Loading...
HomeMy WebLinkAbout2022.01.24 The Bridges Site Retaining Wall Structural Progress SetSPECIAL INSPECTIONS BASIC SERVICES -CONCRETE CONSTRUCTION REFER TO IBC 2012 CHAPTER 17 TABLE 1705.3 AND ACI 318-11 ITEM TASK APPLICABLE TO PROJECT (Y/N)FREQUENCY INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS (WHERE APPLICABLE) AND VERIFY CORRECT PLACEMENT PERIODIC PERIODIC PERIODIC VERIFY WELDABILITY OF BARS OTHER THAN ASTM A706 VERIFY ALL WATER STOPS ARE PROPERLY INSTALLED AND ANCHORED INTO POSITION PRIOR TO PLACEMENT OF CONCRETE Y N Y REFERENCE ACI 318 SECTIONS 3.5 AND 7.1 THROUGH 7.7; IBC 1910.4 REINFORCEMENT REINFORCING BAR WELDING WATER STOPS PERIODICINSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS YANCHORS POST-INSTALLED IN HARDENED CONCRETE PERIODICVERIFY USE OF REQUIRED CONCRETE MIX AT EACH APPLICATION YCONCRETE MIX CONTINUOUSVERIFY THAT CONCRETE SAMPLING AND TESTING IS PERFORMED IN ACCORDANCE WITH CONSTRUCTION DOCUMENTS YCONCRETE TESTING ASTM C172, ASTM C31, ACI 318 5.6, 5.8; IBC 1910.10 CONTINUOUSINSPECT FOR PROPER PLACEMENT TECHNIQUES YCONCRETE PLACEMENT ACI 318 SECTIONS 5.9, 5.10; IBC 1910.6, 1910.7, 1910.8 CONTINUOUSINSPECT FOR PROPER APPLICATION TECHNIQUES NSHOTCRETE PLACEMENT ACI 318 SECTIONS 5.9, 5.10; IBC 1910.6, 1910.7, 1910.8 PERIODICVERIFY MAINTENANCE OF PROPER CONCRETE TEMPERATURE AND CURING TECHNIQUES YCONCRETE CURING ACI 318 SECTIONS 5.11 THROUGH 5.13; IBC 1910.9 CONTINUOUSINSPECT FOR PROPER APPLICATION OF PRESTRESSING FORCES NPRESTRESSED CONCRETE ACI 318 SECTION 18.20 CONTINUOUSINSPECT FOR PROPER GROUTING OF BONDED PRESTRESSING TENDONS NPRESTRESSED CONCRETE ACI 318 SECTION 18.18.4 PERIODICVERIFY WELDING PROCEDURE SPECIFICATIONS ARE FOLLOWED NERECTION OF PRECAST CONCRETE MEMBERS ACI CHAPTER 16 PERIODICINSPECT ALL CONNECTIONS OF THE PRECAST ELEMENTS TO THE FOUNDATIONS FOR CONFORMANCE TO THE CONTRACT DOCUMENTS NERECTION OF PRECAST CONCRETE MEMBERS ACI CHAPTER 16 PERIODICINSPECT ALL CONNECTIONS OF THE PRECAST ELEMENTS TO THE STRUCTURAL FRAMING FOR CONFORMANCE TO THE CONTRACT DOCUMENTS NERECTION OF PRECAST CONCRETE MEMBERS ACI CHAPTER 16 PERIODICVERIFY IN-PLACE CONCRETE STRENGTH PRIOR TO STRESSING TENDONS IN POST-TENSIONED CONCRETE NIN-SITU CONCRETE STRENGTH - PRE-STRESSING ACI 318 SECTION 6.2 PERIODICVERIFY IN-PLACE CONCRETE STRENGTH PRIOR TO REMOVAL OF FORMS AND SHORES FROM BEAMS AND STRUCTURAL SLABS NIN-SITU CONCRETE STRENGTH - FORMS AND SHORES ACI 318 SECTION 6.2 PERIODICINSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED YFORMWORK ACI 318 SECTION 6.1.1 INSPECT ALL ANCHORS AND EMBEDDED ITEMS FOR PROPER SIZE, TYPE, QUANTITY, LOCATION, POSITION, PROJECTION AND EMBEDMENT PERIODICY ACI 318 SECTIONS 3.8.6, 8.1.3, 21.2.8; IBC 1908.5, 1909.1 ANCHORS AND EMBEDDED ITEMS CAST IN CONCRETE AWS D1.4, ACI 318 SECTION 3.5.2 ACI 318 SECTIONS 3.8.6, 8.1.3, 21.2.8; IBC \1909.1 ACI 318 CHAPTER 4, SECTIONS 5.2 THROUGH 5.4; IBC 1904.2, 1910.2, 1910.3 SPECIAL INSPECTIONS BASIC SERVICES -SOILS AND EARTHWORK REFER TO IBC 2012 CHAPTER 17 TABLE 1705.6 ITEM TASK APPLICABLE TO PROJECT (Y/N)FREQUENCY VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY PERIODIC PERIODICVERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL Y Y REFERENCE BEARING SOILS FOR SHALLOW FOUNDATIONS EXCAVATIONS CONTINUOUSVERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL YFILL MATERIAL PLACEMENT PERIODICPRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY YSUBGRADE PREPARATION PERIODICVERIFY THAT BELOW-GRADE WALLS WITH UNEVEN BACKFILL CONDITIONS ARE NOT BACKFILLED UNTIL FLOOR CONSTRUCTION AT TOPS OF WALLS (OR OTHER PERMANENT BRACING WHERE APPLICABLE) IS COMPLETE OR TEMPORARY BRACING IS PROVIDED YBACKFILL AT BELOW-GRADE WALLS VERIFY CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS IS PERFORMED PERIODICYFILL MATERIALS JST JOIST JT JOINT KB KNEE BRACE KIP, K 1,000 POUNDS KO KNOCK-OUT KSI KIPS PER SQUARE INCH L ANGLE OR LENGTH LAB LABORATORY LB POUND LF LINEAL FOOT LIN LINEAL, LINEAR LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LONGIT LONGITUDINAL LP LOW POINT LSL LAMINATED STRAND LUMBER LSLT LONG SLOTTED HOLE LTWT LIGHT WEIGHT LVL LAMINATED VENEER LUMBER MAS MASONRY MATL MATERIAL MAX MAXIMUM MB MACHINE BOLT MC MISCELLANEOUS CHANNEL MECH MECHANICAL MEMB MEMBRANE MEP MECHANICAL/ ELECTRICAL/ PLUMBING MF MOMENT FRAME MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MULT MULTIPLE N/A NOT APPLICABLE NO NUMBER NOM NOMINAL NS NEAR SIDE NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER OF OUTSIDE FACE OFD OVERFLOW DRAIN OH OVERHEAD OPNG OPENING OPP OPPOSITE OPPHD OPPOSITE HAND ORIG ORIGINAL OVS OVERSIZED HOLE OWJ PRE-MANUFACTURED OPEN WEB JOIST PAF POWDER ACTUATED FASTENER PC PRECAST CONCRETE PEMB PRE-ENGINEERED METAL BUILDING PERIM PERIMETER PERM PERMANENT PERP PERPENDICULAR PJP PARTIAL JOINT PENETRATION PL PLATE PLF POUNDS PER LINEAL FOOT PLYWD PLYWOOD PREFAB PREFABRICATED PRELIM PRELIMINARY PREP PREPARATION, PREPARE PROJ PROJECTION PS PRESTRESSED PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBER PT POST-TENSIONED R RADIUS RD ROOF DRAIN REF REFERENCE REINF REINFORCEMENT, REINFORCE REQD REQUIRED RO ROUGH OPENING RTU ROOFTOP MECHANICAL UNIT S SLOPE SCHED SCHEDULE SECT SECTION SF SQUARE FEET SHT SHEET SIM SIMILAR SIP STRUCTURAL INSULATED PANEL SOG SLAB-ON-GRADE SOMD SLAB ON METAL DECK SPA SPACES, SPACE SPECS SPECIFICATIONS SQ SQUARE SS STAINLESS STEEL SSLT SHORT SLOTTED HOLE STD STANDARD STIFF STIFFENER STL STEEL STRUC STRUCTURAL SYM SYMMETRICAL T & B TOP AND BOTTOM T/ TOP OF T/GB TOP OF GRADE BEAM TBS MECHANICAL TENSION BUTT SPLICE TC TOP CHORD TEMP TEMPERATURE THRU THROUGH TJI PREFABRICATED WOOD I-JOIST TRANS TRANSVERSE TYP TYPICAL UL UNDERWRITERS' LABORATORY INC. UNO UNLESS NOTED OTHERWISE UT ULTRA-SONIC TEST VERT VERTICAL W WIDE FLANGE W/ WITH W/O WITHOUT WD WOOD WH WEEP HOLE WP WORK POINT WT WEIGHT, STRUCTURAL T WWF, WWR WELDED WIRE REINFORCEMENT XS EXTRA STRONG (PIPE) XXS DOUBLE EXTRA STRONG (PIPE) & AND A/E ARCHITECT/ENGINEER ACI AMERICAN CONCRETE INSTITUTE ADDL ADDITIONAL ADJ ADJACENT AGGR AGGREGATE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION ALT ALTERNATE ANSI AMERICAN NATIONAL STANDARDS INSTITUTE APA AMERICAN PLYWOOD ASSOCIATION APPROX APPROXIMATE AR ANCHOR ROD ARCH ARCHITECTURAL ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS AWS AMERICAN WELDING SOCIETY B/ BOTTOM OF BAL BALANCE BC BOTTOM CHORD BD BOARD BF BRACED FRAME BLDG BUILDING BLK BLOCK BLKG BLOCKING BM BEAM BOT BOTTOM BRG BEARING BRKT BRACKET BTWN BETWEEN BU BUILT UP C STANDARD CHANNEL CANT CANTILEVER CC CENTER TO CENTER CF COLD FORMED CG CENTER OF GRAVITY CIP CAST-IN-PLACE CJ CONTROL, CONTRACTION OR CONSTRUCTION JOINT CJP COMPLETE JOINT PENETRATION CL CENTERLINE CLR CLEARANCE, CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CONT CONTINUOUS CONTR CONTRACTOR CTR CENTER CTRD CENTERED CU FT CUBIC FEET CU IN CUBIC INCH CYD CUBIC YARD DBA DEFORMED BAR ANCHOR DBL DOUBLE DEG DEGREE DEMO DEMOLITION, DEMOLISH DEPT DEPARTMENT DET DETAIL DIA DIAMETER DIAG DIAGONAL DIAPH DIAPHRAGM DIM DIMENSION DN DOWN DO DITTO DP DEEP DWG DRAWING DWL DOWELS EA EACH EF EACH FACE EJ EXPANSION JOINT EL, ELEV ELEVATION ELEC ELECTRICAL ENCL ENCLOSURE ENGR ENGINEER EOD EDGE OF DECK EOJ EDGE OF JOIST EOS EDGE OF SLAB EQ EQUAL EQPT EQUIPMENT ES EACH SIDE EW EACH WAY EX EXISTING EXP EXPANSION EXT EXTERIOR FD FLOOR DRAIN FDN FOUNDATION FIN FINISH FLG FLANGE FLR FLOOR FS FAR SIDE FT FEET FTG FOOTING FTGD FOOTING DRAIN FV FIELD VERIFY GA GAUGE GALV GALVANIZED GB GRADE BEAM GL GLUED LAMINATED TIMBER (GLULAM) GRND GROUND GT GIRDER TRUSS HAS HEADED ANCHOR STUD HORIZ HORIZONTAL HP HIGH POINT HSS HOLLOW STRUCTURAL SECTION HT HIP TRUSS HVAC HEATING, VENTILATION, AIR CONDITIONING ID INSIDE DIAMETER IF INSIDE FACE IN INCH INCL INCLUDE INFO INFORMATION INSUL INSULATION INT INTERIOR J/BRG JOIST BEARING STRUCTURAL DRAWINGS ABBREVIATIONS SHEET #SHEET NAME S001 GENERAL NOTES AND SPECIAL INSPECTION REQUIREMENTS S002 FOUNDATION PLAN, SCHEDULES, SECTIONS, AND DETAILS S003 FOUNDATION SECTIONS AND DETAILS STRUCTURAL INDEX Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE:NOT FOR CONSTRUCTIONPROGRESS SET 1/24/2022 3:46:38 PMS001 GENERAL NOTES AND SPECIAL INSPECTION REQUIREMENTS 2021.00998 01/24/2022 THE BRIDGES MULTI-FAMILY SITE RETAINING WALL CARMEL, INDIANA GENERAL STRUCTURES INDICATED ON THESE DRAWINGS HAVE BEEN DESIGNED FOR THE IN- SERVICE LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURES ARE DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER CONSTRUCTION IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE CONSTRUCTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE STRUCTURES AND RELATED COMPONENTS DURING CONSTRUCTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, TIEDOWNS, ETC. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THAT CONSTRUCTION LOADS DO NOT EXCEED THE CAPACITY OF ANY STRUCTURAL ELEMENT AT THE TIME THE LOADS ARE APPLIED, INCLUDING BUT NOT LIMITED TO: WEIGHTS OF MATERIALS, WEIGHTS OF EQUIPMENT AND WORKERS, AND ALL LOADS APPLIED FROM TEMPORARY LIFTS, HOISTS AND CRANES, ETC. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS AND SPECIFICATIONS OF ALL OTHER DISCIPLINES, TRADES, AND DELEGATED DESIGN ELEMENTS. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF THE STRUCTURAL WORK WITH ALL OTHER APPLICABLE TRADES. THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE FULL WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT. DO NOT SCALE THE DRAWINGS. REFER TO THE WRITTEN DIMENSIONS AND INFORMATION. IF A DISCREPANCY IS NOTED ON THE DRAWINGS, GENERAL NOTES, OR SPECIFICATIONS, THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER A WRITTEN REQUEST FOR CLARIFICATION AND SHALL NOT PROCEED WITH THE AFFECTED WORK WITHOUT DOCUMENTED RESOLUTION OF THE DISCREPANCY. ALL COSTS RESULTING FROM THE CONTRACTOR IMPROPERLY PROCEEDING WITH THE AFFECTED WORK PRIOR TO DOCUMENTED RESOLUTION OF THE DISCREPANCY, INCLUDING COST OF REMOVAL AND REPLACEMENT OF NON-CONFORMING WORK, SHALL BE BORNE BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. CONCRETE MIX DESIGN SUBMITTAL THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE STRUCTURAL ENGINEER A MIX DESIGN FOR EACH PROPOSED CLASS OF CONCRETE. EACH MIX DESIGN SHALL BE IDENTIFIED BY A MIX NUMBER OR OTHER UNIQUE IDENTIFICATION. THE CONTRACTOR SHALL NOT VARY FROM THE MIX DESIGNS NOR USE ANY CONCRETE OTHER THAN THE APPROVED MIX DESIGNS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. MIX DESIGN SUBMITTALS SHALL INCLUDE THE FOLLOWING INFORMATION: 1. MIX DESIGN NUMBER OR UNIQUE IDENTIFICATION AND INTENDED LOCATION OF PLACEMENT. 2. CEMENT TYPE, PROPORTION AND NAME OF MANUFACTURER. 3. FLY ASH PROPORTION (WHEN USED), LABORATORY ANALYSIS CERTIFICATION, AND NAME AND LOCATION OF SUPPLIER. 4. COURSE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER. 5. FINE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER. 6. MIXING WATER PROPORTION AND SOURCE. 7. ADMIXTURE DOSAGES, PRODUCT NAME(S) AND MANUFACTURER NAME(S). 8. FIBER REINFORCEMENT DOSAGE (WHEN USED), PRODUCT NAME AND MANUFACTURER NAME. 9. DESIGN 28-DAY COMPRESSIVE STRENGTH (F'C). 10. DESIGN SLUMP RANGE. 11. DESIGN AIR-ENTRAINMENT (FOR CONCRETE REQUIRING ENTRAINED AIR). 12. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN ACCORDANCE WITH "STANDARD DEVIATION" DETERMINATION OUTLINED IN ACI 318. PRODUCT DATA SUBMITTALS THE CONTRACTOR SHALL SUBMIT FOR APPROVAL PRODUCT DATA FOR THE SPECIFIC ITEMS LISTED BELOW. CONTRACTOR SHALL NOT USE PRODUCTS OTHER THAN THOSE SUBMITTED WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. SUBMIT HARD COPIES OR ELECTRONIC VERSIONS OF PRODUCT DATA. FOR HARD COPY OPTION, SUBMIT A MINIMUM OF TWO COPIES OF PRODUCT DATA TO THE STRUCTURAL ENGINEER FOR REVIEW (ONE COPY SHALL BE RETAINED BY THE STRUCTURAL ENGINEER). FOR ELECTRONIC OPTION, SUBMIT PRODUCT DATA IN ADOBE PDF FORMAT. 1. CONCRETE CURING COMPOUND 2. CONCRETE JOINT SEALANT 3. WATER STOPS 4. FORM-LINER FOUNDATIONS SEE GEOTECHNICAL REPORT NUMBER 21-1056-01G PREPARED BY PATRIOT ENGINEERING AND ENVIRONMENTAL, INC. DATED DECEMBER 7, 2021 AND ALL APPLICABLE ADDENDA AND AMENDMENTS FOR INFORMATION RELATED TO FOUNDATION EXCAVATIONS AND SOIL-RELATED WORK. DESIGN NET SOIL PRESSURE: CONTINUOUS WALL FOOTINGS: 1,500 PSF FOUNDATIONS AND SOILS RELATED WORK SHALL BE INSPECTED BY A LICENSED GEOTECHNICAL ENGINEER. WRITTEN FIELD REPORTS SHALL BE FORWARDED TO THE STRUCTURAL ENGINEER AS SOON AS THEY BECOME AVAILABLE. FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN THE GEOTECHNICAL REPORT, SHALL BE REPORTED TO THE STRUCTURAL ENGINEER AND GEOTECHNICAL ENGINEER BEFORE FURTHER CONSTRUCTION IS ATTEMPTED. THE CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE AND MAINTAIN APPROPRIATE EXCAVATION PROTECTION, INCLUDING ALL NECESSARY LAYBACKS, SHORING, SHEETING, TIE-BACKS AND OTHER MEASURES AS DETERMINED BY THE CONTRACTOR'S ENGINEER. EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS FOOTINGS AND MAT FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO UNIFORM SURFACE AND SHALL BE PROTECTED AND MAINTAINED UNIFORM UNTIL CONCRETE IS PLACED. LATERAL SOIL PRESSURE CRITERIA (DRAINED): ACTIVE COEFFICIENT, Ka = 0.30 AT-REST COEFFICIENT, Ko = 0.45 PASSIVE COEFFICIENT, Kp = 3.4 PASSIVE IGNORE DEPTH = 3 FT UNIT WT OF BACKFILL = 125 PCF SLIDING FRICTION COEFFICIENT = 0.3 BELOW-GRADE WALLS DO NOT BACKFILL AGAINST BELOW-GRADE CONCRETE (OR MASONRY) WALLS UNTIL THE CONCRETE (OR MASONRY ASSEMBLAGE) HAS REACHED ITS 28-DAY COMPRESSIVE STRENGTH. WHERE BACKFILL IS REQUIRED ON BOTH SIDES OF BELOW-GRADE WALLS, BACKFILL EVENLY ON EACH SIDE OF EACH WALL TO PREVENT UNBALANCED SOIL LOADS AGAINST THE WALL. CONCRETE REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318) AND COMMENTARY (ACI 318R). MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301). READY-MIXED CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ASTM C94. IN CASE OF A DISCREPANCY, THE PLANS AND SPECIFICATIONS SHALL GOVERN. CEMENT SHALL CONFORM TO ASTM C150, TYPE I, UNO. FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F. NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33. WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494. AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE CERTIFIED BY THE MANUFACTURER TO BE COMPATIBLE WITH OTHER ADMIXTURES. CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING MORE THAN 0.1 PERCENT CHLORIDE IONS SHALL NOT BE USED. IN COLD WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 306R, COLD WEATHER CONCRETING. IN HOT WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 305R, HOT WEATHER CONCRETING. USE OF JOINTS IN CONCRETE ELEMENTS AT LOCATIONS OTHER THAN THOSE INDICATED ON THE DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. SLUMP FOR PUMPED CONCRETE SHALL BE MEASURED AT POINT OF DISCHARGE. NORMAL WEIGHT CONCRETE SHALL HAVE THE PROPERTIES AS INDICATED IN THE CONCRETE MIX SCHEDULE AND SPECIFICATIONS. DO NOT INSTALL OR EMBED ALUMINUM ITEMS, INCLUDING BUT NOT LIMITED TO ALUMINUM CONDUIT, INTO OR IN CONTACT WITH CONCRETE. CONCRETE TESTING MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31 FOR EACH DAY'S POUR AND FOR EACH 100 CUBIC YARDS FOR EACH TYPE OF CONCRETE PLACED. EACH SET SHALL INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28 DAYS (3 SPECIMENS TESTED AT 28 DAYS IF USING 4x8 CYLINDERS) AND ONE SPECIMEN RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE STRUCTURAL ENGINEER. SPARE CYLINDER MAY BE DISCARDED 90 DAYS AFTER CASTING UNLESS DIRECTED OTHERWISE BY THE STRUCTURAL ENGINEER. THIS SET OF TEST CYLINDERS SHALL BE PROTECTED AGAINST FREEZING. WHEN THE AMBIENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 DEGREES DURING THE COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN ADDITIONAL SET OF CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED. THESE CYLINDERS SHALL BE STORED IMMEDIATELY ADJACENT TO, AND CURED UNDER THE SAME CONDITIONS AS THE BUILDING CONCRETE. SPECIAL CURING BOXES ARE NOT PERMITTED FOR THESE TEST CYLINDERS. FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, STRUCTURAL ENGINEER, READY-MIX SUPPLIER AND CONTRACTOR WITHIN 24 HOURS AFTER TESTING. POTENTIALLY LOW-STRENGTH CONCRETE: WHEN 7-DAY TESTS RESULT IN CONCRETE STRENGTHS LESS THAN 70% OF THE SPECIFIED 28-DAY STRENGTH, THE CONCRETE CONTRACTOR SHALL INVESTIGATE TO DETERMINE THE VALIDITY AND LIKELY CAUSE(S) OF THE LOW STRENGTH TEST RESULTS AND SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW. CONCRETE WHICH EXHIBITS STRENGTH BASED ON 7-DAY TESTS BELOW 70% OF THE SPECIFIED 28-DAY COMPRESSIVE STRENGTH MAY BE CONSIDERED DEFECTIVE WORK AND SHALL BE SUBJECT TO REPAIR OR REPLACEMENT BY THE CONTRACTOR AT THE DISCRETION OF THE OWNER AND STRUCTURAL ENGINEER AT NO ADDITIONAL COST TO THE OWNER. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI, UNO. REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING STANDARDS: ACI 301, ACI 315, ACI 318, ACI DETAILING MANUAL (SP66), AND CRSI MANUAL OF STANDARD PRACTICE. THE CONTRACTOR SHALL PROVIDE BAR SUPPORTS AND SPACERS AS REQUIRED TO MAINTAIN PROPER SUPPORT AND POSITIONING OF THE REINFORCING STEEL THROUGHOUT CONCRETE PLACEMENT OPERATIONS. DESIGN OF THE SUPPORT SYSTEM SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. UNLESS A GREATER AMOUNT OF COVER IS INDICATED ON THE DRAWINGS, PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS: CONCRETE CAST AGAINST EARTH: 3 INCHES FOUNDATION TOP REINFORCEMENT: 2 INCHES FOUNDATION BOTTOM AND SIDE REINFORCEMENT: 3 INCHES WALL REINFORCEMENT - #5 AND SMALLER: 1-1/2 INCHES WALL REINFORCEMENT - #6 AND LARGER: 2 INCHES REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER. LAP SPLICES SHALL BE TENSION LAPS IN ACCORDANCE WITH SPLICE/EMBEDMENT TABLES, UNO. ALL 90 DEGREE AND 180 DEGREE BENDS SHOWN ON THE DRAWINGS SHALL BE STANDARD HOOKS, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS AT CORNERS OF ALL WALLS AND GRADE BEAMS. LAP SPLICE CORNERS BARS WITH STRAIGHT BARS. UNLESS OTHERWISE SHOWN OR NOTED, PROVIDE 2-#5 BARS (ONE EACH FACE) AROUND UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE BARS PARALLEL TO THE SIDES OF THE OPENING AND EXTEND 24" BEYOND CORNERS. DESIGN DATA NEW STRUCTURES ON THESE DRAWINGS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE 2014 INDIANA BUILDING CODE. WIND LOAD DESIGN DATA (2012 IBC) BASIC WIND SPEED (3-SECOND GUST) = 115 MPH WIND EXPOSURE = C WIND DESIGN PRESSURE (P) = VARIES WITH HEIGHT AND LOCATION PVC WATERSTOPS PROVIDE FACTORY MADE WATERSTOP FABRICATIONS FOR ALL CHANGES OF DIRECTION, INTERSECTIONS, AND TRANSITIONS LEAVING ONLY STRAIGHT BUTT JOINT SPLICES FOR THE FIELD. SECURE WATERSTOP IN CORRECT POSITION USING HOG RINGS OR GROMMETS SPACED AT 12 INCHES ON CENTER ALONG THE LENGTH OF THE WATERSTOP AND WIRE TIE TO ADJACENT REINFORCING STEEL. PROVIDE TEFLON COATED THERMOSTATICALLY CONTROLLED W ATERSTOP SPLICING IRONS FOR FIELD BUTT SPLICES. FIELD BUTT SPLICES SHALL BE HEAT FUSED WELDED. FOLLOW APPROVED MANUFACTURER RECOMMENDATIONS. LAPPING OF WATERSTOP, USE OF ADHESIVES, OR SOLVENTS SHALL NOT BE ALLOWED. PENETRATIONS AND EMBEDDED ITEMS CONTRACTOR SHALL COORDINATE WITH ALL AFFECTED TRADES THE REQUIRED SIZES, TYPES, AND LOCATIONS OF ALL EMBEDDED ITEMS IN, AND ALL PENETRATIONS THROUGH, STRUCTURAL ELEMENTS PRIOR TO CONSTRUCTION. NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE MADE WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. NO ITEMS (INCLUDING, BUT NOT LIMITED TO, CONDUIT, PIPING, ETC.), OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE EMBEDDED IN STRUCTURAL ELEMENTS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER. ALL EMBEDDED ITEMS IN EXPOSED EXTERIOR CONCRETE SHALL BE GALVANIZED, PLASTIC, OR EPOXY-COATED. SHOP DRAWING SUBMITTALS THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE ALL PARTS OF THE WORK TO BE FABRICATED AND CONSTRUCTED IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. THESE SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY. THE CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS, ACCURACY AND FIT OF WORK. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER. DRAWINGS SUBMITTED WITHOUT CONTRACTOR'S REVIEW WILL BE RETURNED UNCHECKED. PROVIDE ALL SUBMITTALS IN ELECTRONIC PDF FORMAT. WORK REQUIRING SUBMITTALS FOR STRUCTURAL ENGINEER REVIEW SHALL NOT BE STARTED BY THE CONTRACTOR WITHOUT APPROPRIATE REVIEWED SUBMITTALS. WORK PERFORMED BY THE CONTRACTOR PRIOR TO RECEIVING APPROPRIATE REVIEWED SUBMITTALS SHALL BE SUBJECT TO REMOVAL AND REPLACEMENT AS DEEMED NECESSARY BY THE STRUCTURAL ENGINEER, AT THE CONTRACTOR'S EXPENSE, AND WITH NO COST TO THE OWNER. SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS: 1. CONCRETE REINFORCEMENT 2. PROPOSED RETAINING WALL JOINT PLAN (EXPANSION JOINTS, CONSTRUCTION JOINTS, CONTROL JOINTS) OMISSION OF ANY MATERIALS REQUIRED BY THE CONTRACT DOCUMENTS FROM SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR FURNISHING THESE MATERIALS REGARDLESS OF WHETHER THE SUBMITTALS HAVE BEEN REVIEWED. THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THE CONTRACT DOCUMENTS BY THE CONTRACTOR SIGNIFIES CONTRACTOR’S ACCEPTANCE OF ALL THE INFORMATION SHOWN “AS IS”. CONTRACTOR WILL BE RESPONSIBLE FOR VERIFYING THE ACCURACY AND COMPLETENESS OF THE INFORMATION PROVIDED. ISSUED DRAWINGS AND SPECIFICATIONS TAKE PRECEDENCE OVER ANY ELECTRONIC INFORMATION PROVIDED. ADDENDA, CHANGE ORDERS, SUPPLEMENTAL INSTRUCTIONS ARE NOT NECESSARILY INCLUDED IN THE ELECTRONIC FILES. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL CONTRACT DOCUMENTS, INCLUDING LATEST ADDENDA, AND TO DISTRIBUTE TO ALL SUBCONTRACTORS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS. SPECIAL INSPECTION THE OWNER OR OWNER’S AGENT SHALL EMPLOY INDEPENDENT AGENCY(IES) OR INDIVIDUAL(S) TO PROVIDE SPECIAL INSPECTION FOR ITEMS AS INDICATED ON THE DRAWINGS. SPECIAL INSPECTION IS A MANDATORY REQUIREMENT FOR VERIFYING CONFORMANCE OF THE INDICATED CONSTRUCTION. SPECIAL INSPECTION IS REQUIRED IN ADDITION TO ALL MATERIAL TESTS AND INSPECTIONS IDENTIFIED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON, WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL AND THE STRUCTURAL ENGINEER, FOR INSPECTION OF EACH PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. “PERIODIC” SPECIAL INSPECTION IS DEFINED AS “THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK.” “CONTINUOUS” SPECIAL INSPECTION IS DEFINED AS “THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED.” SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW A MINIMUM OF 14 DAYS PRIOR TO COMMENCEMENT OF CONSTRUCTION OF ELEMENTS REQUIRING SPECIAL INSPECTION THE FOLLOWING: 1. NAME(S), ADDRESS(ES), TELEPHONE NUMBER(S), EMAIL ADDRESS(ES), AND STATEMENT(S) OF QUALIFICATIONS OF ALL SPECIAL INSPECTOR(S) TO BE ENGAGED ON THE PROJECT. 2. A LISTING OF ALL ITEMS TO RECEIVE SPECIAL INSPECTION, DESIGNATION WHETHER INSPECTIONS WILL BE CONTINUOUS OR PERIODIC AND THE NAME OF THE INDIVIDUAL THAT WILL BE PERFORMING INSPECTION FOR EACH ITEM. THE CONTRACTOR SHALL COORDINATE WITH THE SPECIAL INSPECTOR SUFFICIENTLY IN ADVANCE OF WORK REQUIRING SPECIAL INSPECTION AND SHALL PROVIDE ACCESS TO THE SITE AND TO THE CONSTRUCTION DOCUMENTS (CURRENT DRAWINGS AND SPECIFICATIONS) FOR THE SPECIAL INSPECTOR TO CARRY OUT THE REQUIRED OPERATIONS. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK REQUIRING SPECIAL INSPECTION FOR CONFORMANCE TO THE CONSTRUCTION DOCUMENTS. ALL NON- CONFORMING WORK SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE IMMEDIATE ATTENTION OF THE OWNER OR OWNER’S AGENT AND STRUCTURAL ENGINEER. THE SPECIAL INSPECTOR SHALL SUBMIT PERIODIC PROGRESS REPORTS TO THE OWNER OR OWNER’S AGENT, CONTRACTOR AND STRUCTURAL ENGINEER IDENTIFYING ALL SPECIAL INSPECTION OPERATIONS PERFORMED. REPORTS SHALL BE SUBMITTED NO MORE THAN 7 DAYS FOLLOWING EACH SPECIAL INSPECTION OPERATION. REPORTS SHALL IDENTIFY THE ITEM(S) INSPECTED AND AN INDICATION OF WHETHER THE INSPECTED ITEMS WERE IN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. AT THE COMPLETION OF ALL WORK REQUIRING SPECIAL INSPECTION, THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT TO THE OWNER OR OWNER’S AGENT, CONTRACTOR AND STRUCTURAL ENGINEER STATING W HETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. FAILURE TO PERFORM SPECIAL INSPECTION FOR THE INDICATED CONSTRUCTION OR FAILURE TO CORRECT NON-CONFORMING WORK SHALL CONSTITUTE A BASIS FOR REJECTION OF THE WORK AND REMOVAL AND REPLACEMENT BY THE GENERAL CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER, INCLUDING, BUT NOT LIMITED TO: 1. THE COST OF REMOVAL AND REPLACEMENT OF ALL WORK FOR WHICH SPECIAL INSPECTION WAS REQUIRED BUT NOT PERFORMED, INCLUDING THE COST OF TESTING AND SPECIAL INSPECTION FOR THE REPLACEMENT WORK. 2. THE COST OF ALL RELATED WORK MADE NECESSARY BY THE REMOVAL AND REPLACEMENT OF THE UNINSPECTED WORK PER ITEM 1 ABOVE. 3. THE COST FOR DESIGN PROFESSIONAL’S SERVICES RELATED TO ALL WORK FOR WHICH SPECIAL INSPECTION WAS REQUIRED BUT NOT PERFORMED AND SERVICES RELATED TO THE REPLACEMENT WORK. PROVIDE SPECIAL INSPECTION FOR THE FOLLOWING CONSTRUCTION: SOILS AND EARTHWORK CONCRETE CONSTRUCTION SEE TABLES ON THE DRAWINGS FOR SPECIAL INSPECTION PROGRAM REQUIREMENTS. REVISION SCHEDULE NO. DESCRIPTION DATE TRANS TRANS 4 S002 4 S002 4 S002 SEE CIVIL DWGS FOR WALL LOCATION COORDINATES SEE CIVIL DWGS FOR WALL LOCATION COORDINATES SEE CIVIL DWGS FOR WALL LOCATION COORDINATES SEE CIVIL DWGS FOR WALL LOCATION COORDINATES (2) PIPE PENETRATIONS. COORDINATE SIZES AND LOCATIONS WITH CIVIL. SEE "TYPICAL CONCRETE WALL OPENING DETAIL" FOR ADDITIONAL INFORMATION.FROM GRADE3' - 6"COORDINATE WITH LANDSCAPE ARCHITECT FOR WALL FINISHES, COLORS, REVEALS, AND SELECTED FORM-LINER DESIGN. PROVIDE FINISH MATERIAL SUPPORT AS REQUIRED. GROUT ALL VOIDS SOLID BELOW GRADE. GRADE PER CIVIL SMOOTH FORM FINISH ABOVE GRADE ON THIS FACE GRADE PER CIVIL BELOW GRADE3' - 0" , MIN3" CLR 3" CLR 2X6 SHEAR KEY AND ROUGHEN JOINT 1/4" AMPLITUDE 2" CLR1' - 6"4' - 3"1' - 0"7' - 6" 12' - 9" #5 @ 9" OC HORIZONTAL #8 @ 9" OC INSIDE VERT DOWELS #6 @ 9" OC OUTSIDE VERT DOWELS #5 DIAGONAL @ 9" OC 12" 12"#5 LONGITUDINAL @ 12" OC, CONT #8 TRANSVERSE @ 9" OC TOP NOTES: 1. ASSUMED NET ALLOWABLE SOIL BEARING PRESSURE = 1,500 PSF PER GEOTECH REPORT. SEE GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 2. SEE CIVIL DRAWINGS FOR WALL EXTENTS, PAVEMENT, GRADING, AND ADDITIONAL INFORMATION. 3. BACKFILL EVENLY ON BOTH SIDES OF WALL UNTIL PAVEMENT SUBGRADE ELEVATION AT LOWER SIDE IS ACHIEVED BEFORE PLACING UNBALANCED FILL AT HIGH SIDE. 4. SEE "TYPICAL RETAINING WALL BACKFILL DETAIL" FOR BACKFILL AND DRAINAGE REQUIREMENTS. 5. CAST KEY INTEGRAL WITH FOOTING (NO CONSTRUCTION JOINT). 6. THIS WALL IS NOT DESIGNED FOR VEHICLE IMPACT LOADING. 7. PEDESTRIAN SAFETY RAILING POSTS ARE NOT PERMITTED TO BE ATTACHED TO WALL. A SEPARATE FALL PROTECTION SYSTEM WILL BE REQUIRED IF WALL DOES NOT EXTEND A MINIMUM OF 3'-6" ABOVE GRADE. MIN 6" DIA FULLY PERFORATED CONTECH A-2000 DRAINPIPE @ 0.5% GRADE. CONNECT DOWNSTREAM END OF DRAINPIPE TO STORM SEWER. COORD W/ PLUMBING AND CIVIL. LOCATE BOTTOM OF DRAIN AT NORMAL POOL ELEVATION AT LOWEST POINT. 3" CLRNORMAL POOL ELEVATION PER CIVIL 100-YEAR STORM ELEVATION PER CIVIL WATERPROOFING PER ARCH, TYP 1' - 0" FULL STRUCTURAL DEPTH REQUIREDVARIES ADDITIONAL FORMED CONCRETE AS REQUIRED FOR SELECTED FORM-LINER DESIGN 2' - 2"#6 KEY VERT @ 12" OC (4) #5 KEY LONGITUDINAL, CONT T/WALL PER CIVIL EXTEND WALL UP FOR FALL PROTECTION #4 U-BAR @ 12" OC 12"12"3" CLR2" CLR2" CLR OUTSIDE VERT DOWELS TO EXTEND TO BACK OF HEEL INSIDE VERT DOWELS TO EXTEND TO FRONT OF TOE REINFORCING BAR LAP LENGTHS: Lt, Lc AND DEVELOPMENT LENGTHS: Ld, Ldh, Ldt, Ldc (INCHES) BAR SIZE #3 #4 #5 #6 #7 #8 #9 #10 #11 NOTES: 1.db =DIAMETER OF BAR BEING DEVELOPED Lt ="CLASS B" TENSION LAP SPLICE LENGTH Lc =COMPRESSION LAP SPLICE LENGTH Ld =TENSION DEVELOPMENT LENGTH OF STRAIGHT BARS Ldh =TENSION DEVELOPMENT LENGTH OF HOOKED BARS Ldt =TENSION DEVELOPMENT LENGTH OF HEADED BARS Ldc =COMPRESSION DEVELOPMENT LENGTH OF STRAIGHT BARS 2.TABULATED VALUES ARE CALCULATED PER THE PROVISIONS OF ACI 318 3.TABULATED VALUES ARE FOR NON-EPOXY-COATED GRADE 60 REINFORCEMENT IN NORMAL WEIGHT CONCRETE. 4.WHERE BARS OF DIFFERENT SIZES ARE LAPPED IN TENSION, THE LAP LENGTH SHALL BE THE LARGER OF Ld OF THE LARGER BAR AND Lt OF THE SMALLER BAR. 5.WHERE BARS OF DIFFERENT SIZES ARE LAPPED IN COMPRESSION, THE LAP LENGTH SHALL BE THE LARGER OF Ldc OF THE LARGER BAR AND Lc OF THE SMALLER BAR. 6.TABULATED VALUES FOR Lt ASSUME THE FOLLOWING: A)MINIMUM CLEAR SPACING BETWEEN REBAR IS THE GREATER OF THE BAR DIAMETER AND 1 INCH. B)MINIMUM CLEAR COVER IS 3/4 INCHES OR GREATER. C)BARS BEING SPLICED ARE NOT REQUIRED TO BE ENCLOSED WITHIN REINFOREMENT ACTING AS CONFINEMENT TIES 7.TABULATED VALUES FOR Ld ASSUME ONE OF THE FOLLOWING CONDITIONS IS PROVIDED; WHERE THESE CONDITIONS AREN'T ABLE TO BE MET, CONTACT ENGINEER OF RECORD FOR CONDITION SPECIFIC VALUES: A)BARS BEING DEVELOPED ARE ENLCOSED WITHIN REINFORCEMENT ACTING AS CONFINEMENT TIES, AND CLEAR SPACING OF BARS BEING DEVELOPED IS GREATER THAN OR EQUAL TO db, AND CLEAR COVER TO BAR BEING DEVELOPED IS GREATER THAN OR EQUAL TO db B) CLEAR SPACING OF BARS BEING DEVELOPED IS GREATER THAN OR EQUAL TO 2 TIMES db, AND CLEAR COVER TO BAR BEING DEVELOPED IS GREATER THAN OR EQUAL TO db 8.TABULATED VALUES FOR Ldt ARE ONLY VALID FOR NORMAL WEIGHT CONCRETE WITH CLEAR COVER NOT LESS THAN 2 TIMES db AND CLEAR SPACING NOT LESS THAN 4 TIMES db (CLEAR COVER AND SPACING REQUIREMENTS LISTED IN THE GENERAL NOTES APPLY TO THE HEAD/ANCHOR, CLEAR COVER AND SPACING IN THIS PROVISION ARE WITH RESPECT TO THE REINFORCING ONLY) f 'c = 4000 PSI Ld Ldh Ldt Ldc 15 8 6 19 10 8 24 12 10 29 15 12 42 17 14 48 19 16 54 22 18 61 25 20 67 27 22 f 'c = 5000 PSI Ld Ldh Ldt Ldc 13 7 6 8 17 9 7 9 22 11 9 12 26 13 11 14 38 15 12 16 43 17 14 18 48 20 16 21 54 22 18 23 60 24 20 26 8 10 12 15 17 19 22 25 27 16 25 36 48 76 93 95 109 127 14 23 32 43 68 83 85 98 114 LcLt 12 15 19 23 27 30 34 39 43 LcLt 12 15 19 23 27 30 34 39 43 1. SEE GENERAL NOTES AND SPECIFICATIONS FOR ADDITIONAL INFORMATION. 2. ALL CONCRETE IS NORMAL WEIGHT AND CEMENT IS ASTM C150 TYPE 1, UNO. DO NOT USE LIGHTWEIGHT CONCRETE UNLESS SPECIFICALLY INDICATED. 3. ACCEPTABLE CEMENT REPLACEMENT MATERIAL, WHERE PERMITTED, SHALL BE FLY ASH, ASTM C618 TYPE C OR F, UNO. 4. TARGET SLUMP SHALL BE DETERMINED BY THE CONTRACTOR AS NEEDED FOR PROPER PLACEMENT. CONCRETE MIX SCHEDULE CONCRETE USAGE 28-DAY COMPRESSIVE STRENGTH (PSI) FOOTINGS EXTERIOR RETG WALLS NOTES: MAX CEMENT REPLACEMENT (NOTE 3) MAXIMUM W/CM RATIO AIR CONTENT (PERCENT) MAXIMUM AGGREGATE SIZE (INCHES) 4,000 5,000 20%0.50 0-3 1.5 20%0.42 6 +/-1.5 1 Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE:NOT FOR CONSTRUCTIONPROGRESS SET 1/24/2022 3:46:38 PMS002 FOUNDATION PLAN, SCHEDULES, SECTIONS, AND DETAILS 2021.00998 01/24/2022 THE BRIDGES MULTI-FAMILY SITE RETAINING WALL CARMEL, INDIANA GENERAL PLAN NOTES: 1. TOP OF FOOTING ELEVATION = AS REQUIRED PER TYPICAL RETAINING WALL DETAIL. 2. REFER TO STRUCTURAL GENERAL NOTES, LEGEND, SCHEDULES, TYPICAL DETAILS, AND SPECIAL INSPECTION REQUIREMENTS FOR ADDITIONAL INFORMATION. 3. SEE CIVIL AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION AND DIMENSIONS. 4. COORDINATE LOCATIONS OF ALL EMBEDS / OPENINGS / SLEEVES WITH MEP, WALL SYSTEMS, EQUIPMENT SUPPLIERS, AND ALL OTHER AFFECTED TRADES PRIOR TO PLACING CONCRETE. 1/32" = 1'-0"S002 1 FOUNDATION PLAN N.T.S.S002 4 TYPICAL RETAINING WALL DETAIL N N.T.S.S002 2 CONCRETE REINFORCEMENT DEVELOPMENT LENGTH AND LAP SPLICE TABLE N.T.S.S002 3 CONCRETE MIX SCHEDULE NO. DESCRIPTION DATE OPEN 2'-0" TYP2" CLR, TYP BARS TO MATCH WALL REINF AT EACH FACE, TYP EACH LAYER NOTE 1 OPEN 2" CLR, TYP GREATER OF 1/2 INTERRUPTED BARS EA FACE OR (2) #5 MIN @ 3" OC AT EA LAYER, TYP UNO. EXTEND BEYOND FACE OF OPENING EACH SIDE AS INDICATED, UNO. NOTE 1 SMALL OPENING LARGE OPENING NOTES: 1. PROVIDE STANDARD HOOK WHEN EDGE OF WALL IS TOO CLOSE TO OPENING TO ALLOW STRAIGHT BAR EMBEDMENT INDICATED. 2. VERIFY ALL OPENINGS (INCLUDING PIPING/ CONDUIT PENETRATIONS) NOT SHOWN ON STRUCTURAL DRAWINGS WITH THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION. 3. SEE PLANS AND DETAILS FOR REQUIRED WALL REINFORCEMENT. 4. UNINTERRUPTED WALL REINFORCMENT NOT SHOWN IN DETAIL FOR CLARITY. ADJUST WALL REINFORCEMENT TO MINIMIZE NUMBER OF INTERRUPTED BARS. 5. COORDINATE OPENING SIZE AND ELEVATION WITH PIPE PLACEMENT PRIOR TO FABRICATION OF REINFORCEMENT. ADDL (2) #5 X 9'-0" DIAGONAL BARS @ 3" OC EA LAYER OF REINF, TYP 4 SIDES OF OPENING NOTE 3, TYP (1'-0" x 1'-0" MAX)(3'-8" x 3'-8" MAX) NOTE 3, TYP #5 X 2'-6" TYP EACH LAYER OF REINF UP TO ONE HORIZ BAR EACH FACE MAY BE INTERRUPTED WH Lt + H, TYP AT HORIZ BARS Lt + W, TYP AT VERT BARS GENERAL NOTE: PRIOR TO FABRICATION OF REINFORCEMENT, CONTRACTOR SHALL REVIEW REQUIRED OPENINGS WITH ALL TRADES REQUIRING PENETRATIONS. FOR OPENINGS THAT EXCEED THE LIMITATIONS OF THIS DETAIL, COORDINATE REQUIREMENTS WITH THE STRUCTURAL ENGINEER PRIOR TO FABRICATION OF REINFORCEMENT. #4 WITH Lts LAP WITH INTERRUPTED BARS, TYP. USE U-BARS AT WALLS WITH REINF BOTH FACES. USE 180 DEGREE HOOKS AT WALLS WITH 1 REINF LAYER. WALL CORNER / ANGLED WALLS WALL ENDS DOUBLE LAYER A MATCH SIZE AND SPACING OF WALL BARS X (2) VERT BARS, MIN HOR BARS WITH STANDARD HOOK (2 LAYERS REINF)(2 LAYERS REINF)AA MATCH HORIZ REINF NOTES: 1. "A" INDICATES Lt LAP SPLICE, SEE TYPICAL LAP SPLICE TABLES.2' -0"2' -0" 65 7 1 9 3 4 2 FINISH GRADE 8 FINISH GRADE 2' - 10 3/ 4"MAX--1'-0" MINRETAINING WALL BACKFILL DETAIL GENERAL NOTES: A. SEE RETAINING WALL STRUCTURAL DETAILS FOR REINFORCEMENT, DIMENSIONS, AND ADDITIONAL INFORMATION. B. SEE CIVIL DRAWINGS FOR WALL LOCATIONS, LENGTHS, ELEVATIONS, GRADING AND ADDITIONAL INFORMATION. C. ALL SOILS AND BACKFILL OPERATIONS SHALL BE INSPECTED AND APPROVED BY THE PROJECT GEOTECHNICAL TESTING AGENCY. D. BACKFILL EQUALLY ON BOTH SIDES OF WALL UNTIL LOWER SIDE GRADE IS WITHIN 8 INCHES (MAX) OF FINAL GRADE BEFORE PLACING REMAINDER OF HIGH SIDE GRADE. USE HAND-OPERATED COMPACTION EQUIPMENT WITHIN 6 FEET OF WALL. E. PLACE BACKFILL IN LIFTS AND COMPACT IN ACCORDANCE W ITH THE PROJECT SPECIFICATIONS. F. COMPACTED GRANULAR FILL SHALL CONSIST OF NATURALLY OR ARTIFICIALLY GRADED MIXTURE OF NATURAL OR CRUSHED GRAVEL, CRUSHED STONE, AND NATURAL OR CRUSHED SAND; ASTM D-2940; WITH AT LEAST 90 PERCENT PASSING A 1-1/2-INCH (37.5-MM) SIEVE AND NOT MORE THAN 12 PERCENT PASSING A NO. 200 (0.075-MM) SIEVE OR OTHER SUITABLE GRANULAR FILL APPROVED BY THE PROJECT GEOTECHNICAL ENGINEER. G. COMPACTED FILL SHALL BE SUITABLE CLEAN COMPACTABLE SOIL MATERIAL APPROVED BY THE PROJECT GEOTECHNICAL TESTING AGENCY. H. FILTER FABRIC SHALL BE A LIGHTWEIGHT, NONWOVEN, 100% POLYPROPYLENE GEOTEXTILE WEIGHING NOT LESS THAN 3.5 OUNCES PER SQUARE YARD, MEETING ASTM D-4632 50% ELONGATION AT BREAK, WITH APPARENT OPENING SIZE EQUAL TO A #50 SIEVE AND FLOW RATE PER ASTM D-4491 OF NOT LESS THAN 150 GAL/MIN PER SFT. DETAIL NOTES: 1. ZONE OF COMPACTED GRANULAR FILL. 2. ZONE OF COMPACTED FILL AND FINISH GRADE MATERIALS. SEE CIVIL DRAWINGS. 3. LINE OF EXCAVATION AND/OR BENCHING AS DETERMINED BY THE CONTRACTOR FOR THE SITE SOIL CONDITIONS IN ACCORDANCE WITH RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT AND THE PROJECT GEOTECHNICAL TESTING AGENCY. CONTRACTOR IS SOLELY RESPONSIBLE FOR MAINTAINING SAFETY DURING ALL EARTHWORK OPERATIONS. 4. EXISTING SOIL OR COMPACTED FILL. 5. KEY (WHERE REQUIRED). INSTALL IN SUITABLE EXISTING FIRM UNDISTURBED SOIL OR COMPACTED FILL. 6. INSTALL FOOTING ON AND WITHIN SUITABLE FIRM UNDISTURBED SOIL OR COMPACTED FILL. 7. ZONE OF COMPACTED FILL AND FINISH GRADE MATERIALS PER CIVIL DRAWINGS. 8. INSTALL FOOTINGS TO ELEVATIONS INDICATED ON THE DRAWINGS. IN NO CASE SHALL BOTTOMS OF FOOTINGS BE LESS THAN THE GREATER OF LOCAL FROST DEPTH OR 3'-0" BELOW LOWER FINISH GRADE ELEVATION. IF A DIMENSIONAL DISCREPANCY OCCURS THAT WOULD IMPLY PLACEMENT WITH LESS THAN REQUIRED SOIL COVER, NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND DO NOT INSTALL THE FOOTING WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER. 9. WHERE FOOTING DRAINS ARE INDICATED ON STRUCTURAL DETAILS, INSTALL 2'-0" WIDE BED OF COMPACTED GRANULAR FILL WRAPPED IN FILTER FABRIC, FULL-HEIGHT FROM TOP OF FOOTING TO TOP OF GRANULAR FILL LAYER. WHERE FOOTING DRAINS ARE INDICATED BUT NOT OTHERWISE SIZED, USE MINIMUM OF 6-INCH DIAMETER PERFORATED PVC PIPE, EXTENDED TO DRAINAGE OUTLET AS INDICATED ON THE CIVIL DRAWINGS. FULLY WRAP DRAINS WITH FILTER FABRIC PRIOR TO SETTING IN PLACE. # CONTRACTION JOINT CONSTRUCTION JOINTEXPANSION JOINT FORMED RECESS, TYP. RECESSES AT FRONT AND BACK MUST ALIGN. FORMED RECESS, TYP 3/4" CHAMFERED EDGES AND 3/4" DEEP EXTERIOR SEALANT (AT ALL EXPOSED- TO-VIEW WALL AREAS). SIKAFLEX 15LM (OR ENGINEER APPROVED SUBSTITUTE). COORDINATE COLOR WITH OWNER AND ARCHITECT. 1" PRE-FORMED EXPANSION JOINT FILLER 9" PVC RIBBED CENTER BULB WATERSTOP, (GREENSTREAK MODEL #735 OR ENGINEER APPROVED SUBSTITUTE -SEE SPECIFICATIONS). INSTALL WATERSTOP CONTINUOUS FROM TOP OF FOOTING UP TO 3 INCHES BELOW TOP OF WALL.TERMINATE REINF 2" CLEAR BACK FROM FACE OF CONCRETE, TYP EACH SIDE. CHAMFER OPTIONAL AT BACKFILL SIDE BELOW GRADE WHERE NOT EXPOSED TO VIEW 1" DIA x 1" LONG COMPRESSIBLE MATERIAL TAPED TO END OF DOWEL 1" DIA x 1'-6" SMOOTH DOWELS SAME SPACING AS HORIZ BARS (TIE TO HORIZ BARS OF FIRST POUR) WRAP SMOOTH DOWEL TO PREVENT BOND AT SECOND POUR SECOND POURFIRST POUR BACKFILL SIDE 3/4"3/4"3/4"3/4"3/4"3/4"EXPANDABLE BENTONITE WATERSTOP (VOLCLAY RX101 OR ENGINEER APPROVED SUBSTITUTE). INSTALL WATERSTOP CONTINUOUS FROM TOP OF FOOTING UP TO 3 INCHES BELOW TOP OF WALL. SPLICE CHART LAP PER TERMINATE 50% OF HORIZONTAL REINFORCEMENT (EVERY OTHER BAR) 2" BACK FROM CENTER OF CONTRACTION JOINT, TYPICAL EACH CONTRACTION JOINT. TERMINATE 50% OF HORIZONTAL REINFORCEMENT (EVERY OTHER BAR) 2" BACK FROM CENTER OF CONSTRUCTION JOINT. EXTEND 50% OF HORIZONTAL BARS THROUGH THE JOINT. NOTES: 1. INSTALL CONSTRUCTION JOINTS AT 50'-0" OC MAXIMUM AT STRAIGHT RUNS OF WALL. 2. INSTALL CONSTRUCTION JOINTS WITHIN 15'-0" OF WALL CORNERS AND INTERSECTIONS. 3. INSTALL CONTRACTION JOINTS AT 25'-0" OC MAXIMUM BETWEEN CONSTRUCTION JOINTS. 4. INSTALL EXPANSION JOINTS IN STRAIGHT RUNS OF WALL EXCEEDING 200"-0" IN LENGTH. SPACING OF EXPANSION JOINTS SHALL NOT EXCEED 150'-0" OC. 5. INSTALL AND ANCHOR WATER STOPS INTO POSITION IN STRICT CONFORMANCE WITH MANUFACTURER'S WRITTEN REQUIREMENTS TO ENSURE PROPER ALIGNMENT THROUGHOUT PLACEMENT OF CONCRETE. 6. SUBMIT PROPOSED JOINT LAYOUT TO ENGINEER WITH RETAINING WALL REINFORCEMENT SUBMITTAL. Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE:NOT FOR CONSTRUCTIONPROGRESS SET 1/24/2022 3:46:38 PMS003 FOUNDATION SECTIONS AND DETAILS 2021.00998 01/24/2022 THE BRIDGES MULTI-FAMILY SITE RETAINING WALL CARMEL, INDIANA N.T.S.S003 2 TYPICAL CONCRETE WALL OPENING DETAIL N.T.S.S003 3 TYPICAL CONCRETE WALL REINFORCEMENT DETAILS N.T.S.S003 1 TYPICAL RETAINING WALL BACKFILL DETAIL N.T.S.S003 4 TYPICAL RETAINING WALL JOINTS NO. DESCRIPTION DATE