The URL can be used to link to this page

Home My WebLink About2305-6FGENERAL CAST-IN-PLACE CONCRETE LUMBE REINFORCING STEEL 1. THE GENERAL CONTRACTOR SHALL VERIFY CONTRACT DOCUMENTS, ALL DIMENSIONS 1. ALL PHASES OF WORK PERTAINING TO THE CONCETE CONSTRUCTION SHALL CONFORM 1. ALL LUMBER SHALL BE STRESS GRADE DOUGLAS FIR (COAST REGION) UNLESS NOTED 1. ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, AND SITE CONDITIONS BEFORE STARTING WORK. THE ENGINEER SHALL BE NOTIFIED TO THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318 LATEST OTHERWISE. GRADE 60 UNLESS NOTED OTHERWISE. OF ANY DISCREPANCY BEFORE PROCEEDING WITH THE WORK. APPROVED EDITION) WITH MODIFICATIONS AS NOTED IN THE DRAWINGS OR SPECIFICATION. A. 2 x 4 STUDS STUD GRADE, Fb = 800 PSI 2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 2. IN CASE OF CONFLICT BETWEEN CONTRACT DOCUMENTS, NOTIFY ENGINEER PRIOR TO B. 3 x 4 STUDS STUD GRADE, Fb = 800 PSI PROCEEDING WITH ANY WORK INVOLVED. 2. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY C. 2 x 6 STUDS D.F. NO. 2, Fb = 1,450 PSI 3. DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS SHALL CONFORM TO APPROVED BY LOCAL BUILDING OFFICIALS, AND CONFORM TO ASTM C-94. D. ROOF JOISTS D.F. NO. 2, Fb = 1,450 PSI THE LATEST EDITION OF THE ACI 'MANUAL OF STANDARD PRACTICE FOR DETAILING 3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES E. FLOOR JOISTS D.F. NO. 2, Fb = 1,450 PSI REINFORCED STRUCTURES'. AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL 3. THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL F. ALL BEAMS D.F. NO. 1, Fb = 1,500 PSI CONFORM TO SIMILAR WORK ON PROJECT, AND CONTRACTOR SHALL NOTIFY THE BE AS FOLLOWS: G. POSTS D.F. NO. 1, Fc = 925 PSI 4. BARS SHALL BE CLEAN OF RUST, GREASE OF OTHER MATERIAL LIKELY TO IMPAIR ENGINEER. BOND. LOCATION STRENGTH 2. ALL WOOD IN DIRECT CONTACT WITH THE GROUND, OR WITH MASONRY OR CONCRETE 4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 1991 EDITION OF WITHIN 48 INCHES OF THE GROUND, SHALL BE TREATED WITH A PRESERVATIVE, OR 5. ALL BAR BENDS SHALL BE MADE COLD. THE UNIFORM BUILDING CODE AND ANY OTHER REGULATION AGENCIES WHICH HAVE CONTINUOUS FOOTING 3,000 PSI SHALL BE DECAY RESISTANT WOOD AS PRESCRIBED IN DIVISION 31 (WOOD AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA SPREAD FOOTING 3,000 PSI PRESERVATIVE). (IF REDWOOD IS USED, INCREASE NAILING BY 54%). 6. PRIOR TO POURING CONCRETE, REINFORCING STEEL AND EMBEDDED ITEMS SHALL BE DIVISION OF INDUSTRIAL SAFETY AND THOSE CODES AND STANDARDS LISTED IN THESE SLAB ON GRADE 3,000 PSI WELL SECURED IN POSITION. NOTES AND SPECIFICATION. GRADE BEAM 3,000 PSI 3. ALL WALL SILLS SHALL BE BOLTED TO FOUNDATIONS (CONCRETE OR CMU) WITH 5/8" ALL OTHERS 3,000 PSI DIA ANCHOR BOLTS x 10" LONG ® 4'-0" O.C. MAXIMUM AT EXTERIOR WALL, WITH 7. REINFORCING BARS SHALL NOT BE WELDED WITHOUT APPROVAL OF THE STRUCTRUAL 5. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED 7/32" DIA SHOT PINS ® 32" O.C. MAXIMUM AT INTERIOR WALLS. EXCEPT AS ENGINEER. STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE 4. ALL CEMENT SHALL CONFORM TO ASTM C-150, TYPE I OR TYPE II. CALLED OUT FOR SHEAR WALLS. CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE 8. THE LAPS ON WWF SHOULD BE ON MESH PLUS 2". STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE 5. AGGREGATE FOR HARDCOCK CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND 4. 2 x JOISTS DEEPER THAN 10" SHALL BE BLOCKED AT SUPPORT AND AT 8 FEET O.C. LIMITED TO BRACING, SHORINGS FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. TESTS OF ASTM C-33 AND PROJECT SPECIFICATIONS. EXCEPTIONS MAY BE USED WITH 1 x 4 WOOD GROSS BRIDGING. SOLID 2 x BLOCKING 2" SHALLOWER THAN 9. BAR LAPS SHALL BE MADE AWAY FROM POINTS OF MAXIMUM STRESS OR AT OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE ONLY WITH PERMISSION OF THE STRUCTURAL ENGINEER. JOISTS OR APPROVED METAL CROSS BRIDGING. BLOCKING AT ENDS MAY BE OMITTED LOCATIONS SHOWN ON THE DRAWINGS, THE LAP LENGTH SHALL BE AS INDICATED INSPECTION OF THE ABOVE ITEMS. WHERE JOISTS HANGERS APPROVED FOR USE WITHOUT SOLID BLOCKING ARE USED. BELOW UNLESS NOTED OTHERWISE. 6. POURING OF CONCRETE SHALL CONFORM TO ACI STANDARDS 304 AND PROJECT 6. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATION SPECIFICATIONS, SANDBLAST ALL CONCRETE SURFACES AGAINST WHICH CONCRETE IS 5. A DOUBLE PLATE MADE OF TWO MEMBERS OF THE SAME SIZE AS THE STUDS SHALL A. COLUMNS; 36 BAR DIAMETERS , FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, TO BE PLACED. BE PLACED AT THE TOP OF EVERY BEARING PARTITION OR EXTERIOR WALL. SUCH FOUNDATIONS, ETC. IF ANY STRUCTURES ARE FOUND, STRUCTURAL ENGINEER SHALL DOUBLE PLATES SHALL BE LAPPED AT CORNER, AND JOINTS, IN UPPER AND LOWER B. ALL CONTINUOUS BARS SHALL HAVE MINIMUM LAP OF 'C' TYPE ATSPICES. BE NOTIFIED IMMEDIATELY. 7. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE MEMBERS SHALL BE AT LEAST FOUR FEET APART, EXCEPT AT CORNERS. WELL SECURED IN POSITION PRIOR TO POURING CONCRETE. C. CONCRETE BLOCK MASONRY; 40 BAR DIAMETERS 7. THE GENERAL CONTRACTOR SHALL EXAMINE THE ARCHITECTURAL AND MECHANICAL 6. AT EXTERIOR WALLS AND BEARING PARTITIONS SHALL BE 2 x 4 STUDS ® 16" O.C. DRAWINGS FOR REQUIRED OPENINGS AND PIPE SLEEVES IN THE JOB, VERIFY SIZE 8. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE FOR WALL HEIGHT 10 FEET OR LESS, USE 2 x 6 STUDS ® 16" O.C. WHEN WALL 10. CONCRETE COVER OVER REINFORCING STEEL BARS SHALL BE AS FOLLOWS: AND LOCATION OF ALL OPENINGS WITH MECHANICAL CONTRACTOR. POURING. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING IN HEIGHT IS LARGER THAN 10 FEET, USE 3 x 4 STUDS ® 16" O.C. WHEN SUPPORTING CONCRETE IS NOT PERMITTED EXCEPT AS SHOWN, NOTIFY THE STRUCTURAL ENGINEER LOADS FROM ROOF AND TWO OR MORE FLOORS ABOVE UNLESS NOTED OTHERWISE A. POURED AGAINST EARTH 3" CLEAR 8. GENERAL CONTRACTOR SHALL GIVE DUE AND LEGAL NOTICE TO ADJACENT PROPERTY IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS. ON DRAWINGS. OWNERS REGARDING THE PROTECTION OF THEIR PROPERTY AND STRUCTURES WHICH B. EXPOSED TO EARTH BUT POURED AGAINST FORMS 2" CLEAR MAY BE NECESSARY DUE TO EXCAVATION AND CONSTRUCTION INDICATED ON THESE 9. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MIN OF 5 DAYS 7. ALL EXTERIOR WALLS AND BEARING PARTITIONS SHOULD BE BRACED AND MEET THE DRAWINGS, IN DUE TIME PRIOR TO START OF EXCAVATION. AFTER POURING. MINIMUM REQUIREMENT OF UBC 2517.G.3. C. STRUCTURAL SLAB 1" CLEAR 10. LOCATION OF CONSTRUCTION JOINTS AND OTHER TYPES OF JOINTS, OTHER THAN 8. FLOOR JOISTS SHALL BE DOUBLED UNDER PARTITIONS RUNNING PARALLEL TO THE D. INTERIOR FACE OF WALLS 1" CLEAR SPECIFIED OF DETAILED ON DRAWINGS, SHALL BE APPROVED BY THE ENGINEER JOISTS. USE DOUBLE STUDS OR 4 x 4 POSTS UNDER DOUBLE JOISTS OR 4 x BEFORE POURING. BEAMS, UNLESS NOTED OTHERWISE ON FRAMING PLANS. 11. ALL CONCRETE W/A 28 DAY STRENGTH GREATER THAN 2,500 PSI AND REINFORCING 9. ALL NAILS SHALL BE COMMON WIRE NAILS UNLESS NOTED OTHERWISE. STEEL SHALL BE INSPECTED BY A REGISTERED DEPUTY INSPECTOR PER UBC SECTION 306. 10. BOLTS SHALL CONFORM TO ASTM A-307. 12. GROUT USED UNDER STEEL COLUMN BASE PLATES SHALL BE OF NON-SHRINKAGE 11. PLYWOOD SHALL BE INTERIOR TYPE WITH EXTERIOR GLUE CONFORMING TO PSI-74 VARIETY WITH MINIMUM COMPRESSIVE STRENGTH OF 9,000 PSI IN 28 DAYS. OF GRADE CALLED FOR BELOW, LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. DESIGN LATERAL LOADS A. ROOF SHEATHING SHALL BE 1/2- PLYWOOD STRUCT.II (STD) NAIL WITH 8d NAILS ® 6" O.C. AT ALL DIAPHRAGM AND WALL BOUNDARIES. CONTINUOUS PANEL STRUCTURAL STEEL BUILDING IS DESIGNED FOR 70 MPH EXPOSURE C WIND LOAD AND SEISMIC ZONE 4 EDGES ARE NOT BLOCKED. 8d NAILS ® 6" O.C. AT PLYWOOD PANEL EDGES AND 8d NAILS ® 12" O.C. TO INTERMEDIATE SUPPORTS. INDEX # 32/16. 1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING A.S.T.M. DESIGNATIONS: EARTHQUAKE LOAD, AS PER 1991 UNIFORM BUILDING CODE. DESIGN LIVE LOADS B. FLOOR SHEATHING SHALL BE 5/8" PLYWOOD STRUCT. II (STD) NAILED WITH 10d A.S.T.M. A36 - ALL STEEL FRAMING NAILS ® 6" O.C. AT ALL DIAPHRAGM AND WALL BOUNDARIES. CONTINUOUS PANEL ROOF 20 PSF EDGES ARE NOT BLOCKED. 10d NAILS ® 6" O.C. AT PLYWOOD PANEL EDGES A.S.T.M. A325 -- ALL BOLTS USED FOR CONNECTING STRUCTURAL MEMBERS ROOF TILE 14 PSF AND 10d NAILS AT 10" O.C. TO INTERMEDIATE SUPPORTS. INDEX # 32/16. CEILING AND SUSPENDED MECHANICAL ITEMS 5 PSF A.S.T.M. A307 -- ALL ANCHOR BOLTS FLOOR 40 PSF C. PLYWOOD SHEATHING SHALL BE INSPECTED AND APPROVED BY BUILDING BALCONY 60 PSF CONCRETE BLOCK INSPECTOR PRIOR TO COVERING WITH FLOOR OR ROOF MATERIAL. 2. ALL EXPANSION ANCHORS SHALL BE HILTI KWIK BOLTS OR EQUAL. CORRIDOR 100 PSF 1. CONCRETE BLOCK SHALL BE HOLLOW LOAD-BEARING CONCRETE MASONRY UNITS D. SOLID BLOCKING IS REQUIRED FOR ALL WALL BOUNDARIES. 3. ALL STEEL EXPOSED TO WEATHER SHALL BE PAINTED PER LATEST A.I.S.C. CONFORMING TO ASTM C90-70. USE OPEN END UNITS FOR STACKED BOND PATTERN SPECIFICATIONS. AND BOND BEAM UNITS AT HORIZONTAL REINFORCING. THE MINIMUM COMPRESSIVE 12. TRUSS JOIST: DESIGN AND SPECIFICATIONS WILL HAVE A SEPARATE PERMIT BY THE STRESS; fm = 1,500 PSI. MANUFACTURER AND SHALL CONFORM TO I.C.B.O. R.R. NO. NER-200. 4. ALL STRUCTURAL_ STEEL SHALL BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR AND SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL 2. MORTAR, TYPE S, CONFORMING TO ASTM C-476 MINIMUM COMPRESSIVE STRENGTH; 13. ALL ELECTRICAL CONDUITS, MECHANICAL SYSTEMS AND PLUMBING PIPES SHALL BE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. Vc = 1,800 PSI 0 28 DAYS. FLEXIBLE AND HAVE ENOUGH ROOM TO ACCOMMODATE THE SHRINKAGE AND SWELLING OF THE WOOD. 5. WELDING SHALL BE DONE IN AN APPROVED FABRICATING SHOP BY WELDERS 3. GROUT, CONFORMING TO ASTM C-476 MINIMUM COMPRESSIVE STRENGTH; QUALIFIED AS REQUIRED BY THE BUILDING DEPARTMENT CONFORMING TO THE f'c = 2,000 PSI ® 28 DAYS. LATEST A.W.S. SPECIFICATIONS AND STANDARDS. ELECTRODES SHALL BE AS FOLLOWS: 4. GROUT PLACEMENT: MAXIMUM GROUT LIFT SHALL BE 4 FEET UNLESS NOTED FOUNDATIONS OTHERWISE, 2 FEET FOR ESSENTIAL BUILDING. E-70 ELECTRODES: A-36 STRUCTURAL STEEL 1. THESE DRAWINGS ARE BEING PREPARED WITHOUT ANY SOIL REPORT. ALLOWABLE 5. SOLID GROUT ALL CELLS. 6. FIELD WELDING SHALL BE DONE BY A CERIFIED WELDER. INSPECTION OF WELDING SOIL BEARING WAS TAKEN FROM EXISTING DRAWING S-7. OTHER SOIL PARAMETERS SHALL BE DONE BY AND APPROVED SPECIAL INSPECTOR PER U.B.C. SECTION 306. WERE TAKEN FROM THE 1991 UBC IN THE DESIGN OF THE STRUCTURE. IN 6. PROVIDE A MINIMUM OF 1/2" GROUT BETWEEN MAIN REINFORCING AND MASONRY ADDITION ACCORDING TO THE OWNER THE UNDERGROUND WATER TABLE IS WAY UNITS. 3/4" BETWEEN PARALLEL REINFORCING BARS. 7. CONTINUOUS INSPECTION IS REQUIRED FOR ALL FIELD WELDING AND HIGH STRENGTH BELOW THE ELEVATOR PIT DEPTH ELEVATION. IN CASE UNDERGROUND WATER WILL BOLTS. BE IDENTIFIED, THE WORK SHALL BE STOPPED IMMEDIATELY AND OWNER AND 7. CONTINUOUS INSPECTION IS NOT REQUIRED. ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 8. BOLTS EMBEDDED IN WALL TO BE ASTM A--307. 2. FOUNDATION SHALL CONSIST OF CONTINUOUS AND SPREAD FOOTING POURED ON UNDISTURBED SOIL (MINIMUM OF 12" WIDE AND 18" DEEP). ALLOWABLE SOIL BEARING PRESSURE: IS 2000 PSF AT DEPTH OF 1'-6" - 3000 PSF AT DEPTHS OF 10'-0" OR GREATER FOR DEAD LOAD PLUS LIVE LOAD OR DEAD LOAD PLUS SEISMIC OR WIND LOAD. 3. CONCRETE SLAB PLACEMENT SHALL BE 1,200 SQ. FT. MAXIMUM OR 40'-0" LONG MAXIMUM. ADJACENT SLAB SHOULD NOT BE POURED IN 48 HOURS. 4. ALL REQUIRED FILL AND BACKFILL SHALL BE COMPACTED TO 95% OF THE MAXIMUM DENSITY. COMPOSITE FLOOR CONSTRUCTION 5. FILL AND FOUNDATION EXCAVATION SHALL BE INSPECTED AND APPROVED BY THE 1. COMPOSITE FLOOR SLAB STEEL DECK SHALL BE 3 1/4-" LIGHT WEIGHT SOIL ENGINEER PRIOR TO FORMING. ��OVER CONCRETE SLAB OVER 2 DEEP, 20 GAUGE, GALVANIZED STEEL DECK. BUTT WELD ENDS OF DECK AT END SUPPORTS, WELD AT ENDS OF INTERMEDIATE SUPPORTS AT 6. WATER SHALL BE REMOVED FROM FOUNDATION EXCAVATION PRIOR TO POURING OF EACH SIDE OF SHEET ON LOW FLUTE. SIDE LAPS SHALL BE WELDED AT 3'-0" O.C. CONCRETE. FOOTING SHALL BE POURED IMMEDIATELY AFTER EXCAVATION. MAXIMUM. REINFORCING SLAB WITH 6 x 6 - W1.4 x W1.4 WELDED WIRE MESH LAPED ONE MESH AT ENDS AND SIDES. MESH SHALL BE PLACED IN TOP OF SLAB AND CHAIRED AT SUPPORTS TO PROVIDE 1" TOP COVER. 2. HEADED STUD SHEAR CONNECTION SHALL BE 3/4" DIA x 4" LONG WITH CONNECTOR SHEAR CAPACITY OF 9.5 KIPS FOR LIGHT WEIGHT CONCRETE (f'c = 3,000 PSI). CONTRACTOR SHALL MINIMUM STUD YIELD STRESS OF 50 KSI. �l�r/ - NOTIFY OSHA FOR ALL EXCAVATIONS EXTENDING 5'-0" BELOW EXISTING�t� Q��SStqq�� •'.' �; .�1. Q '^l �2 GRADE LEVEL. - CONTRACTOR SHALL PROVIDE ALL REQUIRED AND NECESSARY SHORING DURING CONSTRUCTION. r a 26$a� ti ".iA CE��+ .d OF G CfTY DWG 2305SHEET 6 OF 16 N0. N0. APPROVED CITY ENGINEER R.C.E. NOT FOR CONSTRUCTION CITY OF FONTANA WRITTEN DIMENSIONS SHAD. TAKE PRECEDENCE OVER SCALED SHALL E•BRORUGHT PROJECT CLIENT BOCK ENGINEERING, INC. SCALE PROJECT N0. 92035 _w I B°sem. ANY DISCREPANCY Y SHAD. BMENSIONS TO THE IMMEDIATE ATTENTION OF BOCK ENGINEERING, INC., ARCHITECTURAL BARRIER REMOVAL PROJECT ELEVATOR FOR CITY OF F CON SULTING ENCINEERS PRIOR TO COMMENCEMENT OF ANY WORK. PERFORMING ARTS CENTER, 9460 SIERRA AVE.,FONTANA,CA.92335 � N� T' � S, FILE N0. - 92035 15 STRUCTURAL - ELECTRICAL - MECHANICAL THIS DESIGN, DRAWING, SPECIFICATION & CALCULATION IS THE PROPERTY OF BOCK ENGINEERING, INC., do IS FOR USE ONLY ON THE SPECIFIC SITE INDICATED, do SHAD. NOT BE _ DWG TITLE PERFORMING ARTS CENTER 9 46O SIERRA E R RA AVENUE DWG. NO. REV. USED ON ANY OTHER WORK OR SITE, EITHER AS A WHOLE IN PART. IT SHALL NOT 0 FOR APPROVAL ELM PAB PAB 12-15-92 STRUCTURAL SPECIFICATIONS n O E E - 4650 ARROW HIGHWAY SUITE --? ' OR BE ALTERED OR MODIFIED EITHER AS A WHOLE OR IN PART, EXCEPT BY AUTORIZED FONTANA, CALIFORNIA 92335 909 621--0544 MONTCLAIR, CALIFORNIA 91763 EMPLOYEES OF BOCK ENGINEERING, INC. REV DESCRIPTION UWN ENG CHKD DATE REV DESCRIPTION DW ENG CHKO DATE 1 OF 7 DRAWINGS