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APPROVED BLD PLN RESUB1 BLD2021-0274+PLANS+5.7.2021_9.19.06_AM+218452716706 74th Pl W Edmonds Residence APPROVED BY PLANNING May 25 2021 Special Inspection reports required for this project to consist of: 1) Soils 2) Installation of Helical piles and brackets ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE 5201123-1XR City Of Edmonds Building Department Work FOUNDATION STABILIZATION ---------------------------------------------------- Address 16706 74TH PL W Owner AMEN Approved Date 5/20/2021 ------------------------------ ----------------------------- Building Official ; � w• � v�a�c Permit Number Ri n�m�_n��a PROJECT INFORMATION CLIENT AMEN TIMOTHY & MACLACHLAN STEPHANIE A 16706 74TH PL W EDMONDS, WA 98026 PROJECT ADDRESS 16706 74TH PL W 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 RESUB May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT • f R ■ • • # i + � . T � �j��4 • 4 �t+�i�� ■ G. � A ■ • � � � � � � �. r * ♦ �f�..i i�}� �. �C� * 4 r • � r � * s W � � z o W � _ � c� ,R z I— � w Zwz z � O O z w J �. REVISIONS 0 DESCRIPTION DATE BY PROJECT NAME 16706 74TH PL W EDMONDS, WA 98026 PR��., I NUMBER S201123-1XR DRAWN � � - ZT CHECKED BY M RT SHEET DATE 5/6/2021 S(;� z O o DC � (n � W V > w � O w U w GENERAL STRUCTURAL NOTES DESIGN CRITERIA CODE: 2018 SRC/SBC &AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY. ROOF........................................25 PSF SNOW (GROUND) FLOORS RESIDENTIAL .....................40 PSF BALCONY/DECK................60 PSF 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. MINIMUM ASSUMED SOIL BEARING CAPACITY ............... 3,000 PSF 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 1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC). 2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND SHALL BE IN ACCORDANCE WITH ESR-3750. 3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR-3750. 4. 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). 5. 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. 6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. 7. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED. 8. 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. 9. 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. 10. 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. 11. 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). 12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION. 13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES. 14. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION. 15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O18 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. 16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER SPECIFIED DESIGNIINSTALLATION 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 ANDIOR THE 2018 SEATTLE BUILDING CODE (SBC). 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 CU CEILING JOIST PT PRESSURE TREATED CLR CLEAR CMU CONCRETE MASONRY UNIT RAF RAFTER COL COLUMN REF REFERENCE CONC 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 E] EXPANSION JOINT ELEV ELEVATION T/SLAB TOP 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 2018 IBC. ALL ITEMS NON -APPLICABLE ITEMS HAVE BEEN MARKED WITH A "-". ITEMS REQUIRING SPECIAL INSPECTION HAVE BEEN MARKED WITH AN "X". TABLE 170�.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION CONTINUOUS PERIODIC SPECIAL REFERENCED IgC TYPE SPECIAL IN5PECT10N INSPECTION � STANDARD REFERENCE 1 _Inspect reinforcement. including prestressing ACI 31 S Ch. 2D. 25.2. tendons. and verify placement. 25.3, 26.5.1-2G_5.3 1905 4 2_ Reinforcing bar �n�elding: a_ Verify weldability of reinforcing bars _ other than ASTM A �06: _ AWS D1.4 b. Inspect single -pass filet welds. maximum ACI 31 S: 28.5.4 �r ��: and - �a c. Ins ect all other welds_ 3. Ins ect anchors cast in concrete_ - - ACI 31 S: 17_S_2 - 4.Inspect anchors past -installed in hardened concrete members_ a. Adhesive anchors installed in hari�ontally ar up},xrardly inclined orientations to resist - - ACI 31 S: 17_S_2.4 - sustainedtension loads. b. Ivlechanical anchors and adhesive anchors not defined in 4.a 5. Verify use of required design mix. - - ACI 318: Ch_ 19_ 1904.1. 1904.2. 2G_4.3. 2G.4.4 19D8.2. 1905.3 6_ Prl4r to Can Crete placement_ fabricate Specimens ASTM C 1 �2 far strength tests, pertorm slump and air - - ASTM C 31 1905.1 D can#ent tests. and determine the temperature of ACI 31 S: 26�_4.5, 28.12 the concrete_ 7. Inspect cancre#e and sha#cre#e placement for - - ACI 31 S: 26.4.5 190S.G. 1905..7. ra era licatian techni ues. 190S.S S.Verify maintenance of specifed curing - - ACI 318: 28.4.�-26.4.9 1905.9 tem erature and techni ues_ 9. Inspect prestressed concrete far: a. Application of prestressing farces: and - - ACI 31 S: 26.9.2.1 - b. Groutin of banded restressin tendons. - - ACI 31 S: 2G.9.2.3 10. Ins ect erection of recast concrete members. - - ACI 318: Ch. 2G.S - 11. Verify in -situ concrete strength. prior to stressing of tendons in past -tensioned concrete and - - ACI 31 S: 26.10.2 - priar to removal of shares and farms from beams and structural slabs. 12 Inspect formwork far shape. location and dimensions of the concrete member being - - ACI 31 S: 26.10.1 fib} - formed. TABLE 'I 10�.7 REQUIRED SPECIAL INSPECTIONS AND TESTS CF DRIVEN DEEP FOUNDATION ELEMENTS TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION 1. Verify element materials. sires and lengths comply with � - the re uirements_ 2. ❑etermine capacities of test elements and conduct � - additional load tests_ as re aired. 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 faa# of penetration. determine required penetrations to K - achieve design capacity, record tip and butt elevations and document an lama a to foundation element. 5_ Far steel elemen#s, perform additional special ins ections in accordance wi#h Section 1 �0� 2. _ _ G_ For concrete elements and concrete -filed elements, perform tests and additional special insp�ectians in - - accardancewith Section "01 �s. 7_ For specialty elements. pertorm additional inspections as determined by the registered design professional in - - res ansible char e_ RESUB May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT + { ■ ■ • t # i • � . 1• .H �J��4 • * � Lam. � Q '. ■ A *� � . ti � �� , • # # `��O��IA �- # + r ■ � + • W (3 (n Zo W °� _ > c� Z_ W zWz Z� O O Z W J �' . REVISIONS DESCRIPTION DATE BY PROJECT NAME 16706 74TH PL W EDMONDS, WA 98026 PR�,��CT NUMBER S201123-1XR DRAWN � � - ZT CHECKED BY M RT SHEET DATE 5/6/2021 5C� W z J Q oC U ILL o Q � I oC U) V W �, z w Lu �� w w � BLD2021-0274 SITE 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 STRUCTURAL CALCULATIONS PACKAGE DATED MAY 6TH, 2021, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS. 4. LEVEL SURVEY PER R&R REPAIR PLAN DATED NOVEMBER 19TH, 2020. REFER TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR REPAIR PLAN. 5. 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. 6. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY. ■ � . � ■ PROPERTY LINE ■ ■�',�■�■�■� NOTES: 185'.0 PILE SPACING $c LOAD REQUIREMENTS TABLE MAX ❑.C. SPACING, ft MIN VERTICAL CAPACITY, kips PROOF TESTING LOAD, kips PILE # PILE TYPE BTWN PILES END OFFSET ALLOWABLE LOADING zoa�° MIN VERTICAL CAPACITY MIN ULTIMATE CAPACITY] LOCATION 1-6 HELICAL N�A NfA 9.0 kfPILE 18.0 k�PILE POSTS 7-12 HELICAL 6'-0" PER PLAN 13.0 kfPILE 25.0 k�PILE TYP EXTERIOR TIEBACKS SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE MINIMUM REQUIRED LOAD NOTES: CAPACITIES INDICATED ON PLAN WITH AN ADDITIONAL FACTOR OF SAFETY OF 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE TIEBACK ASSEMBLY. 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 j 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. I ' e. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN. ■ I � w. P� JI� o'vEw � ' c PRESS a'� oIN j ai AREA OF WORK -� I i ' � 9�_6�� 25�_0�� , -v I (E) 2ND FLOOR I r _� ' � . I � - I I- to I ' • I ' ' I I� I . I � ' ' • I I I I ' I -v I I ' O � � o' I I b' � ! I -< I �■r I — RESIDENCE i i � PRIMARY ' I 16706 74TH PL W '- � AccEss ■ ' EDMONDS, WA 98026 � ■ (E) DECK � j oR�vESSY I � PCGE I 25�_0�� I I I I I I I I I I ■ TIEBACK SPACING & LC}AD REQUIREMENTS TABLE MAX O.C. SPACING, ft MIN VERTICAL CAPACITY, kips PRCIOF TESTING LOAD, kips TIEBACK TIEBACI{ # 2aa°�° MIN VERTICAL CAPACITY LOCATION TYPE BT1NN PILES END OFFSET ALLOWABLE LOADING MIN ULTIMATE CAPACITY TYP HELICAL 5'-0" PER PLAN 11.0 k�PILE 22.0 k�PILE TYP E7CTERIQR I I ' � AREA OF WORK I I ' ' � � I I I �, I �. I A (E) RETAINING WALL � (E) COVERED PATIO �;o,O� �---' sr �'�'� ■ PROPERTY LINE SITE PLAN LEGEND EXISTING RESIDENCE STRUCTURE r--� EXISTING ADJACENT STRUCTURE r - - � AREA OF PROPOSED WORK PROPERTY LINE - - - - APPROXIMATE DIMENSION �o, � y�� .� � � .` NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. SITE PLAN REsu6 May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT + f R ■ • t # i + � . T � �j��4 • ■ G. � A w� � . � �.� �, • *. �'far��. �*. r � � r � * s W � � z o W � _ � c� ,R z �� w Z W z z � O O z w J �. REVISIONS 0 DESCRIPTION DATE BY PROJECT NAME 16706 74TH PL W EDMONDS, WA 98026 PR��CT NUMBER S201123-1XR DRAWN � � - ZT CHECKED BY M RT SHEET DATE 5/6/2021 S(;� z z Q o J N � � � � W V p (f) w w BLD2021-0274 �� T/STEM WALL (E) WOOD FRAMED �-� c� w V FLOOR SYSTEM, I �, � � (E) RETAINING WALL FIELD VERIFY � o '�' � d T/FIN GRADE ----------------------- -------- � i LL I� ° ��IIII��IIII=I I WOOD POST PER PLAN `� IIII =IIII =IIII TIE -BACK I E CONC STEM WALL () [NOTE 4] _ _'_ � � �� - �' a = I� I =IIII = ANCHOR DETAIL II II � I I _ � PER SSK-02 (4) #4 VERTS, SIMPSON CB66 �. TIE -BACK - - — - - — - — - — - — -�— � � = I I =IIII T/STEM WALL = (1) @ EA CORNER POST BASE [NOTE 2] � ;;� �� `" IIII =IIII =IIII -118"MIN THICKNESS, �� 8 MIN THICKNESS, FIELD VERIFY o 1-6 SQ x 1-2 DP T � - � �, - I - I=�I�TRACTOR TO VERIFY � CONTRACTOR TO VERIFY��- � �•�� ` 'III T/FIN GRADE _� VARIES (E) CONC � o � CONC PILE CAP [NOTE 1] SLAB -ON -GRADE � =IIII = _ =III' d =IIII =IIII IIII =IIII =IIII = _ _ _ _ _ _ _ _ N T/GONG SOG _ x � - � � TIE -BACK IIII=IIII=IIII � � - - I I I =IIII =III _ � c�o� a 'IIII=IIII_1111= LL, � � E FTG TO BE CUT FLUSH O - WITH FACE OF STEM WALL - w FIELD VERIFY - -_ - -_ - - - ' - -� � :IIII=IIII- I- l - II_lll—llll�lll i =IIII =� I�� - I I = �1'= o L - � o � ��—� r�; -;' � � ;;� � — --IIII =IIII = ANCHOR DETAIL IIII�IIII— PERSSK-02 = I ICI I - I = � _ _ _ � - �.TiE-BACK _ _ _ _ _ _� d =Q� _IIII_IIII_IIII_ ,.,_, z � -IIII=IIII=IIII - ~ > .. ° -IIII=IIII-IIII= II WITH A 12" MAX WIDTH FOR INSTALLATION POCKET _ �` IIII_l�1'= �o� II=��1 =IIII- �; � =IIII_=II—�PI I = � � ° IIII III=IIII= � LOCATE PILE TO =IIII=IIII=11, ENSURE BYPASS �, o � " � a� 'IIII=IIII= II-1 � = - _ �=�I�I=� IIII `~' ''I . o '�� _—" -IIII=IIII= III=11�1=�. OF FTG � =IIII I =IIII IIII=IIII IIII-11�' � � =11 N � =IIII-11 =IIII= � • - I I I 11= I I T/GONG FTG = — —III IIII= � 1=IIII-1 II=''� (2) #4 HORZ - II=III =IIII- IDEAL HELICAL PILE &NEW `" x ° - Q d IIII=IIII=-`IIII_��, =IIII=IIII= —II 'III=IIII=IIII=IIII=IIII-11 :- :- III=IIII=1 � � -i��I=III FIELD VERIFY TOP&BOTTOM -IIII=1 1= ' CONSTRUCTION BRACKET PER � � T/FIN GRADE ,,,, �,�, ,_I�. " IIII=IIII=11 I=III _� = _ I_IIII_IIII d d IIII_IIII: `� I I =IIII = I I III =IIII = = I EA WAY 1,_6„ R&R FOUNDATION SPECIALIST _ - T - � IIII-IIII�IIII-11 a '= - --�-- _ - = d � -� T/GONG FTG � � IIII_IIII - d IIII=IIII TO CONFORM TO ESR-3750 .�= (IIII= I=IIII= - ° - IIII-11 ° - �,_ I-f-I, FIELD VERIFY IIII= =1 �_° _� _III=IIII= �'' NOTES: =IIII �- IIII-1 II=IIII= ' " � a� �- �- " � a� " � a� I=IIII. =11 =IIII=IIII=III IIII=IIII=' III-1�li 1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f'c = 2,500PS1. -IIII IIII-11 � � _ d � � � IIII-1 d d -IIII=IIII=IIII=1 (E) CONTINUOUS '� �� IDEAL HELICAL PILE &REPAIR 2. COLUMN FASTENER QUANTITY AND SIZE PER SIMPSON STRONG -TIE. _ = 11- _ _ =IIII=IIII III=IIII=IIII=IIII=IIII=IIII=IIII=IIII= _ _ _ _ I=IIII CONC FOOTING BRACKET ASSEMBLY PER 3. MINIMUM COLUMN BASE EMBEDMENT DEPTH PER ESR-3050. �I'i- III=IIII=IIII=IIII=IIII=Ili'- ""-'� NOTES: R&R FOUNDATION SPECIALIST 4. WOOD MEMBERS MUST BE EITHER SAWN OR ENGINEERED LUMBER RECOGNIZED E CONTINUOUS () -I„i= ,�I�-�•••-��-•� 1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION TO CONFORM TO ESR-3750 IN AN ICC-ES EVALUATION REPORT. CONC FOOTING DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE NOTIFIED PRIOR To INSTALLATION IF MINIMUMs NOT MET. It should be noted that detail size specified here is smaller than that called for in ESR-3750. This ESR report NOTES: 2. ALL AssEMBLY coMPONENTs sHALL BE FULLY SEALED BY A ____= is created for an application which is utilizing 100% of the helical pile and concrete footing abutment capacity. 1. CONTRACTOR TO VERIFY NOTED MIN &MAX EXISTING FOUNDATION DIMENSIONS PRIOR TO CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT `------- _=====- Our application, as seen in the structural package, illustrates a condition with an isolated post -load and INSTALLATION. ENGINEER -OF -RECORD TO BE NOTIFIED PRIOR TO INSTALLATION IF REQUIREMENTS ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING post -base connection to an isolated pile supported concrete footing (GIP) where a vertical demand anticipated NOT MET. SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION PER ASTM 153/A123. to be no more than 50% of the helical Ile ca acit er ESR re ort Additional) in our a Ilcation it is p p y �p p )' y� pp 2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A CORROSION RESISTANT SYSTEM. THIS 3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL assumed that no rotational moment at the base of each column is resisted by the pile, footing, nor by the INCLUDES ALL FINAL CUT ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING SYSTEM BY REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT column base, hence the footing size utilized in this "lighter" application may be reduced to the size depicted in OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION PER ASTM 153/A123. coRRosloN. the structural detail. � HELICAL PILE INSTALLATION DETAIL 2 PILE CAP AT POST 3 RETAINING WALL -PILE INSTALLATION DETAIL (E) FOUNDATION WALL, � 8" MIN THICKNESS, I =IIII =IIII =IIII FI ELD VERI FY � � 'IIII =IIII =IIII =IIII : FILL CUTOUT WITH - I =IIII =IIII =IIII =' STRUCTURAL GROUT PL1/2" x 6" x [a + 1 "] . -a �, I I I I I I I I I I I I I I I I I I I I11 � I I I� POST -INSTALLATION BEARING PLATE, � . ' ' IIII=IIII-11 _III CTRD AT CUTOUT ; ' - I =IIII =III =, TIE -BACK ANCHOR -IIII ' ° IIII =III -IIII =III = ADAPTER AND ''`� �� a� IIII -IIII-11 'III _I' WASHERS PER R&R \o��, � _IIII=_=III �' � ' ' -IIII = =IIII � � = = HELICAL TIE -BACK ��'�j - IIII I =IIII =IIII ANCHOR PER R&R o J�� ., I III_IIII_IIII c, IIII=IIII=IIII= I, 1- ' - I =IIII =IIII = I I 1"O (MIN) THRD ROD `�� .,� _@_ = HORIZONTAL PLANE _� W/ STD NUT I=IIII IIII- I I = I I =INCLINATION ANGLE, I�Y�5° _ = ' - I-IIII= III_IIII=,,. MIN, 30° MAX PL TO CHANNEL ; EA END OF PL 1�4 �- ° IIII=IIII= -IIII=IIII= a 1=IIII=IIII=III ' ' IIII=IIII=IIII=IIII i i _ 1=IIII=IIII=IIII=III=1 ' ° IIII=IIII=IIII=IIII=_ — III=III, _ 11=IIII=IIII= IIII=III IIII=IIII IIII= .. ' 1=IIII=IIII- '� VERT C10x15.3 CHANNEL 'IIII=IIII= " IIII=IIII= IIII �111=IIII=IIII CTRD AT TI E-BACK � � • - I =IIII = I I ' " " " RUNNING FULL HEIGHT OF WALL � � � - IIII =IIII 1=IIII-11� � � d _ . ' ' IIII=IIII—' ' _ =IIII—III NOTES: 1. C10x15.3 CHANNEL TO RUN VERTICALLY FULL HEIGHT OF WALL AT PILE LOCATIONS. CROSS-SECTION SHOWN HORIZONTAL HERE ONLY FOR DETAILING PURPOSES. 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. SUPPLEMENTAL STEEL TO BE ANCHORED TO CONCRETE WITH 5/8" DIAM SIMPSON TITEN HD SCREW ANCHORS @ 12"OC WITH A 4"MINIMUM EMBEDMENT. 4 TIEBACK INSTALLATION DETAIL 5 NOT USED 6 NOT USED RESUB May 07 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ,,.�.�. t �ryF 'i�r1.'y '� • ■ U. � z � ■ r s '� � • a � q.� r • � �. IhhLI:k ' { �+ r �# ��iVri L- � 4f .+,.,,. W � � � � Zo W °� _ � � z � � w Z W z Z z O � W REVISIONS Q DESCRIPTION DATE BY PROJECT NAME 16706 74TH PL W EDMONDS, WA 98026 PROJECT NUMBER S201123-1 XR DRAWN D T - ZT CHECKED BY - M RT SHEET DATE 5/6/2021 SC. J a 0 z O - o Q � 0 � z U w p � w LL w = BLD2021-0274