https://sakerstaldesign.nu/blog daily 0.75 2026-02-12 https://sakerstaldesign.nu/blog/balance-of-forces monthly 0.5 2025-01-13 https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/9046c242-4e98-4d65-9e07-628cfe4b89c7/Method+of+joints.+Example+1.+Scheme.png Blog - Balance of forces - Here we go! Today we will examine a 2-dimensional statically indeterminate frame. Beam B1 has simple pinned connections, all other elements connected rigidly. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/69f28342-704f-4566-ab3a-894f564e7c9b/Method+of+joints.+Example+1.+Scheme+in+FEM+Design.png Blog - Balance of forces - Make it stand out Structural model in FEM Design https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/ed88ea27-a224-492e-9f0b-e5bba3f4cc1d/Method+of+joints.+E1.+J1.+Options+table.png Blog - Balance of forces - Make it stand out Two options of modelling the joint J.1 — with or without load effects on the column https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/b3ba6e2a-ad03-4c1e-b9b9-82a22916a351/Method+of+joints.+E1.+J2.+Options+table.png Blog - Balance of forces - Make it stand out Four options of modelling the joint J.2 — with or without beam B2 and with or without load effects on B2 and C2. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/700d2a37-48fd-4a85-b75b-9dea6df5fb6e/Method+of+joints.+Geometrical+type.+Column+C2.+Continuous+type.png Blog - Balance of forces - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/d40d69e5-467d-412b-b7d8-86121efee037/Method+of+joints.+Loads+in+equilibrium+mode+turned+on.png Blog - Balance of forces - Make it stand out Loads in equilibrium mode description https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/428d87d5-1f33-44d5-8708-40ca53d34914/Method+of+joints.+Loads+in+equilibrium+modes+explained.png Blog - Balance of forces - Make it stand out Difference between the Loads in equilibrium mode on and off https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/8905d534-7491-4b06-962e-0747ad579357/Method+of+joints.+E1.+J1.+Results+on+a+simple+joint.+Loads+in+equilibrium+on+off_2.png Blog - Balance of forces - Results of J.1 calculation. Regardless of loads being in equilibrium or not, the results remains equal The results are the same whether the loads are balanced or not. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/de3f1082-0609-4f8d-b779-c382ac7741b5/Method+of+joints.+E1.+J2.+Options+results.png Blog - Balance of forces https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/e598735c-de96-4ad9-aae3-220150937eeb/Method+of+joints.+Load+effects+from+combinations+in+FEM+Design.png Blog - Balance of forces - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/3ba38886-ae20-4fa7-abe0-1c3c7f32aa89/Method+of+joints.+Joint+types+difference.png Blog - Balance of forces - Make it stand out Difference of joint fragment considered in hand and CBFEM calculations https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/21291fd9-bdcc-451f-9a98-d4840bde8fca/Method+of+joints.+Joint+types+difference.+Results.png Blog - Balance of forces Difference of stress-strain state as a result of hand and CBFEM calculations https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/ac883364-9726-42be-ba0c-579f92ec1bc3/Method+of+joints.+Maximum+loads+to+IDEA+StatiCa.png Blog - Balance of forces - Make it stand out The way when “a lazy engineer” uses the maximal values in one combination https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/4429916e-e992-44b4-a276-e0f1f98ef4a5/Method+of+joints.+E1.+J2.+Result+of+extremal+loading.png Blog - Balance of forces Results of calculation based on envelope values https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/f7c0c3b3-45a1-45e4-9c17-cf53b5261cf6/Method+of+joints.+E1.+Model.png Blog - Balance of forces - Make it stand out Example 2. Model in FEM Design. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/45bb3940-c8ca-4ed8-b6bc-2438d8474347/Method+of+joints.+E1.+Joint.+Envelope+loads.png Blog - Balance of forces - Make it stand out Envelope values applied to the connection https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/a8f83f16-659a-42e7-95aa-6aedab4e3a4b/Method+of+joints.+E1.+Joint.+Envelope+loads.+Result.png Blog - Balance of forces - Make it stand out Envelope values applied to the connection. Results https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/f60c947a-2c03-47d3-a6da-f87c9c41b937/Method+of+joints.+E1.+Joint.+Combination+loads.+Result.png Blog - Balance of forces - Make it stand out Values from combinations applied to the connection. Results https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/4be29c42-11f0-4ed7-b8c5-e8061c0df6e8/Method+of+joints.+E1.+Joint.+Combination+with+half+of+snow.png Blog - Balance of forces - Make it stand out The combinations LC3ULS consists of self weight, wind load and only half of the snow load https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/4d4d2db5-86f4-4c75-8442-cd1dd5a23c5c/Courses.png Blog - Balance of forces https://sakerstaldesign.nu/blog/bolt-model-in-idea-statica monthly 0.5 2024-11-04 https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/5b67d141-c76a-4785-98ec-d0b93bd3c625/Model_0.png Blog - Bolt component model in IDEA StatiCa - Fragment of a bolted connection Take a look on a picture and imagine the “ingredients” of a typical bolt connection. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/c3409904-b7a5-4e92-8d36-bcc6d0db8724/Model_Bolt_only.png Blog - Bolt component model in IDEA StatiCa - Bolt Bolt is the most intricate element here, naturally. What exactly to model? Only the body? Nut(s)? Washers? Head? Some FEA models will even want to distinguish the thread from the bolt body. The results of calculation varies depending on how you model the bolt and we will have closer look on options below. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/562bd116-da0b-4b03-a331-e989945be5e3/Model_Plates_only.png Blog - Bolt component model in IDEA StatiCa - Connected parts Usually something 2-dimensional — two plates, incl. flange(s) or web(s) of some beam or column. You can model them https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/cb4fd633-5f96-4256-9b25-055976e4e619/Model_Hole_only.png Blog - Bolt component model in IDEA StatiCa - Hole What? How to model something that is nothing? But sometimes even the hole can be non-trivial problem, and not only the way how you model the contact between the bolt and hole edges, but even the diameter! https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/d136ab3a-53d0-4a7e-98a7-283d20ccb9ff/Model_1.png Blog - Bolt component model in IDEA StatiCa - Make it stand out One-node model. Simple and impractical for connections https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/13cd5278-81a4-4ccd-93c3-b6f826177ad1/Model_3.png Blog - Bolt component model in IDEA StatiCa - Make it stand out Solid model. Too complicated to calculate https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/e0528e40-05b0-44a5-be96-377866623e7c/Model_2.png Blog - Bolt component model in IDEA StatiCa - Make it stand out “Normal” engineering model of a bolt https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/b2fc2a8b-30b9-49ac-beb1-31cdc12e97b8/Bolt_stiffness_shear.png Blog - Bolt component model in IDEA StatiCa Shear displacement of the bolt component https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/684bd10f-76c4-4c50-99dc-559fbba50a6b/Bolt_stiffness_shear_long.png Blog - Bolt component model in IDEA StatiCa - Slotted holes Shear displacement of the bolt component with a slotted hole https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1a9abae0-a742-4f6f-ad38-7b1756d06921/Bolt_stiffness_friction.png Blog - Bolt component model in IDEA StatiCa - Make it stand out Shear displacement of the bolt component https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/4945f1c0-69a2-43dd-ae7b-9173401d574f/Bolt_stiffness_shear_tension.png Blog - Bolt component model in IDEA StatiCa - Make it stand out Tension deformation of the bolt component https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/0fd2a891-1160-4799-8510-9ff4d6a0c599/Bolt_meshes_new.png Blog - Bolt component model in IDEA StatiCa - Make it stand out New, more accurate meshing in IDEA StatiCa 24.1 https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/9f02f5d4-f13f-4d85-b447-be94bd0b3817/Bolt_contact_flange_connection.png Blog - Bolt component model in IDEA StatiCa - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/45d713b9-c20e-44f2-a275-afbca01ab575/Bolt_prying_tube.png Blog - Bolt component model in IDEA StatiCa - Make it stand out The bolt forces in the left picture are 12.5 kN, in the right — 18.4 kN. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/e5be9fc8-29aa-48e2-8863-7f0bb6f31214/Bolt_prying_tube_contact.png Blog - Bolt component model in IDEA StatiCa - The answer is prying force The deformation of plates create contact stresses between them and therefore the plate works like a lever and adds additional tension to bolts. Here the thickness of plates is 20 mm and in the left picture above — 36 mm. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/6fda17ae-e762-4482-b40b-49257d0ce192/g33677.png Blog - Bolt component model in IDEA StatiCa - This will not work. Bolt cannot withstand rotation around its axis. Even the preloaded one. But I believe that it is also not allowed by your structural code. Why would I recommend to keep this in mind? https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/2b044bdb-cff4-4118-83ca-b21b894afd6f/Bolt_plate_washers.png Blog - Bolt component model in IDEA StatiCa Rectangular plate washers modelled within the column base https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/677a35dc-0c27-499b-8d7b-8bbf5e6e39eb/Bolt_plate_washers_rotation.png Blog - Bolt component model in IDEA StatiCa - Even if nothing rotates the washer implicitly, the lack of fixation in this direction prevents the calculation. The only way here to fix the statical instability is to weld a washer to base plate. Even one simple weld of minimal length and size is enough. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/4ba90449-d53c-419d-b37b-efc533ca2f36/Bolt_shear_model_1.png Blog - Bolt component model in IDEA StatiCa - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/f1b13b73-d0c5-4ca7-9297-dc0e8f76dda1/Bolt_shear_model_2.png Blog - Bolt component model in IDEA StatiCa https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/d4e993e8-d4c3-43f0-a076-727fd0344a96/Bolt_bending_impossible.png Blog - Bolt component model in IDEA StatiCa - In any case, do not expect the bolt to help you with problems that involves the real bending of a bolt. You can try something like this to ensure that it will cause just only the error. But don’t give up, solution is here below! https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/8323079c-6e42-41ac-8810-a924c65ed0dd/Pin.png Blog - Bolt component model in IDEA StatiCa The original bolt is not meant to be a bent element, while the pin is designed specifically for that purpose. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/a0b01be6-45a5-4419-a1aa-6e01c6a40080/Pin_results.png Blog - Bolt component model in IDEA StatiCa The results include bending moment and shear force diagrams, stress check in pin and bearing check of all the plates. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/166ded51-9244-422a-b436-e758854b53f6/Courses.png Blog - Bolt component model in IDEA StatiCa https://sakerstaldesign.nu/blog/torsion-3 monthly 0.5 2024-09-19 https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1af8ef9c-8471-4d09-b332-c52cadce2b79/Two+moments.png Blog - Torsion [Part 3] https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/548cca35-f3a9-49fe-93c3-066f75241943/Channel_cant_twist_bend-2.png Blog - Torsion [Part 3] https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/5cbbfd9c-a6eb-43a0-8c40-86f209daaa98/Shear+center.png Blog - Torsion [Part 3] https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/d0d83aa2-30bd-4357-ac4b-befcee7a5342/Non-torsion-channel-section.png Blog - Torsion [Part 3] So when the load is placed to the shear center, channel-sectioned cantilever bends “vertically”. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/025c7d66-69b6-423d-a39e-c5ef2a001815/consteel+1.png Blog - Torsion [Part 3] - First of all — comparison with the example above No surprises, everything works as it should — the load to the center of gravity of the section rotates the cantilever, to the shear center — only bends. Reminder: This shows a visual representation of the bar elements model, not a model of shell elements. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/67bf11a5-4d42-4a79-894b-f9879ad21615/Idea-Consteel.png Blog - Torsion [Part 3] - Make it stand out Upper image is from IDEA StatiCa Member, lower —bar model in Consteel https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/9b575aca-0c85-4389-81fe-9a05804474fb/six+beams+deformation.png Blog - Torsion [Part 3] https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/f499faf7-5e7c-42b3-9a50-3e3db5c75f45/6+joints.png Blog - Torsion [Part 3] - Make it stand out Six random connection designs that are not intended for any specific loads, and some are practically impossible to install. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/ccbe0152-e815-4c5f-a298-3bfcd806804a/Releases.png Blog - Torsion [Part 3] - Make it stand out Consteel dialogue of releasing any of seven degrees of freedom https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/c66da711-d32f-4165-a5f6-357cdc094bc9/six+beams+deformation+consteel.png Blog - Torsion [Part 3] https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/7ee90ce8-7009-45b8-990f-fc27aeb8bce6/Bimoments+from+Consteel.png Blog - Torsion [Part 3] Results of 1d-bar-model calculation in Consteel. Bimoments in sections (not the stresses) https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/fb16bc67-7590-43e7-b904-2bae5212e063/Handcalculation_Bimoment_Stresses.png Blog - Torsion [Part 3] Warping stresses from bimoments https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/166ded51-9244-422a-b436-e758854b53f6/Courses.png Blog - Torsion [Part 3] https://sakerstaldesign.nu/blog/torsion-2 monthly 0.5 2024-09-19 https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/e5ee9981-6ec7-4c63-92ba-8eb293f79f0d/2.01.png Blog - Torsion [Part 2] - So the first try — transverse ribs on the free end of cantilever. Can these ribs work as a rigid element? Will they prevent the end section from warping? https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/39c8a667-a3a1-4727-a88b-c1e9f218605f/Cantilever_with_ribs.png Blog - Torsion [Part 2] https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1a1f5fcf-cce7-44f1-b741-0d194a1a767c/deplanation.png Blog - Torsion [Part 2] - But why?.. It’s easy. This rib is just a steel plate that is relatively thin and it subjected to be bended out of its plane. It has really small stiffness in this case, right? https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/ad8dee2f-23ba-40f1-91e3-509644aa4457/More+ribs.png Blog - Torsion [Part 2] A little, but not enough. And five pairs of ribs for cantilever of only four meters long is already too many. Let search for somethin effective. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/17de1a9d-210d-4932-b788-de23d0ff037d/5+cantilevers.png Blog - Torsion [Part 2] https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/d6e0bebf-470c-4fa9-808f-05bf4a437b97/Creating+closed+section.png Blog - Torsion [Part 2] The original web has thickness of 11 mm, two new webs — 5.5 mm each with 100 mm distance between them. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/b1390ac6-711c-49cf-b76e-84267d5070c8/Arrows+of+stresses+inside+section.png Blog - Torsion [Part 2] Picture from SCI Guide P385 "Design of steel beams in torsion". https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/05c3c565-efc0-4314-a95b-c4086ce2ac99/Arrows+of+stresses+inside+section.png Blog - Torsion [Part 2] - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/47c74e33-0711-45d5-98b5-315229e8f5d5/Sections+with+arrows.png Blog - Torsion [Part 2] For our section we can show these internal shear stresses the same way. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/9ad4dde6-8e8c-4ac0-b6fe-7b5e06e6a292/2.05.png Blog - Torsion [Part 2] The section after cutting off more than 60 percent of its flanges still resists torsion with quite no effort! https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/c46083b0-7c4b-4503-9dfd-00b157ee19bc/seven+cantilevers.png Blog - Torsion [Part 2] - Make it stand out Let's try different approaches on the same cantilever. AM1 and AM2 are "control models" — one with nothing on its end, other with absolute restriction for warping. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/f1ee3732-f113-4ccd-ad3f-d0bbe286597a/End_joints_1.png Blog - Torsion [Part 2] Okay, we had already tried the transverse rib and that attempt failed. How about… longitudinal ribs? https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/04100a47-4ce9-4ecd-ae5b-2084044430b2/End_joints_2.png Blog - Torsion [Part 2] Or even better — both transverse ribs on the end AND longitudinal ribs https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/fc851236-041c-478a-b56f-0460fc456129/End_joints_3.png Blog - Torsion [Part 2] And, to check all the options related, the full-box option — two pairs of transverse ribs and longitudinal ribs also. I can already hear the curses of fabricator for the amount of operations needed to perform this. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/06702aec-1fba-4d3e-b4ee-a9d30389bab4/results+with+ribs.png Blog - Torsion [Part 2] - Make it stand out Looks like we have one definite winner and two accomplished losers. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/110fa68d-1c55-4219-926f-ab6a4be7a411/Endings.png Blog - Torsion [Part 2] https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/8ecc267d-8e10-4b29-84fe-58b24d73f6bb/endings_adv.png Blog - Torsion [Part 2] https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/fdce7e69-6610-4c2f-9818-1193fd7135c4/5+closed+stiffeners.png Blog - Torsion [Part 2] - Make it stand out Here we have 5 types of stiffeners https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/7b6ef967-5bda-4dab-bbc5-03ed769a89af/5+closed+stiffeners_results.png Blog - Torsion [Part 2] https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/166ded51-9244-422a-b436-e758854b53f6/Courses.png Blog - Torsion [Part 2] https://sakerstaldesign.nu/blog/torsion-1 monthly 0.5 2024-09-06 https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1af359e0-96bd-4869-bb57-b81915590b1e/01.png Blog - Torsion [Part 1] Two cantilevers here, both twisted. I want to ask you to guess what is the difference between them. The farthest end is absolutely fixed. The torsional moments of equal magnitude are applied on the free cantilever ends. The cross-section, steel grade, length — everything is the same. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/45eebff8-1699-4b07-a39b-c785542bce03/02.png Blog - Torsion [Part 1] - Make it stand out This is the key. Right cantilever has a "Rigid support member" on its free end. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/ee83cf81-9f56-4030-ae99-fb8171c7cd17/Warping.png Blog - Torsion [Part 1] - Make it stand out And now it is obvious what exactly did the rigid body here. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/eb14937d-7191-42e6-a4a9-56561e1651d8/St+Venant+torsion.png Blog - Torsion [Part 1] The additional support in the middle here doesn’t plays any role for stresses and deformations, but calms down the “singularity detected” error. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/774b5b24-8cd9-4a1d-9789-fd904486a4e7/St+Venant+torsion+result.png Blog - Torsion [Part 1] - Stresses https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/84142d97-6f0b-4cc1-8e9a-eb9416b488a7/St+Venant+torsion+result+UX.png Blog - Torsion [Part 1] - Make it stand out Ux deformations https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/28d83304-4e30-4db3-8679-3f726b82e5ae/6.Torsion.png Blog - Torsion [Part 1] - Make it stand out Ux deformations for cantilevers https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/9ecfea08-66a4-49c8-adf2-feac366c5985/Formulas.png Blog - Torsion [Part 1] - Make it stand out Click on image to open it in full-size mode https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/59faac12-8dbb-41fa-b28b-0c29e6a350b3/Cantilever_stresses.png Blog - Torsion [Part 1] https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/4c7c2a27-1d16-4b2d-a09d-a1ac45eec242/Courses.png Blog - Torsion [Part 1] https://sakerstaldesign.nu/blog/friction-bolts-in-idea-statica monthly 0.5 2024-07-29 https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1dc402e9-4983-409c-bb64-24ef73ca3252/g14372.png Blog - Friction bolts in IDEA StatiCa - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/0b0575ac-9ac7-4a78-bf0d-4f0a43eb2d7a/rect14374.png Blog - Friction bolts in IDEA StatiCa - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/d3d7cad5-27e0-44dc-864c-830f31328980/g17800.png Blog - Friction bolts in IDEA StatiCa - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/43a105dd-dc36-4eca-a68e-a1cdaaaf6c3c/g24861.png Blog - Friction bolts in IDEA StatiCa https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/3d7d2edb-1bc5-4bab-ac17-185928826f52/g33555.png Blog - Friction bolts in IDEA StatiCa - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/04e4b03a-07a2-4265-b921-3e76d57e17a3/g835.png Blog - Friction bolts in IDEA StatiCa - Make it stand out Guide to Design Criteria for Bolted and Riveted Joints https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/0309a8eb-9afc-4222-b73e-d75c81caefb9/g2401.png Blog - Friction bolts in IDEA StatiCa - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/26f9ee0f-db22-4c02-8c0d-0c19342e74d6/g40795.png Blog - Friction bolts in IDEA StatiCa - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/61382051-c172-4358-a662-c66214fd7eb5/image23288.png Blog - Friction bolts in IDEA StatiCa - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/dd07cfa9-c19c-4070-99c5-6fff0adebc83/g6209.png Blog - Friction bolts in IDEA StatiCa - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://sakerstaldesign.nu/blog/stress-distribution-welds monthly 0.5 2026-02-02 https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/d8f7b33e-c4ec-49e7-ac90-9e8f08f51023/g4441.png Blog - Stress distribution in welds - As usual, I will start from an example Excessively stiff column so that it won’t disturb results. A small rib of a cross section of 200x10 mm. Axial tension— 200 kN. Double weld of 5 mm (throat) of grade S355. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/3f963416-2d66-47c9-8968-114ab3b162a2/g4454.png Blog - Stress distribution in welds Hand calculation to predict the capacity. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/3ddf6b18-f7c7-4de1-aba4-4873dc4d1991/g4449.png Blog - Stress distribution in welds - And here we are! This is probably the most frequently asked question about welds in IDEA StatiCa. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/6b107c31-55ee-49be-939c-72474670f91a/g4777.png Blog - Stress distribution in welds - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/ae0567dd-9d60-4cf3-b49b-63610166790f/g4061.png Blog - Stress distribution in welds - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1720622988177-TUD0U2S9RPNME07M70DZ/g4638.png Blog - Stress distribution in welds https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1720622988232-177FKK55F7HGKWCGXXOU/g4643.png Blog - Stress distribution in welds https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1720622989209-1509M5T0LNX9U9V9TWXV/g4648.png Blog - Stress distribution in welds https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1720622989304-MZ9ARO3EX5XCRQL5JMMW/g4653.png Blog - Stress distribution in welds https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1720622990184-3OZPQ0SF26AMHGS2R7JP/g4658.png Blog - Stress distribution in welds https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1720622990351-ZRO7YIDPJFWSK08S3F1M/g4663.png Blog - Stress distribution in welds https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1720622991027-45FG3N0TFXT9ADNWSCE8/g4668.png Blog - Stress distribution in welds https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1720622991286-D6Y4L6JL1A2FMFWMHMMS/g4673.png Blog - Stress distribution in welds https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1720622992011-R8SQJ2KXTV6GMZLR1NCZ/g4678.png Blog - Stress distribution in welds https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/2a4693b9-bdab-4091-a2c8-19af4b57329d/g4131.png Blog - Stress distribution in welds - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/5292b96f-f368-4134-893b-1ac084c416fd/g3200.png Blog - Stress distribution in welds Let’s create another model, this time something simple. For example — SHS 160x8 with 120x8 mm plate. Two welds of 5 mm throat, the same as previously. Estimated bearing capacity of welds is 354 kN. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/419f083a-77af-4ca2-9d9d-e28bb24427e2/g3783.png Blog - Stress distribution in welds 354 kN… But the weld cannot even stand against less than a half of it. After applying only 150 kN, we get the model that is too red. And 100 kN looks like something very close to limit. The middle part of the weld doesn’t even try to help! Neither if we apply 100 kN, nor if 150 kN. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/c8605a0e-1b2d-4679-9f22-7960a273f341/g3038.png Blog - Stress distribution in welds In this particular case we can use formula from EN 1993-1-8 (or CIDECT Design Guide 3). https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/1f4749b6-cd3f-4da1-a011-34ff1c85e25d/g10515.png Blog - Stress distribution in welds In longitudinal welds highest stresses are situated in the beginning and in the end. They plastically redistribute in a similar manner. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/9d9b5730-c486-4dcd-b13e-9ee3ba157853/g2236.png Blog - Stress distribution in welds And the same as for transversal welds, we may be trapped in situation when some part of the weld cannot manage to reach plasticity phase. Such welds can be compared to what is written for “long joints” in Eurocode 1993-1-8. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/0a8c4b42-f0ca-4ddc-9c34-0fa7ae766c82/g1116.png Blog - Stress distribution in welds - Here we have and end-plate splice under axial tension. Ribs have 90 mm width and 220 mm depth. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/4001e1ba-2fb0-4dba-9fec-ad6e75a56013/g1276.png Blog - Stress distribution in welds - We can see that all welds to endplate are “red” Such connections can be very sensitive to welding because double welds are not possible for SHS and welds here are heavyloaded. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/be78a9b9-7847-4dae-b458-1d90b1618e55/g5849.png Blog - Stress distribution in welds - Let’s try to “expand” the connection and, therefore, ribs-to-endplate welds length Utilization factor is only 105%. There are almost half of all welds length on ribs. So it looks like we need just +10% to ribs width, right? So 90 mm → 120 mm should be enough. Or not? :) https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/d253d3cd-c3af-400d-8d94-24380209b503/g6035.png Blog - Stress distribution in welds - Ribs width = 120 mm. We have 16% more welds length. But utilization is still over 1.0. Let’s continue. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/a2866166-6f24-401f-bfb3-702f693ac068/g6195.png Blog - Stress distribution in welds - Ribs width = 150 mm! 133% of weld length! Hand calculation can say that utilization factor should be proportional to welds length in such a simple problem, but it is not! https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/d23d6d3c-f28c-452f-9e3d-67b91d1cc26d/g6355.png Blog - Stress distribution in welds - Here it is! “Plastic strain” results mode gives us the glimpse of the answer. The furthest part of rib is too far from where the stiffness is concentrated. It is away from the main element, away from the bolt. So its help is unequal. Moreover, we increased the width of ribs, but didn’t extend their depth, so stresses can not reach the furthest parts of ribs. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/d12477e0-d92a-4f08-9908-d677727ee2f4/g8688.png Blog - Stress distribution in welds - You are probably thinking “Plastic redistribution for longitudinal and transverse forces are more-or-less clear, but how about the bending moment?” https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/a49c02c3-af1e-4e9d-8d25-f98df63a2db4/g8858.png Blog - Stress distribution in welds - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://sakerstaldesign.nu/blog/position-of-hinge monthly 0.5 2024-07-17 https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/6dc69f21-cfe7-460f-a168-a040fe6f87fd/2024-06-28+19_58_44-untitled.png Blog - Position of hinge Let’s study this simple fin-plate connection between two simple I-beams. Assume that we have no concrete slab or anything stiff enough to constrain our beams. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/426c5f87-fbaa-40f7-b44d-00ca1cacf897/2024-06-28+20_12_38-untitled.png Blog - Position of hinge - On the right panel we can find the drop-down option named as “Forces in”. Let’s see what happens when we choosing options “Bolts” and “Node”. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/294c3cef-db97-4729-8e15-5429268aad5d/2024-06-28+19_59_13-.png Blog - Position of hinge - 1. Option “Bolts” Everything looks… normally? Or not? https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/aabd61a3-7aff-4c63-a64a-61cab7822fe6/2024-06-28+19_59_39-untitled.png Blog - Position of hinge - Look at column F.v.Ed. Here we can see the shear forces on bolts. And they are quite equal. Do we really expect it here? https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/c6862779-75af-4cc3-a7fd-383aecd8c540/2024-06-28+20_00_16-.png Blog - Position of hinge - 2. Option “Node” Oh, here the beam lifts up! Program error, right? Or not? https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/5082206b-d58d-41f2-88cf-c2b34716dfa9/2024-06-28+20_00_35-untitled.png Blog - Position of hinge - Bolts shear forces in the F.v.Ed Bolt forces are much greater! https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/6f7d667f-efa2-42b1-9f15-a07c3744966d/2024-06-29+00_17_07-_Nytt+dokument+1+-+Inkscape.png Blog - Position of hinge - Make it stand out This is the beam how we see it in stick FEM model. The hinge is on the very end and the zero-moment point is there. Moreover, in the global calculation zero-moment point is there because we applied there the hinge. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/af1086ae-61b8-46c7-acbc-bc882becd552/2024-06-29+00_22_27-_Nytt+dokument+1+-+Inkscape.jpg Blog - Position of hinge - Make it stand out But in real structures it is usual that the hinge can move a little from that point. In global model we don’t bother, but since we looking on our joint closely, we need to consider such things. This occurs usually (but not always, we will talk about it further) because of the eccentricity of bolts from the “central point” of the node. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/2b07be47-c701-4a07-bcb4-517ce4ca03b5/2024-06-29+00_42_34-_Nytt+dokument+1+-+Inkscape.png Blog - Position of hinge This is example of when hinge is situated outside of intersection of centerlines of beam and column. In such case you should usually choose the “bolts” position of applying forces. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/03354225-108e-465a-beb4-73fd7c34709d/2024-06-29+00_54_04-_Nytt+dokument+1+-+Inkscape.png Blog - Position of hinge Which assumption works better here? Is there any torsional rigidity in main beam to resist the torsion? No, the main beam has an open section which means that it has very poor torsional stiffness. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/18df8d64-fc6c-4e69-93e0-167cc3e392c9/2024-06-29+01_13_25-_Nytt+dokument+1+-+Inkscape.png Blog - Position of hinge - At first, this is bending moment. Just multiply the shear force on eccentricity and you’ll get the moment on bolts. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/74a627c3-b371-48ee-ad73-9f9c33d14e7e/2024-06-29+01_11_32-_Nytt+dokument+1+-+Inkscape.png Blog - Position of hinge - And now, divide result to this distance between bolts (h) and get the horizontal force on bolt (if you have more than 3 bolts it is little harder, but the principle is the same). So here we are, bolts work not only for vertical force, but for horizontal also. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/09d36cb9-30bc-4eed-a154-fc149b8c019a/2024-06-29+01_42_00-.png Blog - Position of hinge - Make it stand out “Forces in: Node” https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/aee290de-7bd5-425b-8b87-433a7ecab758/2024-06-29+01_42_30-untitled.png Blog - Position of hinge - Make it stand out “Forces in: Bolts” https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/2f111eff-5a1d-4d4a-9d92-e4671d782b0f/2024-06-29+01_20_53-untitled.png Blog - Position of hinge - And familiar picture of bolt forces in results. Top and bottom bolts are loaded mostly with horizontal force and that is why they are “red" — because of additional forces. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/6f67f76c-08e4-4b36-ab8e-f47f7b18c637/2024-06-29+01_46_33-.png Blog - Position of hinge - Make it stand out The answer is that everything is relative. Just skew your head a little and you will see, that picture corresponds to our expectations! The main beam rotated a little in fact. But this is how forces are applied in IDEA StatiCa to beams. They are not applied to bolts. They are not applied to any particular point inside the joint. They are applied to the “free” edge of the element. And free edge gets its bending moment and shear force. Yes, moment. Because if your beam has non-zero shear force, so moment will vary. And if we want moment in any particular point to be zero, than we need not to forget that in all other point it will not be zero. And that is why we can say that no errors occurred here in fact. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/74a324f1-ffb7-4bdd-8eb3-f11208c49d2c/2024-06-29+02_30_34-.png Blog - Position of hinge - Disposition of our experiment. Case one: beam is supported by two quite rigid columns from their “strong” direction. So here we expect to find the hinge in bolts or very close to them. Case two: beam is supported by two beams, the same as in Experiment 1, with exactly the same connection. PS: Yes, I made both cases in one model and they are independent. It is possible in Member. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/2c6603ea-cfd7-408f-a8dc-f86c47c20160/2024-06-29+02_31_35-.png Blog - Position of hinge - Deformations As we expected, the supporting beams rotate and they are stopped by bolts in the connection. In the meantime it looks like columns on the upper structure haven’t even noticed the load. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/9abb61d3-9763-430e-b631-b973f0b0e01b/2024-06-29+02_34_44-Two_beams_zero-point_comparison.png Blog - Position of hinge - Moment diagrams! That is the reason of why we calculate this. Let's take a closer look. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/182679f6-212f-414a-9b92-92d55379d8b9/2024-06-29+02_35_59-.png Blog - Position of hinge The zero-moment point is really close to the bolts! Yes! https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/96c3cc3c-8cbd-4d29-ab16-4cb5ac58091d/2024-06-29+02_36_19-.png Blog - Position of hinge The zero-moment point is inside the main beam. Not exactly in the the center of it, but for this case to assume it to be in “Node” is the reasonable reserve. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/44291cd9-c113-4856-82e3-4eec9c540c0c/2024-06-29+14_35_47-untitled.jpg Blog - Position of hinge - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/ba1e4160-1b0b-4848-9f3b-3e8789eac724/2024-06-29+14_36_29-untitled.jpg Blog - Position of hinge - Make it stand out Whatever it is, the way you tell your story online can make all the difference. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/40101625-6762-4988-8de7-72cd5b3cb770/2024-06-29+17_57_08-_1.svg+-+Inkscape.png Blog - Position of hinge It is easy. Just build a perpendicular from the Node point to the beam axis and this would be the Position = 0 point for that beam. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/e41cca27-3cbf-4caf-9124-d2be589405a8/2024-06-29+20_05_26-6_beams_main_stiffness.png Blog - Position of hinge Sections of secondary beam are the same. All the connections are equal with the same eccentricity. Supporting members have the same length but different section and therefore different rotational stiffness. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/947f59f6-3a10-4518-9567-d571430607ae/2024-06-29+20_08_48-6_beams_main_stiffness.png Blog - Position of hinge - Main beam has the same section as the secondary Hinge is situated perfectly in the center of the supporting beam! https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/5ba09d0c-de4b-4589-8d6f-6deb4e039495/2024-06-29+20_07_44-6_beams_main_stiffness.png Blog - Position of hinge - Main beam has the way bigger section than the secondary Now hinge is closer to the bolts but the assuming of the hinge point in the center of main beam will not be too conservative here. But it’s up to you, of course. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/772c4ccd-a1b7-46e7-95d0-392d9b9e5e97/2024-06-29+20_09_15-6_beams_main_stiffness.png Blog - Position of hinge - Main beam is still an “open section”, but it is now a leviathan among I-sections — HD 400x1299. It is SO STIFF that hinge point was afraid of it and has gone behind the bolts line. In this case I would assume hinge-point on the bolts line nevertheless. Bolts have some compliance and the holes are bigger than bolts’ diameter. But in any case hinge in the center of the main beam would be an insane assumption. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/f7a6d405-832e-4fb1-b6b7-427bacba5986/2024-06-29+20_09_48-6_beams_main_stiffness.png Blog - Position of hinge - Small thin-plated section for the main beam. But it is now a hollow section and it has very good rotational stiffness so hinge point goes closely to bolts. https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/13d92b83-f071-483a-968e-10a98fe6f902/2024-06-29+20_10_16-6_beams_main_stiffness.png Blog - Position of hinge - And, finally, RHS that looks like a normal main beam. No doubt — put shear force to the bolts line! https://images.squarespace-cdn.com/content/v1/66671062f13c911d334d6db1/7f6c535d-8ed0-4172-abfa-f751bec50513/2024-06-29+20_29_25-untitled.png Blog - Position of hinge - Make it stand out “Forces are set to “Bolts”, but I still can see the moment diagram being started from the Node, why?” The answer is trivial — there are no bolts in the beam. Your bolts connects the endplate with something and IDEA StatiCa cannot find any bolts that are situated in the beam itself. 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