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APPROVED BLD2024-0473+Structural_Analysis_or_Calculations+4.9.2024_1.19.04_PM+4185703Special I nspection(s) I required for this permit: 1. Soils as per Geo-technical Engineer; ;Report !2. Installation of helical !piles and Brackets !3. Installation of Carbon fiber stitch repair I -------------------------------------- 16012 74th P1 W Residence ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE S230718-IXR PROJECT INFORMATION CLIENT TAYLOR JEFFREY G & PITTMAN JEFFREY 0 16012 74th PI W Edmonds, WA 98026 PROJECT ADDRESS 16012 74th PI W Edmonds, WA 98026 STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 13150 91ST PL NE 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 City Of Edmonas Building Department Work FOUNDATION STABILIZATION- MINOR ESLHA Address 16012 74TH PL W ...... Owner PITTMAN/TAYLOR ......... ............................... .............................. .............................. ............................., Approved Date 5/30/2024 Building Official ......................................... ---------------------------- Permit Number BLD2024-0473 • ■ ■ f f .' •�. T .H,jR ✓ '. '. S�ONAL E�•' • r f ■ a , • W z o W z r� W w V zz z(z3 00w J REVISIONS 0 DESCRIPTION DATF RY RECEIVED - 4/11 /2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME 16012 74th PI W Edmonds, WA 98026 PROJECT NUMBER S230718-1XR DRAWN , I PAM CHECKED BY - M RT SHEET DATE 09/20/2023 SC) z o o V w > w 0 O w ULU GENERAL STRUCTURAL NOTES DESIGN CRITERIA HELICAL PILES CODE: 2018 IBC/IRC & 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. 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. 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE 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. 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 DISTRESS TO THE STRUCTURE. 8. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. 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 ANY PORTION OF THE WORK. 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 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. PILE AND SOILS PARAMETERS PER GEOTECHNICAL REPORT DATED SEPTEMBER 19TH, 2023 BY COBALT GEOSCIENCES. ESTIMATED DEPTH TO END BEARING REFUSAL ............. 10'-0" to 20'-0" CONCRETEANCHORS 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. Fill! i111d!]1Fit 01� 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. 6 6. 7. 8. 9. 10 11 12 13 14 15 16 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 2018 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 CONCENTRIC DRIVEN PILES AB ANCHOR BOLT FTG FOOTING 1. "CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE ABV ABOVE GA GAUGE 2018 INTERNATIONAL BUILDING CODE (IBC). AFF ABOVE FINISH FLOOR GALV GALVANIZED 2. IT IS RECOGNIZED THAT THE INTERNATIONAL BUILDING CODE (IBC) REQUIRES 8 INCH MINIMUM DIAMETER ALT ALTERNATE GLB GLULAM BEAM PIPE FOR PIPE PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND TESTING ALUM ALUMINUM GR GRADE 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 3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND SHALL BE IN BB BOX BEAM HDR HEADER ACCORDANCE WITH ESR-4121. BF BOTTOM FLUSH HF HEM FIR 4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121. BLDG BUILDING HGT HEIGHT 5. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE BLKG BLOCKING HT HEIGHT CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (EAA) BM BEAM IN INCH COATINGS (AC228). BOT BOTTOM JT JOINT 6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL, BP BOTTOM PLATE MAX MAXIMUM BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER AC358 SECTION 3.9. BRG BEARING MIN MINIMUM 7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. BTWN BETWEEN MISC MISCELLANEOUS 8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED. BSMT BASEMENT NB NON -BEARING 9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF B/W BOTTOM OF WALL NO NUMBER INCLINATION OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121. CANT CANTILEVER OC ON CENTER CJ CONTROL JOINT 10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE MINIMUM PSF POUNDS PER SQUARE FOOT CLG. CEILING REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). PSI POUNDS PER SQUARE INCH CLJ CEILING JOIST THE MAXIMUM INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE CAPACITY OF ANY INDIVIDUAL PT PRESSURE TREATED CLR CLEAR COMPONENT OF THE ASSEMBLY. CMU CONCRETE MASONRY UNIT RAF RAFTER 11. ALL BRACKETS AND PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE THE COL COLUMN REF REFERENCE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). CONIC CONCRETE REINF REINFORCEMENT 12. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT CONN CONNECTION REQD REQUIRED WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION. CONST CONSTRUCTION SF SQUARE FOOT 13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION OF THE CONT CONTINUOUS SIM SIMILAR STABIL-LOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST VERIFY AND CTR CENTER SPF SPRUCE PINE FIR RECORD THE FOLLOWING: DET DETAIL STD STANDARD A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS DF DOUGLAS FIR (SOUTH) SYP SOUTHERN YELLOW PINE B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER DFL DOUGLAS FIR LARCH T/ TOP OF SEGMENT AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE CONSTRUCTION DIM DIMENSION T/C TOP OF CONCRETE DOCUMENTS. DJ DOUBLE JOIST T/P TOP OF PLATE C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH DIA DIAMETER T/S TOP OF STEEL D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN FOUNDATION DN DOWN T/W TOP OF WALL SYSTEM DS DOWN SPOUT TF TOP FLUSH E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS EA EACH TJ TRIPLE JOIST 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 ELEV ELEVATION T/SLABTOP OF SLAB 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) EQ EQUAL TYP TYPICAL INSTALL ADDITIONAL PILES AS REQUIRED. ES EACH SIDE LINO UNLESS NOTED OTHERWISE EW EACH WAY UPA UNDER POST ABOVE DRIVEN PILE PROOF TESTING FB FLUSH BEAM UWA UNDER WALL ABOVE 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 FP FIREPLACE WP WATERPROOF FT FOOT WWF WELDED WIRE FABRIC 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 Q1_ 2 Reinforcing bar welding a Verify weldability of reinforcing bars other than ASTI'd A 706 _ AWS D1.4 b Inspect single -pass fillet welds maximum ACI 318- 26-5-4 �+ " and to c Inspect all other welds 3 Inspect anchors cast in concrete - - ACI 318- 17 82 - 4 Inspect anchors post -installed in hardened concrete members a Adhesive anchors installed in horizontally or upwardly inclined orientations to resist - A.CI 218 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 19042 26 4 3 26 4.4 19082 19083 6 Prior to concrete placement fabricate specimens ASTh1 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 19086 19087 proper a lication techniques 1908 8 8 Verify maintenance of specified curing - ACI 318 26 4 7-26 4 9 19089 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 formwork for shape location and dimensions of the concrete member being - ACI 318 26 10 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 - the requirements 2 Determine capacities of test elements and conduct - additional load tests as required 3 Inspect driving operations and maintain complete and _ 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 - achieve design capacity record tip and butt elevations and document any damage to foundation element 5 For steel elements perform additional special inspections in accordance with Section "70- 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 ,• �.TH(! F �-10 . ♦ F � I�•t��T ' ♦ S�ONAL ��•' W Z z o W > Z z_ ,R > w LU Z W z Zz O 10 w REVISIONS 0 DESCRIPTION DATF RY RECEIVED - 4/11 /2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME 16012 74th PI W Edmonds, WA 98026 PROJECT NUMBER S230718-1XR DRAWN , I PAM CHECKED BY - M RT SHEET DATE 09/20/2023 SC U) LLJ O z J L.L D U D L.L vI O c2 LLJ V z w LIB Ur w w W CD O Q W Z -------------- ----- I , I I , (E) STRUCTURE DETTACHED GARAGE I , ------------------- I co 51 PILES (2) PILES @ 6' OC MAX r 4 r 5 LOCATE PILE WITHIN 3 3' OF CORNER MAX 2 - - - - PERTY LINE 182'.011 OC MAX (2) PILES @ 6' OC MAX 9 X 10 11 00 U � 1 cfl �3 LOCATE PILE WITHIN J 14 3' OF CORNER MAX N (E) CONCRETE STEM WALL 2'-2" TALL MIN TYP AT 1 PERIMETER NOTIFY L120 PRIOR TO WORK IF CONCRETE WALL AT PILE LOCATIONS IS LESS THAN 2'-2" TALL LOCATE PILE WITHIN 3' OF CORNER MAX 1 68'-0" * 13'-011 * 27'-011 * 14'-0" 1 DECK 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �- P PERTY LINE 182� - - PILE SPACING 8 LOAD RE�UIRMENTS TABLE MAX O.C. SPACING. R 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 DRR EN 6'-C' 6 0 kip 12 0 kip PER PLAN 1 -18 HELICAL 6'-C' 8 0 kip 16 0 kip PER PLAN AInTCe• 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 29 KIPS. c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750. d. CONCENTRIC DRIVEN PILES AS MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, IN ACCORDANCE WITH ESR-4121. e. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART OF THE ASSEMBLY. f. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN. e. MINIMUM ONE LOAD TEST PER LOAD CONFIGURATION. 74th PL W 841 16 U O 17 g U) w J 18 cC0 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 SYSTEM/CONTINUOUS FOOTINGS. THE INTERIOR CRAWL SPACE SUPPORTED SYSTEM FOR THE FIRST FLOOR SHALL BE INSTALLED PER R&R. SITE 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 NOV 14, 2022, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS. 4. LEVEL SURVEY PER R&R PROPOSAL DATED SEP 2, 2022. REFER TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY. 5. PARCEL DIMENSIONS APPROXIMATED BY SNOHOMISH COUNTY ASSESSOR GIS MAPPING TOOLS & TAXSIFTER INCLUDING THE SELECTED PARCEL. PROPERTY DIMENSIONS ARE APPROXIMATE FOR REPRESENTATIVE PURPOSES ONLY. NOT TO SCALE. NOT TO BE USED FOR LEGAL PURPOSES OR IN PLACE OF A FIELD SURVEY. 6. SITE FEATURES AND SOME EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY. 7. GEOTECHNICAL SPECIAL INSPECTOR TO BE CONTINUOUSLY PRESENT DURING ALL PILE INSTALLATION AND TESTING. 8. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF 10'-0" PRIOR TO REFUSAL CRITERIA. 9. MAX EXCAVATION OF 2'x2'x2' HOLE SHALL BE DUG AT EACH PILE LOCATION. SITE PLAN LEGEND rl EXISTING RESIDENCE STRUCTURE EXISTING ADJACENT STRUCTURE AREA OF PROPOSED WORK • - - - PROPERTY LINE * APPROXIMATE DIMENSION HELICAL PILE 1 Q DRIVEN PILE 1 0.0,.8L pe-dS s,islorXVA 2JIN2i00 HO ,£ uollepuno� ul s� WO 6ulls!X3 u0 NIHIIM 311d 3IV001 ale as ggllIS aagld uggaep = jo alld le0110H .6 _¢ XVA 00.9 elld oo� algg3S „E _ @' -S311d IQ:) XVA 2JDN2100 DO ,£ 9 ELS NIHIIM 311d 3IV001 ,,, lem Lund - XVA 00.9 � S311d (S) 3 Ilem 77 oM P1�.M XdW I I I I B i �LZ� OL o> LL 'L S/ti Z'r 6 /S _ Y Z/L z luawesee -M cn �� 8/2 m L rn 4 ^� L dZ G/ L KD B F t1A L- rn aoadsImejp D / XVR1 0N2iO3 30 ,£ D NIHIIM 311d 3IV001 t/e- x 00 40 4/l L-� • JZ i ALL 9 cn I b/ L ro uC .9 P S311d (6 J� XVA b3N2i00 HO .£ ,y+l NIHlIM 3Td 31V001 L b/S Z- ---- JL M LT • � --,.0. �PV r .. . unH s,lsior C) B/S L 9 L 9/L L- 6ulhoad �oee z,.9 R&R LEVEL SURVEY SEE STRUCTURAL CALCULATION PACKAGE FOR ADDITIONAL REQUIREMENTS SITE PLAN • • • • • �• �.T HURT . �QNAII . t-w 9 • ui Q O Z (9 N zo �W°� z r� w W V zWz Z z 00W J REVISIONS 0 DESCRIPTION DATF RY RECEIVED - 4/11 /2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME 16012 74th PI W Edmonds, WA 98026 PROJECT NUMBER S230718-1XR DRAWN 13� PAM CHECKED BY - M RT SHEET DATE 09/20/2023 SU o Q co u W o w w (E) WOOD FRAMED (E) WOOD FRAMED FLOOR SYSTEM, I ; FLOOR SYSTEM, FIELD VERIFY ---------------------- \ --------- I FIELD VERIFY --- ------------ --- \ - --------- I I I I I I (E) CONIC STEM WALL � � ' � I � � (E) CONICSTEM WALL I ' T/STEM WALL = OL T/STEM WALL = �. d FIELD VERIFY d '. ° ' d FIELD VERIFY 8" MIN THICKNESS, d T/FIN GRADE _ 8" MIN THICKNESS, °� ° T/FIN GRADE _ CONTRACTOR TO VERIFY ' d _ _ _ _ _ � 'III-IIII-IIII-IIII-IIII- IIII=IIII=IIII=IIII=111L VARIES CONTRACTOR TO VERIFY d _ � ' d IIII-IIII-IIII-IIII-IIII- 1=IIII=IIII=IIII=IIII=IIII _ _ _ _ VARIES • , . ' •III=IIII=IIII=IIII=IIII=III II =IIII=IIII=IIII=IIII= a IIII=IIII=IIII=IIII=IIII=I, ° = 1= � d _ ° d •III-IIII-IIII-IIII-IIII-� IIII=IIII=IIII=IIII=IIII (E) FTG TO BE CUT FLUSH � � = � � IIII-IIII-IIII-IIII-IIII- ° ° 1=IIII=IIII=IIII=IIII=III — O d w d WITH FACE OF STEM WALL CD d w F- ILL U d IIII-IIII-IIII-IIII-II- 1=IIII-IIII-IIII-IIII-IIII U = Q ° III-IIII-IIII-IIII-IIII- IIII=IIII=IIII=IIII=1 =1 WITH A 12�� MAX WIDTH FOR = W •d IIII-IIII-IIII-IIII-IIII-III ° ' 1=IIII=IIII=IIII=IIII=IIII= Z � � ' d •. j Z � 'Ill-IIII-IIII-IIII-III -IIII. INSTALLATION POCKET - Z � oo •d •. � ' d IIII-IIII-IIII-IIII-IIII-III , 11II==IIIIIIII-_=IIIIII==I1II11 0~ NU III-IIII-]II-=1I-I=1 'IIII=IIII=IIII 1-_=IIIII=IIII=IIII_ � ° ° III-_=IIIIIIII==IIIIIIII-_=IIIIII=I=IIIIIIIII-_=IIIIIIII==IIIIIIII-=IIIIII=I=IIIII N d d ° =II=I==I=I=IIII=IIII=11 d III- II=IIII= 11=IIII=IIII= T/CONC FTG = cV d I 1=IIII=IIII=IIII=IIII=IIII=1. IIII=IIII=IIII=IIII=IIII=IIII= T/CONC FTG = =IIII-IIII-IIII-IIII-_IIII-_IIII-_IIII-_IIII-IIII �' d �' d IIII-_IIII-_IIII-II FIELD VERIFY I-IIII-IIII-IIII- '�1=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=1 v' d v' d -III . I d d -I111=IIII=I111-i FIELD VERIFY _IIII=IIII -IIII -IIII -IIII -IIII -IIII- d �� - =IIII= ill=IIII=IIII=IIII=IIII 4 M,IN IIII=IIII=IIII=11 =IIII=IIII=IIII-IIII-IIII-IIII-IIII d d - _ -IIII=IIII=IIII=IIII=1 d 1 dZI-IIII-IIII-IIII' =IIII=IIII=IIII=1 �111=IIII=IIII=IIII=° ° IIII-IIII-IIII-IIII •. � ' d •. � ' d 11=1�11=1�11_1�11= IIII-IIII- �� =1�11=1�11=1�11=1�11 ° -IIII-IIII-IIII-I � ' d •. � ' d ° . •. I � ' d •. �11=1�11=1�11=1�11 WEDGE ANCHORS � ' d •. -IIII-IIII-IIII=1 -IIII-IIII-IIII-' d d 1=IIII=IIII=IIII d II-IIII-IIII (2) 1/2" DIAMETER TITEN HD =1�11=1�11=1�11 a a III=IIII=IIII=1 a a �11=1�11=�_=_' PER STABIL-LOC -IIII-IIII-IIII-III - -I 11=IIII=IIII ANCHORS W/ MIN 4" -IIII-IIII-IIII- = = =III 11=IIII-IIII II-IIII-II - =IIII- III=IIII=IIII=' REQUIREMENTS IIII-IIII-IIII-IIII-II' =IIII-IIII- IIII=� =IIII=IIII=IIII=IIII=IIII -II =IIII=IIII=IIII=IIII=IIII=111 II -IIII=IIII=IIII EMBEDMENT INTO SIDE OF II=111 -IIII= ��- =IIII= 11=IIII=IIII - 1=IIII=IIII=11 - _ - III=IIII=IIII=IIII=IIII =IIII=IIII=i"'- - — (E) CONTINUOUS ''-""-""=111=IIII-IIII-„i — '11'-' FOOTING. CONTRACTOR/MFR �111-IIII=IIII— IIII (E) CONTINUOUS 1- CONIC FOOTING TO PROVIDE ANCHOR HOLES CONIC FOOTING WITHIN MIDDLE THIRD OF NOTES: BRACKET, MAINTAINING 3" NOTES: - STABIL-LOC CONCENTRIC PIER 1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION EDGE DISTANCE 1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION ASSEMBLY PER R&R FOUNDATION DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE SPECIALIST TO CONFORM TO ESR-4121 NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET. IDEAL HELICAL PILE & REPAIR NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET. 2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A BRACKET ASSEMBLY PER 2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT R&R FOUNDATION SPECIALIST CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING TO CONFORM TO ESR-3750 ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING J SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION Q PER ASTM 153/A123. 2-7/8" SHAFT W/ 10" DIAM PER ASTM 153/A123. 3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL DOUBLE HELIX W/ 3" PITCH 3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL w w REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT a_ cf) 'j CORROSION. CORROSION. I".9 1 HELICAL PILE INSTALLATION DETAIL 2 DRIVEN PILE INSTALLATION DETAIL 3 NOT USED 4 NOT USED 5 NOT USED 6 NOT USED SR' T NUR •• •' f o> fit• �y- • '. S�ONAL E�,• • • ■ ■ . , • W 0 0 z V/ ZLLJ W Z ILL Lu z w _z Z() w O 0 z J REVISIONS Q DESCRIPTION DATE FBY RECEIVED - 4/11 /2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME 16012 74th PI W Edmonds, WA 98026 PROJECT NUMBER S230718-1XR DRAWL o i - PAM CHECKED BY - M RT SHEET DATE 09/20/2023 SCl J Q W 0 z O o Q 0 0 U) z V U) w O w ILL Lu U)