I have a 3D model of a storage shed that I'm designing in SAP2000. I'm having trouble wrapping my head around the results I'm getting. The typical section view is a standard frame with a gabled roof (one stud on each side, pitched truss connecting them.) There is a significant wind load acting on these members. The top track that connects all of these sections together along the length of the building is experiencing a very large moment near the endwall of the structure. To counteract this moment, I have tried several changes. I've built up the top track to make it larger, I've doubled the amount of studs on each side, and I've even considered two trusses acting together. My question is, the more I stiffen up this connection with larger members, the greater the resultant moment becomes in that top track. I'm not understanding why this is the case. I assume it's calculating the resultant moment from F=Ku. I don't see why F should ever change if the loading is not changing. If K increases, should u not just decrease proportionally? It's been a few years since I've taken FEM and may be overlooking how SAP2000 determines its results. Any help would be greatly appreciated.
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