2118 JEFFERSON PL 2023 Plans 2024-08-19

GENERAL STRUCTURAL NOTES ABBREVIATIONS SPECIAL INSPECTIONS SCHEDULE A'TNURF. DESIGN CRITERIA HELICAL PILES AB ANCHOR BOLT FTG FOOTING CODE:2018 IRCIIBC&AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY. 1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL ABV ABOVE GA GAUGE SPECIAL INSPECTIONS TABLES PER THE 2018 IBC.ALL ITEMS NON-APPLICABLE ITEMS HAVE BEEN w BUILDING CODE(IBC). FINISH FL R GALV GALVANIZED MARKED WITH A"-".ITEMS REQUIRING SPECIAL INSPECTION HAVE BEEN MARKED WITH AN'X'. sr N'.'. ROOF 25 PSF SNOW(GROUND) ( ) AFF ABOVE00 "" FLOORS 2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING,INC.,AND SHALL BE ALT ALTERNATE GLB GLULAM BEAM RESIDENTIAL 40 PSF IN ACCORDANCE WITH ESR-3750. ALUM ALUMINUM GE GRADE TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION BALCONY/DECK 60 PSF 3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR-3750. APPROX APPROXIMATE GYP GYPSUM WALL BOARD 4, CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE AYC ALASKAN YELLOW CEDAR HDG HOT-DIPPED GALVANIZED TYPE - CONTINSPECUOUS PERIODIC SPECIAL REFERENCED INC AL GENERAL CONDITIONS CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER(EAA) BB BOX BEAM HDR HEADER INSPECTION INSPECTION STANDARD' REFERENCE 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL COATINGS(AC228). BF BOTTOM FLUSH HF HEM FIR 1.inspect dOnS.a910 meet ementgprestressing - - ACI318CS 20,252, 19oe4 tendats.and verify placenmenl. 25.3.26 5.1-26.5.3 ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. 5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE BLDG BUILDING HGT HEIGHT 2 Re0rorclrg oar welding BLKG BLOCKING HT HEIGHT 8 Verify Ulanvreld A lMof 706:reinforcing bars 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE REINFORCING STEEL,BUILDING STRUCTURAL STEEL,OR ANY OTHER METAL BUILDING COMPONENTS PER abet Ulan ASTMA 706. AWS DI.4 STARTING WORK.THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY AC358 SECTION 3.9. BM BEAM IN INCH 9 Inspect single-pass oriel welds.maximum ACI 318,26_54 - DISCREPANCIES. 6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. BOT BOTTOM IT JOINT anti 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL 7. ONLY MANUFACTURER-APPROVED CONNECTORS,ADAPTORS.AND ACCESSORIES MAY BE USED. BP BOTTOM PLATE MAX MAXIMUM c,Inspect all other welds. - _ - 43.Insp001anohorscastln1alledie - AC131131762 BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE 8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF BRG BEARING MIN MINIMUM 4lnsped 841501n post-Installed In hardened W PROCEEDING WITH ANY WORK SO INVOLVED. INCLINATION OF+/-1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750. BTWN BETWEEN MISC MISCELLANEOUS concrete members Q _ BSMT BASEMENT a Adhesive anchors installed In Horizontally 4, IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE 9. MONITOR AND RECORD DEPTH OF PILE PENETRATION.PROVIDE TORQUE MONITORING DEVICE AS PART OF NB NON-BEARING or upwardly Inclined onen1a11001 to resist - - AC1318.17.8.2.4 - H!. B/W BOTTOM OF WALL sustanled tension loads. PRECEDENCE OVER THE"GENERAL NOTES"AND/OR"STANDARD DETAILS", THE INSTALLING UNIT,MONITOR AND RECORD TORQUE APPLIED DURING THE INSTALLATION OF EACH PILE NO NUMBER o Mechanical 80090rs and adhennp anchors F. I Z n CANT CANTILEVER not harmed in d.a - - r L).) l7 5, IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK,THE CONSTRUCTION SHALL BE THE AT SPECIFIC DEPTHS. OC ON CENTER ACI 318.Ch.19, 1904.1.1904 2, CI CONTROL JOINT 5 Venfy use of required design mix - - Z SAME AS FOR SIMILAR WORK, 10, HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE CLG. CEILING PSF POUNDS PER SQUARE FOOT 254.3.26 4.4 t9(IB 2.t9063 10 6.Pnor to concrete placement 010860e specimens CD W 6. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS PSI POUNDS PER SQUARE INCH lorstrto col Tests.lacemeslumpala an ASTM C 172 IU CU CEILING JOIST - - ASTM c 31 1908.10 W ' DRAWINGS. THAN TWO(2).THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL PT PRESSURE TREATED content tests.and deterane the temperature m ACI 318:26.4 5.26 12 Z Z (9 CLR CLEAR the concrete 7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY. CMU CONCRETE MASONRY UNIT RAF RAFTER 7.Inspect concrete and shotcrete placement Mr - - AS 318. 1908.6.19I)8.7.' 0 Q 10 ACI 26 11. ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE REF REFERENCE proper application teclntques. 1908.8 CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE COL COLUMN evenfy maintenance.of specified cunn0 _ - ACI31e z647-z649 t9069 DISTRESS TO THE STRUCTURE. THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO(2). CONC CONCRETE REINF REINFORCEMENT temperature and techniques 9 In1p0t1 prestressed Concrete for 8. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE 12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE FULLY CONN CONNECTION REQD REQUIRED a.Applkalion of prestressing fortes and - - ACI 318 269.21 - FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION. CONST CONSTRUCTION SF SQUARE FOOT b.GrOutnci Of bmaed pre0lre.Aifglenapns -- - ACI 318:26.92.3 - 10.Inspect er0.tioo of precast concrete membersACI 318,CC 26.8 ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. 13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE CONT CONTINUOUS SIM SIMILAR t1 Vent,/in-situ concrete strength.pnor to stressl,g ofortooe In posftellsles and concrete and - ACI 318 26 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES. CAR CENTER SPF SPRUCE PINE FIR prlortoremoval of snores and forms from - - \ 14. THE PILE QUANTITY,LAYOUT,AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT DET DETAIL STD STANDARD beams t formwork for slabs INTERNATIONAL BUILDING CODE,AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER 12 Inspect omelodc/or shape,IOC2tan and ANY PORTION OF THE WORK. WRITTEN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLATION. OF DOUGLAS FIR(SOUTH) SYP SOUTHERN YELLOW PINE dintenSIOns of the concrete member being - - ACI 318 26101(0) - 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2015 AND 20121SC SECTION 1705.9 MUST BE DFL DOUGLAS FIR LARCH T/ TOP OF PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION BRACKETS.ITEMS TO BE DIM DIMENSION T/C TOP OF CONCRETE TABLE 1705.7 WHERE THE NOTES,DRAWINGS,AND/OR SPECIFICATIONS DIFFER,THE MORE STRINGENT REQUIREMENT REQUIRED SPECIAL INSPECTIONS AND TESTS OF DRIVEN DEEP FOUNDATION ELEMENTS ,./ RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST INCLUDE THE FOLLOWING: DJ DOUBLE JOIST T/P TOP OF PLATE SHALL APPLY.11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES A. PRODUCT MANUFACTURER DIA DIAMETER TYPE CONTINUOUS SPECIAL INSPECTON PERIODIC SPECIAL INSPECTION T/S TOP OF STEEL 1.Venly element 1lalef106.sIze3 ara lengths comply witht' B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS DN DOWN T/W TOP OF WALL the reguirements. x - OR THE STRUCTURAL DRAWINGS, DS DOWN SPOUT 2 Determine capacities of test elelnenls and conduct 12. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS,EXTENSIONS, TF TOP FLUSH ad8Aonal load tests.as required x - • BRACKETS,BOLTS,THREADED RODS,NUTS,WASHERS,AND TORQUES AS SPECIFIED IN THIS EACH TJ TRIPLE JOIST 3 Inspect drnnrg uperabons arts maintan complete and x . 13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED accurate records er0000s ondrlent - IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. REPORT AND THE CONSTRUCTION DOCUMENTS EF EACH FACE T/BM TOP OF BEAM 4 Venfy placement focati0n5 and plumbnes5,confirm 14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS,METHODS,AND WORKMANSHIP ACCEPTED AS D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT,INSTALLATION EQUIPMENT USED,AND EJ EXPANSION JOINT type ara size of Itanlmer.10161d number of darn per - ELEV ELEVATION T/SLABTOP OF SLAB loot of penetration.determine required penetrations to x THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS acmeve design capacity.record Up and bull elevations GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE EN EDGE NAILING(PANEL) TP TOP PLATE and decllrrent any damadetoroundauonelement E. ANTICIPATED AND ACTUAL PILING DEPTH 5.For steel elements,pettonm additional special "INTERNATIONAL BUILDING CODE"(IBC),AND STANDARDS REFERENCED THEREIN. EQ EQUAL TYP TYPICAL IFor Mee,elm ents,da000 with section 1705 2 - - F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION UNO UNLESS NOTED OTHERWISE 6.For cancrsin acceleordanceents in Secconcretion 17 elements. 15. STRUCTURAL STABILITY OF ALL NEW AND EXISTING STRUCTURES DURING CONSTRUCTION SHALL BE G. INCLINATION AND POSITION OF PILES,TOP OF PILE EXTENSION IN FULL CONTACT WITH BRACKET, ES EACH SIDEperform lest and a0dniolal special Inspeclens in - - THE RESPONSIBILITY OF THE CONTRACTOR.THIS INCLUDES EXCAVATIONS,COLUMNS,EQUIPMENT EW EACH WAY UPA UNDER POST ABOVE accordance with SeCtial 1'95 3. LOADS,MATERIAL LOADS,AND OTHERS.OBSERVATIONS BY THE ENGINEER-OF-RECORD DO NOT TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS ARE INSTALLED FB FLUSH BEAM UWA UNDER WALL ABOVE 7.For speclally elements,perform additional Inspections - - BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER. as determined by the registered design prote10bnai In • INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION. FIN FINISH VERT VERTICAL responsiaecharge. • 16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION,MISALIGNMENT,OR FAILURE TO MEET OTHER I ''" ,':p • 16. MINIMUM ASSUMED SOIL BEARING CAPACITY...............3,000 PSF FL FLOOR VIF VERIFY IN FIELD SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE.ABANDON REJECTED PILES AND FLSHG FLASHING W/ WITH 2118 JEFFERSON PL • INSTALL ADDITIONAL PILES AS REQUIRED. FND FOUNDATION WC WESTERN CEDAR EVERETT FP HELICAL PILE PROOF TESTINGFr FIRE WP WATERPROOF WA 98203 THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE(3) WWF WELDED WIRE FABRIC CONCRETE ANCHORS PERCENT OF PILES UP TO FIVE(5)PILES MAXIMUM(ONE(1)MINIMUM)IN ACCORDANCE WITH THE PROCEDURE 1. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE,HILTI,OR EQUIVALENT.SPECIAL OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE(IBC).THE MAXIMUM TEST LOAD S230503-2XR INSPECTIONS REQUIRED. SHALL BE TWO-HUNDRED(200)PERCENT OF THE SPECIFIED DESIGN LOAD. -JT STRUCTURAL AND MISC.STEEL PROOF TESTING SHALL BE IN ACCORDANCE WITH ASTM STANDARD D 1143-81.GEOTECHNICAL SPECIAL 1. REFERENCE STANDARDS:DESIGN,FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE INSPECTOR SHALL BE CONTINUOUSLY PRESENT DURING PILE INSTALLATION AND LOAD TESTING.PROOF - -);'-M RT LATEST EDITION OF THE AISC"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". TESTING SHALL BE APPLIED TO EACH OF THE LOAD CONFIGURATIONS SPECIFIED IN THE PILE SPACING&LOAD 2. MATERIALS: REQUIREMENTS TABLE.MINIMUM ONE(1)PILE PER LOAD CONFIGURATION SHALL BE TESTED, ..•. ,Tic-08/29/2023 BOLTS-ASTM A307,UNLESS OTHERWISE NOTED WF BEAMS-ASTM A572-SO(Fy=50,000 PSI) • `"'i'..... ___ 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. ALTERNATES: Let 1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW,ENGINEER MAY REQUEST LU PAYMENT FOR REVIEW;CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL COST TOOWNER. z JOBSITE SAFETY: . - J Q 1, THE ENGINEER.AND/OR ARCHITECI'-HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN cc j 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 b HIS WORK.THE'UNDERTAKING OF PERIODIC SITE VISIT$BY THE ENGINEER AND/OR ARCHITECT SHALL D NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR Ce 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 - J 1-I PERSON. • g III LU Z LU (7 - '• • 1