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APPROVED PLN ENG BLD2022-1262+Architectural_Plan+9.22.2022_6.35.18_AM+31228691 of 4 ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE 1160 Sea Vista Pi Residence Installation of piles to be inspected by certified inspector. Provide results to City Inspector at the time of inspection. City Of Edmonds Building Department Work FOUNDATION REPAIR Address 1160 SEA VISTA PL Owner MCCULLOUGH ----------------------------------------- Approved Date' ��f122 Building Official ErU,-, ------------ f ------------- _ Permit Number B LD2022-1262 S220906-4XR PROJECT INFORMATION CLIENT MCCULLOUGH ALICIA PO BOX 3178 EDMONDS, WA 98020 PROJECT ADDRESS 1160 Sea Vista PI Edmonds, WA 98020 STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 13150 91 ST PL N E KIRKLAND, WA 98034 CONTACT: MANS THURFJELL, PE PHONE: (425)-636-3313 EMAIL: MTHURFJELL@Ll20ENGINEERING.COM CODES ENGINEERED PER: 2018 (IRC) INTERNATIONAL RESIDENTIAL CODE 2018 (IBC) INTERNATIONAL BUILDING CODE SHEET INDEX COVER SHEET .... S-0 STRUCTURAL GENERAL NOTES .... S-1 SITE & FOUNDATION PLAN .... S-2 FOUNDATION DETAILS .... SD-1.1 OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE OWNER/CONTRACTOR RESPONSIBLE FOR LOCATING ALL ON SITE UTILITIES. RELOCATION/REVISION TO ANY UTILITIES MAY REQUIRE A SEPERATE PERMIT. Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per city standards that is caused or occurs during the permitted project. ENGINEERING DIVISION APPROVED AS NOTED Jd] Ul44ty e 10/13/2022 VV RECEIVED Sep 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT i R ■ ■ tr3F 'ii r7 J'H r z ■ r 4P W C) 0 z o W z ,R >z w Wz z Z (D w O 0 z J REVISIONS 0 DESCRIPTION DATE BY PROJECT NAME 1160 Sea Vista PI Edmonds, WA 98020 PROJECT NUMBER S220906-4XR DRAWN L,, - PAM CHECKED BY M RT SHEET DATE 09/15/2022 SL, z o 0 1 DC (n LU V > w 0 w U w 2 of 4 GENERAL STRUCTURAL NOTES ABBREVIATIONS DESIGN CRITERIA CONCENTRIC DRIVEN PILES AB ANCHOR BOLT FTG FOOTING CODE: 2018 IBC/IRC & AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY 1. "CONCENTRIC' OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE ABV ABOVE GA GAUGE ROOF........................................25 PSF SNOW (GROUND) 2015 INTERNATIONAL BUILDING CODE (IBC). AFF ABOVE FINISH FLOOR GALV GALVANIZED FLOORS 2. IT IS RECOGNIZED THAT THE INTERNATIONAL BUILDING CODE (IBC) REQUIRES 8 INCH MINIMUM DIAMETER ALT ALTERNATE GLB GLULAM BEAM RESIDENTIAL .....................40 PSF PIPE FOR PIPE PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND TESTING ALUM ALUMINUM GR GRADE BALCONY/DECK................60 PSF REQUIREMENTS ARE PROVIDED TO ALLOW FOR USE OF PILES LESS THAN 8 INCHES IN DIAMETER AS APPROX APPROXIMATE GYP GYPSUM WALL BOARD REQUIRED BY SECTION 104.5 OF THE IBC. AYC ALASKAN YELLOW CEDAR HDG HOT -DIPPED GALVANIZED GENERAL CONDITIONS 3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND SHALL BE IN BB BOX BEAM HDR HEADER 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ACCORDANCE WITH ESR-4121. BF BOTTOM FLUSH HF HEM FIR ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. 4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121. BLDG BUILDING HGT HEIGHT 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE 5. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE BLKG BLOCKING HT HEIGHT STARTING WORK. THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (EAA) BM BEAM IN INCH DISCREPANCIES. COATINGS (AC228). BOT BOTTOM IT JOINT 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL 6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL, BP BOTTOM PLATE MAX MAXIMUM BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER AC358 SECTION 3.9. BRIG BEARING MIN MINIMUM PROCEEDING WITH ANY WORK SO INVOLVED. 7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. BTWN BETWEEN MISC MISCELLANEOUS 4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE 8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED. BSMT BASEMENT NB NON -BEARING PRECEDENCE OVER THE "GENERAL NOTES" AND/OR "STANDARD DETAILS". 9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF B/W BOTTOM OF WALL NO NUMBER 5. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE INCLINATION OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121. CANT CANTILEVER OC ON CENTER CJ CONTROL JOINT SAME AS FOR SIMILAR WORK. 10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE MINIMUM PSF POUNDS PER SQUARE FOOT CLG. CEILING 6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). PSI POUNDS PER SQUARE INCH CLJ CEILING JOIST DRAWINGS. THE MAXIMUM INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE CAPACITY OF ANY INDIVIDUAL PT PRESSURE TREATED CLR CLEAR 7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY COMPONENT OF THE ASSEMBLY. CMU CONCRETE MASONRY UNIT RAF RAFTER CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE 11. ALL BRACKETS AND PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE THE COL COLUMN REF REFERENCE DISTRESS TO THE STRUCTURE. MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). CONC CONCRETE REINF REINFORCEMENT 8. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE 12. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT CONN CONNECTION REQD REQUIRED FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION. CONST CONSTRUCTION SF SQUARE FOOT ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. 13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION OF THE CONT CONTINUOUS SIM SIMILAR 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE STABIL-LOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST VERIFY AND CTR CENTER SPF SPRUCE PINE FIR INTERNATIONAL BUILDING CODE, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER RECORD THE FOLLOWING: DET DETAIL STD STANDARD ANY PORTION OF THE WORK. A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS DF DOUGLAS FIR (SOUTH) SYP SOUTHERN YELLOW PINE 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER DFL DOUGLAS FIR LARCH T/ TOP OF WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SEGMENT AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE CONSTRUCTION DIM DIMENSION T/C TOP OF CONCRETE SHALL APPLY. DOCUMENTS. DJ DOUBLE JOIST T/P TOP OF PLATE 11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH DIA DIAMETER T/S TOP OF STEEL OR THE STRUCTURAL DRAWINGS. D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN FOUNDATION DN DOWN T/W TOP OF WALL 12. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. SYSTEM DS DOWN SPOUT TF TOP FLUSH 13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS EA EACH TJ TRIPLE JOIST IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. F. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THIS EF EACH FACE T/BM TOP OF BEAM EVALUATION REPORT. EJ EXPANSION JOINT 14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS ELEV ELEVATION T/SLABTOP OF SLAB GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE 14. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER TP TOP PLATE SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND EN EDGE NAILING (PANEL) "INTERNATIONAL BUILDING CODE" (IBC), AND STANDARDS REFERENCED THEREIN. EQ EQUAL TYP TYPICAL 15. STRUCTURAL STABILITY OF ALL NEW AND EXISTING STRUCTURES DURING CONSTRUCTION SHALL BE INSTALL ADDITIONAL PILES AS REQUIRED. ES EACH SIDE LINO UNLESS NOTED OTHERWISE THE RESPONSIBILITY OF THE CONTRACTOR. THIS INCLUDES EXCAVATIONS, COLUMNS, EQUIPMENT EW EACH WAY UPA UNDER POST ABOVE LOADS, MATERIAL LOADS, AND OTHERS. OBSERVATIONS BY THE ENGINEER -OF -RECORD DO NOT DRIVEN PILE PROOF TESTING FB FLUSH BEAM UWA UNDER WALL ABOVE INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION. THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3) FIN FINISH VERT VERTICAL PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE FL FLOOR VIF VERIFY IN FIELD OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE MAXIMUM TEST LOAD FLSHG FLASHING W/ WITH SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. FND FOUNDATION WC WESTERN CEDAR CONCRETE ANCHORS FP FIREPLACE WP WATERPROOF 1. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE, HILTI, OR EQUIVALENT. SPECIAL FT FOOT WWF WELDED WIRE FABRIC INSPECTIONS REQUIRED. STRUCTURAL AND MISC. STEEL 1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 2. MATERIALS: BOLTS - ASTM A307, UNLESS OTHERWISE NOTED WF BEAMS - ASTM A572-50 (Fy = 50,000 PSI) HSS ROUND COLUMNS - ASTM A500 Gr. B (Fy = 42,000 PSI) HSS RECTANGULAR COLUMNS - ASTM A500 Gr. B (Fy = 46,000 PSI) ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI) STRUCTURAL STEEL WELDING 1. CONFORM TO THE AWS CODES D1.1 AND D1.3., AND USE ONLY CERTIFIED WELDERS. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES. Al TFRNIATFC- 1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST PAYMENT FOR REVIEW; CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL COST TO OWNER. JOBSITE SAFETY: 1. THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY ANY PERSON. SPECIAL INSPECTIONS SCHEDULE SPECIAL INSPECTIONS TABLES PER THE 2018 IBC. ALL ITEMS NON -APPLICABLE ITEMS HAVE BEEN MARKED WITH A %". ITEMS REQUIRING SPECIAL INSPECTION HAVE BEEN MARKED WITH AN "X". TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION CONTINUOUS PERIODIC SPECIAL REFERENCED IBC TYPE SPECIAL INSPECTION INSPECTION a STANDARD REFERENCE 1. Inspect reinforcement, including prestressing ACI 318 Ch. 20. 25.2_ tendons_ and verify placement_ _ 25.3. 26.5.1-26.5.3 1908.4 2. Reinforcing bar welding: a. Verify weldability of reinforcing bars other than ASTM A 706: AWS D1.4 b. Inspect single -pass fillet welds. maximum ACI 318: 26.5.4 11 ';and - 16 c. Inspect all other )xelds. 3. Inspect anchors cast in concrete. - - ACI 318: 17.8.2 - 4.Inspect anchors post -installed in hardened concrete members_ a_ Adhesive anchors installed in horizontally or upwardly inclined orientations to resist - - ACI 318: 17.82.4 - sustained tension loads. b_ Mechanical anchors and adhesive anchors not defined in 4.a 5. Verify use of required design mix. - - ACI 318- Ch_ 19, 1904.1. 1904.2. 26.4.3. 26.4.4 1908.2. 1908.3 6. Prior to concrete placement. fabricate specimens ASTM C 172 for strength tests. perform slump and air - - ASTNI C 31 1908.10 content tests. and determine the temperature of ACI 318: 26.4.5. 26.12 the concrete_ 7. Inspect concrete and shotcrete placement for ACI 318: 26.4.5 1908.6. 1908.7. proper application techniques- 1908.8 8-Verify maintenance of specified curing - - ACI 318: 26.4.7-26.4.9 1908.9 temperature and techniques- 9. Inspect prestressed concrete for- a- Application of prestressing forces: and - - ACI 318- 26.9.2.1 - b_ Grouting of bonded prestressing tendons_ - - ACI 318: 26.9.2.3 10_ Inspect erection of precast concrete members_ - - ACI 318- Ch_ 26.8 - 1 1 _ Verify In -situ concrete Strength, prior to Stressing of tendons In post -tensioned concrete and - - ACI 318: 26.10.2 - prior to removal of shores and forms from beams and structural slabs. 12. Inspect formwork for shape_ location and dimensions of the concrete member being - - ACI 318: 26.1fl_1(b) - formed_ TABLE 1705.7 REQUIRED SPECIAL INSPECTIONS AND TESTS OF DRIVEN DEEP FOUNDATION ELEMENTS TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION 1 _ Verify element materials. sizes and lengths comply with X - the requirements. 2_ Determine capacities of test elements and conduct X - additional load tests, as required. 3. Inspect driving operations and maintain complete and X - accurate records for each element. 4. Verify placement locations and plumbness. confirm type and size of hammer, record number of blows per fDDI of penetration. determine required penetrations tD X - achieve design capacity, record tip and butt elevations and document anv damage to foundation element. 5. For steel elements. perform additional special - - ins ectiDns in accordance with Section 1706 2_ 6. For concrete elements and concrete -filled elements. perform tests and additional special inspections in - - accordance with Section 1705 3. 7. For specialty elements_ perform additional inspections as determined by the registered design professional in - - responsible charge. RECEIVED Sep 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT r3F'iiAJ'H s w 155. ##liVfYIL- "kY*4 .4F 4L W Di'(_ ZD W.6 Z R > _ W LU Z W Z Z(D w 00Z REVISIONS DESCRIPTION :DATE:JEBW PROJECT NAI" 1160 Sea Vista PI Edmonds, WA 98020 PROJECT NUMBER S220906-4XR DRAWN PAM CHECKED BY M RT SHEET DATE 09/15/2022 SC, 0) W 0 z J Q I� D U D ILL U0 J o< IL■L ,^ V V W Lf, z w w �� w w 3 of 4 PILE SPACING &LOAD REQUIRMENTS TABLE MAX O.C. SPACING, ft MIN VERTICAL CAPACITY, kill p9 PROOF TESTING LOAD, kips PILE # PILE LOCATION BTWN END 200% MIN VERTICAL CAPACITY TvPE PILES OFFSET ALLOWABLE LOADING (MIN ULTIMATE CAPACITY) T. ir�Il HELI:: �.L ' �' UNI: u' : I IhJ:f 1,." 24.0 kip TrF unTrn. a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE THE REQUIRED BEARING CAPACITY LOADING, INCLUDING A SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. b. CONCENTRIC DRIVEN PILES AS MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, IN ACCORDANCE WITH ESR-4121. c. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART OF THE ASSEMBLY. d. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN. � PPS S .. ....... . :..:....:............:: ?. '. 1 :..:.:..:..:.:..:..:::::p !1 ...............:.:..:.. :..:.......:.:::::::.......:..:.:..:.......... ............. . . . . . .. . .. ....... ........................................................... 1.:...................:........... 1 I LU zl 1= GARAGE LU I as 33'-0" * 2Q'-0" * 91.6" (2) PILES @ 6' OC MAX ' MAX 1 ' 3; Q ' p I � co 21 w 1� 0- AREA OF WORK , , 1 (E) RESIDENCE PRIMARY 1160 Sea Vista PI, ENTRANCE ` Edmonds, WA 98020 (E) STRUCTURE 1154 Sea Vista PI, /, (E) 8" CONCRETE STEM ♦ WALL 2'-2" TALL MIN TYP AT Edmonds, WA 98020 / PERIMETER NOTIFY L120 PRIOR TO ♦ WORK IF CONCRETE WALL / AT PILE LOCATIONS IS ' LESS THAN 2'-2" TALL APPROVED BY PLANNING ' g / Nov 28 2022 4 Nothing in the permit approval process shall be Q/� interpreted as allowing or permitting the maintenance / of any currently existing illega); nonconforming or / unpermitted building, structure or site condition which �/♦ is outside the scope of the permit application, regardless of whether such building, structure or condition is shown on the site plan or drawing. Such building, / structure or condition may be the subject of a separate enforcement action. I ♦ / Zone RS-10 Corner X Flag Setbacks: Required Actual no change Front (N,E) - __ 25____ NC Sides (S,W) 10, no change Rear Other Height 25' no change / ♦ ♦ ♦ R ROPE_ ,' • _ • _ . — •' (E) STRUCTURE • 841 ELM WAY, EDMONDS, WA 98020 -'; FOUNDATION NOTES 1. VERIFY ALL DIMENSIONS ON SITE. 2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL PER R&R LEVEL SURVEY. �G 3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFORMATION: • DRIVEN PILES ....................................... 1/SD-1.1 4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED SEP 15, 2022, FOR ADDITIONAL (n INFORMATION, SPECIFICATIONS, AND REQUIREMENTS. * 5. LEVEL SURVEY PER R&R REPAIR PLAN DATED APRIL 11, 2022. REFER TO STRUCTURAL q CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR REPAIR PLAN. 00 6. MINIMUM PILE DIAMETER SHALL BE 2-7/8". 7. IT IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH ± 0'-6" TOLERANCE TO ALLOW 1 FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED DURING PILE INSTALLATION PROVIDED THAT NO TWO ADJACENT SPANS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY. 8. IF REQUIRED, ALL SUPPLEMENTAL CHANNELS TO SPAN FROM PILE TO PILE AND EXTEND MIN 6" PAST SUPPORTING PILE EA END. 9. IF REQUIRED, ALL SUPPLEMENTAL CHANNELS TO BE ANCHORED TO THE FOUNDATION WITH 5/8" DIAM. x 4" SIMPSON TITEN HD SCREW ANCHORS (OR APPROVED EQUIVALENT) AT A MAXIMUM • SPACING 18"OC. ANCHORS TO BE CENTERED ON OR INSTALLED ABOVE THE CENTER LINE OF THE 1 • CHANNEL. 10. FIELD VERIFY ALL EXISTING STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE 8" THICK MINIMUM WITH 2'-2" HEIGHT (MEASURED FROM B/FTG TO T/CONC) MINIMUM. * 1 11. PARCEL DIMENSIONS NOT TO SCALE. PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS • q (WITH ASTERISK, *) APPROXIMATED PER SNOHOMISH COUNTY GIS MAPPING TOOLS. NOT TO BE `V USED FOR LEGAL PURPOSES. 12. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY. 13. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF 5-0" OR UNTIL REFUSAL, WHICHEVER IS SHALLOWER. • 1 DRIVEN PILE REFUSAL CRITERIA: ADVANCEMENT OF THE PILE SHALL CONTINUE BEYOND THE MINIMUM EMBEDMENT DEPTH AND • UNTIL A WORKING PRESSURE IS ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL 1 • CAPACITY WITH A SAFETY FACTOR OF NO LESS THAN TWO. ADVANCEMENT SHALL BE HALTED IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT FLEXURE. CD -1 • 0 • N , • • • • 2• pG� o • .n o� O • N • 1 1 1 1 o • c� • 1 • NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. NOTE: L120'S SCOPE IS LIMITED TO THE PERIMETER SUPPORT SYSTEMICONTINUOUS FOOTINGS. THE INTERIOR CRAWL SPACE SUPPORTED SYSTEM FOR THE FIRST FLOOR SHALL BE INSTALLED PER R&R. 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MEMNON�■■■ ■■■M■■ • SITE PLAN RECEIVED Sep 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT + f R ■ • * # ., ;�4- ki w ct • r•krr•s W Q 0 z J z o W _ > z R > z_ w z W z z w O O z J \ REVISIONS DESCRIPTION DATE BY PROJECT NAME 1160 Sea Vista PI Edmonds, WA 98020 PROJECT NUMBER S220906-4XR DRAWN u i - PAM CHECKED BY M RT SHEET DATE 09/15/2022 5C� O Q CI U) U w oCn w w 4 of 4 (E) WOOD FRAMED FLOOR SYSTEM, I FIELD VERIFY I I I I I I I (E) CONIC STEM WALL I T/STEM WALL = I FIELD VERIFY 8" MIN THICKNESS, T/FIN GRADE _ CONTRACTOR TO VERIFY —_ —_ - � VARIES ° -IIII-IIII-III _ryIIII-IIII-IIII= o =IIII=IIII=III = Q Fy � � VIIII-IIII=IIII-, z � > � , a -IIII-IIII-1111 z o IIII=IIII=IIII_ N ~ ° =IIII=IIII-IIII T/CONC FTG = =IIII=IIII=IIII-IIII-IIII G I I IIII=IIII FIELD VERIFY " 'I " WEDGE ANCHORS IIII=IIII a� a� =IIII=IIII PER STABIL-LOC 1=IIII-1 - II— —_ =IIII=1 REQUIREMENTS IIII IIII=III - - IIII=IIII=III' (E) CONTINUOUS CONIC FOOTING NOTES: - ;' STABIL-LOC CONCENTRIC PIER 1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION ASSEMBLY PER R&R FOUNDATION DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE SPECIALIST TO CONFORM TO ESR-4121 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 Q PER ASTM 153/A123. 3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL w Lu REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT U) �' CORROSION. �4 DRIVEN PILE INSTALLATION DETAIL 2 NOT USED 3 NOT USED RECEIVED Sep 22 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 4 NOT USED 5 NOT USED 6 NOT USED + a A-r.- #{f 4 W 0 >(3 Zo � LLI _ z ,R z w z W z Z z 00 w REVISIONS Q DESCRIPTION DATE BY PROJECT NAME 1160 Sea Vista PI Edmonds, WA 98020 PROJECT NUMBER S220906-4XR DRAWIN o , PAM CHECKED BY - M RT SHEET DATE 09/15/2022 SCl U) J a 0 z O H� 0 Q � C) ,C) V / af z U w O w w L