Crane Information - Top Running



|TOP RUNNING CRANE |Project Number: |Questions Answered By: |Date: |

| |      |      |      |

|Please provide the following information for the proper design of the crane support structure. If multiple cranes are present, more than one sheet may be |

|needed. Please provide a plan showing the extent and relative location of each crane system. |

|[pic] [pic] [pic] |

|GENERAL TOP-RUNNING CRANE DATA: |

|Design Specification: AISC / S16 (Std) AISE Technical Report #13 (add’l cost and time required) |

|Runway Support Option: A Brackets (Maximum 55 kip bracket load; Maximum 20 ton crane) |

|B Auxiliary (Independent) Crane Columns8 By VP By Others |

|C Stepped Crane Column9 (Fixed Base Column Strongly Recommended) |

|Stepped - Fixed Base Stepped - Pinned Base |

|Grouted base with leveling nuts is strongly recommended for cranes > 10 tons ( 2” grout No grout |

|Runway Beams and Lateral Ties: By VP By Others5 - Runway size:       |

|Crane Rail Size: ASCE       lbs/yd (Crane rail and attachment NOT by VP) |

|If crane is supported on interior columns, can rod bracing go to the floor at interior columns?4 Yes No |

|If Yes, provide locations where interior bracing is allowed:       |

|CRANE DESIGN DATA: PROVIDED DATA PRESUMED DATA7 (Must be verified.) |

|Crane Capacity:       Tons No. Cranes per Aisle:       Min. Dist. Between Cranes “M”:       |

|Crane Location:       |

|Crane Bridge Girder Type: Single Girder Double Girder Other       |

|Service Classification: A (Standby) B (Light) C (Moderate) D (Heavy) E (Severe) |

|Method of Operation: Hand Geared Pendant Operated Cab Operated Radio Controlled |

|Impact Factors: VP to Determine Per Governing Building Code Vertical Impact:      % |

|Other: Please provide. Must meet Bldg Code, min. Lateral Impact:      % |

|Longitudinal Impact:      % |

|Max. Wheel Load (w/o Impact):       kips |

|Total Bridge Wt.:       kips Hoist and Trolley Wt.:       kips |

|No. of Wheels per Endtruck:       Wheel Spacing:       |

|Assumed Crane Stop Force:       kips (Crane Stop NOT by VP) |

|Crane Runway Deflection Limits: Main Frame Drift Limit Due to Crane Lateral or 10-Year Wind |

|Vertical: VP Recommended (Note #6) (2” limit is at Runway Elevation): |

|Span /       Eave Ht/100 ( 2” for Hand, Pendant or Radio Operated crane |

|Other: Span /       Eave Ht/240 ( 2” for Cab Operated crane |

|Horizontal: Span / 400 (Standard) Other: Eave Height /       (      ” at runway elevation |

|Other: Span /       |

|CRITICAL DIMENSIONS: (Include OSHA Requirements.) |

|“A” Bridge Span (centerline to centerline of runway/rail):………………...       |

|“B” Horizontal Clearance (centerline of runway/rail to face of column):…      |

|“C” Vertical Clearance (top of rail to underside of frame rafter):…………       |

|“D” Top of Rail Elevation (dimensioned from finished floor):……………..       |

|“E” Top of Bracket/Column Elevation (dimensioned from finished floor):.       |

|NOTES PERTAINING TO TOP RUNNING CRANE(S) |

|The building and crane support system (if by VP) has been designed to support a crane with the criteria shown. If the actual crane installed does not fall |

|within these parameters, please contact VP as the design may no longer be valid. |

|Crane rail must be centered on crane runway beams. Crane rail and method of attachment not by VP. |

|Crane rod-bracing should be wire-tied together at the center to prevent the rods from slapping during crane operation. |

|VP Buildings recommends the use of rod bracing at interior columns from the crane runway elevation down to the base of the columns, where applicable. VP |

|will not be responsible for potential crane related problems in the future. These include, but are not limited to misalignment of the crane runways, wear |

|on the rails and wheels and squareness of the crane. |

|If VP Buildings is not providing the crane runway: |

|Simple span runway design is assumed. |

|VP Buildings will not provide the lateral ties. Lateral ties are required on all crane systems, even if VP is not providing the ties. For lateral ties |

|NBVP, bearing stiffeners both sides of the column web need to be provided at the lateral tie elevation and should be incorporated into the tie-back system |

|to avoid local separation of the column flange and web. These bearing stiffeners are NBVP. |

|For runway beams and lateral ties NBVP, please provide the preferred connection details so that VP brackets and columns may be designed and detailed |

|appropriately. The design of the runway system and tie-back system should be done by a qualified design professional, experienced in crane system designs. |

|VP Buildings requires the bolt size and pattern for fastening the runway to the bracket as well as the method to be used to laterally tie the runway to the |

|column. If this information is not supplied, VP will assume a runway size and locate bracket holes for 3/4” diameter bolts accordingly and will assume the |

|method of laterally tying the runway to the column in order to properly design the column. |

|[pic] |

|Bolt Pitch required, if other than shown:       |

|NO HOLES REQUIRED. BRACKET WILL BE FIELD MODIFIED. |

|VP will not be responsible for the compatibility of these assumptions with the final, required conditions. |

|VP SERVICEABILITY CRITERIA: (Unless specified otherwise) |

|Vertical Deflection of Runways - Span / 600 for Class A, B or C crane |

|Span / 800 for Class D crane |

|Span / 1000 for Class E crane |

|Horizontal Deflection of Runways - Span / 400 for all service classifications |

|PRESUMED CRANE DATA: |

|If the actual crane data is unavailable, presumed data can be requested. However, the actual crane used must fall within the presumed limits. Any beef-up,|

|field work or other modifications related to the actual crane data exceeding the presumed crane data will NOT be the responsibility of VP Buildings. |

|Presumed crane data is per the following VP standard assumptions: |

|Governing design specification: AISC |

|Service Classification: Class C |

|Crane Design Data: Per the “Kranco” crane data for the crane capacity specified |

|Frame Drift: Hand, Pendant or Radio Operated - H /100 (2” max.); Cab Operated cranes - H / 240 (2” max.) |

|Crane bracing in buildings with auxiliary/independent crane columns will be between crane columns, not frame columns. Building bracing for wind/seismic |

|forces will be between frame columns. |

|Crane bracing in buildings with stepped crane columns will be at or near the inside flange of the columns under the crane runway. Building bracing for |

|wind/seismic forces will be toward the outside flange of the columns. |

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“M”

MINIMUM CENTERLINE-TO-CENTERLINE DIMENSION

BETWEEN WHEELS

If Two Cranes:

“E”

RUNWAY SUPPORT OPTIONS

FIN. FLOOR

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