HomeMy WebLinkAbout4817-6REV. I REVISION DESCRIPTION
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CONCRETE
1. MIXING, BATCHING, TRANSPORTING, AND PLACING OF ALL CONCRETE AND SELECTION OF
CONCRETE MATERIALS SHALL CONFORM TO ACI 301 SPECIFICATION AND 2007 CBC
SELECTIONS 1905A & 1906A FOR STRUCTURAL CONCRETE FOR BUILDINGS, U.N.O.
CONCRETE PROPORTIONING SHOULD BE DETERMINED ON THE BASIS OF FIELD EXPERIENCE
AND /OR TRIAL MIXTURES IN ACCORDANCE WITH AC1318, SECTION 5.4.
2. EACH MIX DESIGN LISTED BELOW SHALL BE SUBMITTED, WITH CURRENT SUPPORTING DATA,
AND BE APPROVED BY THE OWNERS REPRESENTATIVE AND THE TESTINGLABORATORY
PRIOR TO USE. CONCRETE MIX DESIGNS SHALL BE STAMPED AND SIGNED BY A CIVIL OR
STRUCTURAL ENGINEER LICENSED IN THE STATE OF CALIFORNIA PRIOR TO REVIEW BY
STRUCTURAL ENGINEER.
3. THE SCHEDULE BELOW INDICATES THE MINIMUM CONCRETE DESIGN MIX REQUIREMENTS.
A. TYPE A - FOOTINGS AND MAT FOUNDATION
NORMAL WEIGHT CONCRETE WITH F'C = 4000 PSI (AT 28 DAYS)
MAX W/C RATIO = 0.50
MAXIMUM AGGREGATE SIZE = 1-1/2 INCH
B. TYPE B -SLAB-ON-GRADE, FLOOR FILL OVER STEEL DECK, EXPOSED TO VIEW CURBS,
STAIR PANS AND EQUIPMENT PADS.
NORMAL WEIGHT CONCRETE WITH F'C = 4000 PSI (AT 28 DAYS)
MAX W/C RATIO = 0.45
MAXIMUM AGGREGATE SIZE = 1 INCH
SHRINKAGE LIMIT = 0.045%
C. TYPE C - FILL IN METAL DECK AT ROOFS, CONCEALED CURB AND PADS, WALLS,
COLUMNS, AND BEAMS
NORMAL WEIGHT CONCRETE WITH F'C = 4000 PSI (AT 28 DAYS)
MAX W/C RATIO = 0.50
MAXIMUM AGGREGATE SIZE = 1 INCH
D. TYPE D - FILL IN EXCAVATION AND CONDUIT ENCASEMENT
NORMAL WEIGHT CONCRETE WITH F'C = 500 PSI (AT 28 DAYS)
MAXIMUM AGGREGATE SIZE = 1 INCH
4. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE I OR TYPE II, LOW ALKALI.
5. AGGREGATE FOR HARDROCK CONCRETE = C-33.
6. FORMS FOR CONCRETE SHALL BE LAID OUT AND CONSTRUCTED TO PROVIDE THE SPECIFIED
CAMBERS SHOWN ON THE DRAWINGS.
7. THE CONTRACTOR SHALL MAINTAIN A LOG OF STRUCTURAL SLAB ELEVATIONS BASED ON THE
ARCHITECTURAL DRAWINGS PLUS THE ADDITION OF ANY CAMBERS INDICATED ON THE
CONSTRUCTION DOCUMENTS. THIS LOG SHALL INDICATE SCREED ELEVATIONS PRIOR TO
THE CONCRETE POUR, AND TOP OF CONCRETE SLAB PRIOR TO REMOVAL OF FORMS.
8. THE CONCRETE SLAB THICKNESS SHALL BE MAINTAINED UNLESS OTHERWISE SHOWN.
9. DRY PACK OR NON -SHRINK GROUT (WITH MIN F'c=7000 PSI AT 28 DAYS)
UNDER BASEPLATES, SILL PLATES, ETC., SEE CONTRACT DOCUMENTS.
10. CONCRETE MIXING OPERATION, ETC., SHALL CONFORM TO C-94.
11. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI 304 AND CONTRACT DOCUMENTS.
SANDBLAST ALL CONCRETE SURFACES AGAINST WHICH CONCRETE IS TO BE PLACED.
SEE CONRETE FORMWORK AND JOINTS NOTE #8 FOR CONCRETE JOINTS.
12. IF COLUMNS AND WALLS ARE PLACED WITH FLOOR, TWO HOURS MUST ELAPSE BETWEEN
END OF COLUMN OR WALL POUR AND BEGINNING OF FLOOR POUR.
13. MINIMUM CONCRETE COVER OVER REINFORCING STEEL SHALL BE AS FOLLOWS, UNLESS
OTHERWISE NOTED:
LOCATION IN STRUCTURE
CLEAR COVER
CONCRETE ON STEEL DECK
1" FROM TOP
WALLS
• INTERIOR FACES
1"
• EXPOSED TO EARTH OR WEATHER
1-1/2" (#5 OR SMALLER)
2" (#6 OR LARGER)
COLUMNS / PILASTERS
• INTERIOR FACES
1-1/2"
• EXPOSED TO EARTH OR WEATHER
1-1/2" (#5 OR SMALLER)
2" (#6 OR LARGER)
FOOTINGS
• TOP BARS
211
• BOTTOM & SIDE BARS
311
SLAB ON GRADE
• INTERIOR SLABS
1" FROM TOP
• EXTERIOR SLABS
1-1/2" FROM TOP
15. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL
SECURED IN POSITION PRIOR TO PLACING CONCRETE.
16. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE
PLACING. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING IN CONCRETE
IS NOT PERMITTED EXCEPT AS SHOWN. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE
OF CONDITIONS NOT SHOWN ON THE DRAWINGS.
DATE I ENGR. I CITY I DATE
SHOULD CONSTRUCTION OF THE REQUIRED
IMPROVEMENTS NOT COMMENCE WITHIN TWO
YEARS OF THE DATE OF APPROVAL SHOWN HEREON
AND CARRIED FORTH IN A DILIGENT MANNER, THE
CITY ENGINEER MAY REQUIRE REVISIONS TO THE
TOLL FREE I-800-227-2600 PLANS TO BRING THEM INTO CONFORMANCE WITH
A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT STANDARDS IN EFFECT.
ZM7557-KAISER FONTANAWAISER BUS SHELTERISTRUCTURALIS2-BUSSHELTER.DWG
CONCRETE (CONT.)
17. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH 3/4 INCH
CHAMFER, UNLESS OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS.
18. CURING COMPOUNDS USED ON CONCRETE TO RECEIVE A FINISH SHALL BE APPROVED BY THE
FINISH APPLICATOR BEFORE USE.
19. THE MAXIMUM SIZE OF A SINGLE POUR FOR ANY DAY FOR ELEVATED SLABS SHALL NOT EXCEED
20,000 SQUARE FEET, AND THE RATIO OF LENGTH TO WIDTH OF THE POUR SHALL NOT EXCEED
2 TO 1 WITHOUT THE APPROVAL OF THE ARCHITECT.
20. THE CONTRACTOR SHALL PROVIDE MINIMUM 4" REINFORCED CONCRETE COVER AROUND ALL
STEEL MEMBERS OR COMPONENTS (WF, HSS, PLATES, BOLTS, ETC.) ADJACENT TO AND
EXPOSED TO SOIL.
STRUCTURAL STEEL AND MISCELLANEOUS METALS
1. STRUCTURAL STEEL AND MISCELLANEOUS METAL SHALL BE DETAILED, FABRICATED
AND ERECTED IN ACCORDANCE WITH THE AISC SPECIFICATIONS FOR THE DESIGN,
FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS (LATEST EDITION
AND SUPPLEMENTS).
2. SHOP DRAWINGS SHALL BE SUBMITTED AND REVIEWED BY THE ARCHITECT/ENGINEER
BEFORE COMMENCING FABRICATION.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE FOLLOWING:
A. COORDINATION OF SELECTION OF OPTIONAL DETAILS SHOWN ON THE STRUCTURAL
DRAWINGS.
B. ALL ERECTION AIDS, INCLUDING BUT NOT LIMITED TO: ERECTION ANGLES,
LIFT HOLES, AND OTHER AIDS.
4. STEEL CONNECTIONS SHALL BE DETAILED ON THE SHOP DRAWINGS IN CONFORMANCE
WITH THE DETAILS SHOWN ON THE STRUCTURAL. DRAWINGS.
5. STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSIONED POINTS, U.N.O.
6. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:
A. STRUCTURAL STEEL SHAPES: ASTM A992, GRADE 50 U.N.O.
B. PLATES FOR BUILT-UP MEMBERS: ASTM A572, GRADE 50, U.N.O.
C. STRUCTURAL STEEL CHANNELS AND ANGLES: ASTM A36, FY= 36 KSI, U.N.O.
D. STRUCTURAL STEEL PLATES AND BARS: ASTM A572, GRADE 50 OR ASTM A529 GR 50,
U.N.O. (BOLTED BEAM SHEAR PLATES CAN BE ASTM A36).
E. SQUARE OR RECTANGULAR STEEL TUBES: ASTM A500, GRADE B, FY=46KS1.
F. ROUND STEEL TUBES: ASTM A500, GRADE B, FY=46KS1.
G. STEEL PIPE SECTIONS: ASTM A53 TYPE E OR S, GRADE B, FY = 35 KSI.
TYPICAL UNLESS NOTED OTHERWISE.
7. ALL STRUCTURAL AND ARCHITECTURAL STEEL EXPOSED TO WEATHER AND ITEMS
NOTED ON DRAWINGS TO BE GALVANIZED SHALL BE HOT -DIPPED GALVANIZED PER
ASTM A123. ALL STEEL ANCHORS AND TIES AND OTHER MEMBERS EMBEDDED IN
CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED.
8. DIMENSIONAL TOLERANCES FOR BUILT UP MEMBERS SHALL BE PER AWS D1.1.
9. MACHINE BOLTS SHALL CONFORM TO ASTM A307, GRADE A.
10. HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A325 AND ASTM A490 WHERE
SPECIFIED. SEE DETAILS AND SCHEDULES FOR BOLT DIAMETERS. BOLT TYPES SHALL
BE AS FOLLOWS, UNO:
A. BOLTS TO BEAM WEB AT NON -MOMENT CONNECTIONS - ASTM A325 -X
B. BOLTS TO BEAM WEB AT MOMENT CONNECTIONS - ASTM A325 -SC
C. BRBF BRACE BOLTED CONNECTIONS - ASTM A490 -SC
D. SLRS DRAG STRUT CONNECTION (BOLTED DESIGNATED AS Q-- } - ASTM A325 -SC.
E. ALL OTHER BOLTED CONNECTIONS- A325 -SC, UNO
11. ANCHOR 'BOLTS SHALL BE ASTM F1554, GRADE 36. ANCHOR BOLTS FOR ALL BRACE
FRAME COLUMNS (COLUMNS SHOWN ON S5.01 THROUGH S5.03) SHALL BE ASTM F1554
GRADE 165. ANCHOR BOLTS FOR LEDGERS TO CONCRETE OR CMU WALL SHALL BE
ASTM A307 OR A36.
12. ALL BOLT HOLES SHALL BE STANDARD SIZE (1/16" LARGER DIAMETER THAN BOLT
DIAMETER), U.N.O.
13. CAMBER -
A. PROVIDE UPWARD CAMBER TO ALL MEMBERS SHOWN TO HAVE CAMBER. AMOUNT
MEASURED IN THE FIELD PRIOR TO ERECTION SHALL NOT DEVIATE BY MORE THAN
ALLOWED BY THE AISC SPECIFICATIONS. DO NOT CAMBER MEMBERS OCCURING
BELOW ELEVATOR ENTRANCE DOORS.
B. BEAMS DETAILED WITHOUT SPECIFIED CAMBER SHALL BE FABRICATED SO THAT
AFTER ERECTION ANY MINOR CAMBER DUE TO ROLLING OR SHOP ASSEMBLY SHALL
BE UPWARD. TOP OF ALL MEMBERS SHALL BE CLEARLY IDENTIFIED.
14. COMPOSITE STRUCTURAL STEEL BEAMS ARE DESIGNED IN ACCORDANCE WITH
"SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL
FOR BUILDINGS" OF THE AISC, NOT TO REQUIRE SHORING.
15. ALL STRUCTURAL STEEL SURFACES TO BE WELDED OR HIGH-STRENGTH BOLTED, TO BE
ENCASED IN CONCRETE, TO RECEIVE SPRAY -APPLIED FIREPROOFING, OR TO BE
ENCLOSED BY FINISH MATERIALS SHALL BE LEFT UNPAINTED.
16. ALL EXPOSED WELDS SHALL BE GRINDED SMOOTH.
SER ■ fad
Kaiser Permanente
National Facilities Services
Post Office Box 12916
Oakland, California 94604
385 East Colorado Blvd
Suite 2
Pasadena, California 91101
Telephone 626.304-2616
Facsimile 626.304.2676
saiful bouquet
structural engineers SB Job No: 07557
Awl 3546 Concours Street
HMC I Ontario, Califomia 91764
Phone 909-989-9979 • Fax 909-483-1400
www. hmcarchlleote.wm
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IF THIS SHEET IS NOT 24"x36", IT IS A REDUCED PRINT - SCALE ACCORDINGLY
CONCRETE (CONT.)
16. ALL STRUCTURAL STEEL AND MISCELLANEOUS METAL EXPOSED TO WEATHER SHALL BE
HOT DIP GALVANIZED AFTER FABRICATION.
17. THE CONTRACTOR SHALL PROVIDE MINIMUM 4" CONCRETE COVER AROUND ALL
STEEL MEMBERS OR COMPONENTS (WF, HHS, PLATES, BOLTS, ETC.) ADJACENT
TO AND EXPOSED TO SOIL.
18. FOR STRUCTURAL STEEL PART OF BRBF ASSEMBLY, HOT ROLLED SHAPES WITH FLANGES
1 1/2" THICK AND THICKER AND PLATES 2" AND THICKER SHALL HAVE A MINIMUM CHARPY
V -NOTCH TOUGHNESS OF 20 FT -LBS AT 70° F PER AISC 341-05, SECTION 6.3.
CONCRETE FORMWORK AND JOINTS
1. DESIGN AND CONSTRUCTION OF FORMWORK IS THE RESPONSIBILITY OF THE CONTRACTOR
AND SHALL BE IN CONFORMANCE WITH ACI 301.
2. THE CONTRACTOR SHALL DETERMINE THE NEED FOR SHORING AND RE -SHORING. DESIGN
AND CONSTRUCTION OF SHORING/RE-SHORING, IS
THE RESPONSIBILITY OF THE CONTRACTOR. SUBMIT PROPOSED SHORING AND RESHORING
PLANS, CONFORMING TO ACI 301, TO THE ENGINEER FOR RECORD ONLY.
3. CONCRETE FORMWORK SHALL HAVE BUILT-IN CAMBER TO COMPENSATE FOR FORM SAG
UNDER WET CONCRETE LOAD, IN ADDITION TO THE STRUCTURAL CAMBER NOTED ON THE
DRAWINGS. ONE-WAY SLABS SHALL BE CAMBERED U600 TO COMPENSATE FOR DEAD LOAD
DEFLECTION OF SLAB, U.N.O.
4. ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE TYPICAL
CONSTRUCTION JOINT DETAILS SHOWN ON THE STRUCTURAL DRAWINGS. ALL
CONSTRUCTION JOINTS SHALL BE COORDINATED AND CONSTRUCTED IN ACCORDANCE WITH
ARCHITECTURAL FINISHES AND TREATMENTS.
5. THE MAXIMUM LENGTH OF POURS SHALL BE AS FOLLOWS:
A. SLAB -ON -GRADE: 170 FEET
B. WALLS: 75 FEET
C. SUSPENDED CONCRETE SLAB: 60 FEET
D. CONCRETE FILL IN METAL DECK: 170 FEET
E. SEE CONCRETE NOTE #19 FOR MAXIMUM SIZE OF CONCRETE POUR
6. CONTROL JOINTS IN SLABS -ON -GRADE SHALL BE PER DETAILS. SLAB CONTROL JOINT SHALL
BE LOCATED AT A MAXIMUM SPACING OF 20 FT. O.C. AND SHALL ALIGN WITH THE COLUMN GRIDS.
7. THE CONTRACTOR SHALL SUBMIT THE PROPOSED LOCATIONS OF CONSTRUCTION JOINTS
AND CONTROL JOINTS TO THE ARCHITECT/ENGINEER AND RECEIVE APPROVAL PRIOR TO
FABRICATION OF FORMWORK.
8. ALL CONSTRUCTION JOINT SURFACES (AGAINST WHICH CONCRETE IS TO BE PLACED) SHALL BE
CLEANED AND ROUGHEN TO 1/4" AMPLITUDE, BY EXPOSING CLEAN AGGREGATE SOLIDLY
EMBEDDED IN MORTAR MATRIX. ALL CONSTRUCTION JOINTS SHALL BE WETTED AND
STANDING WATER REMOVED IMMEDIATELY BEFORE NEW CONCRETE IS PLACED.
9. CHAMFER EXPOSED CONCRETE CORNERS PER THE ARCHITECTURAL DRAWINGS.
REINFORCING STEEL
1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN COMFORMANCE WITH THE
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318) AND THE MANUAL
STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION BY C.R.S.I. AND W.C.R.S.I
OR AS MODIFIED BY CONSTRUCTION DOCUMENTS.
2. ALL REINFORCING BARS SHALL BE DEFORMED BARS CONFORMING TO THE REQUIREMENTS
OF ASTM A615 (AND ASTM A706 WHERE REQUIRED), GRADE 60.
3. REINFORCING BARS TO BE WELDED SHALL CONFORM TO ASTM A706, GRADE 60.
4. REINFORCING BAR LAP SPLICES AND STRAIGHT & HOOK DEVELOPMENT LENGTHS (LS, LD, AND
LH) SHALL BE PER SCHEDULE - TYPICAL REINFORCEMENT DEVELOPMENT LENGTH & LAP
SPLICE LENGTH SCHEDULE. LAP SPLICES ARE TO BE SECURELY TIED AT ALL SIDE AND END LAPS.
SPLICE REINFORCING WHERE INDICATED ON THE DRAWING.
5. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.
6. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.
7. WELDED WIRE FABRIC SHALL BE LAP SPLICED 6" OR ONE FULL MESH SPACING PLUS 2",
WHICHEVER IS GREATER.
8. WELDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH AWS D1.4. WELD
REINFORCING BARS ONLY WHERE NOTED ON THE DRAWINGS. TACK WELDING OR WELDING
OF BARS TO PLATES, TEMPLATES, ETC. IS PROHIBITED, UNLESS SPECIFICALLY SHOWN ON THE
DRAWINGS.
9. MECHANICAL SPLICES, IF USED AT CONTRACTOR'S OPTION, SHALL BE ICC APPROVED AND
BE CAPABLE OF DEVELOPING 125% OF SPECIFIED MINIMUM YIELD STRENGTH OF BAR IN
TENSION OR COMPRESSION.
10. HEADED BAR REINFORCEMENT SHALL BE PER ASTM A970.
11. DOWELS BETWEEN FOOTINGS AND WALL OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND
SPACING AS VERTICAL REINFORCING, RESPECTIVELY, UNLESS NOTED OTHERWISE.
12. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN THE FINAL
IN-PLACE INSPECTION IS MADE.
13. CONTRACTOR SHALL INVESTIGATE AND COORDINATE REINFORCING STEEL PLACEMENT IN
CONGESTED AREAS AND PROVIDE TEMPLATES, REINFORCING BAR COUPLING, OR BAR
WELDING WHERE NECESSARY TO MAINTAIN BAR PLACEMENT.
14. BARS SHALL NOT BE BENT OR TWISTED IN THE FIELD, UNLESS SPECIFICALLY DETAILED ON
THE STRUCTURAL DRAWINGS.
15. SECURELY TIE ALL REINFORCING IN PLACE WITH IRON WIRE. SUPPORT ALL REINFORCING IN
PLACE WITH ACCEPTABLE CHAIRS.
16. COLUMN CROSSTIES SHALL HAVE A 135 -DEGREE HOOK AT ONE END AND A 90 DEGREE HOOK
AT THE OTHER. THE HOOKS SHALL ENGAGE THE VERTICAL COLUMN REINFORCEMENT. THE
135 DEGREE HOOKS OF CONSECUTIVE CROSS -TIES ENGAGING THE SAME VERTICAL BARS
SHALL ENGAGE ALTERNATE VERTICAL BARS
Prepared Under The Supervision Of:
[CHECKED
RAWN BY:
AH
ESIGNED BY
MH
BY:Date :
CHIN LEE, LICENCED ARCHTECT C-17825
CITY OF FONTANA, CALIFORNIA
BUS STOP SHELTER
SIERRA AVENUE KAISER MEDICAL CENTER SCALE:
AS NOTED
GENERAL STRUCTURAL NOTES DATE:
02/22/2010
APPR_QVED BY:/ Odf//1 /1D DRAWING NO.: 6
//�, xl-t � %'vii DATE: j 4817
FeCITY ENGINEER R.C.E. 51152