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APPROVED BLD PLN BLD2022-0174+Site Plan-2.15.2022_1.44.26_PM+26823197715 173rd St SW Edmonds Residence ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE Provide SI reports for pile installation to inspector at the time of inspection. City Of Edmonds Building Department Work FOUNDATION REPAIR Address 7715 173RD ST SW Owner GROME Approved Date �� 8�202� Building Official Elrili C%artY.r ---------------------- ----------------------------- Permit Number BLD2022-0174 --------------------------------- 5211026-2XR PROJECT INFORMATION CLIENT GROME DONALD C 7715 173RD STREET SW EDMONDS, WA 98026 PROJECT ADDRESS 7715 173RD STREET SW EDMONDS, WA 98026 STRUCTURAL ENGINEER L120 ENGINEERING &DESIGN 13150 91ST PL NE KIRKLAND, WA 98034-5901 PHONE: (425) 636-3313 CONTACT: MANS THURFJELL, PE CODES ENGINEERED PER: 2018 (IRC) INTERNATIONAL RESIDENTAL 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 RECEIVED Feb 15 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT + f R ■ • t # i + � . T � �j��4 • 4 �t+�i�� ■ G. � A ■ r � � � � � � �. r * ♦ �f�..i i�}� �. �C� * 4 r � � r � * s W "'� � � J z o W � _ � c� ,R z I- � w Zwz z � O O z w J T. REVISIONS 0 DESCRIPTION DATE BY PROJECT NAME 7715 173RD ST SW EDMONDS WA 98026 PROJECT NUMBEk S211026-2XR DRAWN �� - JT CHECKED BY M RT SHEET DATE 01 /17/2021 S(;� z O o � LL � V / V > w � 0 w U w GENERAL STRUCTURAL NOTES DESIGN CRITERIA HELICAL PILES CODE: 2018 IRC/IBC &AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCYICOUNTY. 1, ROOF ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,25 PSF SNOW (GROUND) FLOORS 2. RESIDENTIAL,,,,,,,,,,,,,,,,,,,,,40 PSF BALCONY/DECK,,,,,,,,,,,,,,,,60 PSF 3. 4. GENERAL CONDITIONS 1, THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. 5. 2, THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY DISCREPANCIES. 6. 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL 7. BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE 8. PROCEEDING WITH ANY WORK SO INVOLVED. 4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE 9. PRECEDENCE OVER THE "GENERAL NOTES" AND/OR "STANDARD DETAILS". 5. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 10 6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS. 7, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE 11 DISTRESS TO THE STRUCTURE. 8, THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE 12 FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. 13 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE INTERNATIONAL BUILDING CODE, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER 14 ANY PORTION OF THE WORK. 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 15 WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY. 11, REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS. 12, NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. 14, ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE "INTERNATIONAL BUILDING CODE" (IBC), AND STANDARDS REFERENCED THEREIN. 15. STRUCTURAL STABILITY OF ALL NEW AND EXISTING STRUCTURES DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THIS INCLUDES EXCAVATIONS, COLUMNS, EQUIPMENT LOADS, MATERIAL LOADS, AND OTHERS. OBSERVATIONS BY THE ENGINEER -OF -RECORD DO NOT INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION. 16. MINIMUM ASSUMED SOIL BEARING CAPACITY ............... 3,000 PSF 16 CONCRETE ANCHORS 1. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE, HILTI, OR EQUIVALENT. SPECIAL 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. DI TFR�I�TFC� 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. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC). HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND SHALL BE IN ACCORDANCE WITH ESR-3750. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR-3750. 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). 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. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAYBE USED. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF INCLINATION OF +l-1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750. 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. 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. 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). REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O15 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. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED. HELICAL PILE PROOF TESTING THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE (IBC). THE MAXIMUM TEST LOAD SHALL BETWO-HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. 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 PER AC358 SECTION 3.9. 7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. 8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAYBE 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 POSITIONILOCATION 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. SPECIAL INSPECTIONS SCHEDULE SPECIAL INSPECTIONS TABLES PER THE 2015 IBC. ALL ITEMS NON -APPLICABLE ITEMS HAVE BEEN MARKED WITH A "-". ITEMS REQUIRING SPECIAL INSPECTION HAVE BEEN MARKED WITH AN "X". TABLE 1745.3 REQUIRE❑ SPECIAL INSPECTIONS AND TESTS ❑F CONCRETE CONSTRUCTION CONTINUOUS PERIODIC SPECIAL REFERENCEd IBC TYPE 5PECIAL INSPECTION INSPECTION $ STANdAR❑ REFERENCE 1 _Inspect reinforcement. including prestressing ACI 31 S Ch 20. 25.2, tendons. and verify placement_ 25.3. 2u � 1-2G.5.3 19�8 � 2. Reinforcing bar welding: a_ Verify weldability of reinforcing bars _ a#her than ASThv1 A 70G: _ AWS D1.4 b. Inspec# single -pass fillet welds. maximum ACI 318: 26.5.4 `! '�: and - �s c. Ins ect all other �,velds - - 3_ Ins ect anchors cast in concrete - - ACI 318: 1 �_8.2 - 4.Inspect anchors past -installed in hardened concrete members. a. Adhesive anchors installed in hari�antally ar up},trardly inclined orientations to resist - - ACI 318: 1 �_8.2.4 - sustained tension loads. b. hvlechanical anchors and adhesive anchors not defined in �.a 5_ Verify use of required design mix_ - - ACI 318: Ch. 19. 190A.1, 190A.2 26.d.3. 2G.d_4 1908.2, 1908.3 G. Prior to concrete placement. fabricate specimens ASThv1 C 172 far strength tests_ perform slump and air - - ASThr1 C 31 1908.10 canten# tes#s, and determine the temperature of ACI 31 S: 26.4.5, 26.12 the concrete. 7. Inspect concre#e and shotcre#e placement for - ACI 318: 26.4.5 1908.6, 1908.�, ra era licatian techni ues. 1908.8 B.Verify maintenance of specifed curing - - ACI 318 26.4.7-26.4.9 19D8.9 tem erature and techni ues.. 9_ Inspect prestressed concrete for: a. Application of prestressing farces: and - - ACI 318: 26.9.2.1 - b. Grautin of banded restressin tendons. - - ACI 318: 26.9.2.3 10. Ins ect erection of recast concrete members. - - ACI 318: Ch. 2G_8 - 11. Verify in -situ concrete strength. prior to stressing of tendons in past -tensioned concrete and - - ACI 3tB: 28.102 - priar to rema�val of shares and farms from beams and structural slabs. 12. Inspect form�uark for shape. location and dimensions of the concrete member being - - ACI 31 B: 26.10.1 {b} - formed. TABLE 170a.7 REQUIRED SPECIAL INSPECTIONS AND TESTS OF DRIVEN DEEP F011NDAT1ON ELEMENTS TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION 1. Verify element materials. sires and lengths comply 7�xrith � - the re uirements. 2 Determine capacities a# test elements and conduct � - additianal load #es#s. as re uired. 3 Inspect driving operations and maintain complete and � - accurate records for each element_ 4. Verify placement locations and plumbness, canfrm type and sire of hammer. retard number of blows per fact of penetration_ determine required penetrations to � - achieve design capacity_ retard tip and butt elevations and document an dams eta foundation element_ 5. Far steel elements, perform additional special ins ectians in accordance with Section 170� 2. - - G. Far concrete elements and concrete -filled elements, perform tests and additional special inspections in - - accardance 7nrith Section 1 i05.3. �. For specialty elements. perform additional inspections as determined by the registered design professional in - - res ansible char e. ABBREVIATIONS AB ANCHOR BOLT FTG FOOTING ABV ABOVE GA GAUGE AFF ABOVE FINISH FLOOR GALV GALVANIZED ALT ALTERNATE GLB GLULAM BEAM ALUM ALUMINUM GR GRADE APPROX APPROXIMATE GYP GYPSUM WALL BOARD AYC ALASKAN YELLOW CEDAR HDG HOT -DIPPED GALVANIZED BB BOX BEAM HDR HEADER BF BOTTOM FLUSH HF HEM FIR BLDG BUILDING HGT HEIGHT BLKG BLOCKING HT HEIGHT BM BEAM IN INCH BOT BOTTOM JT JOINT BP BOTTOM PLATE MAX MAXIMUM BRG BEARING MIN MINIMUM BTWN BETWEEN MISC MISCELLANEOUS BSMT BASEMENT NB NON -BEARING B/W BOTTOM OF WALL NO NUMBER CANT CANTILEVER OC ON CENTER C] CONTROL JOINT PSF POUNDS PER SQUARE FOOT CLG. CEILING PSI POUNDS PER SQUARE INCH CLJ CEILING JOIST PT PRESSURE TREATED CLR CLEAR CMU CONCRETE MASONRY UNIT RAF RAFTER COL COLUMN REF REFERENCE CONC CONCRETE REINF REINFORCEMENT CONK CONNECTION REQD REQUIRED CONST CONSTRUCTION SF SQUARE FOOT CONT CONTINUOUS SIM SIMILAR CTR CENTER SPF SPRUCE PINE FIR DET DETAIL STD STANDARD DF DOUGLAS FIR (SOUTH) SYP SOUTHERN YELLOW PINE DFL DOUGLAS FIR LARCH T/ TOP OF DIM DIMENSION T/C TOP OF CONCRETE DJ DOUBLE JOIST T/P TOP OF PLATE DIA DIAMETER T/S TOP OF STEEL DN DOWN T/W TOP OF WALL DS DOWN SPOUT TF TOP FLUSH EA EACH TJ TRIPLE JOIST EF EACH FACE T/BM TOP OF BEAM EJ EXPANSION JOINT ELEV ELEVATION T/SLABTOP OF SLAB EN EDGE NAILING (PANEL) TP TOP PLATE EQ EQUAL TYP TYPICAL ES EACH SIDE UNO UNLESS NOTED OTHERWISE EW EACH WAY UPA UNDER POST ABOVE FB FLUSH BEAM UWA UNDER WALL ABOVE FIN FINISH VERT VERTICAL FL FLOOR VIF VERIFY IN FIELD FLSHG FLASHING W/ WITH FND FOUNDATION WC WESTERN CEDAR FP FIREPLACE WP WATERPROOF FT FOOT WWF WELDED WIRE FABRIC RECEIVED Feb 15 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT + { ■ ■ • t # i • � . T .H �J��4 • * � Lam. � Q '. ■ A *� � . ti � �� , • # # `��O��IA �- # + r ■ � + • W "'� � � J z o W °� _ > c� R > z_ �� w zWz Z� w O 0 z J �' . REVISIONS DESCRIPTION DATE BY PROJECT NAME 7715 173RD ST SW EDMONDS WA 98026 PROJECT NV. ,��.. S211026-2XR DRAWN �� - JT CHECKED BY M RT SHEET DATE 01 /17/2021 5C� W z J Q oC U (1) J o Q ,� � V W �, z w w �� w w � �---------------------_._.PROPERTY LINE -_.--------------------- f� I • • I ■ ■ ■ O • • ■ ' • ■ I ! Z I � �r �'w `'� . �- � REA OF WORK � �' �I 2'_0" � �'-0" � � � �0'-�" 34'-0" �■o -----------------� �I = I ' � �_ �' � � z' I I rn l ' ' I I I I I N ' � � I � I W I � ■ o � RESIDENCE � ' I� p � 7715 173RD STREET SW ' � = i EDMONDS, WA 98026 �, _ ----- 7803 173RD STREET SW � I ' EDMONDS, WA 98026 ■ ' (E) CHIMNEY ■ ' � 64'-0" 25'-0" � �� I �� wcn � . � w > U ■ ' I � U � U � ■ N � Q � Q ! o ' I � � O ■ ■ ■ PREP ��•� I� .� � ,� . � ■ 35.0 .► � ------ PRppER ■ , ■ • I � ■ , I � ■ , I • . / ST sw �! . '►? 3RD I• SITE PLAN LEGEND EXISTING RESIDENCE STRUCTURE r� ;_ EXISTING ADJACENT STRUCTURE --. AREA OF PROPOSED WORK PROPERTY LINE - - - - APPROXIMATE DIMENSION NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. �� Zone RS-12 Corner Flag Setbacks: Required Actual Front Sides N � Rear � a n c.� Other Height APPROVED BY PLANNING �� Feb 17 2022 PILE SPACING $� LOAD REQUIREMENTS TABLE MAX O.C. SPACING, ft MIN VERTICAL CAPACITY, kips PROOF TESTING LOAD, kips PILE # PILE TYPE BTWN PILES END OFFSET ALLOWABLE LOADING 200% MIN VERTICAL CAPACITY (MIN ULTIMATE CAPACITY) LOCATION 1 3 HELICAL 6'-0" PER PLAN 11.0 k/PILE 22.0 k/PILE i EXTERIOR EXTERIOR 4-6 14.0 k/PILE 28.0 k/PILE 1-2 CONCENTRIC PER PLAN 24.0 k/PILE 48.0 k/PILE CHIMNEY 61/'1TCG}. a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE THE REQUIRED BEARING CAPACITY LOADING, INCLUDING A SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM INSTALLATION TORQUE RATING OF 8,300FT*LBS FORA 2-7/8 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL THICKNESS PER ESR-3750. b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.: 278TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2 7/8" TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 30 KIPS. c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750. d. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART OF THE ASSEMBLY. e. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN. 1. VERIFY ALL DIMENSIONS ON SITE. 2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL PER R&R LEVEL SURVEY. 3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFORMATION: HELICAL PILES ....................................... 1ISD-1.1 DRIVEN PILES ......................................... 2ISD-1.1 4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED JANUARY 17TH, 2022, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS. 5. LEVEL SURVEY PER R&R REPAIR PLAN DATED SEPTEMBER 30TH, 2021. REFER TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR REPAIR PLAN. 6. MINIMUM PILE DIAMETER SHALL BE 2-7/8". 7. IT IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH ± 0'-6" TOLERANCE TO ALLOW FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED DURING PILE INSTALLATION PROVIDED THAT NO TWO ADJACENT SPANS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY. 8. 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 5l8" 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 CHANNEL. 10. FIELD VERIFY ALL EXISTING STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE 8" THICK MINIMUM WITH 2'-8" HEIGHT (MEASURED FROM BIFTG TO T/GONG) MINIMUM. 11. PARCEL DIMENSIONS PROVIDED BY SNOHOMISH COUNTY. NOT TO SCALE. PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK, *) APPROXIMATED PER SNOHOMISH COUNTY GIS MAPPING TOOLS. NOT TO BE 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. HELICAL PILE REFUSAL CRITERIA: TORQUING OF THE PILE SHALL CONTINUE UNTIL A HYDRAULIC PRESSURE IS ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL CAPACITY WITH A SAFETY FACTOR OF NO LESS THAN TWO. ADVANCEMENT SHALL BE HALTED IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT FLEXURE. DRIVEN PILE REFUSAL CRITERIA: ADVANCEMENT OF THE PILE SHALL CONTINUE UNTIL A WORKING 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. - -. � � = 3" Helical Pile N (3) PiLES @ LOCATE PILE 6'-Q" O MAX wITHfN 1'-0" - � — $" 5tabil-Loc Pier FROM OPENING i 5 30' I �.. _. q I ❑ =Polyurethane Lift � 8 -114 I er -112}N 34' LOCATE PIL � -� -518 -31$ - - - - -- -- - - 0 wiTHIN s'-o' � FROM COR ER (3) PILES [a7 - _I _ — -- - - -, I � 6'-0" OC MAX i - ...... a' - 1 - 2 - -518 co -; - - -11� - - - i -11 - 14 aNa -114 LOCATE PILE UNDER �--r—` ' CHIMNEY FTG AT GRIMNEYISTRIP FTG CDRiVER _ � T !8 -7l8 -3!$ -112 - � 14 - p i � fi4r.. I � � i R&R LEVEL SURVEY See Structural Calculation Packa e for Additional Re uirements SITE PLAN RECEIVEC Feb 15 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT +..�.�. t �ryF 'i�r1.'y '� • � +•� .`.% ■ U. � z � ■ r *� � . ti � � � �, . � �. I L:k ' { �+ r �. ��iVri�� + .t..,+. W �� z o W °� ,R > z �� w Z W z z z O O w J REVISIONS 0 DESCRIPTION DATE BY PROJECT NAME 7715 173RD ST SW EDMONDS WA 98026 PROJECT NtJ� �dER S211026-2XR DRAWN �� - JT CHECKED BY M RT SHEET DATE � 1 /17/2021 S(;� z z o Q J N � � � a' W V � � W W 2 {E} 1NOOD FRAMED �E} WOOD FRAMED FLOOR SYSTEM, � FLOOR SYSTEM, FIELD VERIFY I — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I I FIELD VERIFY I I I I I I �E} CQNC STEM VI{ALL I I I I I I I I �E} CONC STEM WALL T{STEM 1NALL = � T{STEM WALL = :�d � ' FIELD VERIFY �'�, I FIELD VERIFY 8" MIN THICKNESS, � -• 8"'MIN THICKNESS, - 1 • CONTRACTOR TO VERIFY , p TIFIN GRADE = CONTRACTOR TO VERIFY � TIFIN GRADE =h " � I1=IIII=IIIl_IIII-. VARIES � � II=lnl�llll�llll=, VARIES d , I IIII=1111� III=IIII= a I -'III-IIII=IIII- � " � d • 11=In1=1i I=i1= r;E} FTG TD BE CUT FLUSH = � n � d • II_lnl_11i1=tin= �} Q � d - IIII=1111� ,� - � II-IIII-+Iu=IIII=+ ICI=111� IIIIITH FACE OF STEM UVALL � � � �, � � IIII=IIII—IIII—IIII . 11�1111=IIII�IIII�I. _ � � .. � IIII=IIII=IIII=fI' "' - UIIITH A 12"" MAX VIIIDTH FOR = � � ,. ' IIII=IIII=IIII=IIII= � � � d 11=IIII=IIII=III � � a - IIII=IIII=IIII IIII= INSTALLATIQN POCKET � � � � � Q a d II—IIII=11'I� ��- IIII=11 1= III�III III=IIII= � � � • Il=flll-IIII= � �� IIII-IIII�I II�III =IIII= - p � _� U •' - - 11=IIII=�1�1=IIII=11f ° IIII=IIII=IIII=IIII= _� � ' ' d II—'I�I�III —IIII IIIIlIIIIlI� —IIII—IIII T{GONG FTG = �"� - P d 11=IIII-IIII=IIII=IIII '� � IUI=IIII=IIII=IIII=1� TICONC FTG = —"��-IIII-IIII=IIII_IIII-IIII=111 ° �' IIIII-IIII=111 FIELD VERIFY _ _ _ _ _ —'I'i=IIII=IIII=IIII=IIII=IIII=III �-� � � -;� � + • _ � � 111111=fill=III FIELD VERIFY _• "''—""—IIII—IIII—IIII - `' _ 11—IIII—IIII- '=IIII=IIII=III IIII_lln�lll - "'—"" =IIII=IIII=IIII P ' d �-IIII=1111_III - � � . d ' d � II=IIII=IIII` IIII=u11=1T VIfED�E ANCHORS _ 'i=IIII=IIII � d � � NI=IIII=IIII= �I=IIIIIIII � d � _ _ �, � � ° ° II�IIII�IIII� PER STAB{L-LOG IIII-IIII-III '• � IIII-IIII=1 IIII=111J=III _ .. .� � =1 _ � II " � 11�1111�111" � = II " - - II�IIII=111' REQUIREMENTS _ �''=IIII— 11=IIII�IIII=IIII_ -IIII=IIII=IIII- '''=IIII— II=IIII 11=IIII=IIII=IIII= 1=IIII=IIII=IIII= I C J I�11111=""— —.IIII—IIII=��=1111C+1 �E} CONTINUOUS = 1=_IIII=III - E CONTINUOUS IIII=IIII=1 � � _-=IIII=IIII=".`_ II n1-1"' CONC FQQTING {DEAL HELICAL PILE &REPAIR CONC FOOTING BRACKET ASSEMBLY PER NOTES: �. NOTES: 1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION R&R FaCI{�fDATIO�I{ SP,FCIAL{ST 1. CONTRACTOR TO VERIFY NflTEa MINIMUM EXISTING FOUNDATION � STABIL-LOG CONCENTRIC PIER ❑IMENSIONS PRIOR TO INSTALLATION. ENGINEER-DF-RECORD TQ BE TO CONFORM TO ESR-37�D DIMENSIdNS PRIOR TO INSTALLATION. ENGINEER-flF-RECORD TO BE ASSEMBLY PER RJR FOU{VDAT{O�V NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET. NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET. � ; SPECIALlS T TO CON FORM TO ESR-4121 2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALEb BY A 2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A , CQRRQSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT , ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING ENDS AND DRILLED HALES. CORRaSI(]N PREVENTION COATING SYSTEM BY OTHERS. PRIME AND PAINT PER MFR DR GALVANIZATION SYSTEM BY QTHERS. PRIME AND PAINT PER MFR QR GALVANIZATIt�N i J PER ASTM 1531A123. PER ASTM 153lA123. � 3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL 3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL �� `'w REINFORCEMENT SHALL BE SEALED OR COATED TD PREVENT REINFORCEMENT SHALL BE SEALED OR COATED Ta PREVENT � coRRoslaN. CORROSION � ,� I� � HELICAL PILE INSTALLATION DETAIL 2 DRIVEN PILE INSTALLATION DETAIL 3 PILE CAP AT POST RECEIVED Feb 15 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 4 NOT USED 5 NOT USED 6 NOT USED rt f R ■ ■ f # i + � . T � �j��4 • R c: � � rt ■ � ■ Y w '� � # a � q. {� • � f � • � �� t r � � r � * s W Qo z Zo W °� _ � z ,R VW Z W z Z� w O O z J �, �, �, REVISIONS Q DESCRIPTION DATE BY PROJECT NAME 7715 173RD ST SW EDMONDS WA 98026 �'RVJLI, I IV V I"IUL� S211026-2XR DRAWN �Y - JT CHECKED BY M RT SHEET DATE 01 /17/2021 scf J Q 0 z O � • �1 I— �--� � 0 � � � /Y /�/'� z U w O w w