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approved calcs bld20200350LONGITUDE ONE TWENTY° ENGINEERING & DESIGN Calculation Package for Foundation Stabilization/Left 8519 242nd St SW Edmonds, WA 98026 Project no: S200220-1 March 19, 2020 Prepared for: R&R Foundation Specialist 3409 McDougall Ave, Suite 204 STRUCTURAL ENGINEER Everett, WA 98201 L120 ENGINEERING & DESIGN P: 425.760.5077 13150 91ST PL NE KIRKLAND, WA 98034 CONTACT: MANS THURFJELL, PE PHONE: (206) 790-9502 EMAIL: MTHURFJELL@L120ENGINEERING.COM APPLICANTCOPY RECEIVED MAR 2 w 2020 BUILDING 13U>2zw -0350 49 7- R&R Level 5uryev 54e Slru fudaR'orrs PaCkW for Add4WW Regadrail76rlls SITE PLAN LfEGON or I ALL WORK SOPJECT I TO FIELD'. JI! INSPECTION k%R CODE COMPLIANGF, � wA—X77 -"DNn APP VED PLANS M T BE ON JOB E �•v d cP�gp� �A�'� PLAN NOTES 1. VERIFY EXISTING STRUCTURES AND ALL DIMENSIONS ON SITE 2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL PER R&R FOUNDATION SPECIALIST (R&R) LEVEL SURVEY. 3. REFER TO STRUCTURAL CALCULATIONS PACKAGE BY L120 DATED MARCH 19, 2020, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS. 4. LEVEL SURVEY PER R&R PROPOSAL DATED FEBRUARY 7, 2020, PROVIDED BY R&R TO L120 ON FEBRUARY 20, 2020. REFER TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY. 5. CONTRACTOR TO FIELD VERIFY MINIMUM DIMENSIONS OF EXISTING FOUNDATION ELEMENTS. CONCRETE STEM WALLS SHALL BE CONTINUOUS AND AT LEAST 12" THICK AND T-0" TALL CONCRETE FOOTINGS SHALL BE CONTINUOUS AND AT LEAST 12" DEEP AND 2'-O" WIDE. ENGINEER TO BE NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS ARE NOT MET. 6 PARCEL DIMENSIONS APPROXIMATED BY COUNTY/ 1 JURISDICTIONAL GIS MAPPING TOOLS FOR THE SELECTED PARCEL, NOT TO SCALE. NOT TO BE USED FOR LEGAL PURPOSES OR IN PLACE OF A FIELD SURVEY, 7. SOME SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY, p�� B. LOCATIONS OF THE EXISTING UTILITIES (SEWER, WATER, ETC.) EXI G RESIDENCE STRUCTURE ;� INDICATED ON PLAN ARE APPROXIMATED BASED ON •. JURISDICTIONAL RECORDS FOR REPRESENTATIVE PURPOSES �ti ONLY. PRESENCE OF THESE ELEMENTS ARE TO BE FIELD DJACENT STRUCTURE ?a —*.ram `- •� VERIFIED AS NECESSARY TO PREVENT DAMAGE TO EXISTING 1i-0"-� " rye" '•• FouuonnoN WE - FOUNDATION ELEMENTS. "-'-'' E AREA (> 33%) F 9. ALL STRUCTURES AND SITE FEATURES ARE EXISTING. i � •� •. �� •' 10. PROPOSED WORK DOES NOT INVOLVE NEW OR REPLACED APPROXIMATE p F . OF LOCATION CRAWL - � +sr - �"` ♦ 1 _ y HARD SURFACES. CONTRACTOR TO VERIFY. L l AREA OF PROPOSED WORK SPACE ENTRY 1 S.-IW� rY 11. PROPOSED WORK DOES NOT INVOLVE SOILS BEING EXPOSED k `"'•� FOR LONGER THAN 24 HOURS. CONTRACTOR TO VERIFY. R _ _ — p aaNcl�Ertva+�nu 12. PER JURISDICTIONAL GIS MAPPING, THE SITE DOES NOT PROPERTY LINE 5 1 sEu� Nl �.owoma CONTAIN ANY CRITICAL AREA SITE PLANS AND SUBSEQUENTLY _ 1 - Js M-ONS KA NOTEs i •� NO NATIVE GROWTH PROTECTION AREAS (NGPA). XXX CONTOUR LINE&ELEVATION i — d L 741� ---- UTILITY i " APPROXIMATE DIMENSION � Ts w) N i ' SITE PLAN NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. 0�1 W• z 2 00 O J 6519 242ND ST SW EDMONDS, WA 96026 S200220-1 MRT 03/19/2020 LONGITUDE ONE TWENTYO ENGINEERING & DESIGN PROJECT NO. SHEET NO. 11 1 PROJECT 8519 242nd St SW SUBJECT Foundation Stabilization/Jacking - Scope & Summary m TAK DATE 3/19/2020 Scone/Objective:. To determine the required pile spacing and geometry to stabilize and lift the existing structural foundation. These findings are based on 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 Specialist (R&R) proposed pile layout can be found in the following pages with structural recommendations based upon the findings of L120 Engineering & Design. These recommendations are limited to the scope of the stabilization as proposed by R&R. 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 existing continuous concrete footings. The interior crawl -space support system (wood) for the 1 st floor will be stabilized with 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. To the knowledge of L120, a geotechnical investigation was not performed on this site at the time this package was published. Any findings revealed from past or future geotechnical investigations not provided to L120 prior to the publishing of this package that differ from the assumptions in this package and/or necessitate the structural package to be revised may require additional fee. Structural Summary: - The foundation of the building consists of continuous cast -in -place concrete stem walls and footings assumed to be minimum 12" thick and minimum 4'-8" tall [measured from b/ftg to t/conc]. Based on the photographs, the superstructure is assumed to be wood framing over a crawl space. The building is understood to be a 3-story condominium building with (6) total units. Below the continuous cast -in -place concrete footings, piles are to be spaced at a maximum distance as indicated on the attached Level Survey (unless noted otherwise). End piles are to be placed as close to corners as possible and shall not be placed immediately below existing openings/penetrations in the concrete stem wall at the locations indicated on the attached Level Survey. - 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 with applicable factors of safety per the General Notes. Allowable Load Capacity Requirement: Interior Piles [#1-4] @ 8'-0" o,c. max .......................... 30 kip minimum vertical capacity (allowable) Note: Refer to the attached General Notes for additional requirements. - A maximum allowable loading of 4,000 plf was determined through assessment of the provided building geometry and conservative span/tributary loading assumptions based on standard construction practices. - Structural recommendations contained in this package are based on site photographs provided by R&R on March 20, 2020. These photographs are included with the attached Level Survey. Contractor to verify minimum assumptions when on -site, which includes the dimensions of existing foundation elements for pile attachment and the presence of foundation elements in a layout matching those shown on the Level Survey. Any observed discrepancy that exceeds the minimum/maximum listed should be brought to the attention of the engineer prior to pile installation. - Per jurisdictional records, the multi -family 3-story residence was constructed in 1979. Consequently, the existing foundation is assumed to be reinforced. The attached calculations include a concrete foundation with the minimum dimensions observed with minimal reinforcement. - With the absence of a geotechnical report, all structural recommendations assume adequate soil conditions to obtain the required pile capacities. It is recommended that piles are to penetrate into relatively dense native soils a minimum of 5 feet before applying the refusal criteria. - 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 (gravity) stabilization. If lateral movement is observed or expected, additional structural analysis will be required. Please inform L120 of site -specific conditions that were not explicitly identified, contradict, 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. L120 ENGINEERING & DESIGN 3 of 27 GENERAL NOTES CONCENTRIC/DRIVEN PILES 1. "CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2015 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. 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 STABIL- LOC 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 F. 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 2015 SEATTLE BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. 4 of 27 GENERAL NOTES CONT'D 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 2O15 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. t 5 of 27 Friday, February 7, 2020 SCOPE OF WORK ST Crew will install Concentric Piers and lift house to maximum practical recovery. Crew will drive Piers to a maximum depth of 25', after there will be a $20 per foot charge per pile. Homeowner is responsible for permit. Survey and details provided by R&R per 2120120 email. LEVEL SURVE14 L120 is in agreement with the Level Survey by R&R with pile spacing requirements as indicated on plan. Note: 48.5' It is acceptable install piles at the spacing shown -i1L-tZ-&Ua& ance to allow for unexpected a -1 /8 5/8 5/8 obstructions era untered during pile installation ¢ � m provided that n two adjacent spans exceed the o 3 maximum on-cE Wer spacing requirement. -L120 Actress U U r] w o = ,.. o p CD w o ~ `n 'N � Concentric/Stabil-loc -3/� a -3/8 �, piers per R&R N -5/8 -L120 --- -71t3 1 M 3 in. Pile -1/2 -1 /8 6 `o -1 1/24 0 a) 3.5' ao 0 3.5' 0 -3/8 - - 81 �C .r N �o U � 0 10 24' 120 �ximale foundation N ng per photographs. 'actor to verify. Foundation of adjacent unit assumed to match that of the proposed work area. Contractor to verify. If layout varies, this has implications for the load values -L120 # = pile designation 6 of 27 Friday, February 7, 2020 R- Interior West wall, Piers 1 & 2 will be installed here Crew will adjust post bases with beams here during lift FOUNDATION I I SPECIALIST Interior East wall, Piers 3 & 4 will be installed here. Interior wall. y 7 of 27 ESR-4121 1 Most Widely Accepted and Trusted Page 6 of 6 [EXCERPT FROM ESR-4121]J Ll�q mO IL ON t- vX.. "YE Pr tone A CUrM 413 AT tftmm MR &a FM MPPV e@ I.frImm ommit 1giR 0.8 a am SSUA ASAI AAC�l7 pll. R PER ASSEM13LY ' STO L-ioa S1Sism uc oArF• s-i�_�s FIGURE 1—STABIL-LO& FOUNDATION PIERING SYSTEM i t I I I OUTLINE OF VIDAWS BETWEEN BEARING BRG IQ do FOOTING PLATE ,4�--FOOTING C 4 " 2-Will x 3.5" MIN. (2% Efd8EDA1ENT EsR 1398 IMEDGE I ANCHORS REARfNv PLATE j I �-- SHIM BLOCK HEAD ROUND PLATE H5S2.3754.188 ASSFMR-FD INNER CUT TO FIT & & OUTER PIER INSTALL AFTER SEGMENTS COMPLETED PIER INSTALLATION HEAD ASSEMBLY rim-= srsmm us FIGURE 2—STABIL-LOC® FOUNDATION PIERING SYSTEM ADJUSTABLE HEAD ASSEMBLY LONGITUDE ONE TWENTYO ENGINEERING & DESIGN PROJECT 8519 242nd St SW SUBJECT m (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY TAK 12" MIN THICKNESS, CONTRACTOR TO VERIFY (E) CRAWL SPACE t PROJECT NO. SHEET NO. 11 1 DATE 3/19/2020 I T/STEM WALL = FIELD VERIFY a (E) CONC STEM WALL R T/FIN GRADE _ — 1tt�fi7�fRr I IIII :III IIII :III III IIII IIII � "�. 1i=111-IIII-IIII=111_ VARIES =IIII=IIII=IIII IIII IIII IIII IIII=111 111=IIII=IIII=IIII=III T/CONC FTG FIELD VERIFY 'll =IIII=IIII=IIII-II!1=IIII=11� •• . ' .. " lilt=fill111 IIIIIII _.III_IIII= 111-.. '' a II_IIII=IIII= '—II!I—_IIIIII � a IIII_—IIII_III 1=1111=':111 11=(III=LI:11= IIII=IIII=II fill=hill =1 i—'rI'I—,,,,-, — II—'III=Ii1 =IIII— 111—IIII=IIII=IIII=IIII=IIII—IIII=IIII_1111- 1�— - 1=IIII— III—IIII— III—IIII_ I I_ I - (E) CONTINUOUS -IIII—IIII-11i,=IIII-I II_1111 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. EXPOSED STEEL COMPONENTS TO HAVE CORROSION PROTECTION PER ASTM Al23/A153. L120 ENGINEERING & DESIGN LONGITUDE PROJECT NO. SHEET NO. 11 1 PROJECT 8519 242nd St SW SUBJECT General Notes - Pile Installation ONE TWENTYO ENGINEERING & DESIGN BY GENERAL NOTES - PILE INSTALLATION 1. VERIFY ALL DIMENSIONS ON SITE. 2. MINIMUM PILE DIAMETER SHALL BE 2-7/8". TAK DATE 3/17/2020 3. ALL EXISTING CONCRETE STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS SHALL BEAT LEAST 12" THICK AND 3'.0" TALL. ALL EXISTING CONCRETE FOOTINGS AT AND BETWEEN PILE ATTACHMENT LOCATIONS SHALL BE AT LEAST 12" DEEP AND 2'-0" WIDE. TOTAL CONCRETE HEIGHT (INCLUDING FOOTING AND STEM WALL) MEASURED FROM BOTTOM OF FOOTING TO TOP OF CONCRETE STEM WALL SHALL BE AT LEAST 4'-0" AND AT MOST 6'-0". FIELD VERIFY. ENGINEER TO BE NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS AS LISTED ARE NOT MET. 4. 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 MAXIMUM ON -CENTER INDICATED ON PLAN UNLESS NOTED OTHERWISE. 5. WHERE OCCURS, ALL SUPPLEMENTAL CHANNELS SHALL SPAN FROM PILE -TO -PILE AND EXTEND 6" MINIMUM PAST SUPPORTING PILE EACH END. CHANNEL TO BE INSTALLED PRIOR TO STABILIZATION AND ATTEMPTED LIFT. 6. WHERE OCCURS, ALL SUPPLEMENTAL CHANNELS SHALL BE ANCHORED TO THE FOUNDATION WITH 5/8" DIA. x 6" SIMPSON STRONG -TIE TITEN HD SCREW ANCHORS (OR APPROVED EQUIVALENT) AT A MAXIMUM SPACING 18"OC WITH 4" MINIMUM EMBEDMENT INTO CONCRETE. ANCHORS SHALL BE INSTALLED ALONG THE CENTER LINE OF THE CHANNEL AT A DISTANCE NO GREATER THAN 6" ABOVE THE TOP OF FOOTING. 7. PILES ARE TO PENETRATE INTO RELATIVELY DENSE NATIVE SOIL A MINIMUM OF 5'-0" BEFORE APPLYING THE REFUSAL CRITERIA 8. INTERIOR DRIVEN PILES SHALL BE INSTALLED SUCH THAT THERE IS NO ECCENTRICITY IMPOSED ON THE EXISTING FOUNDATION WALL ABOVE. THE CENTERLINE OF THE PILE SHALL ALIGN WITH THE CENTERLINE OF THE FOUNDATION WALL ABOVE. 9. CONTRACTOR TO PROVIDE MEASURES TO PREVENT FUTURE CORROSION FOR ANY EXISTING CONCRETE REINFORCEMENT EXPOSED AS A RESULT OF THE PILE INSTALLATION WORK. 10. CONTRACTOR TO MAINTAIN EXISTING VAPOR BARRIER. ANY DAMAGE AS A RESULT OF THE WORK INVOLVED IN THE SCOPE OF THIS PROJECT SHOULD BE SUFFICIENTLY REPAIRED TO ITS ORIGINAL STATE OR BETTER. L120 ENGINEERING & DESIGN e LONGITUDE ONE TWENTYO ENGINEERING & DESIGN ROOF +30'-0" 3RD FLOOR +2u-'- 2ND FLOOR +6 LEVEL KEY *Elevations approximated by Google Earth. 10 of 27 PROJECT S200220-1 PROJECT 8519 242nd St SW SUBJECT Foundation Stabilization - Key Plan m 10' MAX —i1 115' MAX TAK 50' MAX 3 O Z' C N Q C O M r N yaj c7 C M A .0 WEV DI A AI 15' Worst case wall line used for loading DATE 3 / 19 / 2020 10' MAX 8519 242nd St SW Edmonds, WA * Concrete segments and piles shown as referenced in the following calculations L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTY° ENGINEERING & DESIGN Gravit Loads oads *Per IBC 2015 11 of 27 PROJECT• SHEET NO. j S200220-1 PROJECT 8519 242nd St SW SUBJECT Foundation Stabilization - Loading Analysis TAK DATE 3 / 19 / 2020 Dead Loads *Note: All framing assumptions are based on photographs of as -built conditions and conventional construction practices. (A) Wood framed Roof =15psf (B) Wood framed Interior Wall =12psf (C) Wood framed Floor =15psf Live Loads (A) Snow = 25psf (C) Residential -Single Family = 40psf Tributary_ Area P. Interior Wall (A) Roof Trib = 0.5*48.5' = 24.5' (B) 3rd Floor to Roof Wall Ht =10' (C) 3rd Floor Trib = 0.5*15' + 0.5*15' =15' (B) 2nd Floor to 3rd Floor Wall Ht =10' (C) 2nd Floor Trib = 0.5*15' + 0.5*15' =15' (B) 1 st Floor to 2nd Floor Wall Ht =10' (C) 1st Floor Trib = 0.5*15' + 0.5*15' =15' Loading Summary @ continuous foundation DL=1410pif LL=1800pif SL = 625plf Foundation self -weight, DL = 750/1200 If (mi ROOF +3U7_Vr +D+DFLOOR � 2ND FLOOR + ro T__ (� 1 ST FLOOR +0'-0" LEVEL KEY L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTY° ENGINEERING & DESIGN interior 3-story I Case 1: Point Load I 8'-0" Span: DL = 11.3k » Use 12.Ok LL = 14.4k » Use 15k + SL = 5.Ok TL = 32.Ok Refer to attached calculations for analysis. Case 2: Uniform Load 8'-0" Span: DL = 141 Oplf >> Use 1500 plf LL = 1800plf + SL = 625plf » Use 700 plf TL = 4,000 pif Refer to attached calculations for analysis. Conclusion: PROJECT NO. SHEET NO. 11 1 PROJECT 8519 242nd St SW SUBJECT Foundation Stabilization - Calculation Sum 40 DATE 3/16/2020 iv"iaxi-aurn loading on grade beaiii deteriTiined 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 2015 Roof LL (snow ground): 25 psf ----- - - - - -- ----------------- - - -- -- Floor LL:40psf Floor/Roof DL: 15psf L/2 - L/2 Wall DL: 12psf Roof Trlb = 0.5'50' max span = 25' 1 st Floor Trib = 0.5'30' max span = 15' Estim. Typ Fir Ht = 10' Estim. Crawl Space Ht = 6' 4'-0" total height = 12" (min) dp ftg 36" (min) tall stem wall Based on the loading and geometry of the structure, L120 concludes that the foundation may be stabilized through the use of piles and connections per R&R These are to be attached to the foundation footing and stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than 8'-0" to the existing foundation (connections per R&R), spanning pile -to -pile. Per jurisdictional records, the existing structure was built in 1979. Concrete beam strengths are based on minimal reinforcement at a 40ksi yield stress. This assumption is based on conventional construction practice without scanning for reinforcement or other exploratory techniques of this particular existing condition. Consequently, the existing foundation has been checked including (3) #5 bars (Fy=40ksi) in the ftg and #4 bars @ 16" CIC (Fy=40ksi) minimum distributed in the stem wall. If cracking is experienced due to the stabilization and lift, engineer of record should be notified prior to continuing the installation. Measures to reinforce the existing foundation may be recommended, including, but not limited to, installation of an supplemental steel member anchored to the concrete. L120 ENGINEERING & DESIGN 13 of 27 Case 1. Point Load 8'-0"OC spacing Concrete Beam Interior 3-story DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Pt Load (3-story Loading) CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = 2.50 ksi Phi Values Flexure: 0.90 fr = fc 7.50 = 375.0 psi Shear : 0.750 W Density = 145.0 pcf (3 = 0.850 k LtWt Facto = 1.0 Elastic Modulus 3,122.0 ksi Fy - Stirrups 40,0 ksi fy - Main Reba-- 40.0 ksi E - Stirrups 29,000.0 ksi E - Main Reba= 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 24" N 1� 1 D(12) L�5) S(5) PIE PILE Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 12.0 in, Total Height = 48.0 in, Top Flange Width = 24 0 in, Flange Thickness = 12.0 it Span #1 Reinforcing.... 345 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span 144 at 14.0 in from Bottom, from 0.0 to 8.0 ft in this sp; 144 at 18.0 in from Top, from 0.0 to 8.0 ft in this span 144 at 3.0 in from Top, from 0 0 to 8.0 ft in this span Beam self weight calculated and added to loads Point Load : D = 12.0, L = 15.0, S = 5.0 k @ 4.0 ft, (Loading from above (3-story) - Pt load) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied MnPhi: Allowable Location of maximum on span Span # where maximum occurs 0.680 : 1 Typical Section 88.611 k-ft 152.768 k-ft 3.993 ft Span # 1 Cross Section Strength & Inertia Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360. Max Downward Total Deflection 0,001 in Ratio = 79485 —241 Max Upward Total Deflection 0.000 in Ratio = 0 <240. Top & Bottom references are for tension side of sect Phi'IVIn (k-ft) Moment of Inertia ( inA4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 3-#5 @ d=45",1-#4 @ d=34",1-#4 @ d=18",1-#4 @ d=: 152.77 59.02 149644.80 15,357.15 5,053.68 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 OveraflTJ Mlmum --b.400 6.400 Overall MINimum 2.500 2.500 +D+H 8.900 8.900 +n+L+H 16.400 16.400 +D+Lr+H 8.900 8 900 +D+S+H 11.400 11.400 +D+0.750Lr+0.750L+H 14 525 14.525 +D+0.750L+0.750S+H 16.400 16.400 14 of 27 Concrete Beam DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Pt Load (3-story Loading) Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.60W+H - 8.900 8.900 +D+0.70E+H 8.900 8.900 +D+0.750Lr+0.750L+0.450W+H 14.525 14.525 +D+0.750L+0.750S+0.450W+H 16.400 16.400 +D+0.750L+0.750S+0.5250E+H 16.400 16.400 +0.60D+0.60W+0.60H 5.340 5.340 +0.60D+0.70E+0.60H 5.340 5.340 D Only 8.900 8.900 Lr Only L Only 7.500 7.500 S Only 2.500 2.500 W Only E Only H Only Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results Segment Span # along Beam Mu: Max Phi"Mnx MAXimum BENDING Envelope Span # 1 1 8.000 88.61 152.77 +1.40D+1.60H Span # 1 1 8.000 41.66 152.77 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 8.000 83.62 152.77 +1.20D+1.60L+0.50S+1.60H Span # 1 1 8.000 88.61 152.77 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 8.000 50.68 152.77 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 8.000 35.71 152.77 +1.20D+0.50L+1.60S+1.60H Span # 1 1 8.000 66.65 152.77 +1.20D+1.60S+0.50W+1.60 H Span # 1 8.000 51.68 152.77 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 8.000 50.68 152.77 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 8.000 55.67 152.77 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 8.000 52.68 152.77 +0.90D+W+0.90H Span # 1 8.000 26.78 152.77 +0 90D+E+0.90H Span # 1 1 8.000 26.78 152.77 Stress Ratio 0.58 0.27 0.55 0.58 0.33 0.23 0.44 0.34 0.33 0.36 0.34 0.18 0.18 15 of 27 Concrete Beam DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Pt Load (3-story Loading) Ron E 4 E 0,19 1159 2.39 3.19 3199 4,79 5160 6,40 1.20 8.00 Distance (R) 14 66+12H 1 I +1,ZDD+1,66I+6,565+1,66H 1 +UDD46611+621+12H I +1,ZD6+1,6DU+0.S0W+I,6DH I +UDD+D,S6I+1,6DS+1,66H +1.ZDD+1,6DS+D,SDW+1.66H I +1.ZDD+6,SD1,+5,S6I+W+1,6DH 1 +1,ZDD+D,SDI+D,SDS+W+I,6DH I +1.ZDD+0,S0I+0,ZDS+E+1,66H I +6.9DD+W+6.9DH I +0,9DD+E+0,9DH I ph,Mn l9E#S98ER •24 0179 1159 239 3.19 399 4,79 5160 6,40 7,20 8.00 Distance (R) I +1,4DD+1,6DH 1 I +1,ZD6+1,6DI+5,S6S+1,6DH 1 +1.Z0D+I.6DI,+D.SR+1.66H I +1,Z0D+1,601,+6,SDW+I.60H I +1,2DD+6,S61+1,605+1,66H +l.Z0D+1,66S+D,SDW+I,6DH I+1,Z6D+D,S0b+6.SDl+W+166H-1+1,Z66+D;SDI+D,SDS+W+1,6DH-I-+I-.ZDD+D.S6l+6;ZDS+E+1.66H 1-4,96D+W4,90H 1-+D;96D+E+D,9DH 16 of 27 Concrete Beam DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Pt Load (3-story Loading) 0 I +D+H 1 +D+I+H +D+D.65W+H I +D+D.]DE+H I +02D+D,]DE+D.6DH I Doily 1 Eonly I H4nly 2116 7,95 3,74 4.52 5.31 6.10 6.89 7.67 Distance (ft) I +D+I,+H 1 +D+S+H 1441SDU+0.701.0 I +D+D.]SDI+D,]SDS+H I +D+0]SDI1+0.ISDI+D,4SDW+H 1 +D+DJSDI+0]SDS+0.4SDW+H I 44751.4ISDS+ RSDE+H I 460D+D,6DW+D,66H 1 bOnly I4nly 1 Sonly I Wooly 17 of 27 Case 2. Uniform Load 8'-0"OC spacing Concrete Beam Interior 3-story DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Uniform Load (3-story Loading) CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 1/2 = 2.50 ksi Phi Values Flexure: fr = fc 7.50 = 375.0 psi Shear: 0.90 0,750 W Density = 145.0 pcf (3 = 0 850 k LtWt Facto = 1.0 Elastic Modulus 3,122.0 ksi Fy - Stirrups 40.0 ksi M fy -Main Reba-- 40.0 ksi E - Stirrups 29,000 0 ksi � E - Main Reba= 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 �- 24" _ N P(Ims) 1. 1(�8] slit 7)z PIE PILE Cross Section & Reinforcing Details Inverted Tee Section, Stern Width = 12.0 in, Total Height = 48.0 in, Top Flange Width = 24 0 in, Flange Thickness = 12 0 it Span #1 Reinforcing.... 345 at 3.0 in from Bottom, from 0.0 to 8.0 ft in this span 144 at 14.0 in from Bottom, from 0.0 to 8.0 ft in this sp; 144 at 18.0 in from Top, from 0.0 to 8.0 ft in this span 144 at 2.0 in from Top, from 0.0 to 8.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 1.50, L = 1.80, S = 0.70 k/ft, Tributary Width = 1.0 ft, (Loading from above (3-story) - Uniform load) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn " Phi: Allowable Location of maximum on span Span # where maximum occurs 0.309 : 1 Typical Section 47.20 k-ft 152.595 k-ft 3.993 ft Span # 1 Cross Section Strength & Inertia Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360. Max Upward Transient Deflection 0.000 in Ratio = 0 <360. Max Downward Total Deflection 0.000 in Ratio = 0 <240. Max Upward Total Deflection 0.000 in Ratio = 0 <240. Top & Bottom references are for tension side of sect Phi'Mn ( k- ), Moment of Inertia (in A4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 3- #5 @ d=45",1- #4 @ d=34",1- #4 @ d=18",1- #4 @ d=: 152.59 59.62 149644.80 15,375..19 5,209.89 Vertical Reactions Support notation : Far left is #1 Load Combination Overall MAXimum Overall MiNirnurn +D+H +D+L+H +D+Lr+H +D+S+H Support 1 Support 2 16.400 - 16.400 2.800 2.800 8.900 8.900 16.100 16.100 8.900 8.900 11.700 11.700 18 of 27 Concrete Beam DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Uniform Load (3-story Loading) Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 � 0-7501_r+b.7 i7 + 14.300 14.300 +D+0.750L+0.750S+H 16.400 16.400 +D+0.60W+H 8.900 8.900 +D+0.70E+H 8.900 8.900 +D+0.750Lr+0.750L+0.450W+H 14.300 14.300 +D+0.750L+0.750S+0.450W+H 16.400 16.400 +D+0.750L+0.750S+0.5250E+H 16.400 16.400 +0.60D+0.60W+0.60H 5.340 5.340 +0.60D+0.70E+0.60H 5.340 5.340 D Only 8.900 8.900 Lr Only L Only 7.200 7.200 S Only 2,800 2.800 W Only E Only H Only Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 8.000 47.20 152.59 0.31 +1.40D+1.60H Span # 1 1 8.000 24.92 152.59 0.16 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 8.000 44.40 152.59 0.29 +1.20D+1.60L+0.50S+1.60H Span # 1 1 8.000 47.20 152.59 0.31 +1, 20D+1.60Lr+0.50L+1.60H Span # 1 1 8.000 28.56 152.59 0.19 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 8.000 21.36 152.59 0.14 +1.20D+0.50L+1.60S+1.60H Span # 1 1 8.000 37.52 152.59 0.25 +1.20D+1.60S+0.50W+1.60 H Span # 1 1 8.000 30.32 15259 0.20 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 8.000 28.56 152.59 0.19 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 8.000 31.36 152.59 0.21 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 8.000 29.68 152.59 0.19 +0.90D+W+0.90H Span # 1 1 8.000 16.02 152.59 0.10 +0.90D+E+0.90H Span # 1 1 8.000 16.02 152.59 0.10 19 of 27 Concrete Beam DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Uniform Load (3-story Loading) FM L I L C a E 0,19 1159 239 3,19 3,99 4,79 5160 6,40 1120 8100 Distance (It) 1 +1.4DD+1.6DH 1 +1,2DD+D.SDb+1.601+1,66H 1 +1,2DD+1,6Dl+D.SD9+1,6DH 1 +1,20D+1.6011+D.SDl+i,60H 1 +1,2DD+1,6011+D,5DW+1,66H [; +1,2DD+D.SD1+1.6DS+1,60H +1.ZDD+1,665+0.SDW+I,6DH 1 +1,2DD+D.SDb+D.S01+W+1.60H 1 +1.26D+D.SDI+D.SDS+W+1.60H 1 +1.26D+D.SDl+D,2DS+E+1.6DH 1 +6,9DD4+0.96H 1 +6,9DD+E+6.9DH U 0,19 1159 239 3,19 3199 4,79 5160 6,40 7,20 8.00 Distance (It) 1 +1.4DD+1,fiDH 1 +1.26D+D,SDll+1.6D1+1.6DH 1 +1.20D+i.60l+D,SD9+i,fiDH 1 +1.260+1.6D1 +O,SDl+1.66H 1 +1.2D6+1.6611+D,SDW+I,6DH 1 +1.2DD+D.S01+1,6D9+1,fiDH +1;2DD+L6D9+D,SDW+UDH 1 +1,2D6+D:SDII+DSDl+W+1,fiDH 1 +1,266+D SDI+D,SD5+W+1,66H 1 +1:2D6+D,S01+6,20�+E+1:6DH F+D.9DD+W+HDH 1 +D,3DD+E-+6,96H 20 of 27 Concrete Beam -- , Design DESCRIPTIO 8519 242nd St SW - 8ft Concrete Beam - Uniform Load (3-story Loading) 0 0159 1.38 1 +D+H 1 +D+[+H +D+D,66W+H 1 +D+D,7DE+H 1 +010D+DAN.66H 1 DOnly 1 EOnly 1 HOnly 2116 2.95 3.74 452 531 6.10 6189 7.67 Distance (R) 1 +D+I,+H 1 +D+S+H 1447561.1+0,75010 ➢ 447561+6.75DS+H 1 +D+0]SDU+0]SD1+6,4SDW+H 1 +D+6.7SD1+6,7565+6.456W+H 1 +D+D.75Dl.+6.7SDS+D,5256E+H 1 +6.66D+0.66W+6.66H 1 UOnly [Only 1 SOnly 1 WOnIy 21 of 27 Appendix Parcel Details & Photographs 22 of 27 2/24/2020 an o ho m i s h Onllno Government Information a Services UNIT 701C SELECTED FOR Count 40 REPRESENTATIVE PURPOSES, Washington SIM. AT 702C, 801C, 802C, 901C, 902C Property Account Summary 2/24/2020 Parcel Number 00669500370100 lProperty Address 18515 242ND ST SW UNIT 701C, EDMONDS, WA 98026-9077 General Information GALLEON, A CONDOBLK 003 D-00 APT 701 BLDG C TGW AN UND 2.690/6 INT IN COM AREAS & FACS DESC IN ART 3 OF DECL REC AFN Property Description 7804240368 & AMEND PER AFN'S 7806060289, 7808100I75, 7901050207, 7901090287,7902210310, 7903120268, 8304130130, 8609130297, 200611210732, 200701090125 Property Category Land and Improvements Status Active, Locally Assessed 'Tax Code Area 00227 Property Characteristics Use Code 143 Single Family Residence Condominium Multiple Unit of Measure .Acre(s) Size (gross) 10.00 Related Properties No Related Perdes Found Parties (Role Percent IName Address Taxpayer 100 URGA REBECCA & ANTHONY J 8515 242ND ST SW UNIT 701C, EDMONDS, WA 98026-9077 United States Owner 100 URGA REBECCA & ANTHONY J 8515 242ND ST SW UNIT 701C, EDMONDS, WA 98026-9077 United States Property Values Value Type Tax Year 2020 Tax Year 2019 Tax Year 2018 Tax Year Tax Year 2017 2016 'Taxable Value Re lar $217,000 $217,000 $182,500 $152,000 $139,500 Exemption Amount Regular Market Total $217,000 $217,000 $182,500 $152,000 $139,500 .Assessed Value $217,000 $217,000 $182,500 $152,000 $139,500 Market Land $90,000 $87,000 $63,500 $58,500 $58,500 Market Improvement $127,000 $130,000 $119,000 $93,500 $81,000 Personal Property Active Exemptions o Exemptions Found _ I Events Effective Entry Date -Time Type Remarks Date 02/09/2017 03/23/2017 Owner Property Transfer Filing No.: 1126118 02/09/2017 by sasamp 12:16:00 Terminated 1 /4 2/24/2020 23 of 27 OV09/2017 03/23/2017 Owner Added Property Transfer Filing No.: 1126118 02/09/2017 by sasamp 12:16:00 Taxpayer— Changed Property Transfer Filing No.: 1126118 02/09/2017 by straml 02/14/2017 14:13:00 ,02/09/2017 102/09/2017 102/14/2017 Excise Processed Property Transfer Filing No.: 1126118, Statutory Warranty Deed 02/09/2017 by 14:13:00 straml 107/10/2012 108/27/2012 13:29:00 Owner Tenninated Property Transfer Filing No.: 1003647 07/10/2012 by sasdas 107/10/2012 108/27/2012 13:29:00 Owner Added Property Transfer Filing No.: 1003647 07/10/2012 by sasdas 107/10/2012 107/18/2012 09:18:00 Tm1aye1 Changed Property Transfer Filing No.: 1003647 07/10/2012 by strbrl 107/10/2012 07/17/2012 Excise Processed Property Transfer Filing No.: 1003647, Statutory Warranty Deed 07/10/2012 by 14:14:00 strjff 103/03/2012 03/29/2012 10:01:00 Owner Terminated Property Transfer Filing No.: 450473 03/03/2012 by sassls 03/03/2012 03/29/2012 10:01:00 Owner Added Property Transfer Filing No.: 450473 03/03/2012 by sassls 03/03/2012 03/12/2012 15:47:00 Taxpayer Changed Property Transfer Filing No.: 450473 03/03/2012 by strtjg 03/03/2012 03/12/2012 15:47:00 Excise Processed Property Transfer Filing No.: 450473, Quit Claim Deed 03/03/2012 by strtjg 08/04/2009 ID8/27/2009 13:26:00 Owner Terminated Property Transfer Filing No.: 318597 08/04/2009 by sasset 08/04/2009 08/27/2009 13:26:00 Owner Added Property Transfer Filing No.: 318597 08/04/2009 by sasset 08/04/2009 08/13/2009 14:38:00 Taxpayer Changed Property Transfer Filing No.: 318597 08/04/2009 by strbjp 08/04/2009 08/13/2009 14:38:00 Excise Processed Property Transfer Filing No.: 318597, Quit Claim Deed 08/04/2009 by strbjp 05/11/2007 05/29/2007 11:29:00 Owner Terminated Property Transfer Filing No.: 114578 05/11/2007 by saskng 05/11/2007 05/29/2007 11:29:00 Owner Added Property Transfer Filing No.: 114578 05/11/2007 by saskng 05/11/2007 05/14/2007 16:16:00 Taxpayer Changed Property Transfer Filing No.: 114578 05/11/2007 by strnls 05/11/2007 05/14/2007 Excise Processed Party Transfer Filing No.: 114578, Statutory Warranty Deed 05/11/2007 by 16:16:00 strnls 11/27/2006 12/28/2006 107:38:00 Owner Terminated Property Transfer Filing No.: 303520 11/27/2006 by sasmmt 11/27/2006 12/28/2006 107:38:00 Owner Added Property Transfer Filing No.: 303520 11/27/2006 by sasmmt 11/27/2006 12/06/2006 13:44:00 Taxpayer Changed Property Transfer Filing No.: 303520 11/27/2006 by strssl 11/27/2006 12/01/2006 10:17:00 Excise Processed Property Transfer Filing No.: 303520, Trustee Deed 11/27/2006 by strphb 09/29/2005 109/29/2005 15:30:00 Uxpayer Changed Party/Property Relationship by strpcs 109/23/2005 12/17/2005 08:41:00 Owrier 'germinated Property Transfer Filing No.: 570283 09/23/2005 by sasmns Property Transfer Filing No.: 570283 09/23/2005 by sasmns 109/23/2005 12/17/2005 08:41:00 Owner Added D9/23/2005 109/28/2005 Excise Processed Property Transfer Filing No.: 570283, Statutory Warranty Deed 09/23/2005 by 15:27:00 strrlw 07/31/2002 10/04/2002 11:13:00 Owner Terminated Property Transfer Filing No.: 464589 07/31/2002 by sasmns 07/31/2002 10/04/2002 11:13:00 Owner Added Property Transfer Filing No.: 464589 07/31/2002 by sasmns 07/31/2002 ID8/12/2002 8/12/20 Excise Processed Property Transfer Filing No.: 464589, Quit Claim Deed 07/31/2002 by strtab 2/4 24 of 27 2/24/2020 07/31/2002 08/12/2002 Taxpayer Property Transfer Filing No.: 464589 07/31/2002 by strtab 14:24:00 Changed 06/07/2002 Taxpayer 06/07/2002 16:05:00 Changed (Party/Property Relationship by strsjb Tax Balance ;installments Payable Tax Year :Installment Due Date Principal Interest, Penalties and Costs Total Duel Cumulative Due 2020 1 04/30/2020 $1,010.50 $0.06 $1,010.50 $1,010.50 2020 :2 110/31/2020 $1,010.50 $0.06 $1,010.501 $2,021.00 Installments Payable/Paid for Tax Year(Enter 4-digit Year, then Click -Here)_ 2020 1 Distribution of Current Taxes l District Rate Amount Voted Amount Non -Voted Amount CENTRAL PUGET SOUND REGIONAL TRANSIT AUT 0.20 $43.26 $0.00 $43.26 CITY OF EDMONDS 1.33 $288.57 $81.05 $207.52 EDMONDS SCHOOL DISTRICT NO 15 3.71 $804.81 $804.81 $0.00 PUB HOSP #2 0.06 $13.951 $0.00 $13.95 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.44 $95.72 $0.00 $95.72 ,SNOHOMISH COUNTY-CNT 0.67 $144.40 $0.00 $144.40 STATE 2.87 $622.29 $0.00 $622.29 ;SNOHOMISH CONSERVATION DISTRICT TOTAL $8.00 $0.00 $8.00 9.28 $2,021.00 $885.861 $1,135.14 Pending Property Values I Pending Tax Market Land Marketl Market Total Current Use Current Use Current Use Total Year Value Improvement Value value Land Val"I Improvement Value No Pending Property Values Found Levy Rate History Real Property Structures ption Built IMore Information 111 Story IDwelling 11979 Mew Detailed Structure Information I Receipts (Date Receipt No. Amount Tendered Amount Due 10/24/2019 00:00:00 10706978 $1,002.19 $1,002.19 04/18/2019 00:00:00 10409694 $1,002.18 $2,004.37 10/22/2018 00:00:00 10148560 $975.35 $975.35 04/20/2018 00:00:00 9888705 $975.35 $1,950.70 10/27/2017 00:00:00 262 M $775.70 $775.70 102/21/2017 08:34:00 9176323 $775.70 $1,551.40 10/31/2016 00:00:00 9065585 $718.10 $718.10 04/29/2016 00:00:00 a 1450 $718.09 $1,436.19 10/28/2015 00:00:00 18508201 $626.21 $626.21 04/27/2015 00:00:00 18241305 $626.211 $1,252.42 Sales History sale Date Entry Recording Date Date Recording Number Sale Amount lExcise Number Deed Type,Type Transfer Grantor(Seller) Grantee(Buyer) Other Parcels 07/3I/200208/1=00207/31/2002 $0.00464589 QC S CUDDYJACKIE CUDDY No 3/4 0M,W1011z11 25 of 27 iD9/23/2005,09/28/200509/23/2005 11 /27/2006 12/01 /200611 /27/2006 05/11/2007105/14/2007 05/11/2007 08/04/2009 108/13/2009 08/04/2009 iD3/03/2012,03/12/2012 03/03/2012 ID7/10/2012,07/17/201207/10/2012 �02/09/2017i02/14/2017 02/09/2017 Property Maps $143,700.00 5702K $151,000.00 30352( $214,500.0011457F $0.00 �31859j $0.00 45047: $90,000.0010036z $190,000.00112611 A JACKIE/LCD INVESTMENTS TT LA CUDDY I W S JACKIE/LCD TACKETT 'No GENE LLC EQUALITY LOAN 1 'X S SERVICE CORP PHILIPS JUDY 'No OF WA Y JLIPS 1PHIUD& KESSLER W `S CHLIPS WILLIAM O & No HOLLY A ]KESSLER GALLEON 701 r QC S 'WILLIAM O & LLC No HOLLY A iGALLEON 701 KESSLER IQC S LLC WILLIAM & No HOLLY _ KESSLER �7 W S WILLIAM O & FISKE JAMIE No HOLLY A FISKE URGA 8 W S JAMIE/SWINDLE REBECCA & No J! BRAN©ON JANTHONYJ 1Neighborhood Code township lRange Isection lquarter 1parcel Map 5620101 ' 7 104 J31 1SW lYigmaamLms for this T'ownshi Rig cti n 4/4 2/24/2,020 www.snoco.org/app2/propsystPropinfoO5-StructData.asp?parcel=00669500370100&lrsn=1169774&Ext=R01&StClass=Dwelling&Yr_�%yf 27 Sn o h o m i s h Onlino Government Information & Services Cvunty4O Wit5hington Structure Information Close Window General Description Parcel Number 110669500 Structure Class Dwelling Structure Type 1 Story Year Built 1979 Exterior Features Foundation Cone or CB Exterior Stucco ROOF Type: Gable Pitch Low Cover Built Up Interior Features Bedrooms 2 Full or 3/4 Baths 2 1/2 Baths 0 Heat Electric Baseboard Fireplace 1 Story pre -fob Breplace Floor Area Floor 1 Base SF 928 Finished SF 928 Garege(s), Carport(s) and major outbuilding(s) None Other Features UNIT 701C SELECTED FOR REPRESENTATIVE PURPOSES, SIM. AT 702C, 801C, 802C, 901C, 902C www.snoco.org/app2/propsys/PropinfoO5-StructData.asp?parcel=00669500370100&lrsn=1169774&Ext--RO1 &StClass=Dwelling&Yr-1979&lmpld=D&I... 1 /2 27 of 27 UNIT 701C SELECTED FOR REPRESENTATIVE PURPOSES, SIM. AT 702C, 801C, 802C, 901C, 902C A) Street view of property per jurisdictional records. eel, (Up e,) a 1sFr C B) Existing plan of unit 701C per jurisdictional records. Similar at 801C, 901C. Opposite at 702C, 802C, and 902C. Street views provided by Snohomish County records for Parcel #:00669500370100 for address: 8515 242ND ST SW UNIT 701C, EDMONDS, WA 98026-9077 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