{"id":19571,"date":"2026-02-05T17:21:32","date_gmt":"2026-02-05T17:21:32","guid":{"rendered":"https:\/\/support.buildsoft.eu\/?post_type=ht_kb&p=19571"},"modified":"2026-02-05T17:26:38","modified_gmt":"2026-02-05T17:26:38","slug":"dc-ec-14-longitudinal-reinforcement-in-a-plate-under-pure-bending-uls-fc-design","status":"publish","type":"ht_kb","link":"https:\/\/support.buildsoft.eu\/fr\/knowledge-base\/dc-ec-14-longitudinal-reinforcement-in-a-plate-under-pure-bending-uls-fc-design\/","title":{"rendered":"DC EC 14: longitudinal reinforcement in a plate under pure bending (ULS FC design)"},"content":{"rendered":"

Description<\/h2>\n

\"\"
\n

\n\n\n\n\n\n\n\n\n\n\n
Geometry<\/th>\nPlate section for points A, B:<\/td>\nPreslabs
\n\"h=180mm\"
\n\"e=50mm\"<\/td>\n<\/tr>\n
Plate section for point C:<\/td>\nTwo way slab
\n\"h=150mm\"<\/td>\n<\/tr>\n
Material:<\/td>\nC25\/30<\/td>\n<\/tr>\n
Concrete cover:<\/td>\n\"c=35mm\"<\/td>\n<\/tr>\n
Internal forces<\/th>\nPoint A:<\/td>\n\"M_{xx}=-0.09\text{kNm}\"
\n\"M_{zz}=-0.86\text{kNm}\"
\n\"M_{xz}=16.61\text{kNm}\"<\/td>\n<\/tr>\n
Point B:<\/td>\n\"M_{xx}=67.81\text{kNm}\"
\n\"M_{zz}=24.41\text{kNm}\"
\n\"M_{xz}=-0.05\text{kNm}\"<\/td>\n<\/tr>\n
Point C:<\/td>\n\"M_{xx}=-14.17\text{kNm}\"
\n\"M_{zz}=-0.01\text{kNm}\"
\n\"M_{xz}=-0.26\text{kNm}\"<\/td>\n<\/tr>\n
Standard<\/th>\n<\/td>\nEN 1992-1-1 [- -]<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n<\/div>\n

Independent reference results<\/h2>\n
<\/span>Open handcalculations<\/div>
\n

Mesh points and interpolation<\/h4>\n

Diamonds calculates the reinforcement at each vertex and in the centre of each triangle side of a mesh triangle. The \u2018attractive\u2019 colour gradient of the results is created by interpolation.
\nTo avoid having to worry about interpolation here as well, we specifically take internal forces that occur in mesh nodes.<\/p>\n

You can easily retrieve the internal forces in the mesh nodes via the results table \"\". Or if you add a point in the geometry, like we did for point C, that becomes a meshnode by default.<\/p>\n

Diamonds sign convention<\/h4>\n

Diamonds calculates the bending moments Mxx<\/sub>, Mzz<\/sub> and the torsional moment Mxz<\/sub> in the plate. When calculating the reinforcement, the contribution of the torsional moment Mxz<\/sub> cannot be ignored. Therefor Mxx<\/sub> and Mzz<\/sub> are not the reinforcement moments ( = the moments based on with the reinforcement is calculated). Instead Diamonds uses Wood-Armer moments to calculate the reinforcement. They are listed in the table below.<\/p>\n\n\n\n\n\n\n
Wood-Armer reinforcement moments written as they are often found in literature<\/em><\/caption>\n
Bottom<\/th>\nTop<\/th>\n<\/tr>\n
\"M_{x*}=M_{x}+\left| M_{xy} \right|\"
\n\"M_{y*}=M_{y}+\left| M_{xy} \right|\"<\/td>\n		\"M_{x*}=M_{x}-\left| M_{xy} \right|\"
\n\"M_{y*}=M_{y}-\left| M_{xy} \right|\"<\/td>\n<\/tr>\n
If \"M_{x*} < 0\":<\/td>\n\"M_{x*}=0\"
\n\"M_{y*}=M_{y}+\left| \frac{M_{xy}^2}{M_{x}} \right|\"<\/td>\n		If \"M_{x*} > 0\":<\/td>\n\"M_{x*}=0\"
\n\"M_{y*}=M_{y}-\left| \frac{M_{xy}^2}{M_{x}} \right|\"<\/td>\n<\/tr>\n
If \"M_{y*} < 0\":<\/td>\n\"M_{y*}=0\"
\n\"M_{x*}=M_{x}+\left| \frac{M_{xy}^2}{M_{y}} \right|\"<\/td>\n		If \"M_{y*} > 0\":<\/td>\n\"M_{y*}=0\"
\n\"M_{x*}=M_{x}-\left| \frac{M_{xy}^2}{M_{y}} \right|\"<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n

The sign convention for Wood-Armer moments is:<\/p>\n