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APPROVED PLN BLD BLD2021-1100+Architectural_Plan+8.9.2021_10.19.39_AM+2346046APPROVED BY PLANNING Oct 28 2021 814 Dayton St Edmonds Residence ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE S210720-4XR PROJECT INFORMATION CLIENT HAUSE RUSEL 814 DAYTON ST EDMONDS, WA 98020 PROJECT ADDRESS 814 DAYTON ST EDMONDS, WA 98020 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 ----------------------------------------------------------I COVER SHEET .... S-0 Special Inspection required for: !STRUCTURAL GENERAL NOTES .... S-1 1. Installation of Helical Piles and associated bracket SITE & FOUNDATION PLAN .... S-2 2. Installation of C channel FOUNDATION DETAILS .... SD-1.1 I � '----------------------------------------------------------' City Of Edmonds Building Department Work FOUNDATIOM STABILIZATION -------------------------------------------------------- ------------------------------------------------------- Address 814 DAYTON ST -------------------------------------------- --------------------------------- Owner HAUSE ----------------------------- Approved Date: 08/19/2021 -------------------------- ----------------------- Building Official ; EYiri L%a�rfe�r ------------------------------------------ ---------- --------------- --------- Permit Number BLD2021-1-100 --------------------------------------------- + f R ■ • f # rah■V*s W Do J z o W .6 _ > z ,R > z �0-1 w zWz Z w O 0 z J REVISIONS 0 DESCRIPTION DATE BY RECEIVED Aug 09 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME 814 DAYTON ST EDMONDS WA 98020 PROJECT NUMBEk S210720-4XR DRAWN ui - JT CHECKED BY M RT SHEET DATE 08/02/2021 SL' z O o 1 0C (n W V > w 0 w U w GENERAL STRUCTURAL NOTES DESIGN CRITERIA HELICAL PILES CODE: 2018 IRC/IBC & AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY. 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. 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. 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 MAY BE USED. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF INCLINATION OF +/-1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750. 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 BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. 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 CJ 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 CONIC CONCRETE REINF REINFORCEMENT CONN 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 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 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CON STRUCT10N CONTINUOUS PERIODIC SPECIAL REFERENCED IBC TYPE SPECIAL INSPECTION INSPECTION STANDARD REFERENCE 1. Inspect reinforcement. including prestressing ACI 318 Ch. 20, 252, tendons. and verify placement_ _ _ 25.3, 26.5.1-26.5.3 1908.4 2. Reinforcing bar ixelding: a. Verify weldabiIity of reinforcing bars other than ASTM A 706: AWS D1.4 b. Inspect single -pass fillet welds. maximum ACI 318: 26.5.4 Sf °; and - 16 c. Inspect all other welds. - - 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 upl ardly inclined orientations to resist - - ACI 318: 17.8.2.4 - 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, 19D8.3 6_ Prior to concrete placement, fabricate specimens ASTM C 172 for strength tests_ perform slump and air - - ASTM 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 S.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 - 11 _ 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 form},xrork for shape. location and dimensions of the concrete member being - - ACI 318: 26.10 1 fib.: 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 K the requirements- 2- Determine capacities of test elements and conduct K - 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 foot of penetration_ determine required penetrations to K - achieve design capacity_ record tip and butt elevations and document anv damage to foundation element. 5_ For steel elements. perform additional special - - inspections in accordance 7,vith Section 1705 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 char e. ■ A A W (3 U) zo W > 0 Z_ w zWz z(D O0WW J REVISIONS DESCRIPTION DATE BY RECEIVED Aug 09 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME 814 DAYTON ST EDMONDS WA 98020 PRE_,_ ,..,, ,�..�.. S210720-4XR DRAWN ui - JT CHECKED BY M RT SHEET DATE 08/02/2021 SC, U) W 0 z J Q oC D U D DC U) o Q � 0C W V W Lf, z w w w w V) 806 DAYTON ST ; EDMONDS, WA 98020 DAYTON ST PROPERTY LINE-------------_._._._._._._._._._. 76'-011 ■ ■ o Qc/) ' N ww >0 ' ' oQ 25'_O ■ I ■ ■ N ■ I AREA OF WORK ' PRIMARY ACCESS ■ -- ---- - - - --- ------ - - - - -- '\ .w I z I_j U ' I • 0 ' o 1 I 17�_�„ o I . - r"I-� , I I - , w � I r' I I� ------------------- I m I I RESIDENCE I , ■ 814 DAYTON ST I EDMONDS, WA 98020 I N � I I I I , ■ I I I I I I ' I I I 6'L6" • I ■ CD � I 11 V VV /I I 15,_011 N ' � 42'-011 14'-0" ' I 0 co I I I I I I I I I I I I I �.-------- 76'-011 PROPERTY LINE NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. 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 1-2 HELICAL 8'-0" PER PLAN 9.0 k/PILE 18.0 k/PILE EXTERIOR 3-5 14.0 k/PILE 28.0 k/PILE KIOTFS- 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 FOR A 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. FOUNDATION NOTES 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 1/SD-1.1 4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED AUGUST 2ND, 2021, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS. 5. LEVEL SURVEY PER R&R REPAIR PLAN DATED JULY 16TH, 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. FIELD VERIFY ALL EXISTING STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE 8" THICK MINIMUM WITH 2'-8" HEIGHT (MEASURED FROM B/FTG TO T/CONC) MINIMUM. 9. 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. 10. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY. 11. 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. alld IE0II0H .0 �3NNVHO i 'W90 A xdA oo ,.o-,s 057 SA�ld (C) R&R LEVEL SURVEY HINHOO AOH1 ..0-.0 NIHiIM �]Iid �31voo_i See Structural Calculation Package for Additional Requirements SITE PLAN LEGEND EXISTING RESIDENCE STRUCTURE EXISTING ADJACENT STRUCTURE AREA OF PROPOSED WORK PROPERTY LINE - - - - APPROXIMATE DIMENSION 7EINWH0 Z'8X90 /M X'dA 00 ..0-.9 SITE PLAN +..F... t �ryF 'i�r1.'y '� • W �06 zo �W� z R > z_ w z W z Z°z O 0 w J REVISIONS 0 DESCRIPTION DATE BY RECEIVED Aug 09 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME 814 DAYTON ST EDMONDS WA 98020 PROJECT NIJI IdER S210720-4XR DRAWN ui - JT CHECKED BY M RT SHEET DATE 08/02/2021 SL) Z z o Q J N a_ (n W V p (/) w w cn (E) WOOD FRAMED i FLOOR SYSTEM, 1 FIELD VERIFY ' I - - - - - - ---------------------- \ 1 I I I 1 (E) CONIC STEM WALL I TISTEM WALL = 1 . O 1 FIELD VERIFY 8" MIN THICKNESS, 4 TIFIN GRADE _ CONTRACTOR TO VERIFY d _ _ _ •. iI=IIII=IIII=IIII=VARIES IIII=IIII=IIII=IIII= CONTINUOUS CHANNEL •. II-IIII-IIII=IIII- _ & ANCHORAGE WHERE IIII-IIIIlIIIIlIII� (E) FTG TO BE CUT FLUSH � RE{ 'D PER PLAN 11=IIII=IIII=IIII- WITH FACE OF STEM WALL _ w IIII=IIII-IIII=11' WITH A 12" MAX WIDTH FOR 11=IIII 111— CHANNEL - _ _ d =IIII = . IIII=IIII=IIII IIII INSTALLATION POCKET 11=IIII=IIII= 11=11I N ~ III=IIII=1 =IIII- 6" Ctl Q='l,lll III_III� +III IIII�IIII�I� T/CONC FTG = I — FIELD VERIFY '��=IIII=IIIIlIIIIl1111=IIII=III • � • a IIIIlIIIIlIII -"�I—IIII _IIII=IIII-IIII v d 11=IIII-IIII= '-IIII=IIII—III � �. 11I�=_IIII=III IIII=IIII=111 • � • � IIII I I=1' _ = II = `" _ 11=III =III" �''=IIII= 11=IIII=1111� I I -IIII=IIII=IIII` 1=IIII=IIII=IIII— I I 11=IIII-""r (E) CONTINUOUS -IIII—IIII-1i,l= � 1= _II'. IDEAL HELICAL PILE &REPAIR CONC FOOTING BRACKET ASSEMBLY PER NOTES: R&R FOUNDATION SPECIALIST 1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION TO CONFORM TO ESR-3750 DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET. 2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION PER ASTM 153/A123_ 3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT CORROSION. 1 HELICAL PILE INSTALLATION DETAIL 2 NOT USED 3 NOT USED 4 NOT USED 5 NOT USED 6 NOT USED ■ r a � q. • • # siO,NA W zo W z z w z W z z z O 0 w J 0 REVISIONS Q DESCRIPTION DATE BY RECEIVED Aug 09 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME 814 DAYTON ST EDMONDS WA 98020 � r,wLI,I IVUI`IULr� S210720-4XR DRAWN oY - JT CHECKED BY M RT SHEET DATE 08/02/2021 SCf Ln J H—i Q W 0 z 0 � o Q o o rl- U w 0 w L w