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DESIGN CRITERIA CONCRETE AND REINFORCING NOTES
<br /> 1 GENERAL 104 PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE FABRIC LAP SPLICE AND DEVELOPMENT LENGTH
<br /> 1 CODES AND STANDARDS 1 1 ALL WORK SHALL CONFORM WITH ACI301,LATEST EDITION,UNLESS NOTED OTHERWISE IN DRAWINGS AT POSITIONS SHOWN ON PLANS THE RECOMMENDATIONS OF ACI 315(DETAILING MANUAL)SHALL BE SCHEDULE INCHES
<br /> 1 1 GENERAL DESIGN
<br /> 1 1 1 INTERNATIONAL BUILDING CODE 2009(IBC) OR PROJECT SPECIFICATIONS - USED IN SELECTING ACCESSORIES
<br /> 1 1 2 USACE EM 1110-1-1905 BEARING CAPACITY OF SOIL m F'C=4500 PSI
<br /> 12 DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF PUBLICATION SP�6'ACI DETAILING 105 ALL REINFORCING,DOWELS,BOLTS,AND EMBEDDED PLATES SHALL 8E SET AND TIED IN PLACE BEFORE 7 w
<br /> 1 1 3 USACE EM 1110-2-2100 STABILITY ANALYSIS OF CONCRETE STRUCTURES W
<br /> 1 2 LOADS MANUAL'WITH ADDED REQUIREMENTS OF THE PROJECT SPECIFICATION AND ACI 318'BUILDING CODE THE CONCRETE IS POURED'STABBING'INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED w ¢F COMP TENSION
<br /> 1 2 1 USACE EM 1110-2-2100 STABILITY ANALYSIS OF CONCRETE STRUCTURES REQUIREMENTS FOR STRUCTURAL CONCRETE" N Q W
<br /> 106 BEFORE PLACING CONCRETE,CHECK ALL APPLICABLE DRAWINGS RELEASED AS SUITABLE FOR m m Q w 2 W d w an d m
<br /> 13 CONCRETE 2 DIMENSIONS CONSTRUCTION INCLUDING MANUFACTURER'S DRAWINGS TO VERIFY THE PRESENCE OF ALL Cc
<br /> 13 1 ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE Q J J 00 J J 0
<br /> 1 4 STEEL 21 DIMENSIONS ARE TO THE CENTERLINES OF THE BARS UNLESS OTHERWISE SHOWN CLEAR COVER EMBEDDED MATERIAL REQUIRED IN THE PLACEMENT m
<br /> 1 4 1 AISC 14TH EDITION STEEL CONSTRUCTION MANUAL DIMENSIONS ARE MARKED*CUR" ALL DIMENSIONS TO A JOINT ARE TO THE CENTERUNE OF THE JOINT
<br /> BEAMS,COLUMNS,AND WALLS ARE CENTERED ON REFERENCED LINES 107 REINFORCEMENT MAY BE ADJUSTED IN THE FIELD TO CLEAR FORM TIES AND ANCHOR BARS IN SUCH #3 0 375 8 12 6 17 13 23 17
<br /> CASES,RELOCATION OF THE EMBEDDED MATERIALS MUST BE CONSIDERED IN NO CASE SHOULD BARS
<br /> 2 SEISMIC LOADS 2 2 THICKNESS SHOWN FOR WALLS AND SLABS ADJACENT TO UNDISTURBED SOIL OR ROCK ARE MINIMUM BE BENT IN THE FIELD #4 0 500 9 15 6 23 17 30 23
<br /> 2 1 STRUCTURE IS LOW HAZARD AND SITE RESPONSES ARE VERY LOW NO ADDITIONAL DESIGN REQUIRED
<br /> DIMENSIONS #5 0625 11 18 8 29 22 38 29
<br /> 108 WHERE POSSIBLE,REINFORCEMENT SHALL BE PLACED TO MAINTAIN A CLEAR DISTANCE OF AT LEAST 1
<br /> 3 WIND LOADS 3 STRUCTURAL CONCRETE MIX REQUIREMENTS INCH BETWEEN OTHER REINFORCEMENT,ANCHOR BOLTS,FORM TIES,OR OTHER EMBEDDED #6 0750 13 22 9 34 26 45 35
<br /> 31 EXPOSURE CATEGORY=C 31 SEE'SPECIFICATIONS' METALWORK REINFORCEMENT PARALLEL TO ANCHOR BOLTS OR OTHER EMBEDDED METAL WORKS
<br /> 3 2 EFFECTIVE WIND SPEED=120 MPH
<br /> 4 NON-SHRINK GROUT SHALL BE PLACED TO MAINTAIN A CLEAR DISTANCE OF AT LEAST 1-1r3 TIMES THE MAXIMUM SIZE #7 0 875 15 26 11 50 39 66 51
<br /> 4 GRAVITY LOADS 41 CONFORM TO ASTM C1107,GRADES B,OR C AGGREGATE TO BE USED #8 1 000 18 30 13 58 44 76 58
<br /> 4 1 DEAD LOADS 11 REINFORCEMENT SYMBOLS
<br /> 4 11
<br /> INTAKE STRUCTURE SELF WEIGHT 42 ACHIEVE 6000 PSI COMPRESSIVE STRENGTH AT 28 DAYS #9 1 128 20 33 14 65 50 85 66
<br /> 42 LIVE LOADS 5 FINISHING AND CONCRETE TOLERANCES
<br /> 4 2 1 SPILLWAY AND OUTLET STRUCTURE NO ADDITIONAL LIVE LOADS BARS SHOWN THUS #8 O 1'-0"OR �1t8 O 1'-0' #11 1 410 22 38 16 73 66 96 74
<br /> 4 3 FLUID LOADS 5 1 REFER TO SPECIFICATIONS FOR REQUIREMENTS AND CONSTRUCTION TOLERANCES FOR HYDRAULIC
<br /> 4 3 1 INTAKE STRUCTURE 5 FEET DIFFERENTIAL HEAD STRUCTURES INDICATE A GROUP OF IDENTICAL #8 BARS SPACED AT V-0"(12')CENTERS #1 1 410 25 42 18 82 63 107 82
<br /> 52 FINISH SURFACES FOR ALL SLABS,WALLS,CONSTRUCTION AND CONTROL JOINTS SHALL BE PROVIDED o-- AN OPEN CIRCLE AT THE END OF A BAR INDICATES A BEND WITH THE BAR TURNED GENERAL NOTES:
<br /> IN ACCORDANCE WITH THE SPECIFICATIONS FROM THE OBSERVER 1 'LDH'=HOOK DEVELOPMENT LENGTH,'LTE'=TENSION EMBEDMENT LENGTH,'LTS'TENSION LAP SPLICE LENGTH
<br /> 2 'TOP'BARS ARE HORIZONTAL BARS PLACED WITH MORE THAN 12 INCHES OF FRESH CONCRETE CAST BELOW THE
<br /> 53 UNLESS OTHERWISE INDICATED,CHAMFER EDGES OF ALL PERMANENTLY EXPOSED CONCRETE A CLOSED CIRCLE AT THE END OF A BAR INDICATES A BEND WITH THE BAR BAR
<br /> SURFACES WITH A 45 DEGREE BEVEL,314 INCH X 314 INCH CHAMFER STRIP MAY NOT BE SHOWN ON THE TURNED TOWARDS THE OBSERVER 3 UNLESS NOTED OTHERWISE,ALL HOOK BARS EXTEND TO THE FAR FACE(LESS COVER)
<br /> DESIGN DRAWINGS
<br /> 6 CONSTRUCTIONICONTROL JOINTS SPLICES SHOWN THUS INDICATE A LAPPED SPLICE,NOT A BEND IN THE BAR LAP SPLICE NOTES:
<br /> 61 SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITH THE 1 ALL SPLICES SHALL BE WIRED IN CONTACT AND STACKED VERTICALLY
<br /> 2 ALL SPLICE ARE'LTS'UNLESS NOTED OTHERWISE
<br /> STEEL NOTES SEQUENCE OF POURS CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALL BE 3 SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS
<br /> ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG-TERM SHORTENING/SHRINKAGE NO 4 LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULE
<br /> 1.GENERAL OTHER JOINTS SHALL BE INTRODUCED UNLESS APPROVED BY THE ENGINEER BEFORE CONCRETE IS 5 BUNDLED BAR SPLICES
<br /> 11 FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO CURRENT AISC MANUAL OF PLACED 51 INDIVIDUAL BAR SPLICES WITHIN THE BUNDLE SHALL BE STAGGERED
<br /> STEEL CONSTRUCTION 52 INCREASE LAP LENGTH 20%FOR A 3 BAR BUNDLE
<br /> 62 CONSTRUCTION JOINT LOCATION AND CASTING SEQUENCE SHOWN ON THE DRAWINGS IS SUGGESTED - 53 INCREASE LAP LENGTH 33%FOR A 4 BAR BUNDLE -
<br /> 2.BOLTED CONNECTIONS AND HAS BEEN ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG-TERM SHORTENING
<br /> 21 ANCHORS AND STRUCTURAL BOLTS SHALL BE STRUCTURAL STEEL,ASTM A 325,STRUCTURAL NUTS SUBMIT DRAWINGS SHOWING PROPOSED CONSTRUCTION JOINT LOCATION AND CASTING SEQUENCE ADJUSTMENTS FOR GIVEN LAP LENGTHS:
<br /> SHALL BE STRUCTURAL STEEL ASTM A 563 ALL BOLTED STRUCTURAL CONNECTIONS SHALL CONFORM 63 CONSTRUCTION JOINTS IN SLABS SHALL BE LOCATED TO ACCOMMODATE THE MAXIMUM LENGTH AND 1 SCHEDULED LAP LENGTHS ASSUME
<br /> TO THE AISC SPECIFICATION FOR STRUCTURAL JOINTS ALL STRUCTURAL BOLTED CONNECTIONS AREA THE CONTRACTOR CAN REASONABLY POUR,FINISH,AND JOINT IN THE SAME DAY,BUT SHALL NOT 11
<br /> CLEAR COVER IS GREATER THAN BAR DIAMETER,AND NOT LESS THAN ]'
<br /> SHALL BE BEARING-TYPE CONNECTIONS 12 CLEAR SPACING BETWEEN BARS IS GREATER THAN 2 BAR DIAMETERS
<br /> EXCEED A LENGTH OF 150 FEET WITH A MAXIMUM AREA OF 15,000 SQUARE FEET UNLESS APPROVED BY
<br /> 3 WELDING THE ENGINEER 13 IF EITHER CONDITION A OR B IS NOT MET FOR A GIVEN BAR,INCREASE LENGTHS BY 50%
<br /> 2 SPLICE LENGTHS NOTED BASED ON Fy=60,000 PSI FOR OTHER YIELD STRENGTHS,MULTIPLY SPLICE LENGTHS
<br /> 31 CONFORM TO AWS D1 1 WELDING ELECTRODES FOR PLAIN STRUCTURAL STEEL SHALL BE AWS SERIES 64 SHEAR FRICTION JOINTS WHERE CONSTRUCTION JOINTS ARE LABELED AS'ROUGHENED'ON THE NOTED BY Fy/60,000
<br /> E-70 WELDING ELECTRODES FOR GALVANIZED STEEL SHALL BE AWS SERIES E6010 OR E6011 DRAWINGS,THE ENTIRE JOINT SURFACE SHALL BE MECHANICALLY ROUGHENED TO A 1/4'AMPLITUDE
<br /> HOOK EMBEDMENT NOTES:
<br /> AND THOROUGHLY CLEANED EXPOSE THE COURSE AGGREGATE IN THE HARDENED CONCRETE AND
<br /> REMOVE ALL LOOSE MATERIAL 1 SCHEDULED HOOK EMBEDMENT LENGTHS ASSUME
<br /> 1 1 SIDE COVER IS 2}INCHES OR GREATER
<br /> 7 DETAILING 1 2 COVER BEYOND IS 2 INCHES OR GREATER
<br /> 71 UNLESS OTHERWISE SHOWN,FOLLOW THE RECOMMENDATIONS OF ACI 315 NO CHANGES SHALL BE 2 IF REINFORCING IS SPECIFIED AS EPDXY COATED INCREASE SCHEDULED LAP LENGTHS BY 20%
<br /> m
<br /> MADE WITHOUT PRIOR APPROVAL 3 IF SIDE COVER IS LESS THAN 2 1/2 INCHES,INCREASE LENGTHS BY 40%
<br /> 8 REINFORCING FABRICATION MINIMUM STEEL REINFORCING COVER REQUIREMENTS
<br /> 81 EMBEDMENT AND SPLICE LENGTHS UNLESS NOTED OTHERWISE ON DRAWINGS
<br /> 8 1 1 NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS MAKE BARS CONCRETE SECTION MINIMUM CLEAR COVER
<br /> CONTINUOUS AROUND CORNERS WHERE PERMITTED,SPLICES MAY BE MADE BY CONTACT LAPS OR
<br /> '8 MECHANICAL CONNECTORS UNIFORM SURFACE IN CONTACT WITH FOUNDATION 4 INCHES
<br /> 8 1 2 SPLICES ARE TO BE MADE SO THAT GIVEN CLEAR DISTANCES TO THE FACE OF CONCRETE WILL BE ALL ELSE 31NCHES
<br /> MAINTAINED
<br /> 3
<br /> 8 1 3 UNLESS OTHERWISE SHOWN ON THE DRAWINGS,THE MINIMUM LENGTHS FOR EMBEDMENT AND LAP
<br /> 3 SPLICES FOR PARALLEL BARS SHALL BE AS GIVEN IN THE'LAP SPLICE AND DEVELOPMENT LENGTH
<br /> a SCHEDULE'
<br /> 82 MISCELLANEOUS REINFORCING REQUIREMENTS
<br /> C7 8 2 1 PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING
<br /> CONCRETE PLACEMENT REINFORCING MATERIAL TABLE
<br /> 0 822 -MAKE ALL REINFORCING BAR-BENDS IN THE FABRICATOR'S SHOP UNLESS NOTED REINFORCING ELEMENT ASTM Fy{KSIj Fu(KSI) COMMENTS
<br /> z
<br /> m 823 NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS WHERE PERMITTED, TYP REINFORCING A615 60 90 -- Bd
<br /> g PERFORM WELDING IN ACCORDANCE WITH AWS D1 4,LATEST EDITION
<br /> WELDED 8 FIELD BENT REINF A706 so 80 --
<br /> m 824 PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS,NOTCHES,AND REENTRANT CORNERS AS 8
<br /> NOTED IN TYPICAL DETAILS WELDED WIRE REINFORCING,SMOOTH A185 65 75 -- 11 � 1
<br /> N 9 SPACING WELDED WIRE REINFORCING,DEFORMED A497 70 80 T
<br /> -- R
<br /> 91 THE FIRST AND LAST BARS IN SLABS AND WALLS,AND STIRRUPS IN BEAMS ARE TO START AND END AT A p,
<br /> MAXIMUM OF ONE HALF THE ADJACENT BAR SPACING ALL REINFORCING TO BE EQUALLY SPACED
<br /> O UNLESS OTHERWISE SHOWN ON THE DRAWINGS PRINCIPAL REINFORCING STIRRUPS OOK
<br /> STIRRUPS MAX OFFSET BEND
<br /> 80'HOOK
<br /> 6 10 REINFORCING MATERIALS
<br /> ONLY
<br /> 0
<br /> 3 101 SEE'REINFORCING MATERIALS TABLE' 4d
<br /> 102 PLACE REINFORCEMENT IN ACCORDANCE WITH APPROVED REINFORCEMENT SHOP DRAWINGS IN THE 234'MIN p^ /
<br /> EVENT OF A CONFLICT BETWEEN THESE DRAWINGS AND THE APPROVED SHOP DRAWINGS,THE 1 /
<br /> O APPROVED SHOP DRAWINGS SHALL GOVERN + DI 02
<br /> Q� 103 REINFORCEMENT PROTECTION ► d,TYP � � 8d 03-� 4d
<br /> N6•#11 8d
<br /> g 1031 SEE TABLE FOR MINIMUM CLEAR COVER REQUIREMENTS UNLESS NOTED OTHERWISE IN THE PRINCIPAL REINFORCING #348136'HOOK Bd
<br /> DRAWINGS
<br /> 180'HOOK TIE OR STIRRUP
<br /> 1032 SEE ACI 318-11 7 5 AND ACI 301,SECTION 6 3 FOR REINFORCEMENT PLACING TOLERANCES AND ACI
<br /> 117 FOR ADDITIONAL REQUIREMENTS TYPICAL RENiFORCINO BENDS
<br /> NOTES-
<br /> E 1. ALL BENDS SHALL BE MADE COLD
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<br /> a Attention Designed P EGGERS
<br /> < 0 1• Checked C MASCHING TRI-DISTRICTS OVERLAND PONDS AND DWG.NO
<br /> TREIBER INTERCONNECTS S-1
<br /> Drawn S MICKELL G E I consultants FORT 4424 LAPORTE AVENUE
<br /> It thm scale bar Approved B P EGGERS COLLINS,COLORADO 80526
<br /> does not measure 1 10/07/14 90%DESIGN REVIEW PJE 2625Redweg Street,Suds 370 STRUCTURAL NOTES AND SHEET NO
<br /> 1'then drawng es Fort Collins,Colorado 80526
<br /> a not original NO DATE ISSUE/REVISION APP A rovalDate 970-224-7342 GEI Project 1406040 GENERAL DETAILS 12 of 18
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