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HomeMy WebLinkAbout4.0 Bridge DesignFOUNDATIONS 1. THE FOUNDATION DESIGN IS BASED ON 1500 psf ALLOWABLE SOIL BEARING PRESSURE 2 SUBGRADE EXCAVATION AND COMPACTION AND BACKFILL REQUIREMENTS: A. EXISTING FILL, TOPSOIL OR LOOSE MATERIAL TO BE REMOVED FULL DEPTH. B. FOUNDATION TRENCHES WILL BE EXCAVATED 24 INCHES MINIMUM HORIZONTAL FROM BOTH SIDES OF THE BEARING AREA AND OVER -EXCAVATED TO A MINIMUM OF 12 INCHES. IF PUMPING OF SUBGRADE SHOULD OCCUR DURING EXCAVATION, IT MAY REQUIRE THE THE USE OF GEOTEXTILE FABRIC OR TO WORK COBBLE SIZED MATERIAL INTO THE SOFT MATERIAL. CONCRETE PADS AREAS WILL BE OVER -EXCAVATED TO A MINIMUM OF 24 INCHES. PR -SOAK EXCAVATED SUBGRADES FOR SLABS 7-14 DAYS PRIOR TO REPLACING C. SUBGRADES WILL BE SCARIFIED A MINIMUM OF 10 INCHES, MOISTURE CONDITIONED TO AT LEAST 2 PERCENT OF OPTIMUM MOISTURE CONTENT AND COMPACTED TO AT LEAST 95 PERCENT OF STANDARD PROCTOR MAXIMUM DRY DENSIT( (ASTM D698). D. STRUCTURAL FILL WILL CONSIST OF MOISTURE CONDITIONED MATERIAL (WITHIN 2 PERCENT OF OPTIMUM MOISTURE CONTENT) PLACED IN NO MORE {HAN 6 INCH LIFTS AND COMPACTED TO AT LEAST 95 PERCENT OF MAXIMUM DRY DENSITY. STRUCTURAL FILL MATERIAL WILL CONSIST OF A MAXIMUM PARTICLE SIZE OF 6 INCHES WITH NO MORE THAN 25 PERCENT PASSING N0. 200 SIEVE AND A MAXIMUM LIQUD LIMIT OF 10. 3. CONCRETE AND REINFORCING STEEL: A. ALL CONCRETE SHALL BE 3000 PSI COMPRESSIVE STRENGTH WITHN 28 DAYS. USE TYPE II CEMENT WITH A MAXIMUM i INCH PARTICLE SIZE NORMA_ WEIGHT AGGREGATE. B. UNLESS OTHERWISE NOTED, ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 40 MINIMUM. C. ALL REINFORCING STEEL SHALL HAVE A MINIMUM OF 1--i INCHES OF CONCRETE BETWEEN THE STEEL AND THE EXTERIOR OF THE CONCRETE. HORIZONTAL REINFORCING STEEL SHALL BE MADE CONTINUOUS BY LAPPING BARS A MINIMUM OF 32 BAR DIAMETERS AT ALL SPLICES AND WILL INCLUDE CORNER BARS. FABRICATION AND INSTALLATION OF REINFORCING STEEL SHALL CONFORM TO ACI 315. D. PROVIDE ACCESSORIES TO PROPERLY SUPPORT REINFORCING STEEL AT POSITION SHOWN IN PLANS AND SECTIONS. E. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING MORE THAN 0.05 PERCENT CHLORIDE IONS OR THIOCYANATES ARE NOT PERMITTED. F. DO NOT PLACE PIPES OR DUCTS IN STRUCTURAL CONCRETE WITH)UT THE APPROVAL OF A STRUCTURAL ENGINEER. G. FINISHING WILL BE PERFORMED WITH A FLOAT AND STEEL TROWE. EXTERIOR PADS WILL BE GIVEN A LIGHT BROOM FINISH. H. JOINTING WILL COMPLY WITH ACI -301-72.11.1. PROVIDE TOOLEI OR SAW CUT JOINTS 12' O.C. MAXIMUM TO MINIMIZE CRACKING. I. CURING WILL COMPLY WITH ACI -301-72 SEVEN DAYS © OPTIMUN. MOISTURE. 4. UNLESS OTHERWISE NOTED, THE FOUNDATION FOR THIS PIAN IS A F.J. READ FOOTER & STEM WALL. THE CONCRETE SLABS ARE 4 INCHES THICK. 5. THE LANDSCAPE WILL BE SLOPED AT A MINIMUM OF 10 PERCENT WIHIN 10 FEET OF THE STRUCTURE. DRAINPIPE AND DRAIN GUTTERS WILL BE PROVIDED FROM ROOF DOWNSPOUTS. 6. INTERIOR NON-BEARING PARTITIONS RESTING ON FLOOR SLABS SHOLD BE PROVIDED WITH A SLIP JOINT WHICH ALLOWS AT LEAST 2" OF VERTICAL MOVEMENT AT -HE BOTTOM OF THE WALL. FILL. SPECIAL SIMPSON HANGERS TO BE PROVIDED BY MANUFACTURER. TYPICAL. DESIGN CRITERIA GARFIELD COUNTY, COLORADO UNDER 7000 FT ELEVATION IRC — 2003 EDITION NDS/ASD — 2001 EDITION ACI 318 — 2002 EDITION AISC/ASD — 9th EDITION ASCE 7 — 2002 EDITION ROOF SNOW LOAD 40 PSF FLOOR LIVE LOAD 40 PSF EXTERIOR DECKS 40 PSF WIND (V3s) 90 mph, EXP B SEISMIC ZONE B SIDE VIEW 1/4" = 1'—o" (2) 7x24 VL E2.8 TO BE BOLTED ACCORDING TO THE FOLLOWING SCHEDULE: 4" FROM EDGE (2) 1/21'0 GALVANIZED BOLTS 1 BOLT IN THE MIDDLE OF THE BEAMS OVER THE NEXT 4'-0" @, 12" O.C. REMAINING TO BE BOLTED ® 36" O.C. (2) 7x24 VL E2.8 TOP VIEW 1 /4" = V-0" HU210-3 HANGERS TYPICAL. 7 W8x10 PURLINS �. ® 5' O.C. MAXIMUM. SPACING CAN BE Y83" ADJUSTED TO ACCOMODATE DECKING MATERIAL. BRIDGE DECK 1/4- = l'—c" (2) 7x24 VL E2.8 7x24 VL E2.8 12'-0" W8x10 PURLINS ® 5' O.C. MAXIMUM. SPACING CAN BE ADJUSTED TO ACCOMOD DECKING MATERIAL. METAL GRATING BY OTHERS T (2) 7x24 VL E2.8 (2) 7x24 VL E2.8 SPECIAL HANGER TO BE DESIGNED TO ALLOW FOR HORIZONTAL MOVEMENT. F BRIDGE. I 14'-4" wma 15'-8" opo I FRONT VIEW 1/4" = 1'-0" NOTE BRIDGE DESIGN 34S 4000 psi PER BLD ON NOTE BOTTOM OF 3PIDGF TO BE ABOVE FLOOD PLAIN BUILDEP TO V (§4's VERT. ® 12" O.C. 3" TY 0_3) FOUNDATION AT BRIDGE N.T.S. METAL G\TING BY OTHER (2) 7x24 VL E2.8 TO BE BOLTED ACCORDING TO THE FOLLOWING SCHEDULE: 4" FROM EDGE (2) 1/2"0 GALVANIZED BOLTS 1 BOLT IN THE MIDDLE OF THE BEAMS OVER THE NEXT 4'-0" c' 12" O.C. REMAINING TO BE BOLTED ® 36" 0.C. (2) #4 CO. TOP & BOT. L8 #4 DOLS © 12" O.C. 8 (2) #4 CO. z, war' tiWCi51ICkFi7 f}KlM A CAmiato010GEUA4 1I eixtri 11;18:30m, hag. i L-2EV1S/ONS FILE NAME CAD F/LE B SCALE C T — 7x24 VL E2.8 7x24 VL E2.8 \ E F (2) 7x24 VL E2.8 TOP VIEW 1 /4" = V-0" HU210-3 HANGERS TYPICAL. 7 W8x10 PURLINS �. ® 5' O.C. MAXIMUM. SPACING CAN BE Y83" ADJUSTED TO ACCOMODATE DECKING MATERIAL. BRIDGE DECK 1/4- = l'—c" (2) 7x24 VL E2.8 7x24 VL E2.8 12'-0" W8x10 PURLINS ® 5' O.C. MAXIMUM. SPACING CAN BE ADJUSTED TO ACCOMOD DECKING MATERIAL. METAL GRATING BY OTHERS T (2) 7x24 VL E2.8 (2) 7x24 VL E2.8 SPECIAL HANGER TO BE DESIGNED TO ALLOW FOR HORIZONTAL MOVEMENT. F BRIDGE. I 14'-4" wma 15'-8" opo I FRONT VIEW 1/4" = 1'-0" NOTE BRIDGE DESIGN 34S 4000 psi PER BLD ON NOTE BOTTOM OF 3PIDGF TO BE ABOVE FLOOD PLAIN BUILDEP TO V (§4's VERT. ® 12" O.C. 3" TY 0_3) FOUNDATION AT BRIDGE N.T.S. METAL G\TING BY OTHER (2) 7x24 VL E2.8 TO BE BOLTED ACCORDING TO THE FOLLOWING SCHEDULE: 4" FROM EDGE (2) 1/2"0 GALVANIZED BOLTS 1 BOLT IN THE MIDDLE OF THE BEAMS OVER THE NEXT 4'-0" c' 12" O.C. REMAINING TO BE BOLTED ® 36" 0.C. (2) #4 CO. TOP & BOT. L8 #4 DOLS © 12" O.C. 8 (2) #4 CO. z, war' tiWCi51ICkFi7 f}KlM A CAmiato010GEUA4 1I eixtri 11;18:30m, hag. i L-2EV1S/ONS FILE NAME CAD F/LE B SCALE C SNEE7 D E F u 'Thrin �J_ 9RAWN BY AUTODRA!- 7 FILE NAME CAD F/LE Tft 7- 77-07 SCALE V4" = 7'-0" SNEE7 S1