BR8_neo_stl_fix Effective: Dec. 03 Supercedes: Oct. 03 EP 75. Bearings Use current standard sheet found in ProjectWise under Bridge/A Bridge Standard Drawings/Bearings/Current/ to BENT NO. A Surface of concrete DETAI FOR 3/4 THRU / ANCHOR BOTS 4 Equal spaces to 3 to FIXED BEARINS B C D F J K M N P Q to to to Surface of concrete OPTIONA DETAI FOR 3/8 THRU / ANCHOR BOTS SWEDE ANCHOR BOT DETAIS NUMBER OF SHIM PATES bent cap C Q C/ C/ NUMBER REQUIRED 8 6 7 7 4 5 3 3 4 4 F N D A END VIEW Hole Fill in (from design) PART PAN N F EP 75.50 Standard Detailing Notes Q Note H3.45 Note H3.46 Swedge anchor bolt Hex nut J (Height of unthreaded bolt) K bent cap Flat surface (see Sec 080) Hole /8 larger than bolt ENERA NOTES: (Sole Plate M age or /8 shim plate (see table for number required) at ) Burr threads B C SIDE VIEW Bond sole plate to the neoprene K (bond to bearing seat with epoxy adhesive) NEOPRENE EASTOMERIC PAD Bevel sole plate to match slope of beam (total bevel shown in column Pbelow) ayers of / with gage or /8 shim plate Anchor shall be ASTM F554 rade 55 swedged and shall extend 8 into the concrete with ASTM A563 rade A Hex or Heavy Hex nuts. Actual manufacturer s certified mill test reports (chemical and mechanical) shall be provided. Swedging shall be less than extension into the concrete. All structural steel for the anchor and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum). THIS MEDIA SHOUD DOCUMENT. 3/9/05 MO BR BRIDE NO. MISSOURI HIHWAYS AND TRANSPORTATION DATE DESCRIPTION Note H3.47 Elastomeric Pads shall be 60 Durometer. The required shim plate shall be placed between layers of elastomer and molded together to form an integral unit. TOTA BEARINS 4 Note H3.49, (or H3.49.) Structural steel for sole plate shall be ASTM A709 rade 50W and shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum). Note H3.50 aminated Bearing Pad Assembly shall be in accordance with Sec 76. DETAIS OF AMINATED NEOPRENE BEARIN PAD ASSEMBY Example_plans_steel_0_05_brgs.dgn 8:9: AM 3/9/05
irder No. irder No. irder No. 3 irder No. 4 Chord Between Bents Bottom of Top 0 0 0 0 Cell in Tasks: Steel irders (Deadload Deflection - Tenth Pts) Fill in info from design. Modify diagram as needed. SPAN (-) DEAD OAD DEFECTION 0 Equal Spaces 9~0 0 0 0 0 - - - - - - - - - - - - 4 Equal Spaces 55~0 SPAN (-3) Dead load deflection includes weight of structural steel, concrete slab, and barrier curb. 0 0 0 0 irder No. irder No. irder No. 3 irder No. 4 Bottom of Top 0 0 0 0 Chord Between Bents Cell in Tasks: Slab Sheet Details (Bottom of Slab Elevations - Tenth Pts) Fill in with info from design. Cell in Tasks: Steel irders (Pl irder Camber Diagram - Tenth Pts) Fill in info from design. Modify diagram as needed. 0 Equal Spaces 9~0 SPAN (-) PATE IRDER CAMBER DIARAM 0 0 0 0 - - - - - - - - 4 Equal Spaces 55~0 - - - - Camber includes allowance for vertical curve, and dead load deflection due to concrete 7% of dead load deflection is due to the weight of structural steel. slab, barrier curb and structural steel. SPAN (-3) 0 0 0 0 DATE DESCRIPTION THIS MEDIA SHOUD DOCUMENT. 36 MO BR ATCHISON JP047 BRIDE NO. irder Number 3 Theoretical Bottom of Slab Elevations at of irder (Prior to Forming for Slab) Span (-) (9~0 Brg - ).0.0.30.40.50.60.70.80.90 Span (-3) (55-0 Brg - ).5.50.75 0.90 0.98 0.06 0.3 0.9 0.5 0.9 0.33 0.36 0.40 0.44 0.44 0.53 0.64 0.75 0.85 0.08 0.6 0.4 0.3 0.38 0.43 0.47 0.5 0.54 0.57 0.6 0.6 0.70 0.8 0.9 03.0 0.07 0.5 0.3 0.3 0.37 0.4 0.46 0.49 0.5 0.55 0.59 0.59 0.68 0.79 0.90 03.0 4 0.88 0.96 0.03 0.0 0.6 0. 0.5 0.9 0.3 0.35 0.40 0.40 0.49 0.59 0.70 0.8 Elevations are based on a constant slab thickness of 8 / and include allowance for theoretical dead load deflections due to weight of slab (including precast panel) and barrier curb. Theoretical Bottom of Slab Elevation at of irder (Prior to forming for slab) Cell in Tasks: Slab Sheet Details (Bottom of Slab Elevation Diagram) Deflections due to weight of slab and barrier curb Cell in Tasks: Steel irders (Theoretical Slab Haunch Detail) \ \ MISSOURI HIHWAYS AND TRANSPORTATION Bottom of Slab Finished Bottom of Slab Elevations Interior irder Exterior irder TYPICA SAB EEVATIONS DIARAM THEORETICA SAB HAUNCH \ Dimension (bottom of slab to top of web) may vary if girder camber after erection differs from plan camber by more than the % of Dead oad Deflection due to weight of structural steel. No payment will be made for additional forming or concrete required for variable haunching. STEE PATE IRDER DETAIS Example_plans_steel_0_05_diagrams.dgn 8:50:04 AM
dia8_pg_4_pcp Effective: Nov. 0 Supersedes: Aug. 008 Use current standard sheet found in ProjectWise under Bridge/A_Bridge_Standard_Drawings/Diaphragms_DIA/Current/ Remove details that do not apply. Change Detail letter designations as needed (Detail A, Detail B, etc.) Always use the latest version from Standard Drawings. Do not copy from another structure. Note H.6, EP 75.50 Bent x 35 9-3 -7 TYPICA PART SECTION SHOWIN CROSS FRAMES AND INTERMEDIATE DIAPHRAMS TOP FANE IN TENSION Bent x 35 9-3 -7 TYPICA PART SECTION SHOWIN INTERMEDIATE DIAPHRAMS BOTTOM FANE IN TENSION 7 irder spacing from design At the contractor s option, s in the diaphragm plate of non slab bearing diaphragms may be made 3/6 larger than the nominal diameter of the bolt. A hardened washer shall be used under the bolt head and nut when this option is used. Holes in the girder diaphragm connection plate or transverse web stiffener shall be standard size. 7 DETAI D DETAI D See table in EP 75.4.5. Intermediate Diaphragm and Cross Frame Details 6 3/6 for 3/4 Detailer calculates EEVATION PAN 3/6 for 3/4 6 3/6 for 3/4 Notes: SIDE VIEW DETAI OF FANE CONNECTION ANE 3 () () \ 6 The two 3/4 H.S. that connect the 6 x 6 x 3/8 angle to the top shall be placed so the nut is on the inside of (toward the web). The 6 x 6 x 3/8 angle legs shall be adjusted to the variable angle between bearing stiffener and top created by girder tilt due to grade requirements. \ () () XX x X XX x X 6 See Conn. A Detail END BR. STIFF. INT. BR. STIFF. () () XX x X Outside face of exterior girder Point of rotation stiff. Top Top plate CONN. A width Stiff. Web XX x X THIS MEDIA SHOUD DOCUMENT. MO BR BRIDE NO. MISSOURI HIHWAYS AND TRANSPORTATION DATE DESCRIPTION INTERMEDIATE WEB STIFFENER (One side only) INTERMEDIATE DIAPHRAM CONNECTION PATE END BEARIN STIFFENER INTERMEDIATE BEARIN STIFFENER 6 6 () WEDIN DETAIS () Weld to compression as located on Elevation of irder. rind or mill to bear. 4 Typical for all intermediate web stiffeners, intermediate diaphragm connection plates, and bearing stiffeners. DETAI D STEE PATE IRDER DETAIS Example_plans_steel_03_05_diaphragms.dgn 8:50:08 AM
EP 75.4 Steel Superstructure irder spacing from design 3 4 9-9 - 9-4 -7 4-7 -0 3 Shear connector spacing from design (See EP 75.4.4.5, Shear Connector Details) 3-0 Int. Diaph. 9-0 3-0 47-0 8 64 Units @ 4 cts. (3 S.C. per unit) 6 4 x 3 - Field Splice Structure 7-0 7-4 Cross Frame 8-4 55-0 SPAN (-) SPAN (-3) PAN OF STRUCTURA STEE ongitudinal dimensions are horizontal. 7 Units @ 6 cts. (3 S.C. per unit) 9-3 6-7 5-9 59 Units @ 6 cts. (3 S.C. per unit) 8 4 x 00 00 0.34 0.0000.56 DATE DESCRIPTION THIS MEDIA SHOUD DOCUMENT. 3/9/05 36 MO BR 4 ATCHISON JP047 BRIDE NO. 6 6- Holes 3 (Equally spaced) 0 PART EEVATION AT END BENT NO. 7 75-0 7-0 9-0 6-0 5 Holes - 6 X Web - 6 X Web - 6 X 7 6 6- Holes 3 (Equally spaced) 5 x Top Bottom Top 0 Stiff. See EP 75.35.5. (Integral end bents only) 8 PART EEVATION AT END BENT NO. 3 Span (-3) Span (-) Unit 9-0 55-0 6 4 Field Splice (S) 3- x 5 Welded Stud EEVATION OF IRDER x 5 Welded Stud Unit DETAIS OF SHEAR CONNECTOR UNITS (3 STUDS PER UNIT) 4 4 5 x SPAN (-) SPAN (-3) See EP 75.4.4.5 Spacing info from design EEVATION PAN OF SHEAR CONNECTORS EP 75.50 Notes Note H. Note H.7 Note H.8 Note H.4 Note H.3 eneral Notes: Stiff. Detailer calculates (See table in EP 75.4.4.5) Indicates plate subject to notch toughness requirements. All web plates shall be subject to notch toughness requirements. Weight of,530 pounds of shear connectors is included in the weight of Fabricated Structural ow Alloy Steel (Plate irder) A709, rade 50W. Shear connectors shall be in accordance with Sec 7, 037 & 080. Plate girders shall be fabricated in accordance with the camber diagram shown on Sheet No. 5. For details of bolted field splices and Part ongitudinal Section, see Sheet No. 6. For details of intermediate diaphragms, cross frames, bearing stiffeners and intermediate diaphragm connection plates, see Sheet No. 7. For location of slab drain attachment s, see Slab Drain Details sheet. Fabricated structural steel shall be ASTM A709, rade 50W, except as noted. 4 Web MISSOURI HIHWAYS AND TRANSPORTATION DETAI OF WEB HOES AT END BENTS Note H.4 ongitudinal dimensions are horizontal from bearing to bearing. See Part-ongitudinal Sections on Sheet No. 6. STEE PATE IRDER DETAIS Example_plans_steel_04_05_gdr_plan.dgn 8:9:5 AM 3/9/05
spg_plgdr_splice Effective: Aug. 008 Supercedes: Oct. 007 EP 75.4.3 Splice Design 4 Use appropriate detail. If there is more than one type of splice, show another detail for S, S3, etc. 5 I I Spa. @ 3 Spa. @ 3 Plate / Web PAN OF FANE S (TOP) PAN OF FANE S (BOTTOM) Symm. abt. Splice Symm. abt. Splice / Web Plate 5 4 For location of S field splice, see Elevation of irder on Sheet No.. Use current standard sheet found in ProjectWise under Bridge/A_Bridge_Standard_Drawings/Plate dr Splice_PS/Current/ Use appropriate version for design practice used (FD or RFD) J Spa. @ 3 J Spa. @ 3 J Spa. @ 3 Plate D x E x F Plate D x E x F Symm. abt. Splice (Except as shown) Plates D x E x F Plates 3-3 x 3/8 x 3 / DETAI OF BOTED FIED SPICE shown is for splices with a uniform pattern only. Detail will need to be modified to accommodate splices with a staggered pattern. Fill Face of End Bent Vertical ine thru Vertical ine thru END BENT NO. Cell in Tasks: Steel irders (Welded Shop Splice Detail) See EP 75.4.3.5 6 X 6 X min. Web Splice EEVATION Splice Splice 6 X (rind) -0 R PAN SHOWIN ~0 RADIUS TRANSITION WEDED SHOP WEB AND FANE SPICE Welded shop web and splices may be permitted when detailed on the shop drawingsand approved by the engineer. No additional payment will be made for optional welded shop web and splices. INT. BENT NO. END BENT NO. 3 3 Vertical ine thru Fill Face of End Bent THIS MEDIA SHOUD DOCUMENT. MO BR BRIDE NO. MISSOURI HIHWAYS AND TRANSPORTATION DATE DESCRIPTION PART ONITUDINA SECTION Plates D x E x F Note: Use 7/8 with 5/6 s. Contact surfaces shall be in accordance with Sec 08 for surface preparation. OCATION TABE OF DIMENSIONS - FIED SPICE A B C D E F I J N P Q J Spa. @ 3 S (Top) 4-3 5-3 5 3 0 0 0 S (Bottom) 5-9 6-9 6 4 0 0 0 DETAI OF BOTED FIED SPICE STEE PATE IRDER DETAIS If filler plate is not required, use zero. REV. Example_plans_steel_05_05_splices.dgn 8:50:7 AM