How Sideplate is Fabricated and Erected

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Basic SidePlate Connection GeometryCompletely Solved All Technical Problems with: Introduction of a Physical Beam/Column Separation Gap & use of Side Plates to transfer all axial, shear and moment forces

Original SIDEPLATE Design Using Wide Column Trees with a Beam Stub to Link Beam Construction joined with CJP Field Welded Flanges and Webs

Prequalified by ICC-ES, COLA & OSHPD in accordance with AISC 341-05

Development of SIDEPLATE FRAME System Analytical Cyclic Testing of W36x25615-0Fix

6 1 -0

Beam: W36256 Column: W30261 Beam Span: 30 ft Column Height : 16 ft AISC Appendix S Cyclic Load

+Fix Modified AISC Cyclic Load

Lateral Bracing Fix

W36x256) . ( t e c a s i D p T n m u l o CStep

The New SIDEPLATE FRAME results in Four New Patents:Enhanced Economics & Behavior of Side Plates Elimination of Beam Stub & Link Beam Construction with Field CJP Welds Definition of Full-Length Beam Assembly with builtin clamping and Four Field Fillet Welds Major Reduction in Shop Labor

How Does SIDEPLATE FRAME Improve the Answers to these Typical Questions?More Economical AND Greener? Reduced Reduced Reduced Reduced Detailing? Tonnage? Shop Man Hours? Field Welding?

Shorter Construction Schedule? Mega Performance? How do Specify? License Fee How much & Who Pays?GSA Federal Courthouse

SIDEPLATE FRAME Experiences a significant reduction in detailing costs compared to past projects because:Shop installed beam stub has been eliminated and replaced with a Field installed full-length beam resulting in: Elimination of link beam and beam stub coordination throughout shop drawings

Reduced Detailing costs? Yes!

Standardization of all connection designs and dimensions Elimination of side plate extension below bottom of beam = no more MEP coordination around joints. Tekla and SDS2 tools for ease of moment frame joint detailing.

Reduced Detailing costs? Yes!SIDEPLATE FRAME example in Tekla :Detailers note: Top Of Steel (TOS), is set by the bottom edge of SidePlate {A}.

SIDEPLATE FRAME Continues to Save 20-30% in Lateral Steel Tonnage over ALL other Moment Connection SystemsHow? Because of SidePlate connection stiffness 100% panel zone and 3*Ix beam ends

Reduced Tonnage? YES!

20-40% lighter beams and up to 60% lighter columns results in: 1- 4 lb/sf net tonnage savings or 1020% overall project weight reduction, including connection plate weight (dependingon seismicity level & progressive collapse requirements)

FYI: For maximum savings, use of W18-W24 Columns in Lower Seismic Regions and W24W30 Columns in Higher Seismic Regions are

SIDEPLATE FRAME Experiences a 50% reduction in shop labor compared to past projects because:Shop installed beam stub has been eliminated and replaced with a Field installed fulllength beam resulting in: Significant reduction in shop handling and welding time Elimination of beam end preparation for field CJP welding No Wide Trucking Loads

Reduced Shop Man Hours? Yes!

New Non-Linear F.E.M. based connection designs have up to 50% smaller fillet welds than before and lighter connection plates resulting in: 50% reduction in shop welding 1/4 5/8 typical shop fillet welds 8-12 shop man hrs/ton for the lateral system

SIDEPLATE FRAME Continues to Save 50-60% in Field Welding Time over ALL other Moment Connection Systems with an Erected Full-Length Beam100% Fillet Welding is Faster & Easier (No Beam CJP Welds) No Ultrasonic Testing of Beam-to-Column Connections No removal of bottom girder flange backing bar saves: About 1 hour per beam end for - Back gouging & - Reinforcing fillet welds All decking can be installed prior to field welding (no safety issues)

Reduced Field Welding? YES!

Lighter & deeper columns have thinner flanges & webs, which reduce column splice CJP welding hours by 50-65%

Shorter Construction Schedule? YES!SIDEPLATE FRAME Continues to Reduce Schedule Fewer Moment connectionsmean: Shorten Construction Schedule Open for business sooner and Save on interest paid on construction loans Special Inspection Costs are reduced by a minimum of 50% on non-essential facilities. No UT inspections in the shop or the field Magnetic Particle Testing of 4 fillet weld ends is faster and more certain than Ultrasonic Testing of beam-to-column CJP welded tee joints

No CJP welding:

GSA Federal Courthouse Multiple Locations, USA

Column procurement is predictable & domestic Eliminates long & uncertain overseas procurement (for >400plf)

and nothing else even comes close!SIDEPLATE FRAME Delivers: Up to 7% Interstory Drift (AISC requires 4%) Highest SMF Ductility R>8Moment versus Rotation

Mega Performance? YES!

Community Hospital Ft. Belvoir, VA

Any Services Included? YES!and they are like none other just ask anyone!SIDEPLATE Systems Inc. Provides: Lateral Design Assistance to Engineer (modeling assistance, connection design & calculations, drawings/specs and Progressive Collapse design & report as may be required) Complete Panel Zone Design & Responsibility of Moment Frame(eliminates EORs guesswork and risk)

Plan Check and Steel Bid support Review of WPSs, PQRs & steel shop drawings with SidePlate connections Up to 3 Site Visits to Fab. Shop and Field

License Fees:Fees vary depending on project size, complexity &value added (e.g. maximum performance for the leastcost)

Engineers can freely specify SidePlate No need to get a license agreement executed with the architect or owner Fabricators include our license fee in their bids

Palomar West Hospital San Diego, CA

SIDEPLATEConnection Technology Is Easy to Fabricate and Erect


Shop Drawing with proprietary noticeOnce you have one or two of these drawings put together send them over for a quick SidePlate review. Then they should be submitted through the normal procedure. Typically SidePlate will review the SidePlate moment connections at the same time as the EOR is reviewing the rest of the shop drawings

WPS/PQR Distortion Control Program Quality Control Program

Protected Zones when needed in high seismic zones

Beam Side Plate {A}

Fabrication is Predictable and FastShop Fillet Welding

Nothing more than AWS D1.1 Fillet welds loaded in shear

maximize weld robustness, and ductility. Maximizes connection redundancy and reliability Maximum Quality Control Welded in either the flat or horizontal position for maximum quality Only visual inspection required

Step 1: Column Tree Assembly

Rotate RotatePlates and Weld TackSub-Assembly into Welds 1 and 3 ColumnWeldsApply Weldto NS/FS. Tack Dogs to Plates, 3, Bring in Temporary Plates Bring in Horizontal ShearApplyandPositionOther Side Position Place Bring in Side Column intoColumn Weld intoOther Apply Shown Apply Begin with Tack, Check Apply Plates (Not Bring in Side Plates, 2 2, toPlates, 1 Horiz. Shear Alignment, Here). After that, Column Sub-Assembly Complete.

Placement of Side Plate {A} step 1, verify alignment and placement and double check holes

Placement of Side Plate {A} step 2, place welds {1} & {3} without dogs allowing side plates {A} to freely move

Placement of Side Plate {A} step 3, place dogs on the inside of side plates before welding to column flange (do not tack at this time), slight spreading may be desired at this point, to compensate for weld {2} shrinkage

Placement of Side Plate {A} step 4, place weld {2},

Note: tacks shall be incorporated into the final welds

Placement of Side Plate {A} step 5, after weld {2} has cooled, remove bottom support (dog) and measure

Measure Dimension Z opening here (most critical is about 2 from face of column).

Placement of Side Plate {A} step 6. If the desired spread (Dim Z) is satisfied at the bottom edge of side plate {A}, tack top dog for shipment to the fieldBottom edge of side plates, measure opening here Top edge of side plates, place dog here

Note: top edge of side plates will likely be spread more than the bottom edge, as shown: bottom is 12 and top is 12

Placement of Side Plate {A} step 7, if needed If further spreading is required, Maximum separation shall not exceed width of column flange + thickness of side plate {A}, unless otherwise approved

Completed column tree

Z dim

Step 2: Full-Length Beam Assembly

Begin Full-Length Full-LengthTack & WeldComplete As Shown) BringFull-LengthAngle, Beam andinto Position 5 Rotate in Cover Plates, Tack Apply Weld Bring Beam Assembly (Beaminto Position in Erection Beam Assembly Inverted

Placement of Cover Plate {B} & Erection Angle {E}

Cover Plate {B} Alignment and perpendicular to the web Erection Bolt Hole & Erection Angle {E} Alignment

Fabrication of the full length beam cover plate {B} placement

Cover plate may warp due to weld # 5 recommend welding before vertical shear plate so that hole alignment is as accurate as possible

Fabrication of the full length beam erection angle {E} sample

Fabrication of the full length beam erection angle {E} placement

Fabrication of the full length beam erection angle {E} placement

Completed full length beam

Step 3: Erect Column Trees & FullLength Beams with 7/8 A325 Bolts Each End

Step 4: Remove Top Dog(which provides rattle space for ease of erecting bm)

Top Dog removed and tightened bolts-help eliminate root gap

Step 5: Place 4 Horizontal Fillet Welds (cover plates to side plates)

Metal Deck is Placed (no safety issues)

Step 6: Field Items - Gap Closurebent pl