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. |
-----------------------
“M”
MINIMUM CENTERLINE-TO-CENTERLINE DIMENSION
BETWEEN WHEELS
If Two Cranes:
“E”
RUNWAY SUPPORT OPTIONS
FIN. FLOOR
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