Structural Calculation Specification DWG Block for AutoCAD

It has a very complete specification from the boards to the calculation of Shoes

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

reinforced slab, roof parapet, waterproofing, mortar, mortar, filled with tezontle, reinforced concrete, plaster flattened, xii, xiii, w total, dead load, total w over the slab, iii, vii, viii, beams, columns, foundation, slab of mezzanine, foundation plant, group :, enclosure, isolated footing, structural plan, structural system of the slab, distribution of tributary areas of the slab of the administrative area

Raw text data extracted from CAD file:

\A1;2.40 \A1;2.2 \A1;0.84 \A1;0.05 \A1;0.18 \A1;0.08 \A1;0.05 5 5 3.93 4.07 4.89 4.57 7.09 8.04 2.48 5 6.73 5.62 2.08 2.08 5 7,09 5 7,09 ARMADO DE LA LOSA -629.1261632101754 -629.1261632101754 \A1;\LCALCULO DE TENCIONES \lMoL= (WL2)/8= (320)(7.09)2/8= \Ftxt|c0;\L2010.72 \f@Arial Unicode MS|b0|i0|c0|p34;\lMoB= (WL2)/8= (320)(5)2/8= \Ftxt|c0;\L1000 \A1;\LCORTANTE \lVL= (WL)/2= (320)(7.09)/2= \Ftxt|c0;\L1134.4 \f@Arial Unicode MS|b0|i0|c0|p34;\lVB= (WL)/2= (320)(5)/2= \Ftxt|c0;\L800 \A1;\LPERALTE EFECTIVO \ld= \L M \l = \L 201072\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L10.92 \f@Arial Unicode MS|b0|i0|c0|p34; \l kb (16.833)(100) \A1;\LPERALTE TOTAL \lh= d + r = 10.92 + 1.5 =\L \f@Arial Unicode MS|b1|i0|c0|p34;12.42 = 13 cm \A1;\LTABLERO VII \A1;\LAREA DE ACERO \lAs= \L M \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L \f@Arial Unicode MS|b0|i0|c0|p34; \l fsjd AsL= \L 201072\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L10.46 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(10.92) AsB= \L 100000\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L5.20 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(10.92) \A1;\LARMADO \lQs \H0.7x;\S1/2;\H1.4286x; ” (#4) as= 1.27cm2 NºQsL= \L10.46\l = 8.23 1.27 \H0.99998x;NºQsL= \L5.20\l = 4.09 1.27 SEPARACION SepL= \L100 \l = 12.15 8.23 SepB= \L100 \l = 24.44 4.09 \A1;\LVERIFICACION POR PORTANTE \l Vc= \Lv \l = bd \H0.99998x;VcL= \L1134.40\l = 1.038 (100)(10.92) VcL= \L800 \l = 0.73 (100)(10.92) \H1x;VADM= 2% f“c 2% (250)= 5kg/cm2 \A1;\LDISEÑO FINAL 5 7,09 ARMADO DE LA LOSA -629.1261632101754 -629.1261632101754 \A1;\LCALCULO DE TENCIONES \lMoL= (WL2)/8= (320)(7.09)2/8= \Ftxt|c0;\L2010.72 \f@Arial Unicode MS|b0|i0|c0|p34;\lMoB= (WL2)/8= (320)(5)2/8= \Ftxt|c0;\L1000 \A1;\LCORTANTE \lVL= (WL)/2= (320)(7.09)/2= \Ftxt|c0;\L1134.4 \f@Arial Unicode MS|b0|i0|c0|p34;\lVB= (WL)/2= (320)(5)/2= \Ftxt|c0;\L800 \A1;\LPERALTE EFECTIVO \ld= \L M \l = \L 201072\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L10.92 \f@Arial Unicode MS|b0|i0|c0|p34; \l kb (16.833)(100) \A1;\LPERALTE TOTAL \lh= d + r = 10.92 + 1.5 =\L \f@Arial Unicode MS|b1|i0|c0|p34;12.42 = 13 cm \A1;\LTABLERO VII \A1;\LAREA DE ACERO \lAs= \L M \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L \f@Arial Unicode MS|b0|i0|c0|p34; \l fsjd AsL= \L 201072\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L10.46 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(10.92) AsB= \L 100000\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L5.20 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(10.92) \A1;\LARMADO \lQs \H0.7x;\S1/2;\H1.4286x; ” (#4) as= 1.27cm2 NºQsL= \L10.46\l = 8.23 1.27 \H0.99998x;NºQsL= \L5.20\l = 4.09 1.27 SEPARACION SepL= \L100 \l = 12.15 8.23 SepB= \L100 \l = 24.44 4.09 \A1;\LVERIFICACION POR PORTANTE \l Vc= \Lv \l = bd \H0.99998x;VcL= \L1134.40\l = 1.038 (100)(10.92) VcL= \L800 \l = 0.73 (100)(10.92) \H1x;VADM= 2% f“c 2% (250)= 5kg/cm2 \A1;\LDISEÑO FINAL 4,54 5 7,08 4,07 8,04 4,89 5 3.93 4.07 4.89 5 1.94 3.06 2.22 2.78 1.9 2.03 1.72 2.35 1.95 2.94 4.57 7.09 8.04 1.54 3.03 3.06 4.03 3.23 4.81 40cm 30cm 50cm 40cm .60 1.05 1.05 2.70 .60 1.05 1.05 .10 .25 1.62 3.93 4.57 7.09 5 5 4.07 2.48 4.89 40cm 30cm 50cm 40cm .60 .25 1.62 1.05 1.05 2.70 .60 1.05 1.05 .10 4.89 5 3.93 4.07 4.57 7.09 2.48 5 COLGANTE DE ACERO GALVANIZADO #16 TELA YESERA #800 CON 1.5CM DE YESO, AMARRADA CON ALAMBRE GALVANIZADO #18 Canaleta de carga \H0.70000x;\S3/4;” a cada 30 cm y canaleta para distribucion de \FCityBlueprint;\H0.70021x;\S1/2;”a cada 40 cm CONCRETO f”c= 250 kg/cm2 VIGA IPR DE 18″ LOSACERO DE 6.35 CM 5 5 5 PRETIL DE AZOTEA impermeabilizante mortero entortado relleno de tezontle concreto armado aplanado de yeso 5 5 5 5 XII XIII impermeabilizante1.00×1.00×0.02×1500= 5 kg/m mortero cal-arena 1.00×1.00x.003×1500= 37 kg/m relleno de tezontle 1.00×1.00×0.07×1550= 108 kg/m aplanado de yeso 1.00×1.00×0.02×1500= 30 kg/m 2 180 kg/m carga adicional 40 kg/m articulo 199 r.c.d.f. 100 kg/m 220 kg/m 320 kg/m W total carga muerta W total sobre la losa W 2 2 2 2 2 5 5 5 5 5 5 5 5 5 5 5 5 II III VI V VI X XI IX VII VIII II I 700KG.ml 5 5 2 2 2 ARMADO DE LA LOSA 5 5 \A1;\LCALCULO DE TENCIONES \lMoL= (WL2)/8= (320)(7.09)2/8= \Ftxt|c0;\L2010.72 \f@Arial Unicode MS|b0|i0|c0|p34;\lMoB= (WL2)/8= (320)(5)2/8= \Ftxt|c0;\L1000 \A1;\LCORTANTE \lVL= (WL)/2= (320)(7.09)/2= \Ftxt|c0;\L1134.4 \f@Arial Unicode MS|b0|i0|c0|p34;\lVB= (WL)/2= (320)(5)/2= \Ftxt|c0;\L800 \A1;\LPERALTE EFECTIVO \ld= \L M \l = \L 201072\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L10.92 \f@Arial Unicode MS|b0|i0|c0|p34; \l kb (16.833)(100) \A1;\LPERALTE TOTAL \lh= d + r = 10.92 + 1.5 =\L \f@Arial Unicode MS|b1|i0|c0|p34;12.42 = 13 cm \A1;\LTABLERO VII \A1;\LAREA DE ACERO \lAs= \L M \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L \f@Arial Unicode MS|b0|i0|c0|p34; \l fsjd AsL= \L 201072\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L10.46 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(10.92) AsB= \L 100000\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L5.20 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(10.92) \A1;\LARMADO \lQs \H0.7x;\S1/2;\H1.4286x; ” (#4) as= 1.27cm2 NºQsL= \L10.46\l = 8.23 1.27 \H0.99998x;NºQsL= \L5.20\l = 4.09 1.27 SEPARACION SepL= \L100 \l = 12.15 = 12 8.23 SepB= \L100 \l = 24.44 = 24 4.09 \A1;\LVERIFICACION POR CORTANTE \l Vc= \Lv \l = bd \H0.99998x;VcL= \L1134.40\l = 1.038 (100)(10.92) VcB= \L800 \l = 0.73 (100)(10.92) VADM= 2% f“c 2% (250)= 5kg/cm2 \A1;\LDISEÑO FINAL ARMADO DE LA LOSA 5 5 \A1;\LCALCULO DE TENCIONES \lMoL= (WL2)/8= (320)(5)2/8= \Ftxt|c0;\L1000 \f@Arial Unicode MS|b0|i0|c0|p34;\lMoB= (WL2)/8= (320)(4.54)2/8= \Ftxt|c0;\L824.46 \A1;\LCORTANTE \lVL= (WL)/2= (320)(5)/2= \Ftxt|c0;\L800 \f@Arial Unicode MS|b0|i0|c0|p34;\lVB= (WL)/2= (320)(4.54)/2= \Ftxt|c0;\L726.40 \A1;\LPERALTE EFECTIVO \ld= \L M \l = \L 100000\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L7.70\f@Arial Unicode MS|b0|i0|c0|p34; \l kb (16.833)(100) \A1;\LPERALTE TOTAL \lh= d + r = 7.70 + 1.5 =\L \f@Arial Unicode MS|b1|i0|c0|p34;9.20 = 10 cm \A1;\LTABLERO I \A1;\LAREA DE ACERO \lAs= \L M \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L \f@Arial Unicode MS|b0|i0|c0|p34; \l fsjd AsL= \L 100000\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L6.17 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(9.20) AsB= \L 82446\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L5.09 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(9.20) \A1;\LARMADO \lQs \H0.7x;\S1/2;\H1.4286x; ” (#4) as= 1.27cm2 NºQsL= \L6.17\l = 4.85 1.27 \H0.99998x;NºQsL= \L5.09\l = 4.00 1.27 SEPARACION SepL= \L100 \l = 20.61 = 20 4.85 SepB= \L100 \l = 25 4.00 \A1;\LVERIFICACION POR CORTANTE \l Vc= \Lv \l = bd \H0.99998x;VcL= \L800\l = 0.86 (100)(9.20) VcB= \L726 \l = 0.78 (100)(9.20) VADM= 2% f“c 2% (250)= 5kg/cm2 \A1;\LDISEÑO FINAL ARMADO DE LA LOSA 5 5 \A1;\LCALCULO DE TENCIONES \lMoL= (WL2)/8= (320)(7.08)2/8= \L2005\Ftxt|c0; \f@Arial Unicode MS|b0|i0|c0|p34;\lMoB= (WL2)/8= (320)(4.07)2/8= \L662.59 \A1;\LCORTANTE \lVL= (WL)/2= (320)(7.08)/2= \L1132.80 \Ftxt|c0; \f@Arial Unicode MS|b0|i0|c0|p34;\lVB= (WL)/2= (320)(4.07)/2= \L651.20 \A1;\LPERALTE EFECTIVO \ld= \L M \l = \L 200500\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L10.91\f@Arial Unicode MS|b0|i0|c0|p34; \l kb (16.833)(100) \A1;\LPERALTE TOTAL \lh= d + r = 10.91 + 1.5 =\L \f@Arial Unicode MS|b1|i0|c0|p34;12.41 = 13 cm \A1;\LTABLERO X \A1;\LAREA DE ACERO \lAs= \L M \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L \f@Arial Unicode MS|b0|i0|c0|p34; \l fsjd AsL= \L 200500\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L10.44 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(10.91) AsB= \L 66259 \l = 3.45\f@Arial Unicode MS|b1|i0|c0|p34;\L cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(10.91) \A1;\LARMADO \lQs \H0.7x;\S1/2;\H1.4286x; ” (#4) as= 1.27cm2 NºQsL= \L10.44\l = 8.22 1.27 \H0.99998x;NºQsL= \L3.45\l = 2.71 1.27 SEPARACION SepL= \L100 \l = 12.16 = 12 8.22 SepB= \L100 \l = 36.90 = ADAPTAMOS A 30 2.71 \A1;\LVERIFICACION POR CORTANTE \l Vc= \Lv \l = bd \H0.99998x;VcL= \L1132.80\l = 1.03 (100)(10.91) VcB= \L651.20 \l = 0.59 (100)(10.91) VADM= 2% f“c 2% (250)= 5kg/cm2 \A1;\LDISEÑO FINAL @18 @30 @18 @12 @18 @20 @30 @12 @30 @24 @30 @30 @25 @30 @30 @30 @30 @18 VIGAS \A1;\LCARGA SOBRE LA VIGA \A1;\LVIGA I ARMADO DE LA LOSA 5 5 \A1;\LCALCULO DE TENCIONES \lMoL= (WL2)/8= (320)(8.04)2/8= \L2585.66\Ftxt|c0; \f@Arial Unicode MS|b0|i0|c0|p34;\lMoB= (WL2)/8= (320)(4.89)2/8= \L956.48 \A1;\LCORTANTE \lVL= (WL)/2= (320)(8.04)/2= \L1286.40\Ftxt|c0; \f@Arial Unicode MS|b0|i0|c0|p34;\lVB= (WL)/2= (320)(4.89)/2= \L782.40 \A1;\LPERALTE EFECTIVO \ld= \L M \l = \L 258566\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L12.39\f@Arial Unicode MS|b0|i0|c0|p34; \l kb (16.833)(100) \A1;\LPERALTE TOTAL \lh= d + r = 12.39 + 1.5 =\L \f@Arial Unicode MS|b1|i0|c0|p34;13.89= 14 cm \A1;\LTABLERO XII \A1;\LAREA DE ACERO \lAs= \L M \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L \f@Arial Unicode MS|b0|i0|c0|p34; \l fsjd AsL= \L 258566 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L11.62 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(12.39) AsB= \L 95648 \l = 4.34\f@Arial Unicode MS|b1|i0|c0|p34;\L cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(12.39) \A1;\LARMADO \lQs \H0.7x;\S1/2;\H1.4286x; ” (#4) as= 1.27cm2 NºQsL= \L11.62\l = 9.14 1.27 \H0.99998x;NºQsL= \L4.34\l = 3.41 1.27 SEPARACION SepL= \L100 \l = 10.94 = 10 9.14 SepB= \L100 \l = 29.32 = 29 3.41 \A1;\LVERIFICACION POR CORTANTE \l Vc= \Lv \l = bd \H0.99998x;VcL= \L1286.40\l = 1.03 (100)(12.39) VcB= \L 782.40 \l = 0.63 (100)(12.39) VADM= 2% f“c 2% (250)= 5kg/cm2 \A1;\LDISEÑO FINAL @15 @10 @29 @30 @30 @15 \A1;\Ltablero I \H0.91341x;\ll/b=(5)/(4.57)= 1.09 perimetral Area= /\L\O \l\o(B+b)(h)/2 (5+.42)(2.285)/2= 6.19m2 peso= (6.19m2)(656kg)=4061kg.m2 peso en ml= 4061kg.m2/5=812kg.ml \A1;W/CUBIERTA= \L32Okg/cm2 \l PESO DE LA LOSA= .14X1X1X2400= \L336kg/cm2 \l PESO TOTAL=\L \l32Okg/cm2 + 336kg/cm2=\f@Arial Unicode MS|b1|i0|c0|p34;\L 656kg/cm2 812kg.ml 812kg.ml \A1;\Ltablero II \H0.91341x;\ll/b=(5)/(4.57)= 1.09 perimetral Area= /\L\O \l\o(B+b)(h)/2 (5+.42)(2.285)/2= 6.19m2 peso= (6.19m2)(656kg)=4061kg.m2 peso en ml= 4061kg.m2/5=812kg.ml \A1;\Ltablero III \ll/b=(4.57)/(3.93)= 1.16 perimetral Area= bxh/2 (3.93)(1.965)/2= 3.86m2 peso= (3.86m2)(656kg)=2533kg/m2 peso en ml=2533/3.92=645KG.ml 645KG.ml \A1;\Ltablero IV \ll/b=(4.57)/(4.07)= 1.12 perimetral \A0;Area= bxh/2 (4.07)(2.03)/2= 4.13m2 peso= (4.13m2)(605KG)=2709kg/m2 peso en ml= 2709m/4.07=666KG.ml 666KG.ml \A1;\Ltablero V \ll/b=(4.89)/(4.57)= 1.07 perimetral Area= (B+b)(h)/2 (4.89+.32)(2.28)/2= 5.93m2 peso= (5.93m2)(656kg)=3910kg/m2 peso en ml= (3910)/(4.89)= 800KG.ml \A1; 800KG.ml \A1;\Ltablero VI \ll/b=(5.23)/(5)= 1.04 perimetral Area= bxh/2 (5)(2.5)/2= 6.25m2 peso= (6.25m2)(656kg)=4100kg/m2 peso en ml= 4100m/5= 820KG.ml 820KG.ml 820KG.ml \A1;\Ltablero VII \ll/b=(5.23)/(5)= 1.04 perimetral Area= bxh/2 (5)(2.5)/2= 6.25m2 peso= (6.25m2)(656kg)=4100kg/m2 peso en ml= 4100m/5= 820KG.ml \A1;\Ltablero VIII \ll/b=(4.57)/(3.93)= 1.16 perimetral Area= bxh/2 (3.93)(1.965)/2= 3.86m2 peso= (3.86m2)(656kg)=2533kg/m2 peso en ml=2533/3.92=645KG.ml 645KG.ml \A1;\Ltablero IX \ll/b=(7.09)/(4.07)= 1.74 perimetral \A0;Area= bxh/2 (4.07)(2.03)/2= 4.13m2 peso= (4.13m2)(605KG)=2709kg/m2 peso en ml= 2709m/4.07=666KG.ml 666KG.ml \A1;\Ltablero X \ll/b=(7.09)/(4.89)= 1.74 perimetral \A0;Area= bxh/2 (4.38)(2.19)/2= 4.79m2 peso= (4.79m2)(656KG)=3146kg/m2 peso en ml= 3146m/4.38=718KG.ml 718KG.ml \A1;= 1632KG.ml \A1;=1290KG.ml =1332KG.ml \A1; =1518KG.ml \A1; \A1;= 1632KG.ml VIGAS \A1;\LTENSIONES POR METODO DE CROSS \A1;\LVIGA I \A1;1632KG.ml \A1;1632KG.ml \A1;1290KG.ml 1332KG.ml \A1; 1518KG.ml\A1; 5 5 5 5 \A1;K1=0.15 5 \A1;K1=0.15 \A1;K1=0.19 \A1;K1=0.18 \A1;K1=0.15 \A1;1 \A1;0.50 \A1;0.50 \A1;0.44 \A1;0.56 \A1;0.51 \A1;0.49 \A1;0.55 \A1;0.45 \A1;1 \A1;r\Ftxt|c0;\H1.6667x; \A1;rd\Ftxt|c0;\H1.6667x; \A1;MI\Ftxt|c0;\H1.6667x; \A1;1D\Ftxt|c0;\H1.6667x; \A1;1T\Ftxt|c0;\H1.6667x; \A1;2D\Ftxt|c0;\H1.6667x; \A1;2T\Ftxt|c0;\H1.6667x; \A1;3D\Ftxt|c0;\H1.6667x; \A1;EM\Ftxt|c0;\H1.6667x; \A1;VI\Ftxt|c0;\H1.6667x; \A1;VH\Ftxt|c0;\H1.6667x; \A1;VT\Ftxt|c0;\H1.6667x; \A1;0 \A1;+5100 \A1;-3400 \A1;+3400 \A1;-1660 \A1;+1660 \A1;-1839 \A1;+91 \A1;+88 \A1;-487 \A1;-742 \A1;+627 \A1;+602 \A1;+106 \A1;-12 \A1;-48 \A1;-46 \A1;+1949 \A1;-1949 \A1;0 \A1;-850 \A1;-850 \A1;-766 \A1;-974 \A1;0 \A1;-383 \A1;+211 \A1;+211 \A1;+213 \A1;+84 \A1;-172 \A1;-172 \A1;+4502 \A1;-4502 \A1;-425 \A1;+46 \A1;+167 \A1;+212 \A1;+106 \A1;+314 \A1;-220 \A1;-200 \A1;+2262 \A1;-2262 \A1;+1839 \A1;-4537 \A1;+1484 \A1;+1214 \A1;+44 \A1;0 \A1;-24 \A1;-20 \A1;+301 \A1;-303 \A1;+1 \A1;+1 \A1;+3645 \A1;-3645 \A1;-425 \A1;+425 \A1;106 \A1;-106 \A1;0 \A1;0 \A1;0 \A1;+607 \A1;-607 \A1;-10 \A1;+10 \A1;0 \A1;+2535 \A1;+2711 \A1;+4080 \A1;+4080 \A1;+4080 \A1;+2535 \A1;+2711 \A1;+3712 \A1;4080 \A1;+3712 \A1;+80 \A1;-417 \A1;+900 \A1;-448 \A1;+448 \A1;-80 \A1;+417 \A1;-745 \A1;-900 \A1;+745 \A1;+2615 \A1;+2294 \A1;+4980 \A1;+3632 \A1;+4528 \A1;+2455 \A1;+3128 \A1;+2967 \A1;+3180 \A1;+4457 \A1;+3180 \A1;+4980 \A1;+2455 \A1;+2294 \A1;+2967 VIGAS \A1;\LPERALTE EFECTIVO \A1;\LVIGA I \A1;TOMANDO EL MOMENTO MAYOR 5 5 5 5 5 5 5 5 5 5 \A1;\LPERALTE EFECTIVO TOMANDO EL MOMENTO MAYOR \ld= \L M \l = \L 450200\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L36.56\f@Arial Unicode MS|b0|i0|c0|p34;cm \l kb (16.833)(20) PERALTE TOTAL h=d + r = 36.56 + 2.50 = 39.06 = 40cm \A1;\LVERIFICACION POR CORTANTE \l Vc= \Lv \l = bd \H0.99998x;VcL= \L 4980 \l = 6.81\H1x;kg/cm2\H0.99998x; (20)(36.56) VADM= 6% f“c 6% (250)= 15kg/cm2 \A1;\LAREA DE ACERO \lAs= \L M \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L \f@Arial Unicode MS|b0|i0|c0|p34; \l fsjd As+= \L 308500 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L4.75 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(36.56) AsB= \L 450200 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L6.93 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(36.56) As+= \L 102600 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L1.58 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(36.56) AsC= \L 226200 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L3.48 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(36.56) As+= \L 7000 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L0.10 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(36.56) AsD= \L 194900 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L3.00cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(36.56) As+= \L 2400 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L0.036 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(36.56) AsE= \L 364500 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L5.61 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(36.56) AsL+= \L 75200 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L1.15 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(36.56) \A1;4502 \A1;1949 \A1;2262 \A1;3645 \A1;3085 \A1;MF= 3085 \A1;MG= 1026 \A1;MH= 70 \A1;MI= 24 \A1;MJ= 752 \A1;5528 \A1;4665 \A1;1973 \A1;2893 VIGAS \A1;\LVIGA I \A1;\LARMADO \lQs \H0.7x;\S1/2;\H1.4286x; ” (#4) as= 1.27cm2 NºQs+= \L4.75\l = 3.74 1.27 \H0.99998x;NºQsB= \L6.93\l = 5.03 1.27 NºQs+= \L1.58\l =1.24 1.27 \H0.99998x;NºQsC= \L3.48\l = 2.74 1.27 NºQs+= \L.10\l = 0.078 1.27 \H0.99998x;NºQsD= \L3.00\l = 2.36 1.27 NºQs+= \L0.036\l =0.028 1.27 \H0.99998x;NºQsE= \L5.61\l = 4.41 1.27 \H0.99998x;NºQsE= \L1.15\l = 0.90 1.27 VIGAS \A1;\LCARGA SOBRE LA VIGA \A1;\LVIGA I \A1;\Ltablero IV \H0.91341x;\ll/b=(4.07)/(4.57)= 1.09 perimetral Area= /\L\O \l\o(B+b)(h)/2 (4.57+.50)(2.285)/2= 5.79m2 peso= (5.79m2)(656kg)=3800kg.m2 peso en ml= 3800kg.m\H0.7x;\S2/4;\H1.4286x;.57=831kg.ml \A1;W/CUBIERTA= \L32Okg/cm2 \l PESO DE LA LOSA= .14X1X1X2400= \L336kg/cm2 \l PESO TOTAL=\L \l32Okg/cm2 + 336kg/cm2=\f@Arial Unicode MS|b1|i0|c0|p34;\L 656kg/cm2 \A1;\Ltablero VI \ll/b=(4.89)/(4.57)= 1.07 perimetral Area= bxh/2 (4.57)(2.28)/2= 5.20m2 peso= (5.20m2)(656kg)=3418kg/m2 peso en ml=3418m/4.57= 748KG.ml \A1;= 1579KG.ml 831kg.ml 748KG.ml \A1;\Ltablero IX \ll/b=(7.09)/(4.07)= 1.74 perimetral Area= /\L\O \l\o(B+b)(h)/2 (7.09+.3.03)(2.03)/2= 10.27m2 peso= (10.27m2)(656kg)=6738kg.m2 peso en ml= 6738kg.m2 /7.09=950kg.ml 950kg.ml \A1;\Ltablero X \ll/b=(7.09)/(4.89)= 1.74 perimetral Area= /\L\O \l\o(B+b)(h)/2 (7.09+2.2)(2.44)/2= 11.33m2 peso= (11.33m2)(656kg)=7435kg.m2 peso en ml=7535kg.m2 /7.09=1049kg.ml 1049kg.ml \A1;\Ltablero VI \ll/b=(8.04)/(4.07)= 1.07 perimetral Area= bxh/2 (8.04)(2.5)/2= 10m2 peso= (10m2)(656kg)=6560kg/m2 peso en ml=6560m/8.04= 816KG.ml \A1;\Ltablero X \ll/b=(7.09)/(4.89)= 1.74 perimetral Area= /\L\O \l\o(B+b)(h)/2 (8.04+3.15)(2.44)/2= 13.65m2 peso= (13.65m2)(656kg)=8954kg.m2 peso en ml=8954kg.m2 /7.09=1114kg.ml 816KG.ml 1114kg.ml \A1;= 1999KG.ml \A1;= 1930KG.ml VIGAS \A1;\LTENSIONES POR METODO DE CROSS \A1;\LVIGA I \A1;K1=0.16 \A1;K1=0.11 \A1;K1=0.09 \A1;1 \A1;0.59 \A1;0.41 \A1;0.55 \A1;0.45 \A1;r\Ftxt|c0;\H1.6667x; \A1;rd\Ftxt|c0;\H1.6667x; \A1;MI\Ftxt|c0;\H1.6667x; \A1;1D\Ftxt|c0;\H1.6667x; \A1;1T\Ftxt|c0;\H1.6667x; \A1;2D\Ftxt|c0;\H1.6667x; \A1;2T\Ftxt|c0;\H1.6667x; \A1;3D\Ftxt|c0;\H1.6667x; \A1;EM\Ftxt|c0;\H1.6667x; \A1;VI\Ftxt|c0;\H1.6667x; \A1;VH\Ftxt|c0;\H1.6667x; \A1;VT\Ftxt|c0;\H1.6667x; \A1;0 \A1;+4122 \A1;-8373 \A1;+8373 \A1;-15595 \A1;0 \A1;0 \A1;+1625 \A1;-1625 \A1;-106 \A1;+106 \A1;0 \A1;0 \A1;+2508 \A1;+1743 \A1;+3972 \A1;+3250 \A1;0 \A1;+1986 \A1;-1172 \A1;-814 \A1;-627 \A1;-240 \A1;+513 \A1;+355 \A1;+5343 \A1;-5343 \A1;+872 \A1;0 \A1;-479 \A1;-392 \A1;-407 \A1;+813 \A1;-223 \A1;-183 \A1;+12107 \A1;-12107 \A1;+1254 \A1;-1254 \A1;-586 \A1;+586 \A1;0 \A1;+7759 \A1;+3608 \A1;+7086 \A1;+7086 \A1;+7759 \A1;+3608 \A1;+1506 \A1;+1169 \A1;-954 \A1;+954 \A1;-1506 \A1;-1169 \A1;+6253 \A1;+4777 \A1;+6132 \A1;+8040 \A1;+2439 5 5 5 \A1;1 \A1;1579KG.ml \A1;1999KG.ml \A1;1930KG.ml \A1;+9265 5 5 5 5 5 5 \A1;+2439 \A1;+6132 \A1;+6253 \A1;3756 \A1;18764 \A1;20197 \A1;M7= 10521 \A1;M6=2439 \A1;M8= 8090 VIGAS \A1;\LPERALTE EFECTIVO \A1;\LVIGA II \A1;TOMANDO EL MOMENTO MAYOR \A1;\LPERALTE EFECTIVO TOMANDO EL MOMENTO MAYOR \ld= \L M \l = \L 1052100\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L55.90\f@Arial Unicode MS|b0|i0|c0|p34;cm \l kb (16.833)(20) PERALTE TOTAL h=d + r = 55.90 + 2.50 = 58.4 = 60cm \A1;\LVERIFICACION POR CORTANTE \l Vc= \Lv \l = bd \H0.99998x;VcL= \L 9265 \l = 8.28kg/cm2\H0.99998x; (20)(55.90) VADM= 6% f“c 6% (250)= 15kg/cm2 \A1;\LAREA DE ACERO \lAs= \L M \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L \f@Arial Unicode MS|b0|i0|c0|p34; \l fsjd As+= \L 243900 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L2.45 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(55.90) As2= \L 534300 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L5.38 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(55.90) As+= \L 1052100 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L10.59 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(55.90) As3= \L 1210700 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L12.19 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(55.90) As+= \L 809000 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L8.14 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.888)(55.90) VIGAS \A1;\LVIGA II \A1;\LARMADO \lQs \H0.7x;\S1/2;\H1.4286x; ” (#4) as= 1.27cm2 NºQs+= \L2.45\l =1.92 1.27 \H0.99998x;NºQs2= \L5.38\l = 4.23 1.27 NºQs+= \L10.59\l =8.33 1.27 \H0.99998x;NºQs3= \L12.19\l = 9.59 1.27 NºQs+= \L8.14\l = 6.40 1.27 \A1;0 \A1;+5343 \A1;+12107 \A1;0 COLUMNAS \A1;\LCARGA SOBRE LA COLUMNA \A1;\LCOLUMNA I \A1;PESO DE LA LOSA= (5.83)(2.445)=14.25\L \l(14.25)(656)=\L9351kg PESO TRABE \l2.28 + 3.545= 5.83 * (.60*.20)=0.69 (2.44)(.40*.20) = 0.19 .69+.19= 0.88*2400=\L 2112 \l PESO TOTAL PARA DISEÑO DE LA COLUMNA \L9341\lkg + 2112kg=\f@Arial Unicode MS|b1|i0|c0|p34;\L 11453k X 1.14= 13056kg \A1;DISEÑO DE COLUMNAS AREA TOTAL= 14.23 PESO TOTAL= 14.23X 656= 9334.88 PESO POR ML=9334.88/ 5.83= 1601.18 PESO TRABE= .60X.20X2400= 288 PESO TOTAL= 1601.18+288=1889.18kg/ml \A1;CALCULO DE TENSION MA= WL2 /8 MA= (1889.18)(5.83)2 / 8=8026.39 MB= (1889.18)(5.83)2 / 8=8026.39 PROPONIENDO LA SECCION DE COLUMNA 30 X 40 EXCENTRICIDAD e= Mo/p e= \H0.7x;\S802639/13056;\f@Arial Unicode MS|b1|i0|c0|p34;\H1.4286x;\L=\f@Arial Unicode MS|b0|i0|c0|p34;\l 61.47 RELACION d`/h (3.8)/(40)= 0.09 VALOR DE e/h= 61.47)/(40)=1.5 RELACION DE MODULOS Es/Ec = (2000000)/(14000 f`c)= 9.03 PROPORCION DE ACERO P= 1% P= .01X9.03= .09 COLUMNAS \A1;\LCOLUMNA I \A1;DE LA TABLA CIA PARA COLUMNAS C= 6.2 K= .50 VERIFICACION DE LA FATIGA DEL CONCRETO fc= (c)(M)/(b)(h2) fc= (6.2)(802639)/(30)(40)2= 103.67kg/cm2 fc= .45f`c= .45)(250)= 112.5kg/cm2 112.5kg/cm2>103.67kg/cm2 \A1;DISEÑO DE COLUMNAS RELACION DE ESBELTEZ L/B= (350)/(30)= 11.66<14 ES UNA COLUMNA CORTA USANDO Qs DE \H0.7x;\S5/8;\H1.4286x;" as= 1.98 ( 12)/(1.98)= 6.06= 6 VARRILAS ESTRIBOS VOL. CONCRETO= (40)(30)(100)= 120000 vOL. ESTRIBO 2%= .02X120000= 240 LONG. 109.60cm USANDO Qs\H0.7x;\S1/4;\H1.4286x;" VOL.(109.60)(.32)=35.07cm2 Nº DE ESTRIBOS=( VOL.) / ( VOL. 1 ESTRIBO) \H0.99996x;Nº DE ESTRIBOS=(240) / ( 35.07)= 6.84 = 7 ESTRIBOS SEPARACION (100)/(6.84)=14.61= 14cm 40cm 30cm 6 Qs 5/8" EST. Qs 1/4" @ 14cm 6 EST. Qs 1/4" @ 14cm Y @ 28cm COLUMNAS \A1;\LCARGA SOBRE LA COLUMNA \A1;\LCOLUMNA II \A1;PESO DE LA LOSA= (5.83)(4.48)=26.11\L \l(26.11)(656)=\L17133.67kg PESO TRABE \l2.28 + 3.545= 5.83 * (.60*.20)=0.69 (2.44+2.03)(.40*.20) = 0.35 .69+.35= 1.04*2400=\L 2449 \l PESO TOTAL PARA DISEÑO DE LA COLUMNA \L17133.67kg\l + \L2449\lkg=\f@Arial Unicode MS|b1|i0|c0|p34;\L 19.582.67k X 1.14= 22324kg \A1;DISEÑO DE COLUMNAS AREA TOTAL= 26.11 PESO TOTAL= 26.11X 656= 17133.67 PESO POR ML=9334.88/ 5.83= 2938.88 PESO TRABE= .60X.20X2400= 288 PESO TOTAL= 2938.88+288=3226.88kg/ml \A1;CALCULO DE TENSION MA= WL2 /8 MA= (3226.88)(5.83)2 / 8=13709 MB= (3226.88)(5.83)2 / 8=13709 PROPONIENDO LA SECCION DE COLUMNA 40*50 EXCENTRICIDAD e= Mo/p e= (1370900)/(22324)\f@Arial Unicode MS|b1|i0|c0|p34;\L=\f@Arial Unicode MS|b0|i0|c0|p34;\l 61.47 RELACION d`/h (3.8)/(50)= 0.07 VALOR DE e/h= 61.47)/(50)=1.2 RELACION DE MODULOS Es/Ec = (2000000)/(14000 f`c)= 9.03 PROPORCION DE ACERO P= 1% P= .01X9.03= .09 COLUMNAS \A1;\LCOLUMNA II \A1;DE LA TABLA CIA PARA COLUMNAS C= 6.2 K= .40 VERIFICACION DE LA FATIGA DEL CONCRETO fc= (c)(M)/(b)(h2) fc= (6.2)(13709 )/(40)(50)2= 84.99kg/cm2 fc= .45f`c= .45)(250)= 112.5kg/cm2 112.5kg/cm2>84.99kg/cm2 \A1;DISEÑO DE COLUMNAS RELACION DE ESBELTEZ L/B= (350)/(40)= 8.75<14 ES UNA COLUMNA CORTA USANDO Qs DE \H0.7x;\S5/8;\H1.4286x;" as= 1.98 ( 20)/(1.98)= 10.10= 10 VARRILAS ESTRIBOS VOL. CONCRETO= (40)(50)(100)= 2000000 vOL. ESTRIBO 2%= .02X2000000= 400 LONG. 149.6cm USANDO Qs\H0.7x;\S1/4;\H1.4286x;" VOL.(149.60)(.32)=47.87cm2 Nº DE ESTRIBOS=( VOL.) / ( VOL. 1 ESTRIBO) \H0.99996x;Nº DE ESTRIBOS=(400) / ( 47.87)= 8.35 = 8 ESTRIBOS SEPARACION (100)/(8.35)=11.97= 12cm 50cm 40cm 10 Qs 5/8" EST. Qs 1/4" @ 12cm 7 EST. Qs 1/4" @ 12cm Y @ 24cm CIMENTACION \A1;\LCARGA SOBRE LA COLUMNA \A1;\LZAPATA AISLADA CON LA COLUMNA MAS FATIGADA \A1;\LPESO SOBRE EL CIMIENTO\l \f@Arial Unicode MS|b1|i0|c0|p34;\LP= 22324kg\f@Arial Unicode MS|b0|i0|c0|p34; \lPESO PROPIO DE LA COLUMNA = 1680kg P= 22324+1680=24004KG\L AREA DE LA ZAPATA \lPT= P + 5%P PT= 24004 + .05 ( 24004)=25204.2 AREA DE CIMENTACION LA RESISTENCIA DEL TERRENO ES DE 3500kg/cm2 Ac= PT/ RT= (25204.2)/(3500)=7.20 LADO DE LA ZAPATA L= Ac = 7.20 = 2.68M = 2.70 MOMENTO FLEXIONANTE Mo= (W/8)(L-C)2 (C) Mo= (25204/8)(2.70-.60)2 (.60)= Mo= (3151)(4.41) (.60)=8338KG.M2 \A1;\LPERALTE EFECTIVO \ld= \L M \l = \L 833800\l = \f@Arial Unicode MS|b1|i0|c0|p34;\L28.73cm \f@Arial Unicode MS|b0|i0|c0|p34;\l kb (16.833)(60) h= d + r r=5 h=28.73 + 5= 33.73 \Lh= 35cm\l \A1;\LAREA DE ACERO \lAs= \L M \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L \f@Arial Unicode MS|b0|i0|c0|p34; \l fsjd AsL= \L 833800 \l = \f@Arial Unicode MS|b1|i0|c0|p34;\L16.48 cm2 \f@Arial Unicode MS|b0|i0|c0|p34; \l (2000)(0.88)(28.73) \A1;\LARMADO \lQs \H0.7x;\S1/2;\H1.4286x; " (#4) as= 1.27cm2 NºQs+= \L16.48\l =12.98 1.27 SEP= (L)/(\H0.99998x;NºQs) SEP= (2.70)/(\H0.99998x;12.98)=20.80 = @20cm REVISION POR CORTANTE CORTANTE= V=(PT)/4= V=(25204.2)/4=6301 CORTANTE UNITARIO Vc= (V)/(bd) AREA CORTANTE\L \lA= (2c + 2d)/2 (d) A= (c+d)(d) Vc= (V)/(c+d)(d) Vc= (6301)/(60+28.73)(28.73)= 1.41kg/cm2 CORTANTE ADMISIBLE VADM= .5 f``c .50 (250)= 7.90kg/cm2 DISEÑO FINAL .60 1.05 1.05 2.70 .60 1.05 1.05 .10 .25 1.62 5 5 5 5 5 5 5 @18 @12 @18 @30 @24 @30 @30 @20 @30 @30 @25 @30 @18 @12 @30 @30 @30 @18 5 @15 @10 @29 @30 @30 @15 @18 @12 @18 @30 @24 @30 @20 @30 @25 @30 T-2 T-2 T-2 T-2 T-2 T-2 T-1 T-1 T-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-2 C-2 C-2 C-2 C-2 C-2 C-2 C-2 0.20 0.40 0.20 0.60 5 0 1/2"(#4) 1 0 1/2"(#4) 2 0 1/2"(#4) 4 0 1/2"(#4) 3 0 1/2"(#4) 2 0 1/2"(#4) TRABE T- 1 9 0 1/2"(#4) 8 0 1/2"(#4) 6 0 1/2"(#4) 4 0 1/2"(#4) 2 0 1/2"(#4) TRABE T- 2 40cm 30cm 6 Qs 5/8" EST. Qs 1/4" @ 14cm 6 EST. Qs 1/4" @ 14cm Y @ 28cm 50cm 40cm 10 Qs 5/8" EST. Qs 1/4" @ 12cm 7 EST. Qs 1/4" @ 12cm Y @ 24cm COLUMNA C- 1 COLUMNA C-2 .60 1.05 1.05 2.70 .60 1.05 1.05 .10 .25 1.62 5 5 5 5 5 5 5 5 T-2 T-2 T-2 T-2 T-2 T-2 T-1 T-1 T-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-1 C-2 C-2 C-2 C-2 C-2 C-2 C-2 C-2 LOSA DE ENTREPISO PLANTA DE CIMENTACIÓN INSTITUTO POLITÉCNICO NACIONAL \W1.51000; ESCUELA SUPERIOR DE \W1.51000; INGENIERIA Y ARQUITECTURA 4AM2 \W0.67420; PRESENTA: GRUPO: \W6.84562; ESPECIFICACIONES ESTRUCTURALES: PROYECTO: \W6.35595; CASA HABITACIÓN \W5.55084; ESCALA 1:75 \A1;FECHA: JUEVES 03 DE JUNIO DE 2010 \W7.43662; PLANO ESTRUCTURAL \W0.15168; Concreto resistencia f´c=250 \W0.15168; kg/cm2 Fatiga de Acero de refuerzo fs=2000 kg/cm2 \W0.70857; Bastones y Columpios hasta L/4 Traslapes mínimos 40 os Espesor de losas 10 cm \A1;Armado de losas con os 3/8" (# 3) \A1;El armado de losas en el lecho inferior en la franja central y en el lecho superior en los cuartos laterales \A1;En volados (cantiliver) el armado será en el lecho superior. \A1;Recubrimientos mínimos de 2.5 cm en estructura y 3.00 cm en cimentación \W7.07465; SIMBOLOGIA \W5.15637; K- \W0.85451; CASTILLO \W5.25161; T- \W0.56705; TRABE \W5.01352; CTO CERRAMIENTO \W0.43485; Z- \W0.11467; ZAPATA PLANTA DE CIMENTACIÓN \W6.84562; ESPECIFICACIONES ESTRUCTURALES: PROYECTO: \W2.45156; ZONA ADMISTRATIVA DEL \W7.71346; SPORT CITY \W7.43662; PLANO ESTRUCTURAL \W7.43662; PLANO DE CIMENTACION \W0.15168; Concreto resistencia f´c=250 \W0.15168; kg/cm2 Fatiga de Acero de refuerzo fs=2000 kg/cm2 \W0.70857; Bastones y Columpios hasta L/4 Traslapes mínimos 40 os Espesor de losas 14 cm \A1;Armado de losas con os 1/2" (# 4) \A1;El armado de losas en el lecho inferior en la franja central y en el lecho superior en los cuartos laterales \A1;Recubrimientos mínimos de 2.5 cm en estructura y 3.00 cm en cimentación \W7.07465; SIMBOLOGIA \W5.15637; K- \W0.85451; CASTILLO \W5.25161; T- \W0.56705; TRABE \W0.43485; Z- \W0.11467; ZAPATA ZAPATA AISLADA PLANO ESTRUCTURAL SISTEMA COSNTRUCTIVO DE LA LOSA DISTRIBUCION DE AREAS TRIBUTARIASDE LA LOSA DE LA ZONA ADMISTRATIVA