > Mu OK nom shear strength Vn 14.4 k t/ - 4 �A n-3 V/c shear strength 10.8 k > Vu OK loaded bearing area A, 74 in2 supporting surface bearing area Az 74 in2 nom bearing strength Bn 156.6 k 0.85fA L bearing strength FBn 101.8 k > Bu OK Additional Verification Calc: max concrete tensile strength fr 375 psi f,. = 7.5A max beam tensile stress Ft 312 psi Ft = (M * c)/,xx fr > Ft OK [max on -center pile spacing] *see attached [Includes total height w/o AC114 §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. 8.2.1.1] D/C= 92.48% ACI14 [Table 14.5.5.1 (a)] D/C= 65.85% [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= 6.99% ACI 14 [Eq. 19.2.3.1] 119ne Val Project Number: Plan Name: Sheet Number: S211026-11XR Foundation Stabilization Engineer: Subject: Date: 1T Unreinforced Conc Design Check 1/11/22 Final Section Proverties 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.M8 in^3 Syy : +X 271.988 in^3 Y c9 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 Ca, 0.00 deg CCW Y Per AC114 §14.5.1.7 General Shapes - 1 : 7t1 Xcg = 0.000 in Ycg = 0.000 in Rotation = 0 deg CCW Top Flange Width = 8.000in Top Flange Thick = 8.000in Web Thickness = 8.000in Bottom Flange Wid 12.000in Bottom Flange Thi. 6.000in Top Height = 24.000in IMno WAI Appendix Parcel Details Photographs 19 of 23 SnohomishOnline Government Information & Services County 4* Washinqton Property Account Summary Parcel Number 127043000204900 jProperty Address 8416 218TH ST SW, EDMONDS, WA 98026-7858 General Information Property Description SEC 30 TWP 27 RGE 04RT-26C-) E 70FT OF W 210 FT OF N1/2 NE1/4 SE1/4 SEIA NW1/4 LESS CO RD Property Category Land and Improvements Status Tax Code Area Active, Locally Assessed 00217 Property Characteristics use ILoue Unit of Measure 111 Single Family Residence - Detached Size (gross) 10.23 Related Properties No Related Properties Found Parties Role Percent Name Address Taxpayer 100 OLIVAS GARCIA 8416 218TH STREET SOUTHWEST, MANUEL A EDMONDS, WA 98026 Owner 100 GARCIA MANUEL 8416 218TH ST SW, EDMONDS, WA 98026- ALEJANDRO O 7858 United States Property Values Value Type Tax Year 2021 Tax Year 2020 Tax Year 2019 Tax Year 2018 Tax Year 2017 Taxable Value Regular $381,200 $370,600 $342,900 $293,900 $254,900 Exemption Amount Regular Market Total $381,200 $370,600 $342,900 $293,900 $254,900 Assessed Value $381,200 $370,600 $342,900 $293,900 $254,900 Market Land $346,900 $330,200 $303,200 $258,500 $224,100 Market Improvement $34,300 $40,400 $39,700 $35,400 $30,800 Personal Property Active Exemptions No Exemptions Found Events Effective Entry Date- Type Remarks Date Time 05/21/2021 05/21/2021 12:06:38 Excise Processed Temporary Excise: T140042 Finalized to: E 163 044 05/11/2021 09/13/2021 Recording No. Property Transfer Filing No.: E163044, Statutory Warranty Deed, new Recording No.: 15:20:00 Changed 202105217026 05/11/2021 by sasaml 05/11/2021 09/13/2021 Owner Property Transfer Filing No.: E163044 05/11/2021 by sasaml 15:20:00 Terminated 20 of 23 05/11/2021 09/13/2021 Owner Property Transfer Filing No.: E163044 05/11/2021 by sasaml 15:20:00 Terminated 05/11/2021 15:20:00210 5:20:0 Owner Added Property Transfer Filing No.: E163044 05/11/2021 by sasaml 05/11/2021 05/21/2021 12:06:00 Excise Processed Property Transfer Filing No.: T140042, submitted by eREET 05/11/2021 by ASCEREET 06/21/2005 08/29/2005 Owner Property Transfer Filing No.: 297246 06/21/2005 by sasark 14:23:00 Terminated 06/21/2005 08/29/2005 14:23:00 Owner Added Property Transfer Filing No.: 297246 06/21/2005 by sasark 06/21/2005 06/27/2005 Taxpayer Property Transfer Filing No.: 297246 06/21/2005 by strgss 16:52:00 Changed 06/21/2005 06/24/2005 14:07:00 Excise Processed Property Transfer Filing No.: 297246, Statutory Warranty Deed 06/21/2005 by strgss Tax Balance Distribution of Current Taxes I District Rate Amount Voted Amount Non -Voted Amount CENTRAL PUGET SOUND REGIONAL TRANSIT AUT 0.20 $75.13 $0.00 $75.13 CITY OF EDMONDS 1.26 $481.72 $136.26 $345.46 EDMONDS SCHOOL DISTRICT NO 15 2.80 $1,066.91 $1,066.91 $0.00 PUB HOSP #2 0.06 $23.55 $0.00 $23.55 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.42 $161.79 $0.00 $161.79 SNOHOMISH COUNTY-CNT 0.64 $242.51 $0.00 $242.51 STATE 2.83 $1,077.02 $0.00 $1,077.02 SNOHOMISH CONSERVATION DISTRICT $8.02 $0.00 $8.02 TOTAL 8.21 $3,136.651 $1,203.17 $1,933.48 Pending Property Values Pending Tax Market Land Market Market Total Current Use Land Current Use Current Use Total Year Value Improvement Value Value Value Improvement Value 2022 $420,400.00 $34,300.00 $454,700.00 $0.00 $0.00 $0.00, Levy Rate History Tax 2021 1 201 Total f Real Property Structures I Description Type IYear Built Imore Information 1 Story Dwelling 11953 IView Detailed Structure Information Receipts Date Receipt No. Amount Tendered Amount Due 10/26/2021 00:00:00 11942061 $1,568.33 $1,568.33 04/30/2021 00:00:00 11686089 $1,568.32 $3,136.65 12/10/2020 00:00:00 11422507 $1,895.24 $1,895.24 05/11/2020 00:00:00 11114926 $1,722.94 $3,445.89 11/04/2019 00:00:00 10824304 $1,581.62 $1,581.62 05/01/2019 00:00:00 10556105 $1,581.62 $3,163.24 10/11/2018 00:00:00 10064182 $1,568.89 $1,568.89 04/30/2018 00:00:00 9984829 $1,568.89 $3,137.78 10/30/2017 00:00:00 9684834 $1,299.15 $1,299.15 05/01/2017 00:00:00 9420460 $1,299.14 $2,598.29 Sales History Date 11/2021 Property Maps Recording Recording Sale Excise Date Number Amount Numbi 06/21/2005 $225,000.00 297246 1/2021 12021052170261$500,000.00IE163044 21 of 23 Grantor(Seller) Grantee(Buyer) Other Parcels WM/COLLEEN JELIC LLC No GARCIA JELIC LLC MAN UEL No ALEJANDRO O Neighborhood Code ITownship 111ange ISection lQuarter 1parcel Map 1605000 127 104 130 JNW IView parcel maps for this Township/Range/Section 8416 218th St SW Edmonds WA 98026 0 56 113 Feet O 4"10 Snohomish County Assessor Washington -�---'---------•- •- - - - �?'1 Legend Parcel Recent Sales 2021 Recent Sales 2020 Recent Sales 2019 City Boundary County Park National Forest Water Street Types Interstate State Route Local Road All maps, data, and information set forth herein ("Data"), are for illustrative purposes only and are not to be considered an oficial citation to, or representation of, the Snohomish County Code. Amendments and updates to the Data, together with other applicable County Cede provisions, may apply which are not depicted herein. Snohomish County makes no representation or warranty concespmg the cement, accuracy, cogency, completeness or quality of the Data contained herein and expressly disclaims any warranty of merchantability or fitness for any particular purpose. All persons accessing or otherwise using this Data assume all responsibility for se thereof and agree to held Snohomish County harmless from and against any damages, loss, calm or liability arising out of any error, defect or emission-meined within said Data. Washington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access to lis6 of individuals intended for use for commercial purposes and, thus, no commercial use may be made of any Data comprising lists of individuals contained herein. N N 0 N Cl) 23 of 23 �J��, r . • ds "�"- •,'S V ma�yyj{ '��r .t 1• �j� 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. -1-120