1705 COLBY AVE 2023-02-06 - Laserfiche WebLink

• • GENERAL STRUCTURAL NOTES ABBREVIATIONS .....RA. =K .k,,F DESIGN CRITERIA HELICAL PILES CONCENTRIC DRIVEN PILES AEC AB ANCHOR BOLT FTG FOOTING ro• CODE: 2018 IBCARC&AMENDMENTS AS ADOPTED BY THE REVIEWING AGENCY/COUNTY. 1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL 1. 'CONCENTRIC OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE ABV ABOVE GA GAUGE •a ROOF 25 PSF SNOW(GROUND) BUILDING CODE(IBC). 2018 INTERNATIONAL BUILDING CODE(IBC). AFF ABOVE FINISH FLOOR GALV GALVANIZED •"• /o-' E;�.� FLOORS 2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING,INC.,AND SHALL BE 2. IT IS RECOGNIZED THAT THE INTERNATIONAL BUILDING CODE(IBC)REQUIRES 8 INCH MINIMUM DIAMETER ALT ALTERNATE GLB GLULAM BEAM RESIDENTIAL. 40 PSF IN ACCORDANCE WITH ESR-3750. PIPE FOR PIPE PILE INSTALLATION.THE APPROPRIATE ANALYSIS/EVALUATION AND TESTING ALUM ALUMINUM GR GRADE BALCONY/DECK 60 PSF 3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR3750. REQUIREMENTS IN ACCORDANCE WITH SEATTLE DEPARTMENT OF CONSTRUCTION&INSPECTIONS(MCI) APPROX APPROXIMATE GYP GYPSUM WALL BOARD 4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE DIRECTORS RULE 10-2009 ARE PROVIDED TO ALLOW FOR USE OF PILES LESS THAN 8 INCHES IN DIAMETER AYC ALASKAN YELLOW CEDAR HOG HOT-DIPPED GALVANIZED GENERAL CONDITIONS CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER(EAA) AS REQUIRED BY SECTION 104.5 OF THE IBC. BB BOX BEAM HDR HEADER 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL COATINGS(AC228). 3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS,LLC,AND SHALL BE IN BF BOTTOM FLUSH HF HEM FIR ENGINEER OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. 5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE ACCORDANCE WITH ESR-4121. BLDG BUILDING HOT HEIGHT 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE REINFORCING STEEL,BUILDING STRUCTURAL STEEL,OR ANY OTHER METAL BUILDING COMPONENTS PER 4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121. BLKG BLOCKING HT HEIGHT STARTING WORK.THE ARCHITECT/ENGINEER SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF ANY AC358 SECTION 3.9. 5. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE BM BEAM IN INCH DISCREPANCIES. 6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER(EAA) SOT BOTTOM JT JOINT 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. COATINGS(AC228). BP BOTTOM PLATE MAX MAXIMUM 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 6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL, BRG BEARING MIN MINIMUM W I PROCEEDING WITH ANY WORK SO INVOLVED. INCLINATION OF+/-1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750. BUILDING STRUCTURAL STEEL,OR ANY OTHER METAL BUILDING COMPONENTS PER AC358 SECTION 3.9. BTWN BETWEEN 0 MISC MISCELLANEOUS Q 1� 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 7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. BSMT • BASEMENT NB NON-BEARING PRECEDENCE OVER THE"GENERAL NOTES'AND/OR"STANDARD DETAILS°. THE INSTALLING UNIT.MONITOR AND RECORD TORQUE APPLIED DURING THE INSTALLATION OF EACH PILE 8. ONLY MANUFACTURER-APPROVED CONNECTORS,ADAPTORS,AND ACCESSORIES MAY BE USED. B/W BOTTOM OF WALL NO NUMBER Z I O 5. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK,THE CONSTRUCTION SHALL BE THE AT SPECIFIC DEPTHS. 9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF CANT CANTILEVER OC ON CENTER U1I co SAME AS FOR SIMILAR WORK. 10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE INCLINATION OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121. CI CONTROL JOINT z PSF POUNDS PER SQUARE FOOT (IS j d 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 10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE MINIMUM CLG. CEILING PSI POUNDS PER SQUARE INCH ��.'// I W DRAWINGS. THAN TWO(2).THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO(2). C R CEILING JOIST PT PRESSURE TREATED W'AR z CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY. THE MAXIMUM INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE CAPACITY OF ANY INDIVIDUAL Z 7. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY RAF RAFTER O j Iu 11. ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE COMPONENT OF THE ASSEMBLY. CMU CONCRETE MASONRY UNIT CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE COL COLUMN REF REFERENCE J 1 DISTRESS TO THE STRUCTURE. THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO(2). 11. ALL BRACKETS AND PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE THE CONC CONCRETE REINF REINFORCEMENT 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 MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO(2). CONN CONNECTION REQD REQUIRED .t TI. FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION. 12. THE PILE QUANTITY,LAYOUT,AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT CONST CONSTRUCTION SF SQUARE FOOT �,, �\ 13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE WRITTEN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLATION. ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION, CONT CONTINUOUS SIM SIMILARiii 9. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES. 13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION OF THE �/� CTR CENTER SPF SPRUCE PINE FIR INTERNATIONAL BUILDING CODE,AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER 14. THE PILE QUANTITY,LAYOUT,AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT STABIL-LOC FOUNDATION PIERING SYSTEM.A GEOTECHNICAL SPECIAL INSPECTOR MUST VERIFY AND DET DETAIL STD STANDARD 4 ANY PORTION OF THE WORK. WRITTEN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLATION. RECORD THE FOLLOWING: DF DOUGLAS FIR(SOUTH) SYP SOUTHERN YELLOW PINE / `. 10. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2018 AND 2012 IBC SECTION 1705.9 MUST BE A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS DFL DOUGLAS FIR LARCH 7/ TOP OF \ WHERE THE NOTES,DRAWINGS,AND/OR SPECIFICATIONS DIFFER,THE MORE STRINGENT REQUIREMENT PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION BRACKETS.ITEMS TO BE B. TYPES,CONFIGURATIONS,AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER DIM DIMENSION T/C TOP OF CONCRETE SHALL APPLY. RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST INCLUDE THE FOLLOWING: SEGMENT AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE CONSTRUCTION DI DOUBLE JOIST T/P TOP OF PLATE A. PRODUCT MANUFACTURER DOCUMENTS. DIA DIAMETER 11. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS C. INSTALLATION PROCEDURES,ANTICIPATED AND ACTUAL PILING DEPTH DN DOWN T/S TOP OF STEEL - .,. OR THE STRUCTURAL DRAWINGS. T/W TOP OF WALL C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS,EXTENSIONS, D. TIP ELEVATIONS,THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN FOUNDATION DS DOWN SPOUT 12. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. TF TOP FLUSH 13. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED BRACKETS,BOLTS,THREADED RODS,NUTS,WASHERS,AND TORQUES AS SPECIFIED IN THIS SYSTEM EACH TRIPLE JOIST IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. REPORT AND THE CONSTRUCTION DOCUMENTS E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS EF EACH FACE D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT,INSTALLATION EQUIPMENT USED,AND F. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THIS El EXPANSION JOINT T/BM TOP OF BEAM 14. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS,METHODS,AND WORKMANSHIP ACCEPTED AS T/SLAB TOP OF SLAB THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS EVALUATION REPORT. ELEV ELEVATION GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE E. ANTICIPATED AND ACTUAL PILING DEPTH 14. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION,MISALIGNMENT,OR FAILURE TO MEET OTHER EN EDGE NAILING(PANEL) TP TOP PLATE "INTERNATIONAL BUILDING CODE'(IBC),AND STANDARDS REFERENCED THEREIN. F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION SPECIFIED DESIGNANSTALLATION CRITERIA ARE NOT ACCEPTABLE.ABANDON REJECTED PILES AND EQ EQUAL TYP TYPICAL 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, INSTALL ADDITIONAL PILES AS REQUIRED. ES EACH SIDE UNO UNLESS NOTED OTHERWISE THE RESPONSIBILITY OF THE CONTRACTOR THIS INCLUDES EXCAVATIONS,COLUMNS,EQUIPMENT TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS ARE INSTALLED EW EACH WAY UPA UNDER POST ABOVE LOADS,MATERIAL LOADS,AND OTHERS.OBSERVATIONS BY THE ENGINEER-OF-RECORD DO NOT BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER DRIVEN PILE PROOF TESTING FB FLUSH BEAM UWA UNDER WALL ABOVE INCLUDE INSPECTIONS OF TEMPORARY LOADING AND STABILITY DURING CONSTRUCTION. 16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION,MISALIGNMENT,OR FAILURE TO MEET OTHER THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE(3) FIN FINISH VERT VERTICAL SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE ABANDON REJECTED PILES AND PERCENT OF PILES UP TO FIVE(5)PILES MAXIMUM(ONE(1)MINIMUM)IN ACCORDANCE WITH THE PROCEDURE FL FLOOR VIF VERIFY IN FIELD . INSTALL ADDITIONAL PILES AS REQUIRED. OUTLINED IN ASTM 01143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE(IBC).THE MAXIMUM TEST LOAD FLSHG FLASHING W/ WITH 1705 COLBY AVE, SHALL BE TWO-HUNDRED(200)PERCENT OF THE SPECIFIED DESIGN LOAD. FND FOUNDATION WC WESTERN CEDAR EVERETT,WA 98201 HELICAL PILE PROOF TESTING FP FIREPLACE WP WATERPROOF CONCRETE ANCHORS THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE(3) FT FOOT WWF WELDED WIRE FABRIC 1. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG TIE,HILT!,OR EQUIVALENT.SPECIAL PERCENT OF PILES UP TO FIVE(5)PILES MAXIMUM(ONE(1)MINIMUM)IN ACCORDANCE WITH THE PROCEDURE INSPECTIONS REQUIRED. OUTLINED IN ASTM D1143 AND/OR THE 2018 INTERNATIONAL BUILDING CODE(IBC).THE MAXIMUM TEST LOAD S210720-5XR SHALL BE TWO-HUNDRED(200)PERCENT OF THE SPECIFIED DESIGN LOAD. SPECIAL INSPECTIONS SCHEDULE STRUCTURAL AND MISC.STEEL FY I. REFERENCE STANDARDS:DESIGN,FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE SPECIAL INSPECTIONS TABLES PER THE 2018 IBC.ALL ITEMS NON-APPLICABLE ITEMS HAVE BEEN LATEST EDITION OF THE AISC"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". MARKED WITH A'-'.ITEMS REQUIRING SPECIAL INSPECTION HAVE BEEN MARKED WITH AN'X'. 2. MATERIALS: - '` MRT BOLTS-ASTM A307,UNLESS OTHERWISE NOTED TABLE 1705.3 WF BEAMS-ASTM A572-50(Fy=50,000 PSI) REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION - -- - • 08I29I2021 HSS ROUND COLUMNS-ASTM A500 Sr.B(Fy=42,000 PSI) CONTINUOUS PERIODIC SPECIAL REFERENCED IBC HSS RECTANGULAR COLUMNS•ASTM A500 Gr.B(Fy=46,000 PSI) TYPE INSPECTION INSPECTION STANDARD' REFERENCE �a E ALL OTHER STEEL-ASTM A36(Fy=36,000 PSI) 1.inspect reinforcement.Including prestressing - - AO 318 Ch.20,25.2 1soa.4 i!4' ` tendons End verity placement 25.3.265.1-26.5.3 ¢'�9 '/'y! STRUCTURAL STEEL WELDING 2 Reinforcing Verting oar wooing't - - 1 6 EVI E WE D p °i$' a.Vevey Man AST of reinNrcirg bars ®� E R M I 6 I. CONFORM TO THE AWS CODES D1.1 AND D1.3.,AND USE ONLY CERTIFIED WELDERS.WELDS NOT omertnanaspaa7p6: A38.2. b.Inspect Single-pass Met woos.maximum AG 3t8.26 5A SPECIFIED ARE TO BE 1/4"CONTINUOUS FILLET MINIMUM.USE DRY E70 ELECTRODES. sf -,and - c.inspect all otherweldS. - - ALTERNATES: 3.Inspect anchors cast in concrete. - - All 318-1082 - 4.InspEct anchors pot-Installed in hardened 1. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW.ENGINEER MAY REQUEST concrete members' PAYMENT FOR REVIEW;CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL a.Adhesive anchors Installed in bnrsontaly (f) or upwardly unlined onenlatlons to reest - - AG 318:17.824 - LL COST TO OWNER. sustained tension loads. TABLE 1706.7 H b Mechanical anchors and adhesive anchors - - REQUIRED SPECIAL INSPECTIONS AND TESTS OF DRIVEN DEEP FOUNDATION ELEMENTS 0 JOBSITE SAFETY: no(honed:4 a S.Verify Use of required tlesgn irar. - ACI43.25.318,eh.t9 19041,t90d.2. Z 26.43.26.44 1908.2.1908-3 TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPECTION 1. THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN J 6.Prior to concrete pacement fabricate spec imerls ASTM C t72 t.verify earrnenl materials,sires and lengths comply wan X - • AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR for strength Tests.perform Slump and and - - ASTMC 31 190810 the requiemenfs. TO MEANS,METHODS,TECHNIQUES,SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM content tests,and determine the temperature of ACI 318--2>.4.5.26.12 2.cetem..*capaclSes of test elements and conduct the quirel - HIS WORK.THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER AND/OR ARCHITECT SHALL 7.Inspect concrete and snotcrete placement for - _ 190861908T insnocpector driving opteserations reandm x _ ACI 318:26.4.5 3.Inspect tlming ollerai:n5 and ma�nain complete and prgenfymantenanechnlgpeci 19p88 accurate records for earn element_ x NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR s temperature ancitch technique,. specified cwig - AG 318126.47-26A.9 1908.9 4 verity placement localrons and phm,bness.conalm D PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR,SUBCONTRACTORS, Ier�eranlre and lechn:ties - type and size of hammer,record number or blows per Ce 9.Inspect prestressed concrete for fool of penetration.determine required penetrations to X - SUPPLIERS OR THEIR EMPLOYEES,OR FOR ACCESS,VISITS,USE,WORK,TRAVEL,OR OCCUPANCY BY ANY a Appitabon of prestressing forces:and - - AG 318.26.92 1 - achieve design capacity.record Hp and butt elevations I- b.Croubrg of bonded prestressing tend0115. - - AO 318 26.9.2.3 ono document any damage to foundation element. -(f) PERSON. ,. 10.Inspect erection of precast concrete members. - - ACI 318,Cn 26.8 - 5.For steel elamens,perform addnwnal special - - J 11.Vestry m-sku Cordele strength,prior to stressing InspeCEecs In Mrorddn08loth Secl:n 1705 2_ - 1--I of tendons m post.tensloned concrete and 6.For concrete elements and concrete-dMed elements, prior to removal M shores and farms from - - ACI 3t8:26.10 2 - perform special - - (n beams and 51Nc1Ula Sans. accordance W Section i]25.3. InSpeCharlS nW 12 inspect fomMbrkfor Sh18pe.:Caton and 7 For spert",elements.worm addtlt1allnspeotlnnS Z dimensions of the concrete member being - - AG 318,26.10.1(b) - as determined by the negzsared design professional In - - LU formed. responvblecnarge Ur 2