Memoria Tecnica Ampliacion Bodegas SEL

Software licensed to Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1 1

Ampliacion de Bodegas

Sel18-Nov-13

17-Feb-2014 14:10BODEGA MODIFICADA.std

Print Time/Date: 17/02/2014 14:11 Print Run 1 of 3STAAD.Pro V8i (SELECTseries 5) 20.07.10.41

Job Information Engineer Checked Approved

Name:Date: 18-Nov-13

Structure Type SPACE FRAME

Number of Nodes 80 Highest Node 80Number of Elements 136 Highest Beam 136

Number of Basic Load Cases 3Number of Combination Load Cases 1

Included in this printout are data for:All The Whole Structure

Included in this printout are results for load cases:Type L/C Name

Primary 1 CARGA MUERTAPrimary 2 CARGA VIVAPrimary 3 CARGA 3

Combination 4 1.2 MUERTA + 1.6 VIVA

MaterialsMat Name E

(kip/in2) Density

(kip/in3)

(/F)1 STEEL 29 E +3 0.300 0.000 6.5 E -62 STAINLESSSTEEL 28 E +3 0.300 0.000 10 E -63 ALUMINUM 10 E +3 0.330 0.000 13 E -64 CONCRETE 3.15 E +3 0.170 0.000 5 E -6

Basic Load CasesNumber Name

1 CARGA MUERTA2 CARGA VIVA3 CARGA 3


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1 2


Sel18-Nov-13



Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor

4 1.2 MUERTA + 1.6 VIVA 1 CARGA MUERTA 1.202 CARGA VIVA 1.603 CARGA 3 1.20

Reactions Horizontal Vertical Horizontal Moment

Node L/C FX(kg)

FY(kg)

FZ(kg)

MX(kip-in)

MY(kip-in)

MZ(kip-in)

1 1:CARGA MUERTA 520.239 2.42 E +3 -51.274 -5.109 0.001 -48.3152:CARGA VIVA 892.355 3.33 E +3 -99.872 -9.948 0.001 -83.1713:CARGA 3 -83.598 980.762 1.067 0.104 -0.000 10.2264:1.2 MUERTA + 1.6 VIVA 1.95 E +3 9.41 E +3 -220.043 -21.923 0.002 -178.781

4 1:CARGA MUERTA-522.621 2.45 E +3 -52.595 -5.235 -0.001 49.5732:CARGA VIVA -897.044 3.34 E +3 -101.983 -10.149 -0.001 84.7323:CARGA 3 83.682 961.102 0.769 0.075 0.000 -5.0704:1.2 MUERTA + 1.6 VIVA -1.96 E +3 9.44 E +3 -225.364 -22.430 -0.003 188.975

17 1:CARGA MUERTA 1.16 E +3 4.91 E +3 4.662 0.481 0.000 -108.4402:CARGA VIVA 2.12 E +3 7.95 E +3 9.518 0.982 0.000 -198.5503:CARGA 3 -83.763 1.1 E +3 -0.404 -0.042 -0.000 10.2584:1.2 MUERTA + 1.6 VIVA 4.68 E +3 19.9 E +3 20.339 2.098 0.001 -435.498

20 1:CARGA MUERTA -1.16 E +3 4.94 E +3 4.953 0.513 -0.000 108.9372:CARGA VIVA -2.11 E +3 7.94 E +3 9.947 1.030 -0.001 198.5873:CARGA 3 83.730 1.08 E +3 -0.313 -0.032 0.000 -5.0574:1.2 MUERTA + 1.6 VIVA -4.67 E +3 19.9 E +3 21.482 2.225 -0.001 442.394

33 1:CARGA MUERTA 1.17 E +3 4.83 E +3 0.000 0.000 -0.000 -109.8762:CARGA VIVA 2.15 E +3 7.82 E +3 0.000 0.000 -0.000 -201.2793:CARGA 3 -83.571 1.07 E +3 -0.000 -0.000 0.000 10.2404:1.2 MUERTA + 1.6 VIVA 4.75 E +3 19.6 E +3 0.001 0.000 -0.000 -441.611

36 1:CARGA MUERTA -1.17 E +3 4.86 E +3 0.000 0.000 0.000 110.4372:CARGA VIVA -2.14 E +3 7.82 E +3 0.000 0.000 0.000 201.4303:CARGA 3 83.467 1.05 E +3 -0.000 -0.000 -0.000 -5.0334:1.2 MUERTA + 1.6 VIVA -4.74 E +3 19.6 E +3 0.001 0.000 0.000 448.773

49 1:CARGA MUERTA 1.16 E +3 4.91 E +3 -4.662 -0.481 -0.000 -108.4392:CARGA VIVA 2.12 E +3 7.95 E +3 -9.518 -0.982 -0.000 -198.5493:CARGA 3 -83.763 1.1 E +3 0.404 0.042 0.000 10.2584:1.2 MUERTA + 1.6 VIVA 4.68 E +3 19.9 E +3 -20.339 -2.098 -0.001 -435.496

52 1:CARGA MUERTA -1.16 E +3 4.94 E +3 -4.953 -0.513 0.000 108.9362:CARGA VIVA -2.11 E +3 7.94 E +3 -9.946 -1.030 0.001 198.5863:CARGA 3 83.730 1.08 E +3 0.313 0.032 -0.000 -5.0574:1.2 MUERTA + 1.6 VIVA -4.67 E +3 19.9 E +3 -21.482 -2.225 0.001 442.393

65 1:CARGA MUERTA 520.238 2.42 E +3 51.273 5.109 -0.001 -48.3142:CARGA VIVA 892.353 3.33 E +3 99.871 9.947 -0.001 -83.1713:CARGA 3 -83.598 980.762 -1.067 -0.104 0.000 10.226


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1 3


Sel18-Nov-13



Reactions Cont... Horizontal Vertical Horizontal Moment

Node L/C FX(kg)

FY(kg)

FZ(kg)

MX(kip-in)

MY(kip-in)

MZ(kip-in)

4:1.2 MUERTA + 1.6 VIVA 1.95 E +3 9.41 E +3 220.042 21.923 -0.002 -178.78068 1:CARGA MUERTA-522.620 2.45 E +3 52.595 5.235 0.001 49.573

2:CARGA VIVA -897.042 3.34 E +3 101.982 10.149 0.001 84.7323:CARGA 3 83.682 961.102 -0.769 -0.075 -0.000 -5.0704:1.2 MUERTA + 1.6 VIVA -1.96 E +3 9.44 E +3 225.362 22.430 0.003 188.975

Reaction Summary Horizontal Vertical Horizontal Moment

Node L/C FX(kg)

FY(kg)

FZ(kg)

MX(kip-in)

MY(kip-in)

MZ(kip-in)

Max FX 33 4:1.2 MUERTA + 1.6 VIVA 4.75 E +3 19.6 E +3 0.001 0.000 -0.000 -441.611

Min FX 36 4:1.2 MUERTA + 1.6 VIVA -4.74 E +3 19.6 E +3 0.001 0.000 0.000 448.773

Max FY 17 4:1.2 MUERTA + 1.6 VIVA 4.68 E +3 19.9 E +3 20.339 2.098 0.001 -435.498

Min FY 68 3:CARGA 3 83.682 961.102 -0.769 -0.075 -0.000 -5.070

Max FZ 68 4:1.2 MUERTA + 1.6 VIVA -1.96 E +3 9.44 E +3 225.362 22.430 0.003 188.975

Min FZ 4 4:1.2 MUERTA + 1.6 VIVA -1.96 E +3 9.44 E +3 -225.364 -22.430 -0.003 188.975Max MX 68 4:1.2 MUERTA + 1.6 VIVA -1.96 E +3 9.44 E +3 225.362

22.430 0.003 188.975Min MX 4 4:1.2 MUERTA + 1.6 VIVA -1.96 E +3 9.44 E +3 -225.364 -22.430 -0.003 188.975Max MY 68 4:1.2 MUERTA + 1.6 VIVA -1.96 E +3 9.44 E +3 225.362 22.430

0.003 188.975Min MY 4 4:1.2 MUERTA + 1.6 VIVA -1.96 E +3 9.44 E +3 -225.364 -22.430 -0.003 188.975Max MZ 36 4:1.2 MUERTA + 1.6 VIVA -4.74 E +3 19.6 E +3 0.001 0.000 0.000

448.773Min MZ 33 4:1.2 MUERTA + 1.6 VIVA 4.75 E +3 19.6 E +3 0.001 0.000 -0.000 -441.611

Monday, February 17, 2014, 02:10 PM

PAGE NO. 1

****************************************************

* *

* STAAD.Pro V8i SELECTseries5 * * Version 20.07.10.41 * * Proprietary Program of * * Bentley Systems, Inc. * * Date= FEB 17, 2014 * * Time= 14:10:12 * * *

* USER ID: JOMAK * ****************************************************

1. STAAD SPACE INPUT FILE: BODEGA MODIFICADA.STD 2. START JOB INFORMATION 3. ENGINEER DATE 18-NOV-13 4. JOB NAME AMPLIACION DE BODEGAS 5. JOB CLIENT SEL 6. JOB NO 1 7. END JOB INFORMATION 8. UNIT METER KG 9. JOINT COORDINATES 10. 1 0 0 0; 2 0 3.50001 0; 3 6.50001 3.50001 0; 4 6.50001 0 0

11. 5 0 6.50001 0; 6 6.50001 8.00002 0; 7 0.550001 3.50001 0

12. 8 1.15 3.50001 0; 9 1.75 3.50001 0; 10 2.35 3.50001 0

13. 11 2.95001 3.50001 0; 12 3.55001 3.50001 0; 13 4.15001 3.50001 0

14. 14 4.75001 3.50001 0; 15 5.35001 3.50001 0; 16 5.95001 3.50001 0

15. 17 0 0 -3.38001; 18 0 3.50001 -3.38001; 19 6.50001 3.50001 -3.38001

16. 20 6.50001 0 -3.38001; 21 0 6.50001 -3.38001

17. 22 6.50001 8.00002 -3.38001; 23 0.550001 3.50001 -3.38001

18. 24 1.15 3.50001 -3.38001; 25 1.75 3.50001 -3.38001

19. 26 2.35 3.50001 -3.38001; 27 2.95001 3.50001 -3.38001

20. 28 3.55001 3.50001 -3.38001; 29 4.15001 3.50001 -3.38001

21. 30 4.75001 3.50001 -3.38001; 31 5.35001 3.50001 -3.38001

22. 32 5.95001 3.50001 -3.38001; 33 0 0 -6.75001; 34 0 3.50001 -6.75001

23. 35 6.50001 3.50001 -6.75001; 36 6.50001 0 -6.75001

24. 37 0 6.50001 -6.75001; 38 6.50001 8.00002 -6.75001

25. 39 0.550001 3.50001 -6.75001; 40 1.15 3.50001 -6.75001

26. 41 1.75 3.50001 -6.75001; 42 2.35 3.50001 -6.75001

27. 43 2.95001 3.50001 -6.75001; 44 3.55001 3.50001 -6.75001

28. 45 4.15001 3.50001 -6.75001; 46 4.75001 3.50001 -6.75001

29. 47 5.35001 3.50001 -6.75001; 48 5.95001 3.50001 -6.75001; 49 0 0 -10.12

30. 50 0 3.50001 -10.12; 51 6.50001 3.50001 -10.12; 52 6.50001 0 -10.12

31. 53 0 6.50001 -10.12; 54 6.50001 8.00002 -10.12

32. 55 0.550001 3.50001 -10.12; 56 1.15 3.50001 -10.12

33. 57 1.75 3.50001 -10.12; 58 2.35 3.50001 -10.12

34. 59 2.95001 3.50001 -10.12; 60 3.55001 3.50001 -10.12

35. 61 4.15001 3.50001 -10.12; 62 4.75001 3.50001 -10.12

36. 63 5.35001 3.50001 -10.12; 64 5.95001 3.50001 -10.12; 65 0 0 -13.5

37. 66 0 3.50001 -13.5; 67 6.50001 3.50001 -13.5; 68 6.50001 0 -13.5

38. 69 0 6.50001 -13.5; 70 6.50001 8.00002 -13.5; 71 0.550001 3.50001 -13.5

Page 1 of 12C:\Users\Allan\Documents\Trabajos sergio SEL\BODEGA ALLAN\BODEGA ALLAN\BODEGA MODIFICADA.anl


STAAD SPACE -- PAGE NO. 2

39. 72 1.15 3.50001 -13.5; 73 1.75 3.50001 -13.5; 74 2.35 3.50001 -13.5

40. 75 2.95001 3.50001 -13.5; 76 3.55001 3.50001 -13.5

41. 77 4.15001 3.50001 -13.5; 78 4.75001 3.50001 -13.5

42. 79 5.35001 3.50001 -13.5; 80 5.95001 3.50001 -13.5

43. MEMBER INCIDENCES 44. 1 1 2; 2 2 7; 3 4 3; 4 2 5; 5 3 6; 6 5 6; 7 7 8; 8 8 9; 9 9 10

45. 10 10 11; 11 11 12; 12 12 13; 13 13 14; 14 14 15; 15 15 16; 16 16 3

46. 17 17 18; 18 18 23; 19 20 19; 20 18 21; 21 19 22; 22 21 22; 23 23 24

47. 24 24 25; 25 25 26; 26 26 27; 27 27 28; 28 28 29; 29 29 30; 30 30 31

48. 31 31 32; 32 32 19; 33 33 34; 34 34 39; 35 36 35; 36 34 37; 37 35 38

49. 38 37 38; 39 39 40; 40 40 41; 41 41 42; 42 42 43; 43 43 44; 44 44 45

50. 45 45 46; 46 46 47; 47 47 48; 48 48 35; 49 49 50; 50 50 55; 51 52 51

51. 52 50 53; 53 51 54; 54 53 54; 55 55 56; 56 56 57; 57 57 58; 58 58 59

52. 59 59 60; 60 60 61; 61 61 62; 62 62 63; 63 63 64; 64 64 51; 65 65 66

53. 66 66 71; 67 68 67; 68 66 69; 69 67 70; 70 69 70; 71 71 72; 72 72 73

54. 73 73 74; 74 74 75; 75 75 76; 76 76 77; 77 77 78; 78 78 79; 79 79 80

55. 80 80 67; 81 69 53; 82 67 51; 83 80 64; 84 79 63; 85 78 62; 86 77 61

56. 87 76 60; 88 75 59; 89 74 58; 90 73 57; 91 72 56; 92 71 55; 93 66 50

57. 94 51 35; 95 64 48; 96 63 47; 97 62 46; 98 61 45; 99 60 44; 100 59 43

58. 101 58 42; 102 57 41; 103 56 40; 104 55 39; 105 34 50; 106 34 18

59. 107 39 23; 108 40 24; 109 41 25; 110 42 26; 111 43 27; 112 44 28

60. 113 45 29; 114 46 30; 115 47 31; 116 48 32; 117 35 19; 118 19 3

61. 119 32 16; 120 31 15; 121 30 14; 122 29 13; 123 28 12; 124 27 11

62. 125 26 10; 126 25 9; 127 24 8; 128 23 7; 129 18 2; 130 22 6; 131 38 22

63. 132 54 38; 133 70 54; 134 53 37; 135 37 21; 136 21 5

64. DEFINE MATERIAL START 65. ISOTROPIC STEEL 66. E 2.03889E+010 67. POISSON 0.3 68. DENSITY 7833.37 69. ALPHA 6.5E-006 70. DAMP 0.03 71. END DEFINE MATERIAL 72. MEMBER PROPERTY AMERICAN 73. 4 TO 6 20 TO 22 36 TO 38 52 TO 54 68 TO 70 TABLE ST W6X15 74. 2 7 TO 16 18 23 TO 32 34 39 TO 48 50 55 TO 64 66 71 TO 79 - 75. 80 TABLE ST W14X43 76. 1 3 17 19 33 35 49 51 65 67 TABLE ST W10X54 77. 81 TO 136 TABLE ST W6X25 78. CONSTANTS 79. MATERIAL STEEL ALL 80. SUPPORTS 81. 1 4 17 20 33 36 49 52 65 68 FIXED 82. LOAD 1 LOADTYPE DEAD TITLE CARGA MUERTA 83. UNIT INCHES KIP 84. SELFWEIGHT Y -1 LIST ALL 85. UNIT METER KG 86. MEMBER LOAD 87. 82 TO 129 UNI GY -158.4 88. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE CARGA VIVA




89. MEMBER LOAD 90. 82 TO 129 UNI GY -375 91. LOAD 3 LOADTYPE LIVE REDUCIBLE TITLE CARGA 3 92. MEMBER LOAD 93. 6 22 38 54 70 UNI GY -270 94. 81 130 TO 136 UNI GY -50 95. LOAD COMB 4 1.2 MUERTA + 1.6 VIVA 96. 1 1.2 2 1.6 3 1.2 97. UNIT INCHES KIP 98. PERFORM ANALYSIS

P R O B L E M S T A T I S T I C S -----------------------------------

NUMBER OF JOINTS 80 NUMBER OF MEMBERS 136 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 10

SOLVER USED IS THE IN-CORE ADVANCED SOLVER

TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 420

99. PARAMETER 1 100. CODE AISC UNIFIED 2010 101. CHECK CODE MEMB 1 TO 80




STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.3 ********************************************

ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =======================================================================

1 ST W10X54 (AISC SECTIONS) PASS Eq. H1-1b 0.238 4 20.00 C -3.74 34.51 11.48

2 ST W14X43 (AISC SECTIONS) PASS Eq. H1-1b 0.207 4 3.30 C 0.01 38.09 0.00

3 ST W10X54 (AISC SECTIONS) PASS Eq. H1-1b 0.236 4 20.07 C -3.84 -33.92 11.48




7 ST W14X43 (AISC SECTIONS) PASS Sec. G2, Sec. G2.1(a 0.124 4 3.30 C -0.06 13.21 0.00

8 ST W14X43 (AISC SECTIONS) PASS Eq. H1-1b 0.139 4 3.30 C 0.00 -25.30 1.97















39 ST W14X43 (AISC SECTIONS) PASS Sec. G2, Sec. G2.1(a 0.294 4 9.09 C 0.00 31.88 0.00















102. FINISH

*********** END OF THE STAAD.Pro RUN ***********

**** DATE= FEB 17,2014 TIME= 14:10:18 ****


Company : Ampliacion Bodegas SEL February 17, 2014Designer : MG

Zapata CentricaJob Number : Checked By:_____

Sketch

1.2 m

1.2

m

.425 m.42

5 m 35 cm

35 cm

A B

CD

X

Z

143

cm

40 cm

CDDetails

X

ZA B

CD

#[email protected] cm

1.2 m

1.2

m


X Dir. Steel: 8.87 cm2 (7,#4)Z Dir. Steel: 8.87 cm2 (7 #4)

Bottom Rebar Plan

143

cm

40 cm

8.89

cm

#3@25 cm

CDFooting Elevation

35 cm

35 cm

3.81

cm

8#5

Pedestal Rebar Plan

Geometry, Materials and CriteriaLength : eX : Gross Allow. Bearing : Steel fy :Width : eZ : Concrete Weight : Minimum Steel :Thickness : pX : Concrete f'c : Maximum Steel :Height : pZ : Design Code :

Footing Top Bar Cover : Overturning Safety Factor : Phi for Flexure :Footing Bottom Bar Cover : Coefficient of Friction : Phi for Shear :Pedestal Longitudinal Bar Cover : Passive Resistance of Soil : Phi for Bearing :

1.2 m 0 cm 40000 kg/m^2 (gross) 60000 psi1.2 m 0 cm 2400 kg/m^3 .001840 cm 35 cm 3000 psi .0075143 cm 35 cm ACI 318-05

8.89 cm 1.2 0.98.89 cm 0.3 0.753.81 cm 0 kg 0.65

RISAFoot Version 3.0 [C:\...\...\...\...\Z1 centrica.rft] Page 1



LoadsP (kg) Vx (kg) Vz (kg) Mx (kg-m) Mz (kg-m) Overburden (kg/m^2)

DL 19923.9 488.243+P +Vx

A D

+Vz

D C

+Mx

D C

+Mz

A D

+Over

Soil BearingDescription Categories and Factors Gross Allow.(kg/m^2)Max Bearing (kg/m^2) Max/Allowable RatioASCE 2.4.1-1 1DL 40000 15534.7 (A) .388ASCE 2.4.1-2 1DL+1LL 40000 15534.7 (A) .388ASCE 2.4.1-3a 1DL+1WL 40000 15534.7 (A) .388ASCE 2.4.1-3b 1DL+.7EL 40000 15534.7 (A) .388ASCE 2.4.1-3c 1DL+.75LL+.75WL 40000 15534.7 (A) .388ASCE 2.4.1-3d 1DL+.75LL+.7EL 40000 15534.7 (A) .388ASCE 2.4.1-4 .6DL+1WL 40000 9320.81 (A) .233ASCE 2.4.1-5 .6DL+.7EL 40000 9320.81 (A) .233

A B

CD1DLQA:QB:QC:QD:NAZ:NAX:

15534.7 kg/m^215534.7 kg/m^215534.7 kg/m^215534.7 kg/m^2-1 cm-1 cm

A B

CD1DL+1LLQA:QB:QC:QD:NAZ:NAX:


A B

CD1DL+1WLQA:QB:QC:QD:NAZ:NAX:


A B

CD1DL+.7ELQA:QB:QC:QD:NAZ:NAX:


A B

CD1DL+.75LL+.75WLQA:QB:QC:QD:NAZ:NAX:


A B

CD1DL+.75LL+.7ELQA:QB:QC:QD:NAZ:NAX:


A B

CD.6DL+1WLQA:QB:QC:QD:NAZ:NAX:


A B

CD.6DL+.7ELQA:QB:QC:QD:NAZ:NAX:


Footing Flexure Design (Bottom Bars)Description Categories and Factors Mu-XX (kg-m) Z Dir As (cm )2 Mu-ZZ (kg-m) X Dir As (cm )2

ACI-99 9-1 1.4DL+1.7LL 2137.26 1.858 2137.26 1.858ACI-99 9-2 1.05DL+1.275LL+1.275WL 1602.95 1.392 1602.95 1.392ACI-99 9-3 .9DL+1.3WL 1373.96 1.192 1373.96 1.192IBC 16-5 1.2DL+1LL+1EL 1831.94 1.591 1831.94 1.591IBC 16-6 .9DL+1EL 1373.96 1.192 1373.96 1.192




Footing Shear CheckTwo Way (Punching) Vc: One Way (X Dir. Cut) Vc One Way (Z Dir. Cut) Vc:122941 kg 28165.3 kg 28165.3 kg

Punching X Dir. Cut Z Dir. CutDescription Categories and Factors Vu(kg) Vu/ Vc Vu(kg) Vu/ Vc Vu(kg) Vu/ Vc

ACI-99 9-1 1.4DL+1.7LL 19943.9 .216 2845.74 .135 2845.74 .135ACI-99 9-2 1.05DL+1.275LL+1.275WL 14957.9 .162 2134.31 .101 2134.31 .101ACI-99 9-3 .9DL+1.3WL 12821.1 .139 1829.41 .087 1829.41 .087IBC 16-5 1.2DL+1LL+1EL 17094.8 .185 2439.21 .115 2439.21 .115IBC 16-6 .9DL+1EL 12821.1 .139 1829.41 .087 1829.41 .087

Pedestal DesignShear Check Results (Envelope):Shear Along X Direction Vc: Vs: Vu: Vu/ Vn: : .75 7936.88 kg 6968.81 kg 0 kg 0Shear Along Z Direction Vc: Vs: Vu: Vu/ Vn:7936.88 kg 6968.81 kg 0 kg 0Pedestal Ties: #3 @ 25 cm

Bending Check Results (Envelope):Unity Check: .192 Phi : .65 Parme Beta: .65Pu : 28313.8 kg Mux : 0 kg-m Muz: : 0 kg-mPn : 226864 kg Mnx : NA Mnz: : NA

Mnox: NA Mnoz : NAPedestal Bars: 8 #5 % Steel: .2

Compression Development Length Pedestal Bars (Envelope):Lreq.: 34.78 cm Lpro.: 26.982 cm Lreq./Lpro.: 1.289

Concrete Bearing Check (Vertical Loads Only)Bearing Bc : 439243 kg

Description Categories and Factors Bearing Bu (kg) Bearing Bu/ BcACI-99 9-1 1.4DL+1.7LL 31317.9 .11ACI-99 9-2 1.05DL+1.275LL+1.275WL 23488.4 .082ACI-99 9-3 .9DL+1.3WL 20132.9 .071IBC 16-5 1.2DL+1LL+1EL 26843.9 .094IBC 16-6 .9DL+1EL 20132.9 .071

Overturning Check (Service)Description Categories and Factors Mo-XX (kg-m)Ms-XX (kg-m) Mo-ZZ (kg-m) Ms-ZZ (kg-m) OSF-XX OSF-ZZ

ASCE 2.4.1-1 1DL 0 13422 0 13422 NA NAASCE 2.4.1-2 1DL+1LL 0 13422 0 13422 NA NAASCE 2.4.1-3a 1DL+1WL 0 13422 0 13422 NA NAASCE 2.4.1-3b 1DL+.7EL 0 13422 0 13422 NA NAASCE 2.4.1-3c 1DL+.75LL+.75WL 0 13422 0 13422 NA NAASCE 2.4.1-3d 1DL+.75LL+.7EL 0 13422 0 13422 NA NAASCE 2.4.1-4 .6DL+1WL 0 8053.18 0 8053.18 NA NAASCE 2.4.1-5 .6DL+.7EL 0 8053.18 0 8053.18 NA NA

Mo-XX: Governing Overturning Moment about AD or BCMs-XX: Governing Stablizing Moment about AD or BCOSF-XX: Ratio of Ms-XX to Mo-XX




Sliding Check (Service)Description Categories and Factors Va-XX (kg) Vr-XX (kg) Va-ZZ (kg) Vr-ZZ (kg) SR-XX SR-ZZ

ASCE 2.4.1-1 1DL 0 6710.98 0 6710.98 NA NAASCE 2.4.1-2 1DL+1LL 0 6710.98 0 6710.98 NA NAASCE 2.4.1-3a 1DL+1WL 0 6710.98 0 6710.98 NA NAASCE 2.4.1-3b 1DL+.7EL 0 6710.98 0 6710.98 NA NAASCE 2.4.1-3c 1DL+.75LL+.75WL 0 6710.98 0 6710.98 NA NAASCE 2.4.1-3d 1DL+.75LL+.7EL 0 6710.98 0 6710.98 NA NAASCE 2.4.1-4 .6DL+1WL 0 4026.59 0 4026.59 NA NAASCE 2.4.1-5 .6DL+.7EL 0 4026.59 0 4026.59 NA NA

Va-XX: Applied Lateral Force to Cause Sliding Along XX AxisVr-XX: Resisting Lateral Force Against Sliding Along XX AxisSR-XX: Ratio of Vr-XX to Va-XX



Zapata ExcentricaJob Number : Checked By:_____

Sketch

1.5 m1.

5 m

.575 m0

m

35 cm

35 cm

A B

CD

X

Z

143

cm

40 cm

CD

DetailsX

ZA B

CD


1.5 m

1.5

m



Bottom Rebar Plan

143

cm

40 cm

8.89

cm

#3@25 cm

CDFooting Elevation

35 cm

35 cm

3.81

cm

8#5

Pedestal Rebar Plan



1.5 m 57.5 cm 40000 kg/m^2 (gross) 60000 psi1.5 m 0 cm 2322.68 kg/m^3 .001840 cm 35 cm 3000 psi .0075143 cm 35 cm ACI 318-05

8.89 cm 1.2 0.98.89 cm 0.3 0.753.81 cm 0 kg 0.65

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DL 19923.9 1716+P +Vx

A D

+Vz

D C

+Mx

D C

+Mz

A D

+Over


A B


37836.3 kg/m^237836.3 kg/m^20 kg/m^20 kg/m^2-1 cm91.876 cm

A B



A B



A B



A B



A B



A B



A B




ACI-99 9-1 1.4DL+1.7LL 3104.43 2.702 1021.05 .885ACI-99 9-2 1.05DL+1.275LL+1.275WL 2328.32 2.023 765.784 .663ACI-99 9-3 .9DL+1.3WL 1995.7 1.733 656.386 .568IBC 16-5 1.2DL+1LL+1EL 2660.94 2.314 875.182 .758IBC 16-6 .9DL+1EL 1995.7 1.733 656.386 .568




Footing Flexure Design (Top Bars)Description Categories and Factors Mu-XX (kg-m) Z Dir As (cm )2 Mu-ZZ (kg-m) X Dir As (cm )2

SW+OB 1SW+1OB-(ASCE 2.4.1-..,ACI-99 9-3) 0 0 918.745 0Moment Capacity of Plain Concrete Section Along XX and ZZ=3228.35kg-m,3228.35kg-m Per Chapter 22 of ACI 318.

Footing Shear CheckTwo Way (Punching) Vc: One Way (X Dir. Cut) Vc One Way (Z Dir. Cut) Vc:77900.4 kg 35206.6 kg 35206.6 kg













ASCE 2.4.1-1 1DL 0 19554 0 7984.65 NA NAASCE 2.4.1-2 1DL+1LL 0 19554 0 7984.65 NA NAASCE 2.4.1-3a 1DL+1WL 0 19554 0 7984.65 NA NAASCE 2.4.1-3b 1DL+.7EL 0 19554 0 7984.65 NA NAASCE 2.4.1-3c 1DL+.75LL+.75WL 0 19554 0 7984.65 NA NAASCE 2.4.1-3d 1DL+.75LL+.7EL 0 19554 0 7984.65 NA NAASCE 2.4.1-4 .6DL+1WL 0 11732.4 0 4790.79 NA NAASCE 2.4.1-5 .6DL+.7EL 0 11732.4 0 4790.79 NA NA







Zapata Excentrica en EsquinasJob Number : Checked By:_____

Sketch

1.5 m1.

5 m

0 m0

m

35 cm35

cm

A B

CD

X

Z

143

cm

40 cm

CD

DetailsX

ZA B

CD


1.5 m

1.5

m



Bottom Rebar Plan14

3 cm

40 cm

8.89

cm

#3@25 cm

CDFooting Elevation

35 cm

35 cm

3.81

cm

4#5

Pedestal Rebar Plan



1.5 m 57.5 cm 40000 kg/m^2 (gross) 60000 psi1.5 m 57.5 cm 2322.68 kg/m^3 .001840 cm 35 cm 3000 psi .0075143 cm 35 cm ACI 318-05

8.89 cm 1.2 0.98.89 cm 0.3 0.753.81 cm 0 kg 0.65

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DL 9407.05 1716+P +Vx

A D

+Vz

D C

+Mx

D C

+Mz

A D

+Over


A B


37378.1 kg/m^21901.04 kg/m^20 kg/m^21901.04 kg/m^2158.038 cm158.038 cm

A B



A B



A B



A B



A B



A B



A B




ACI-99 9-1 1.4DL+1.7LL 514.62 .445 514.62 .445ACI-99 9-2 1.05DL+1.275LL+1.275WL 385.965 .334 385.965 .334ACI-99 9-3 .9DL+1.3WL 330.827 .286 330.827 .286IBC 16-5 1.2DL+1LL+1EL 441.103 .382 441.103 .382IBC 16-6 .9DL+1EL 330.827 .286 330.827 .286




Footing Flexure Design (Top Bars)Description Categories and Factors Mu-XX (kg-m) Z Dir As (cm )2 Mu-ZZ (kg-m) X Dir As (cm )2

SW+OB 1SW+1OB-(ACI-99 9-3,ACI-99 9-3) 593.185 0 593.185 0Moment Capacity of Plain Concrete Section Along XX and ZZ=3228.35kg-m,3228.35kg-m Per Chapter 22 of ACI 318.

Footing Shear CheckTwo Way (Punching) Vc: One Way (X Dir. Cut) Vc One Way (Z Dir. Cut) Vc:47165.1 kg 35206.6 kg 35206.6 kg










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Ing. Elmer CuberoCICH 4818

1:75

01

SOLERA VS-1 0.20X0.204#3 Y #2 a/c 0.20

JOIST 1

Canaleta 2" x 4" x 116"@ 0.60 M

JOIST 1

?

?????????

?

12"

SOLERA VS-1 0.20X0.204#3 Y #2 a/c 0.20

JAMBA J-1

SOLERA VS-2

DETALLE DE CIMIENTO CORRIDO

SOLERA VS-1 0.20X0.204#3 Y #2 a/c 0.20

DETALLE JAMBA DE UNIONEN COLUMNA METALICA

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1:75

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SOLERA VS-2 SOLERA VS-2 SOLERA VS-2 SOLERA VS-2

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W 14 x 43W 14 x 43W 14 x 43W 14 x 43

W 14 x 43 W 14 x 43 W 14 x 43 W 14 x 43

W

1

4

x

4

3

W

1

4

x

4

3

JOIST MEZZANINE JOIST MEZZANINE

JOIST MEZZANINE

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1:75

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PEDESTAL PARAC-1

SOLERA VS-1

8#5 Y #3 a/c 0.15

SOLERA VS-2

4#4Y #3 @ 0.20

4#3Y #2 @ 0.20

JAMBA J-1

2#3 Y #2 a/c 0.20

DETALLE PARED TIPICA

MENSULA 11

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indicadas

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0.580.60

???????

0.110.05

DETALLE JOIST ENTREPISO

MEN

SULA

21

0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45

0.91 0.91 0.91 0.91 0.91

8.11

0.45 0.45

0.91

0.45

0.91

0.25 0.25

CASTILLO CC-1

4#3Y #2 @ 0.20

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indicadas

07