Structural Details Of Beams In Light Slab And Stairway DWG Section for AutoCAD

Structural Details Of Beams In Light Slab And Stairway DWG Section for AutoCAD

Structural planes of light slab and stairway -Columns – Sections – Details

Drawing labels, details, and other text information extracted from the CAD file (Translated from Spanish):

does not show slab, nfci, nfp., medium stone maximum stone construction., additional, pour the concrete between toothed walls fc kg, rest according to picture, spun wires see detail, cut, concrete flooring poor ch., esc, pipeline, sup., inf, esc, Technical specifications, cistern roof, cement foundation large stone maximum., nfc., rest, nfz, nfz, nfp., det. column anchor in corrido, nfp., see plant, nfz, additional, see plant, specified, nfz, nfz, esc, concrete flooring poor ch., det. of shoe with, nfp., floor cistern, esc, beam column, nfz, nfci, beam of sobrecimiento, nfz, nfz, staircase foundation, nfz, nfz, nfz, nfz, nfp., nfp., nfz, nfz, nfz, tecnoport compressible material, indicated nfc, nfz, nfz, nfz, nfz, nfp., nfp., nfz, nfz, nfz, nfp., nfz, typical foundations module, nfz, cm., cm., cm., cut, cut, esc, typical, esc, esc, wires each row, column, nfc., nfp., Wall, Wall, specified, esc, det. bent of, det. of mooring between columns, esc, Wall, esc, esc, cut, nfc., nfp., nfp., nnt., esc, see detail, splice length for columns, column box, address, floor, level, kind, semisotano, floor, address, seismoresistant parameters, cut, esc, note all splices will be made in the middle of the column., esc, cut, typical, cut, reinforced concrete materials. concrete cyclopean. corrugated iron. minimum beams cm. cm. Beams cm. cm. slabs cm. cm. columns cm. plates cm. shoes cm. of land qt indicated in floor plan cm. cm. cm. cm. cm. r.n.c. del peruy del a.c.i. solid type wall thickness cm. mortar type joint thickness cm. max. cm: min. medium stone concrete max. large stone concrete max. masonry units of load-bearing walls may have perpendicular perforations the face of the seat not exceeding that of their area. npt. finished floor level. nnt. natural level of terrain. nfp. false floor level. nfc. foundation level. nfz shoe bottom level. nffz. bottom level fake shoe. nfci bottom level cistern., cut, esc, solid slab, first second floor, floor formwork, values ​​of, h. anyone, lower reinforcement, superior reinforcement, note not to overlap the total area in a same section. in case of not splicing in the zones the specified percentages increase the splice length in a consult the designer. for lightened beams the lower steel is joined in the lengths of the joint cm., overlaps for beams, horizontal beam, Flip horizontal, typical of armor in beams, beams, esc, iron anchor, esc, typical lintel, maximum, of beams, esc, lightened mts., esc, esc, esc, esc, esc, esc, slab h. kg npt., slab h. kg npt. npt

Raw text data extracted from CAD file:

.20 .20 .50 \A1;2.20 .65 .50 1.60 .20 .75 .25 .75 .40 .25 \A1;2.40 .15 .10 \A1;1.35 .70 .20 .30 .50 .15 .60 .70 \A1;4.75 .10 \A1;2.40 \A1;3.70 .15 .40 .40 \A1;2.35 \A1;2.40 \A1;5.20 \A1;2.35 \A1;1.05 \A1;1.05 \A1;1.05 \A1;2.20 \A1;3.30 \A1;5.20 \A1;.75 \A1;4.35 \A1;5.93 \A1;.90 .50 .05 \A1;1.50 \A1;1.20 \A1;3.30 \A1;4.75 \A1;5.93 \A1;3.70 \A1;1.50 \A1;3.30 \A1;3.30 \A1;1.05 .40 .25 .40 .15 .15 .25 .30 .10 .25 .50 .70 .10 1.00 .15 .25 .15 .60 .15 .10 .30 .15 .30 .15 \A1;.40 \A1;.30 \A1;.85 .50 .25 .25 .25 .25 .50 .25 .75 .70 .45 \A1;.40 \A1;1.00 \A1;.30 .45 .30 .40 \A1;1.35 \A1;1.35 \A1;1.35 \A1;.80 \A1;.80 \A1;1.35 \A1;.50 \A1;1.20 \A1;1.20 \A1;1.20 \A1;1.20 \A1;1.35 \A1;1.35 \A1;1.35 \A1;1.35 \A1;.50 \A1;.80 \A1;.80 \A1;1.20 \A1;1.20 \A1;1.20 \A1;1.20 \A1;5.20 \A1;3.30 \A1;5.20 \A1;3.30 \A1;2.35 \A1;2.40 \A1;3.70 \A1;4.75 \A1;2.20 \A1;3.30 \A1;3.30 \A1;2.35 \A1;3.70 \A1;4.75 \A1;2.20 \A1;.50 \A1;.50 \A1;2.40 \A1;1.20 \A1;1.20 \A1;1.20 \A1;1.20 \A1;5.20 \A1;5.20 .23 .45 1.20 1.20 .70 .70 1.35 .75 3.90 .25 .25 .85 .75 3.90 .70 1.20 .70 1.20 .25 2.80 .25 .25 .80 .80 1.60 1.60 .40 .40 .40 .25 .25 .40 .25 .40 NO SE MUESTRA Ø DE LOSA Ø 3/8" @ .20 a/s Ø 3/8" @ .20 a/s Ø 3/8" @ .15 a/s Ø 3/8" @ .25 a/s 5 5 NFCi. - 2.25 Ø 3/8" @ .25 a/s 5 .17 .30 NFP. - .45 .17 .30 5 SOBRECIMIENTO CEMENTO, HORMIGON 1 : 8 + 25% DE PIEDRA MEDIANA Ø 3" MAXIMO. 5 ADICIONALES @ .10 VACEAR EL CONCRETO ENTRE MUROS DENTADOS fc = 210 Kg / cm2. 2 @ .05 5 @ .10 Resto Segun Cuadro VC-1 (.25 x .50) P-1 Z-1 Z-1 5 K 3 4 5 5 2 ALAMBRES # 8 C / 3 HILADAS ( VER DETALLE ) 5 5 G P-6 P-6 Ø 3/8" @ .20 G E P-6 5 CORTE X - X Ø 3/8" @ .15 a/s Solado de Concreto Pobre CH. = 1 / 12 5 5 5 5 ESC : 1/25 Ducto .60x.60 .50 (Tipico) 2 Ø 1/2" 5 Ø 3/8" @ .25 Sup. Ø 3/8" @ .25 Inf. ESC : 1/50 ESPECIFICACIONES TECNICAS TECHO CISTERNA P-6 E 5 5 .25 CIMIENTO CEMENTO, HORMIGON 1 : 10 + 30 % DE PIEDRA GRANDE Ø 6" MAXIMO. .20 .20 .10 NFC. - 1.10 2 @ .05 RESTO S/C b x t V- SC V- SC V- SC VC-1 (.25 x .50) P-1 P-5 H = .70 NFZ. = - 2.55 Z-1 H = .70 NFZ. = - 2.55 H = .70 NFZ. = - 2.55 2 5 NFP. - .45 5 1 2 2 Z-1 DET. ANCLAJE DE COLUMNA EN \LCIMIENTO CORRIDO NFP. - .45 Ø VER PLANTA NFZ. - 1.55 .30 ADICIONALES @ .10 .30 5 .07 VER PLANTA 45° r a ESPECIFICADO VC-1 (.25 x .50) P-1 H = .70 NFZ. = - 2.55 Z-1 H = .70 NFZ. = - 2.55 Z-1 K 1 VC - 1 .07 5 5 5 Ø 3/8"@ .20 e = .15 Ø 3/8"@ .25 Ø 3/8"@ .20 5 5 ESC : 1/25 Solado de Concreto Pobre CH. = 1 / 12 5 5 DET. DE ZAPATA CON ( V-C ) V- SC 5 NFP. - .45 5 5 PISO CISTERNA ESC : 1/50 Ø DE COLUMNA ó VIGA H = .70 NFZ. = - 2.55 5 5 5 NFCi. - 2.65 5 VIGA DE SOBRECIMIENTO ( V-SC ) VC-1 (.25 x .50) VC-1 (.25 x .50) P-3 P-1 P-1 VC-1 H = .70 NFZ. = - 2.55 Z-1 Z-4 5 I J VC-1 (.25 x .50) VC-1 (.25 x .50) V- SC V- SC P-1 P-1 P-6 P-6 H = .70 NFZ. = - 2.55 Z-1 5 E G 1 1 CIMIENTO ESCALERA H = .70 NFZ. = - 2.55 Z-1 5 VC-1 (.25 x .50) VC-1 P-1 P-3 P-1 H = .70 NFZ. = - 2.55 Z-1 5 B C 7 Ø 1/2" 5 5 5 7 Ø 1/2" P-1 5 3 4 A VC-1 (.25 x .50) 5 5 VC-1 (.25 x .50) V- SC V- SC V- SC VC-1 (.25 x .50) VC-1 (.25 x .50) VC-1 (.25 x .50) P-2 P-5 P-5 Z-3 H = .70 NFZ. = - 2.55 Z-6 H = .70 NFZ. = - 2.55 7 Ø 1/2" 9 Ø 1/2" NFP. - .45 NFP. - .45 NFP. - .45 1 1 1 VC-1 (.25 x .50) V- SC V- SC V- SC V- SC V- SC V- SC V- SC VC-1 (.25 x .50) P-5 P-3 P-3 P-3 P-5 5 Ø 1/2" 29 Ø 1/2" NFP. - .45 NFP. - .45 NFP. - .45 1 1 1 VC-1 (.25 x .50) 5 5 VC-1 (.25 x .50) P-4 P-1 Z-5 H = .70 NFZ. = - 2.55 5 H J 5 \A1;1.50 Ø 3/8"@ .20 VC-1 (.25 x .50) P-4 P-4 Z-5 H = .70 NFZ. = - 2.55 Z-5 H = .70 NFZ. = - 2.55 2.825 2.825 D F Tecnoport ó Material Compresible 2 Ø 1/2" INDICADO ó NFC 5 5 VC-1 (.25 x .50) 6 Ø 1/2" 10 Ø 1/2" VC-1 (.25 x .50) VC-1 (.25 x .50) V- SC V- SC V- SC VC-1 (.25 x .50) VC-1 (.25 x .50) P-2 P-2 P-5 P-5 H = .70 NFZ. = - 2.55 Z-1 H = .70 NFZ. = - 2.55 Z-1 H = .70 NFZ. = - 2.55 Z-3 H = .70 NFZ. = - 2.55 NFP. - .45 7 Ø 1/2" 5 5 8 Ø 1/2" NFP. - .45 NFP. - .45 1 1 1 Z-1 10 Ø 1/2" V- SC V- SC P-1 P-5 2 2 2 Z-1 H = .70 NFZ. = - 2.55 VC-1 (.25 x .50) VC-1 (.25 x .50) P-1 H = .70 NFZ. = - 2.55 Z-1 H = .70 NFZ. = - 2.55 Z-1 B NFP. - .45 P-1 1 A Y Y X X 5 VC-1 (.25 x .50) V- SC 5 P-5 H = .70 NFZ. = - 2.55 5 10 Ø 1/2" \LPLANTA : CIMENTACION TIPICO MODULO - B N°. 17, 18 VC-1 (.25 x .50) Z-4 H = .70 NFZ. = - 2.55 5 X X 5 P-2 5 5 5 r Ø a 45° 2 cm. 1/4" 3 cm. 3/8" 10 cm. 13 cm. Ø 3/8"@ .20 Ø 3/8"@ .20 Ø 3/8"@ .25 5 CORTE - 1 5 Ø 3/8"@ .25 CORTE - 1 5 S/C = 500 Kg/m2. ESC : 1/25 \LTRAMO - 3 y 6 5 .25 Tipico Ø 3/8"@ .20 2 Ø 3/8"@ .20 Ø 3/8"@ .20 5 \LTRAMO - 1 S/C = 500 Kg/m2. ESC : 1/25 e = .17 5 5 S/C = 500 Kg/m2. ESC : 1/25 \LTRAMO - 2 2 ALAMBRES # 8 CADA 5 HILADAS COLUMNA NFC. - 1.55 5 5 NFP. - .45 .25 (Tipico) MURO Ø 3/8"@ .20 Ø 3/8"@ .25 MURO Ø 3/8"@ .25 e = .15 5 ESPECIFICADO ESC : S/E DET. DOBLADO DE \LESTRIBOS 5 .50 DET. DE AMARRE ENTRE \LMUROS Y COLUMNAS .50 ESC : 1/25 5 5 5 Ø 3/8"@ .20 Ø 3/8"@ .25 5 MURO S/C = 500 Kg/m2. ESC : 1/25 \LTRAMO - 5 y 8 .25 (Tipico) Ø 3/8"@ .20 e = .15 Ø 3/8"@ .25 5 P-5 P-6 H/3 VC - 1 6 Ø 5/8" + 2 Ø 1/2" 2 @ .05, 5 @ .10 R @ .25 ESC : 1/25 Ø 3/8"@ .25 5 CORTE - 1 5 Ø 3/8"@ .20 L .60 .50 L NFC. - 1.55 NFP. - .45 5 5 5 NFP. - .45 5 NNT. ± 0.00 \LTRAMO - 4 y 7 S/C = 500 Kg/m2. ESC : 1/25 5 5 5 @ .10 , R @ .20 3/8"; 2 @ .05 .15 x .30 3/8"; 2 @ .05 5 @ .10 , R @ .20 4 Ø 1/2" VER DETALLE 10 Ø 5/8" 2 H/3 H/3 5/8" 1/2" Ø 5 5 5 LONGITUD DE EMPALME " L " PARA Ø DE COLUMNAS CUADRO DE COLUMNAS P-3 b x t Ø b x t Ø P-1 P-2 P-4 DIRECCION X - X Z U S R g 9.8 1.0 1.2 0.4 1.0 Q S = Z U S C g R 9.8 6.0 1.2 0.4 1.0 2° PISO 3° PISO NIVEL TIPO b x t 3/8"; 2 @ .05 5 @ .10 , R @ .20 3/8"; 2 @ .05 8 Ø 5/8" .25 x .50 2 5 @ .10 , R @ .20 5 10 Ø 5/8" b x t Ø Ø 4 Ø 5/8" 5 5 10 Ø 5/8" 5 5 5 5 .25 x .50 .25 x .25 .25 x .75 3/8"; 2 @ .05 5 @ .10 , R @ .20 2 2 SEMISOTANO 1° PISO 3/8" + 1 ; 2 @ .05 5 @ .10 , R @ .20 DIRECCION Y - Y PARAMETROS SISMORESISTENTES .40 CORTE - 1 ESC : 1/25 ESC : 1/25 3/8" NOTA : TODOS LOS EMPALMES " L " SE HARAN EN EL H/3 MEDIOS DE LA COLUMNA. ESC : 1/25 5 5 5 5 5 5 5 CORTE - 2 .25 Tipico Ø 3/8"@ .20 CORTE - 1 MATERIALES F´ C = 210 Kg/cm2. CONCRETO ARMADO. F´ C = 100 Kg/cm2. CONCRETO CICLOPEO. F y = 4,200 Kg/cm2. FIERRO CORRUGADO. \LRECUBRIMIENTOS MINIMOS VIGAS ( H > 25 cm. ) 4.00 cm. VIGAS ( H < 25 cm. ) 2.50 cm. LOSAS ( H < 20 cm. ) 2.00 cm. COLUMNAS 3.00 cm. PLACAS 2.50 cm. ZAPATAS 7.50 cm. \LRESISTENCIA DE TERRENO QT = 2.5 Kg/cm2 \LSOBRECARGA INDICADOS EN PLANTA \LTRASLAPES EN PLANTA Ø 3/8" 41 cm. Ø 1/2" 55 cm. Ø 5/8" 70 cm. Ø 3/4" 92 cm. Ø 1" 116 cm. \LREGLAMENTOS NORMAS E-20, E-60 Y E-70 DEL R.N.C. DEL PERUY DEL A.C.I. 98 \LALBAÑILERIA F´ m = 55 Kg/cm2. F´ b = 140 Kg/cm2. TIPO MACIZO ESPESOR MURO 14 ó 24 cm. TIPO MORTERO 1:3 C/A ESPESOR DE JUNTA 1.5 cm. MAX. ó 0.9 cm: MIN. \LSOBRECIMIENTO CEMENTO, HORMIGON 1 : 8 + 25 % PIEDRA MEDIANA 3" MAX. \LCIMIENTO CEMENTO, HORMIGON 1 : 10 + 30 % PIEDRA GRANDE 6" MAX. \LNOTA 1.- LAS UNIDADES DE ALBAÑILERIA DE MUROS PORTANTES PODRAN TENER PERFORACIONES PERPENDICULARES A LA CARA DE ASIENTO QUE NO EXCEDA EL 25% DE SU AREA. NPT. = NIVEL PISO TERMINADO. NNT. = NIVEL NATURAL DE TERRENO. NFP. = NIVEL FALSO PISO. NFC. = NIVEL FONDO CIMENTACION. NFZ. = NIVEL FONDO ZAPATA. NFFZ. = NIVEL FONDO FALSA ZAPATA. NFCi. = NIVEL FONDO CISTERNA. 5 CORTE - 1 5 ESC : 1/50 5 5 5 P-1 P-1 5 5 5 5 V - 102 ( .25 x .40 ) V - 101 ( .25 x .40 ) P-3 P-1 P-1 P-2 P-2 P-1 P-1 5 V - 101 ( .25 x .40 ) P-4 P-4 5 V - 104 V - 103 ( .25 x .40 ) P-4 P-1 V - 102 ( .25 x .40 ) P-1 P-6 P-6 P-3 P-3 P-5 P-3 P-1 P-3 P-2 P-2 P-1 P-1 P-1 P-1 P-1 1 Ø 3/8" 1 Ø 3/8" 1 Ø 3/8" 1 Ø 1/2" 1 Ø 3/8" 1 Ø 3/8" 1 Ø 1/2" 1 Ø 3/8" 1 Ø 3/8" 1 Ø 3/8" 1 Ø 1/2" 1 Ø 3/8" 1 Ø 3/8" 1 Ø 3/8" P-5 1 Ø 3/8" 1 Ø 3/8" 5 5 1 Ø 3/8" 1 Ø 3/8" 1 Ø 1/2" 5 1 Ø 3/8" 1 Ø 3/8" 5 1 Ø 3/8" 5 1 Ø 3/8" 5 1 Ø 1/2" 5 5 5 1 Ø 3/8" 1 Ø 3/8" 1 Ø 3/8" 1 Ø 3/8" 1 Ø 3/8" 5 5 5 1 Ø 3/8" 5 1 Ø 3/8" A-2 A-3 A-4 A-5 A-1 A-1 A-2 A-4 A-3 A-5 5 5 1 1 H 2.825 2.825 D F 5 5 5 5 5 2 1 5 4 3 5 A C B G E 5 J K 5 5 5 1 2 5 4 3 5 J I K 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 1 Ø 1/2" 1 1 1 1 1 1 3 3 1 3 3 1 1 1 LOSA MACIZA H = .20 5 5 \LENCOFRADO : PRIMER Y SEGUNDO PISO Y Y P-4 V - 105 P-4 3 V - 103 (.25 x .40 ) P-5 P-5 3 A-6 A-6 P-3 P-3 P-3 A-4 P-1 P-1 5 P-6 P-6 1 1 5 E G F D 2.825 2.825 H \A1;5.925 \A1;5.925 5 1 Ø 3/8" 5 1 Ø 3/8" 1 Ø 1/2" 1 Ø 3/8" 1 Ø 3/8" 5 P-3 3 A-3 1 Ø 3/8" 5 1 Ø 3/8" 1 Ø 3/8" V - 102 ( .25 x .40 ) P-4 3 1 1 1 Ø 1/2" 1 1 A-7 1 Ø 3/8" P-2 P-3 P-5 P-6 1 P-1 P-1 1 1 A-2 P-2 P-3 V - 102 ( .25 x .40 ) V - 102 ( .25 x .40 ) V - 102 ( .25 x .40 ) 1 P-3 P-2 A-2 1 P-3 P-2 1 3 P-1 5 I I 5 1 A-3 \LVARIACION ENCOFRADO : 3° PISO 5 .03 .20 .20 .20 5 .20 2 2 2 2 2 2 2 2 4 4 4 4 2 2 X X 5 5 5 5 5 5 5 5 3/8"; 2@ .05; 5 @ .10; R@ .20 5 5 5 5 5 5 3/8"; 2@ .05; 5 @ .10; R@ .20 5 5 3/8"; 2@ .05; R@ .10 3/8"; 2@ .05; 5 @ .10, 5 @ .15; R@ .20 3/8"; 2@ .05; 5 @ .10; R@ .20 5 5 5 5 5.675 5 5 5 5 \LV - 101 ( .25 x .50 ) \LV - 102 ( .25 x .50 ) 5 5 \LV - 105 ( .25 x .50 ) \LV - 103 ( .25 x .50 ) .45 .60 .45 H. > .30 .40 .40 3/8" .50 .50 .40 .40 5/8" 1/2" VALORES DE m H. CUALQUIERA REFUERZO INFERIOR REFUERZO SUPERIOR H. < .30 L/3 L/3 L/3 L/4 H. L/4 m m L/4 L/4 NOTA : a) NO EMPALAMAR MAS DEL 50 % DEL AREA TOTAL EN UNA MISMA SECCION. b) EN CASO DE NO EMPALMARSE EN LAS ZONAS INDICADAS, LOS PORCENTAJES ESPECIFICADOS AUMENTAR LA LONGITUD DE EMPALME EN UN 70 % O CONSULTAR AL PROYECTISTA. C) PARA ALIGERADOS Y VIGAS CHATAS, EL ACERO INFERIOR SE EMPALMARA EN LOS APOYOS, SIENDO LA LONGITUD DE EMPALME A 50 cm. \LEMPALMES TRASLAPADOS PARA VIGAS L Ø .25 1/2" .30 5/8" \LPLANTAS \LENCUENTRO HORIZONTAL DE VIGAS .25 3/8" L L L 1/2" H.-5cm. Voltea .50 Horizontal L. H.-L .30 3/8" .25 Ø L H. 5/8" .40 \LDOBLADOS TIPICOS DE ARMADURA EN VIGAS H. H-.05 \LDE VIGAS ESC : 1/50 \LDETALLE ANCLAJE DE FIERROS .05 .30 ESC : 1/20 \LDETALLE DINTEL TIPICO 1.20 MAXIMO Ø 1/4" @ .15 2 Ø 3/8" .30 .15 o .20 .10 .25 .30 L .40 \LENCUENTRO DE VIGAS L. Ø 3/8" 1/2" 5/8" L .025 As ( + ) ESC : 1/10 .20 .15 .30 .10 \LDET. ALIGERADO H =.20 mts. .10 .025 As ( - ) .05 Ø 1/4" @ .25 a/s 5 \LV - 103 ( .25 x .50 ) \LV - 104 ( .25 x .50 ) 3 Ø 5/8" 2 Ø 1/2" 3 Ø 5/8" 3 Ø 5/8" 2 Ø 1/2" 3 Ø 5/8" 3/8"; 2@ .05; R@ .10 6 Ø 5/8" 3/8"; 2@ .05, 5@ .10 R@.20. \LCORTE - 3 \LCORTE - 4 4 Ø 3/8" 1/4"; 5@ .10 R@.25 .15 ESC : 1/25 ESC : 1/25 4 Ø 1/2" 1/4"; 2@ .05, 5@ .10 R@.20. .15 .20 \LCORTE - 2 ESC : 1/25 \LCORTE - 1 .20 6 Ø 5/8" 3/8"; 2@ .05, 5@ .10 R@.20. ESC : 1/25 5 2 Ø 1/2" 2 Ø 1/2" 3 Ø 5/8" 3 Ø 5/8" 3 Ø 5/8" 3 Ø 5/8" 2 Ø 1/2" 2 Ø 1/2" 3 Ø 5/8" 3 Ø 5/8" 2 Ø 1/2" 3 Ø 5/8" 3 Ø 5/8" 5 \LV-101, V-104 y V-105 ESC : 1/25 5 5 5 ESC : 1/25 \LV-102, V-103 y V-106 ESC : 1/50 LOSA h. = .20 , S/C = 250 Kg / m2. , NPT. = 7.20 LOSA h. = .20 , S/C = 250 Kg / m2. , NPT. = 2.20 y NPT = 4.60

Language	Spanish
Drawing Type	Section
Category	Construction Details & Systems
Additional Screenshots
File Type	dwg
Materials	Concrete, Masonry, Steel
Measurement Units
Footprint Area
Building Features
Tags	autocad, beams, béton armé, columns, concrete, details, DWG, formwork, light, PLANES, reinforced concrete, schalung, section, sections, slab, stahlbeton, stairway, structural