ariesp mejia - final project (12!08!14)

8/9/2019 Ariesp Mejia - Final Project (12!08!14)

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INTRODUCTION

The use of wind engineering in the design of structures in the last decades has

been of huge impact in the construction industry. Due to many catastrophes

because of wind phenomenon, many researchers have focus on the development

of this branch of engineering in order to improve the structural design from the

view point of wind engineering. One of the most catastrophic natural disaster

happened in 2005, the hurricane Katrina, which has been considered the

costliest natural disaster in the history of the United States. Since then, the

importance of wind engineering has increased considerably.

Wind engineering is best described as the rational treatment of interaction

between wind in the atmospheric boundary layer and man and his works on the

surface of earth. (Jack. E. Lemak 1975).

Wind engineering is a multidisciplinary matter which involves multiple topics,

but one of the most important and the one that will be discussed in this report is

the application of wind engineering in structures.

The following report presents the structural design of an equipment platformlocated in a roof top in the Miami-Dade County, considered high hurricane zone

by the Florida Building Code 2010. The design was performed in accordance

with the Florida Building Code 2010 Edition with 2012 Supplement and the

ASCE 7-10.


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SUMMARY

The proposed equipment platform is to be attached to a building located at 10245

NW 9thSt. Circle in Miami, Miami-Dade County, Florida. The proposed equipment

platform will be used to mount telecom cabinets that support the carrier antennas

that will be located at the aforementioned building.

Design Criteria:

Vult= 175mph (Ultimate, 3-second gust)

Vasd= 136mph (Nominal, 3-second gust, FBC 1609.3.1)Z= 85' (Equipment Height above ground)

Exposure C

Risk Category II

Open Structure

Codes & Standards:

Building: 2010 Florida Building Code with 2012 Supplement

Loads: ASCE 7-10Steel: AISC LRFD 13thEdition

Concrete: ACI 318-08


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4

WIND LOAD CALCULATIONS

Equipment Dimensions (Site Support Cabinet)

6.00

2.50

3.00

Design Parameters:

900 26.9 1

9.5 26.9 1

0.85 , 26.9 6

1.22 , 29.3 1

1.0 , 26.8.2

0.85 , 26.6 1

Velocity Pressure:

0.00256 . 29.3 1

81.5

Wind Load:

Case1:WindatFront

/ 2.4

1.32 , 29.5 1

15

1,375 , . 29.5 1


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5

275

550

Case2:WindatSide

/ 2

1.32 , 29.5 1

18

1,642 , . 29.5 1

274

657


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7

232

467

Case2:WindatSide

/ 2.01

1.32 , 29.5 1

18

1,171 , . 29.5 1

232

467


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9

Equipment Platform Design


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Ariesp Mejia

Ariesp Mejia

Final Project FIU

3D RENDERED VIEW

SK - 1

Nov 25, 2014 at 7:02 PM

Platform Design.r3d

Y

XZ

Solution: Envelope


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Ariesp Mejia

Ariesp Mejia

Final Project FIU

JOINT NUMBERS

SK - 2

Nov 25, 2014 at 7:02 PM

Platform Design.r3d

N1

N2

N3

N4

N5

N6

N9

N10

N11

N12

N13

N14

N15

N16

N17

N18

N19

N20

N21

N22

N23

N24

N25

N26

N27

N28N29

N30

N31

N32

N33

N34

N35

N36

N37

N38

N39

N40

N41

N42

N41A

N42A

Y

XZ

Solution: Envelope


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Ariesp Mejia

Ariesp Mejia

Final Project FIU

MEMBER NUMBERS

SK - 3

Nov 25, 2014 at 7:02 PM

Platform Design.r3d

M1

M2

M3

M4

M5

M6

M7

M8M9

M10

M11

M12

M13

M14

M15

M16

M17

M18

M19

M20

M21

M22

M23

M24

M25

Y

XZ

Solution: Envelope


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Ariesp Mejia

Ariesp Mejia

Final Project FIU

MEMBER LENGTHS

SK - 5

Nov 25, 2014 at 7:03 PM

Platform Design.r3d

4.5

4.5

12.5

12.5

3

3

2.5

2.53

3

2.5

2.5

2.53

2.53

2.53

2.53

2.53

2.53

5.408

5.408

2.33

3

2.33

3

2.33

3

3.9

3.9

Y

XZ

Member Length (ft) DisplayedSolution: Envelope


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Ariesp Mejia

Ariesp Mejia

Final Project FIU

SHEAR CHECK

SK - 6

Nov 25, 2014 at 7:03 PM

Platform Design.r3d

.10

.23

NC

.10

NC

.00

NC

.23

.16

.00

NC

NC

.23

NC

.23

.16

NC.00NC NC

NC

.23

.16

NC

.16

NC

NC

.23.23

.16

NCNC.00

NC

.23

NC

.16.16

NC

.23.23

.16

NCNC

.00NC

.23

.09

NC

.16.16

NC

.00

.23

.16

NCNC

.09

.00

NC

.16

Y

XZ

Shear Check

No Cal > 1.0.90-1.0.75-.90.50-.750.-.50

Member Shear Checks DisplayedSolution: Envelope


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Ariesp Mejia

Ariesp Mejia

Final Project FIU

UNITY CHECK

SK - 7

Nov 25, 2014 at 7:04 PM

Platform Design.r3d

.41

.30

NC

.41

NC

.07

NC

.30

.31

.03

NC

NC

.30

NC

.30

.31

NC.00NC NC

NC

.30

.31

NC

.31

NC

NC

.30.30

.31

NCNC.00

NC

.30

NC

.31.31

NC

.30.30

.31

NCNC

.00NC

.30

.34

NC

.31.31

NC

.02

.30

.31

NCNC

.34

.06

NC

.31

Y

XZ

Code Check

No Cal > 1.0.90-1.0.75-.90.50-.750.-.50

Member Code Checks DisplayedSolution: Envelope


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Ariesp Mejia

Ariesp Mejia

Final Project FIU

LL

SK - 9

Nov 25, 2014 at 7:04 PM

Platform Design.r3d

-40psf

Y

XZ

Loads: BLC 2, Live LoadSolution: Envelope


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Ariesp Mejia

Ariesp Mejia

Final Project FIU

WLX

SK - 10

Nov 25, 2014 at 7:04 PM

Platform Design.r3d

274lb/ft

657lb/ft274lb/ft

-657lb/ft

232lb/ft

-467lb/ft

Y

XZ

Loads: BLC 3, +WLXSolution: Envelope


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Ariesp Mejia

Ariesp Mejia

Final Project FIU

-WLZ

SK - 13

Nov 25, 2014 at 7:05 PM

Platform Design.r3d

-605lb/ft

-300lb/ft

-300lb/ft

-605lb/ft

-712lb/ft

-356lb/ft

-356lb/ft

712lb/ft

-356lb/ft

-712lb/ft

-356lb/ft

712lb/ft

-300lb/ft

605lb/ft

-300lb/ft

605lb/ft

Y

XZ

Loads: BLC 6, -WLZSolution: Envelope


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Company : Dec 8, 2014Designer : 9:49 AMAriesp Mejia

Final Project FIUJob Number : Ariesp Mejia Checked By:_____

Global

Display Sections for Member CalcsMax Internal Sections for Member CalcsInclude Shear Deformation?Include Warping?

Trans Load Btwn Intersecting Wood Wall?Increase Nailing Capacity for Wind?

Area Load Mesh (in^2)Merge Tolerance (in)P-Delta Analysis ToleranceInclude P-Delta for Walls?

Automaticly Iterate Stiffness for Walls?Maximum Iteration Number for Wall StiffnessGravity Acceleration (ft/sec^2)Wall Mesh Size (in)Eigensolution Convergence Tol. (1.E-)Vertical AxisGlobal Member Orientation PlaneStatic Solver

Dynamic Solver

597YesYes

YesYes144.120.50%YesNo332.2124YXZSparse Accelerated

Accelerated Solver

Hot Rolled Steel CodeAdjust Stiffness?RISAConnection CodeCold Formed Steel CodeWood CodeWood TemperatureConcrete CodeMasonry Code

Aluminum Code

AISC 13th(360-05): LRFDYes(Iterative)

AISC 14th(360-10): ASDAISI NAS-01: LRFDAF&PA NDS-05/08: ASD< 100F

ACI 318-08ACI 530-08: StrengthAA ADM1-10: ASD - Building

Number of Shear RegionsRegion Spacing Increment (in)

Biaxial Column MethodParme Beta Factor (PCA)Concrete Stress BlockUse Cracked Sections?Bad Framing Warnings?Unused Force Warnings?Min 1 Bar Diam. Spacing?Concrete Rebar SetMin % Steel for ColumnMax % Steel for Column

44

PCA Load Contour.65RectangularYesNoYesNoREBAR_SET_ASTMA61518

RISA-3D Version 11.0.2 Page 1[C:\Users\ariespmejia-suero\Desktop\Project FIU\Platform Design.r3d]


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Global, Continued

Seismic CodeSeismic Base Elevation (ft)

Add Base Weight?Ct Z

Ct XT Z (sec)T X (sec)R ZR XCt Exp. ZCt Exp. XSD1SDSS1TL (sec)Risk Cat

ASCE 7-10Not EnteredNo.035

.035Not EnteredNot Entered8.58.5.75.75111Not EnteredI or II

Seismic Detailing CodeOm Z

Om XRho ZRho X

ASCE 7-051

111

Envelope AISC 13th(360-05): LRFD Steel Code Checks

Member Shape Code Check Loc[... LC Shea... Loc[ft] Dir LC phi*Pn... phi*Pnt...phi*Mn...phi*Mn...Cb Eqn

1 M1 W6x15 .406 2.156 9 .104 0 y 9 180137...199350 195399...457467...1...H1-1b

2 M2 W6x15 .342 2.156 9 .086 0 y 9 180137...199350 195399...457467...1...H1-1b

3 M3 W6x15 .307 6.38 9 .164 0 y 10 91203.... 199350 195399...410992...1...H1-1b

4 M4 W6x15 .297 6.38 16 .231 0 y 9 91203.... 199350 195399...410943...1...H1-1b

5 M19 LL3x3x4x6 .070 2.704 10 .001 0 y 1 71977....93312 102144 58930....1 H1-1b

6 M20 LL3x3x4x6 .061 2.704 16 .001 0 y 1 71977....93312 102144 58930....1 H1-1b

7 M21 W6x12 .000 1.167 10 .000 2.333 y 1 149239...159750 104400 373500 1...H1-1b

8 M22 W6x12 .000 1.167 1 .000 2.333 y 1 149239...159750 104400 373500 1...H1-1b

9 M23 W6x12 .000 1.167 10 .001 2.333 y 9 149239...159750 104400 373500 1...H1-1b

10 M24 L3x3x4 .030 1.95 10 .001 0 y 1 33310....4665620257....42634....1...H2-111 M25 L3x3x4 .025 1.95 10 .001 0 y 1 33310....4665620257....42634....1...H2-1

Load Combinations

Description Solve PDeltaSRSS BLC Fac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...

1 1.4DL Yes Y DL 1.42 1.2DL + 1.6LL + 0.5LR Yes Y DL 1.2 LL 1.6RLL .53 1.2DL + 1.6LR + LL Yes Y DL 1.2RLL1.6 LL 14 1.2DL + 1.6LR + 0.5WLX Yes Y DL 1.2RLL1.6 W... .55 1.2DL + 1.6LR - 0.5WLX Yes Y DL 1.2RLL1.6 W... .5

6 1.2DL + 1.6LR + 0.5WLZ Yes Y DL 1.2RLL1.6 W... .57 1.2DL + 1.6LR - 0.5WLZ Yes Y DL 1.2RLL1.6 W... .58 1.2DL + 1.0WLX + 1.0LL + ...Yes Y DL 1.2 W... 1 LL 1 RLL .59 1.2DL - 1.0WLX + 1.0LL + 0... Yes Y DL 1.2 W... 1 LL 1 RLL .510 1.2DL + 1.0WLZ + 1.0LL + ... Yes Y DL 1.2 W... 1 LL 1 RLL .511 1.2DL - 1.0WLZ + 1.0LL + 0...Yes Y DL 1.2 W... 1 LL 1 RLL .512 0.9DL + 1.0WLX Yes Y DL .9 W... 113 0.9DL - 1.0WLX Yes Y DL .9 W... 114 0.9DL + 1.0WLZ Yes Y DL .9 W... 115 0.9DL - 1.0WLZ Yes Y DL .9 W... 116 1.2DL + 0.75WLX + 0.75WL... Yes Y DL 1.2 W....75 W....75 LL 1 RLL .517 1.2DL - 0.75WLX - 0.75WL... Yes Y DL 1.2 W....75 W....75 LL 1 RLL .5



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Load Combinations (Continued)

Description Solve PDeltaSRSS BLC Fac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...

18 1.2DL + 0.75WLX - 0.75WL...Yes Y DL 1.2 W....75 W....75 LL 1 RLL .519 1.2DL - 0.75WLX + 0.75WL...Yes Y DL 1.2 W....75 W....75 LL 1 RLL .520 0.9DL + 0.75WLX + 0.75WLZYes Y DL .9 W....75 W....75

21 0.9DL - 0.75WLX - 0.75WLZ Yes Y DL .9 W....75 W....7522 0.9DL + 0.75WLX - 0.75WLZYes Y DL .9 W....75 W....7523 0.9DL - 0.75WLX + 0.75WLZYes Y DL .9 W....75 W....7524 (SERVICE) DL + LL Y DL 1 LL 125 (SERVICE) DL + 0.75LL + 0... Y DL 1 LL .75 W....45RLL.7526 (SERVICE) DL + 0.75LL - 0.... Y DL 1 LL .75 W....45RLL.7527 (SERVICE) DL + 0.75LL + 0... Y DL 1 LL .75 W....45RLL.7528 (SERVICE) DL + 0.75LL - 0.... Y DL 1 LL .75 W....45RLL.7529 (SERVICE) DL +0.75 LL + 0... Y DL .6 LL .75 W... .338 W... .338

30 (SERVICE) DL +0.75 LL - 0.... Y DL .6 LL .75 W... .338 W... .338

31 (SERVICE) DL +0.75 LL + 0... Y DL .6 LL .75 W... .338 W... .338

32 (SERVICE) DL +0.75 LL - 0.... Y DL .6 LL .75 W... .338 W... .338

33 (SERVICE) 0.6DL + 0.6WLX Y DL .6 W... .634 (SERVICE) 0.6DL -0.6 WLX Y DL .6 W... .6

35 (SERVICE) 0.6DL +0.6 WLZ Y DL .6 W... .636 (SERVICE) 0.6DL - 0.6WLZ Y DL .6 W... .637 (SERVICE) 0.6DL + 0.75(0.... Y DL .6 W....45 W....4538 (SERVICE) 0.6DL - 0.75(0.6... Y DL .6 W....45 W....4539 (SERVICE) 0.6DL + 0.75(0.... Y DL .6 W....45 W....4540 (SERVICE) 0.6DL - 0.75(0.6... Y DL .6 W....45 W....4541 (Service) DL + 0.75L + 0.75Lr Y DL 1 LL .75RLL.7542 (SERVICE) Lr Y RLL 143 (SERVICE) + WLX Y WL+X .644 (SERVICE) - WLX Y WL-X .645 (SERVICE) + WLZ Y WL+Z .646 (SERVICE) - WLZ Y WL-Z .647 (SERVICE) DL + Lr Y DL 1 RLL 148 (SERVICE) DL Y DL 1

Joint Loads and Enforced Displacements

Joint Label L,D,M Direction Magnitude[(lb,lb-in), (in,rad), (lb*s^2/..No Data to Print ...

Envelope Member Section Forces

Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb-in] LC y-y Moment[lb-... LC z-z Moment[lb...LC

1 M1 1 m... 9917.489 9 4308.768 9 1123.938 8 0 1 0 1 0 12 min3088.687 12 -1079.519 14 -1022.76 9 0 1 0 1 0 13 2 m... 9917.489 9 4288.417 9 1123.938 8 0 1 15173.165 8 14676.541 14

4 min3088.687 12 -1094.782 14 -1022.76 9 0 1 -13807.26 9 -58030.992 9

5 3 m...

7032.733 19 1026.289 14 949.734 9 0 1 28179.572 8 27305.807 14

6 min2722.481 12 -3951.868 9 -1043.688 8 0 1 -25642.814 9 -107193.602 97 4 m... 7032.733 19 1011.027 14 949.734 9 0 1 14089.786 8 13553.921 14

8 min2722.481 12 -3972.218 9 -1043.688 8 0 1 -12821.407 9 -53706.02 99 5 m... 7032.733 19 995.764 14 949.734 9 0 1 0 1 56.281 910 min2722.481 12 -3992.569 9 -1043.688 8 0 1 0 1 8.074 14

11 M2 1 m... 7120.075 8 3534.042 9 1123.371 8 0 1 0 1 0 112 min2012.948 13 -1272.412 14 -996.638 9 0 1 0 1 0 113 2 m... 7120.075 8 3513.692 9 1123.371 8 0 1 15165.509 8 17280.597 14

14 min2012.948 13 -1287.675 14 -996.638 9 0 1 -13454.61 9 -47572.194 915 3 m... 5621.489 16 1204.818 14 925.477 9 0 1 28165.353 8 32115.859 14

16 min 593.589 13 -3232.96 9 -1043.161 8 0 1 -24987.874 9 -87791.013 917 4 m... 5621.489 16 1189.555 14 925.477 9 0 1 14082.676 8 15953.844 14



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Envelope Member Section Forces (Continued)


75 3 m... 1143.463 13 3501.778 16 1675.603 9 24608.177 9 722.425 13 -32147.35913

76 min -2042.011 10 571.724 13 -990.004 14 -22060.692 14 -3055.46 10 -73753.41416

77 4 m... 1143.463 13 2844.028 16 1453.103 9 24608.177 9 11953.624 9 -37192.79213

78 min -2042.011 10 773.724 13 -767.504 14 -22060.692 14 -9145.165 14 -97550.1871679 5 m... 1143.463 13 2333.972 8 1230.603 9 24608.177 9 22017.521 9 -43753.22413

80 min -2042.011 10 887.568 15 -559.815 20 -22060.692 14 -14067.068 14 -116413.834 16

81 M9 1 m... 810.66 20 443.165 14 3477.503 10 107621.887 8 14761.46 9 1154.889 13

82 min -1059.278 9 -2198.623 9 -3148.993 9 52944.75915 -11812.01 20 -5249.876 10

83 2 m... 44.954 13 472.181 9 420.118 12 6076.056 14 3075.672 23 9913.754 984 min -60.265 16 -624.948 14 -317.988 9 -8610.512 9 -3623.981 12 -4638.635 14

85 3 m... 44.954 13 472.181 9 420.118 12 6076.056 14 1989.287 14 5664.126 986 min -60.265 16 -624.948 14 -317.988 9 -8610.512 9 -1495.189 9 985.901 14

87 4 m... 44.954 13 472.181 9 420.118 12 6076.056 14 3938.152 12 7808.823 10

88 min -60.265 16 -624.948 14 -317.988 9 -8610.512 9 -4357.081 9 204.563 13

89 5 m... 1115.983 13 2247.517 10 3490.755 10 -53594.871 14 9353.656 16 4782.082 14

90 min-856.739 16 -176.622 13 -3333.763 9 -116202.4638 -12697.048 13 -2050.188 991 M10 1 m...192.948 19 338.598 14 3149 9 -53544.682 14 3667.567 9 5249.878 10

92 min-281.029 12 -1072.805 9 -3477.51210 -114273.4648 -4066.943 12 -1154.89 1393 2 m... 23.131 16 215.491 19 1032.408 14 8103.806 10 14182.033 9 3888.123 994 min -28.434 13 52.73 12 -1319.146 9 3596.077 12 -11777.602 14 2390.087 12

95 3 m... 23.131 16 215.491 19 1032.408 14 8103.806 10 2309.716 9 2422.129 996 min -28.434 13 52.73 12 -1319.146 9 3596.077 12 -2485.93 14 752.763 14

97 4 m... 23.131 16 215.491 19 1032.408 14 8103.806 10 6915.329 16 1536.123 898 min -28.434 13 52.73 12 -1319.146 9 3596.077 12 -9562.893 13 -971.525 14

99 5 m...307.753 8 887.919 14 3333.755 9 124498.13 8 6335.879 16 2050.179 9100 min-225.983 13 -692.767 9 -3490.746 10 64179.43 15 -7431.916 9 -4782.084 14

101 M11 1 m... 3477.511 10 2199.169 9 1059.301 9 1154.888 13 11812.01 20 -52944.75915

102 min -3149.001 9 -441.645 14 -810.662 20-5249.87610 -14761.46 9 -107621.887 8103 2 m... 3477.511 10 1381.344 9 836.801 9 1154.888 13 6357.823 20 -52523.99514

104 min -3149.001 9 -246.371 14 -643.787 20-5249.87610 -7651.078 9 -113542.808 8105 3 m... 3477.511 10 557.219 9 614.301 9 1154.888 13 2720.378 14 -51405.24 14

106 min -3149.001 9 -95.559 20 -476.912 20-5249.87610 -2209.446 9 -116622.991 8107 4 m... 3477.511 10 206.634 10 391.801 9 1154.888 13 1831.978 23 -51744.53114

108 min -3149.001 9 -329.909 13 -310.037 20-5249.87610 -1959.223 12 -116859.737 8109 5 m... 3477.511 10 339.235 14 192.945 19 1154.888 13 3667.567 9 -53544.682 14

110 min -3149.001 9 -1073.706 9 -281.029 12-5249.87610 -4066.942 12 -114273.464 8111 M12 1 m... 3333.753 9 2246.893 10 1115.963 13 2050.183 9 9353.656 16 -53594.871 14

112 min -3490.747 10 -174.324 13 -856.735 16-4782.08414 -12697.047 13 -116202.463 8113 2 m... 3333.753 9 1477.893 10 893.463 13 2050.183 9 3553.929 16 -60607.843 15

114 min -3490.747 10 27.676 13 -689.86 16-4782.08414 -5161.7 13 -121921.38 8115 3 m... 3333.753 9 708.893 10 670.963 13 2050.183 9 708.322 9 -63620.872 15

116 min -3490.747 10 54.745 12 -522.985 16-4782.08414 -997.38 20 -125829.247 16

117 4 m... 3333.753 9 573.379 9 448.463 13 2050.183 9 4904.494 9 -64811.401 15

118 min -3490.747 10 -310.09 20 -356.11 16-4782.08414 -4292.32 20 -127024.2216

119 5 m... 3333.753 9 694.379 9 225.963 13 2050.183 9 7431.917 9 -64179.43 15

120 min -3490.747 10 -888.702 14 -307.75 8 -4782.08414 -6335.879 16 -124498.13 8121 M13 1 m...526.365 8 -151.879 14 523.023 1417176.535 14 128846.787 9 -115075.283 14

122 min -14.065 14 -2099.729 9 -588.561 12 -80132.322 9 -128795.338 10 -233349.605 8123 2 m...526.365 8 -625.622 14 712.773 1417176.535 14 128244.627 9 -111659.202 15

124 min -14.065 14 -1968.174 8 -588.561 12 -80132.322 9 -124105.505 10 -218872.031 8125 3 m...526.365 8 -939.418 13 902.523 1417176.535 14 126202.265 9 -103660.725 15

126 min -14.065 14 -2089.614 8 -588.561 12 -80132.322 9 -117975.469 10 -203472.728 8127 4 m...526.365 8 -647.836 13 1092.273 1417176.535 14 122719.7 9 -94970.949 15

128 min -14.065 14 -2409.975 16 -588.561 12 -80132.322 9 -110405.231 10 -191005.043 9129 5 m...526.365 8 -356.253 13 1282.023 1417176.535 14 117796.933 9 -81698.58714

130 min -14.065 14 -2818.412 16 -743.461 9 -80132.322 9 -101394.791 10 -182007.474 9131 M14 1 m...451.264 10 626.023 14 4467.316 9 -57354.005 14 3061.007 9 6.928 9



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132 min -294.28 12 -2684.413 9 -4509.097 10 -117056.1088 -2349.249 16 -2.726 14

133 2 m...451.264 10 626.023 14 4467.316 9 -57354.005 14 36967.939 9 20381.62 9134 min -294.28 12 -2684.413 9 -4509.097 10 -117056.1088 -36471.877 10 -4754.237 14

135 3 m...451.264 10 626.023 14 4467.316 9 -57354.005 14 70874.871 9 40756.313 9136 min -294.28 12 -2684.413 9 -4509.097 10 -117056.1088 -70695.927 10 -9505.749 14

137 4 m...451.264 10 626.023 14 4467.316 9 -57354.005 14 104781.803 9 61131.005 9138 min -294.28 12 -2684.413 9 -4509.097 10 -117056.1088 -104919.977 10 -14257.26114

139 5 m...523.023 14 -151.372 14 14.068 14 -115075.283 14 128846.791 9 80132.323 9140 min-588.564 12 -2099.636 9 -526.366 8 -233349.6058 -128795.338 10 -17176.53814

141 M15 1 m...286.755 12 2771.787 9 3351.325 10 102256.761 9 4833.147 10 13.589 14

142 min-489.914 10 -784.932 14 -3999.86 9 33146.245 14 -4103.544 13 -18.31 9143 2 m...286.755 12 2771.787 9 3351.325 10 102256.761 9 30269.706 10 5971.224 14

144 min-489.914 10 -784.932 14 -3999.86 9 33146.245 14 -34461.843 13 -21056.172 9145 3 m...286.755 12 2771.787 9 3351.325 10 102256.761 9 55706.265 10 11928.86 14

146 min-489.914 10 -784.932 14 -3999.86 9 33146.245 14 -64820.141 13 -42094.033 9147 4 m...286.755 12 2771.787 9 3351.325 10 102256.761 9 81142.823 10 17886.496 14

148 min-489.914 10 -784.932 14 -3999.86 9 33146.245 14 -95178.439 13 -63131.895 9

149 5 m...743.457 9 2817.945 16 526.366 8 182007.474 9 101394.791 10 17176.536 14150 min -1282.023 14 355.138 13 -14.073 1481698.586 14-117796.931 9 -80132.322 9151 M16 1 m...433.701 12 -1088.156 14 1732.956 1448564.195 14 116223.257 9 -72339.21 14

152 min-494.162 19 -5072.522 9 -1405.697 9 -176539.4489 -83507.898 20 -167227.384 9153 2 m...433.701 12 -1561.899 14 1922.706 1448564.195 14 104833.916 9 -61806.78615

154 min-494.162 19 -4811.299 9 -1595.447 9 -176539.4489 -76582.826 20 -129718.282 9155 3 m...433.701 12 -2035.641 14 2112.456 1448564.195 14 92004.373 9 -46700.057 15

156 min-494.162 19 -4550.077 9 -1785.197 9 -176539.4489 -68577.602 20 -94955.68 8157 4 m...433.701 12 -2126.966 15 2302.206 1448564.195 14 77734.627 9 -30902.031 15

158 min-494.162 19 -4416.396 19 -1974.947 9 -176539.4489 -59492.227 20 -65029.188 8159 5 m...433.701 12 -2218.046 15 2491.956 1448564.195 14 62024.679 9 -10537.139 14

160 min-494.162 19 -4610.719 16 -2164.697 9 -176539.4489 -50169.014 12 -34180.967 8161 M17 1 m... 971.09 14 1825.115 14 3870.549 9 -38096.999 15 877.399 13 18.31 9162 min-866.128 9 -5335.334 9 -2972.87 20 -77992.816 9 -1099.546 8 -13.589 14

163 2 m... 971.09 14 1825.115 14 4017.289 9 -38096.999 15 30762.63 9 41634.492 9164 min-866.128 9 -5630.712 9 -2972.87 20 -77992.816 9 -23428.572 20 -13866.20814

165 3 m... 971.09 14 1825.115 14 4164.029 9 -38096.999 15 61810.753 9 85492.587 9166 min-866.128 9 -5926.089 9 -2972.87 20 -77992.816 9 -45992.653 20 -27718.82714

167 4 m... 971.09 14 1825.115 14 4310.769 9 -38096.999 15 93972.631 9 131592.596 9168 min-866.128 9 -6221.467 9 -2972.87 20 -77992.816 9 -68556.734 20 -41571.44714

169 5 m... 1732.963 14 -1086.875 14 494.16 19-72339.2114 116223.26 9 176539.45 9170 min -1405.707 9 -5070.801 9 -433.708 12 -167227.3849 -83507.896 20 -48564.19414

171 M18 1 m... 1863.979 8 5413.87 9 2148.518 8 41448.308 9 4725.948 14 144.631 14

172 min-151.876 14 -1980.686 14 -1912.694 9 -15993.159 14 -11821.97 9 -355.033 9173 2 m... 1863.979 8 5709.247 9 2001.778 8 41448.308 9 11297.76 20 15178.039 14

174 min-151.876 14 -1980.686 14 -1765.954 9 -15993.159 14 -25782.419 9 -42567.298 9175 3 m... 1863.979 8 6004.625 9 1855.038 8 41448.308 9 22946.015 12 30211.447 14

176 min-151.876 14 -1980.686 14 -1619.214 9 -15993.159 14 -38629.112 9 -87021.476 9

177 4 m... 1863.979 8 6300.002 9 1708.298 8 41448.308 9 36464.796 12 45244.855 14178 min-151.876 14 -1980.686 14 -1472.474 9 -15993.159 14 -50362.049 9 -133717.568 9179 5 m... 2164.707 9 4610.151 16 433.703 1234180.967 8 50169.013 12 48564.195 14

180 min -2491.963 14 2218.095 15 -494.158 1910537.139 14 -62024.676 9 -176539.447 9181 M19 1 m...-4220.274 13 30.87 1 0 1 0 1 0 1 0 1182 min -11620.097 10 19.845 14 0 1 0 1 0 1 0 1183 2 m...-4226.889 13 15.435 1 0 1 0 1 0 1 -241.489 14

184 min -11628.917 10 9.923 14 0 1 0 1 0 1 -375.649 1185 3 m...-4233.504 13 0 1 0 1 0 1 0 1 -321.985 14

186 min -11637.737 10 0 1 0 1 0 1 0 1 -500.865 1187 4 m...-4240.119 13 -9.923 12 0 1 0 1 0 1 -241.489 14

188 min -11646.557 10 -15.435 1 0 1 0 1 0 1 -375.649 1



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189 5 m...-4246.734 13 -19.845 12 0 1 0 1 0 1 0 1190 min -11655.377 10 -30.87 1 0 1 0 1 0 1 0 1191 M20 1 m...768.003 13 30.87 1 0 1 0 1 0 1 0 1

192 min -10030.931 16 19.845 14 0 1 0 1 0 1 0 1193 2 m...761.388 13 15.435 1 0 1 0 1 0 1 -241.489 14

194 min -10039.751 16 9.923 14 0 1 0 1 0 1 -375.649 1195 3 m...754.773 13 0 1 0 1 0 1 0 1 -321.985 14

196 min -10048.571 16 0 1 0 1 0 1 0 1 -500.865 1197 4 m...748.158 13 -9.923 22 0 1 0 1 0 1 -241.489 14

198 min -10057.391 16 -15.435 1 0 1 0 1 0 1 -375.649 1199 5 m...741.543 13 -19.845 22 0 1 0 1 0 1 0 1200 min -10066.211 16 -30.87 1 0 1 0 1 0 1 0 1201 M21 1 m... 19.219 13 19.73 1 0 1 .638 14 0 1 0 1202 min -48.199 10 12.684 13 0 1 -.532 9 0 1 0 1203 2 m... 19.219 13 9.865 1 0 1 .638 14 0 1 -66.588 13

204 min -48.199 10 6.342 13 0 1 -.532 9 0 1 -103.582 1205 3 m... 19.219 13 0 1 0 1 .638 14 0 1 -88.785 13

206 min -48.199 10 0 1 0 1 -.532 9 0 1 -138.109 1207 4 m... 19.219 13 -6.342 14 0 1 .638 14 0 1 -66.588 13

208 min -48.199 10 -9.865 1 0 1 -.532 9 0 1 -103.582 1209 5 m... 19.219 13 -12.684 14 0 1 .638 14 0 1 0 1210 min -48.199 10 -19.73 1 0 1 -.532 9 0 1 0 1211 M22 1 m... .013 9 19.73 1 0 1 .51 9 0 1 0 1212 min 0 8 12.684 13 0 1 -.201 14 0 1 0 1213 2 m... .013 9 9.865 1 0 1 .51 9 0 1 -66.588 13

214 min 0 8 6.342 13 0 1 -.201 14 0 1 -103.582 1215 3 m... .013 9 0 1 0 1 .51 9 0 1 -88.785 13

216 min 0 8 0 1 0 1 -.201 14 0 1 -138.109 1217 4 m... .013 9 -6.342 14 0 1 .51 9 0 1 -66.588 13

218 min 0 8 -9.865 1 0 1 -.201 14 0 1 -103.582 1219 5 m... .013 9 -12.684 14 0 1 .51 9 0 1 0 1

220 min 0 8 -19.73 1 0 1 -.201 14 0 1 0 1221 M23 1 m... 16.557 13 19.73 1 0 1 1.154 9 0 1 0 1222 min -40.836 10 12.684 13 0 1 -.856 14 0 1 0 1223 2 m... 16.557 13 9.865 1 0 1 1.154 9 0 1 -66.588 13

224 min -40.836 10 6.342 13 0 1 -.856 14 0 1 -103.582 1225 3 m... 16.557 13 0 1 0 1 1.154 9 0 1 -88.785 13

226 min -40.836 10 0 1 0 1 -.856 14 0 1 -138.109 1227 4 m... 16.557 13 -6.342 14 0 1 1.154 9 0 1 -66.588 13

228 min -40.836 10 -9.865 1 0 1 -.856 14 0 1 -103.582 1229 5 m... 16.557 13 -12.684 14 0 1 1.154 9 0 1 0 1230 min -40.836 10 -19.73 1 0 1 -.856 14 0 1 0 1231 M24 1 m...785.819 10 13.377 1 0 22 0 1 0 1 0 1232 min-313.428 13 8.599 13 0 13 0 1 0 1 0 1233 2 m...785.819 10 6.688 1 0 22 0 1 82.969 1 -53.38 22

234 min-313.428 13 4.3 13 0 13 0 1 53.337 13 -83.035 1235 3 m...785.819 10 0 1 0 1 0 1 110.625 1 -71.173 22

236 min-313.428 13 0 1 0 1 0 1 71.116 13 -110.713 1237 4 m...785.819 10 -4.3 14 0 22 0 1 82.969 1 -53.38 22

238 min-313.428 13 -6.688 1 0 13 0 1 53.337 13 -83.035 1239 5 m...785.819 10 -8.599 14 0 22 0 1 0 1 0 1240 min-313.428 13 -13.377 1 0 13 0 1 0 1 0 1241 M25 1 m...593.965 10 13.377 1 0 8 0 1 0 1 0 1242 min-240.767 13 8.599 14 0 21 0 1 0 1 0 1243 2 m...593.965 10 6.688 1 0 8 0 1 82.969 1 -53.38 13

244 min-240.767 13 4.3 20 0 21 0 1 53.337 21 -83.035 1245 3 m...593.965 10 0 1 0 1 0 1 110.625 1 -71.173 13



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www.hilti.us Profis Anchor 2.4.6

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:Specifier:

Address:Phone I Fax:E-Mail:

A. Mejia

|

Page:Project:Sub-Project I Pos. No.:Date:

1Wind Engineering

11/26/2014

Specifier's comments: Typ. Platform Anchors

1 Input data

Anchor type and diameter: HIT-HY 200 + HAS-R 316 5/8

Effective embedment depth: hef,act= 3.500 in. (hef,limit= - in.)

Material: ASTM F 593

Evaluation Service Report: ESR-3187

Issued I Valid: 1/1/2014 | 3/1/2014

Proof: design method ACI 318 / AC308

Stand-off installation: eb= 0.000 in. (no stand-off); t = 0.500 in.

Anchor plate: lxx lyx t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)

Profile: W shape (AISC); (L x W x T x FT) = 5.990 in. x 5.990 in. x 0.230 in. x 0.260 in.Base material: uncracked concrete, 3000, f c' = 3000 psi; h = 8.000 in., Temp. short/long: 32/32 F

Installation: hammer drilled hole, installation condition: dry

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present

edge reinforcement: none or < No. 4 bar

Seismic loads (cat. C, D, E, or F) no

Geometry [in.] & Loading [lb, in.lb]
http://www.hilti.us/


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Company:Specifier:


A. Mejia

|


2Wind Engineering

11/26/2014

2 Load case/Resulting anchor forces

Load case: Design loads

Anchor reactions [lb]Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y1 2425 1648 1625 275

2 2425 1648 1625 275

3 2425 1648 1625 275

4 2425 1648 1625 275

max. concrete compressive strain: - []max. concrete compressive stress: - [psi]resulting tension force in (x/y)=(0.000/0.000): 9700 [lb]resulting compression force in (x/y)=(0.000/0.000): 0 [lb]

Tension

1 2

3 4

x

y

3 Tension load

Load Nua[lb] Capacity ffffNn[lb] Utilization bbbbN= Nua/ffffNn Status

Steel Strength* 2425 14690 17 OK

Bond Strength** 9700 28958 34 OK

Concrete Breakout Strength** 9700 19296 51 OK

* anchor having the highest loading **anchor group (anchors in tension)

3.1 Steel Strength

Nsa = ESR value refer to ICC-ES ESR-3187

fNsteelNua ACI 318-08 Eq. (D-1)

Variables

n Ase,N[in.2] futa[psi]

1 0.23 100000

Calculations

Nsa[lb]

22600

Results

Nsa[lb] fsteel fNsa[lb] Nua[lb]

22600 0.650 14690 2425


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Company:Specifier:


A. Mejia

|


3Wind Engineering

11/26/2014

3.2 Bond Strength

Nag = (A

NaANa0)yed,Nayg,Nayec,Nayp,NaNa0 ICC-ES AC308 Eq. (D-16b)

fNag Nua ACI 318-08 Eq. (D-1)

ANa = see ICC-ES AC308, Part D.5.3.7

ANa0 = s2cr,Na ICC-ES AC308 Eq. (D-16c)

scr,Na = 20dtk,uncr14503 hef ICC-ES AC308 Eq. (D-16d)ccr,Na =

scr,Na2

ICC-ES AC308 Eq. (D-16e)

yed,Na = 0.7 + 0.3 (ca,minccr,Na)1.0 ICC-ES AC308 Eq. (D-16m)

yg,Na = yg,Na0+ [( savgscr,Na)0.5

(1 - yg,Na0)]1.0 ICC-ES AC308 Eq. (D-16g)

yg,Na0 = n - [(n - 1) ( tk,ctk,max,c)1.5

]1.0 ICC-ES AC308 Eq. (D-16h)

tk,max,c =k

cpdheff

'c ICC-ES AC308 Eq. (D-16i)

yec,Na =(1

1 +2e''Nscr,Na

)1.0 ICC-ES AC308 Eq. (D-16j)Na0 = tk,ckbondpd hef ICC-ES AC308 Eq. (D-16f)

Variables

tk,c,uncr[psi] danchor[in.] hef[in.] ca,min[in.] savg[in.] n tk,c[psi]

1880 0.625 3.500 9.000 4 1880

kc f'c[psi] ec1,N[in.] ec2,N[in.] cac[in.] kbond

24 3000 0.000 0.000 5.414 1.00

Calculations

scr,Na[in.] ccr,Na[in.] ANa[in.2] ANa0[in.

2] yed,Na tk,max[psi]

10.500 5.250 380.25 110.25 1.000 1252yg,Na0 yg,Na yec1,Na yec2,Na yp,Na Na0[lb]

1.000 1.000 1.000 1.000 1.000 12917

Results

Nag[lb] fbond fNag[lb] Nua[lb]

44551 0.650 28958 9700


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Company:Specifier:


A. Mejia

|


5Wind Engineering

11/26/2014

4 Shear load

Load Vua[lb] Capacity ffffVn[ lb] Utilization bbbbV= Vua/ffffVn StatusSteel Strength* 1648 8136 21 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength (Concrete BreakoutStrength controls)**

6592 41562 16 OK

Concrete edge failure in direction ** N/A N/A N/A N/A

* anchor having the highest loading **anchor group (relevant anchors)

4.1 Steel Strength

Vsa = (n 0.6 Ase,Vfuta) refer to ICC-ES ESR-3187

fVsteelVua ACI 318-08 Eq. (D-2)

Variables

n Ase,V[in.

2

] futa[psi] (n 0.6 Ase,Vfuta)[lb]1 0.23 100000 13560

Calculations

Vsa[lb]

13560

Results

Vsa[lb] fsteel fVsa[lb] Vua[lb]

13560 0.600 8136 1648

4.2 Pryout Strength (Concrete Breakout Strength controls)

Vcpg = kcp[(ANcANc0)yec,Nyed,Nyc,Nycp,NNb] ACI 318-08 Eq. (D-31)fVcpgVua ACI 318-08 Eq. (D-2)

ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)

ANc0 = 9 h2ef ACI 318-08 Eq. (D-6)

yec,N =(1

1 +2 e'N3 hef

)1.0 ACI 318-08 Eq. (D-9)yed,N = 0.7 + 0.3 ( ca,min1.5hef)1.0 ACI 318-08 Eq. (D-11)

ycp,N = MAX(ca,mincac ,1.5hef

cac)1.0 ACI 318-08 Eq. (D-13)

Nb = kclf'ch

1.5ef ACI 318-08 Eq. (D-7)

Variables

kcp hef[in.] ec1,N[in.] ec2,N[in.] ca,min[in.]

2 3.500 0.000 0.000

yc,N cac[in.] kc l f'c[psi]

1.000 5.414 24 1 3000

Calculations

ANc[in.2] ANc0[in.

2] yec1,N yec2,N yed,N ycp,N Nb[lb]

380.25 110.25 1.000 1.000 1.000 1.000 8607

Results

Vcpg[lb] fconcrete fVcpg[lb] Vua[lb]

59374 0.700 41562 6592


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Company:Specifier:


A. Mejia

|


7Wind Engineering

11/26/2014

Coordinates Anchor in.

Anchor x y c-x c+x c-y c+y1 -4.500 -4.500 - - - -2 4.500 -4.500 - - - -3 -4.500 4.500 - - - -4 4.500 4.500 - - - -

7 Installation data

Anchor plate, steel: - Anchor type and diameter: HIT-HY 200 + HAS-R 316, 5/8Profile: W shape (AISC); 5.990 x 5.990 x 0.230 x 0.260 in. Installation torque: 720.001 in.lbHole diameter in the fixture: df= 0.688 in. Hole diameter in the base material: 0.750 in.

Plate thickness (input): 0.500 in. Hole depth in the base material: 3.500 in.Recommended plate thickness: not calculated Minimum thickness of the base material: 5.000 in.Cleaning: Premium cleaning of the drilled hole is required

1 2

3 4

1.500 9.000 1.500

1

.500

9

.000

1.

500

x

y

6.000 6.000

6.

000

6.

000
http://www.hilti.us/http://www.hilti.us/


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Company:Specifier:


A. Mejia

|


8Wind Engineering

11/26/2014

8 Remarks; Your Cooperation Duties

Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas andsecurity regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictlycomplied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to usingthe relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you.Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard tocompliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret normsand permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specificapplication.

You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for theregular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not usethe AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each caseby carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data orprograms, arising from a culpable breach of duty by you.


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8

CONCLUSION

The design was based on published catalog information, the building

construction drawings and the equipment layout provided by the carrier. The

design was performed in accordance with the Florida Building Code, 2010

Edition with 2012 Supplement, for the design criteria listed below. In order to

model the equipment platform was utilized RISA-3D software, which was

developed for the design and analysis of such structural systems, to verify that

the proposed equipment platform could adequately support the proposed

equipment loading. Hand calculations were used to verify the capacity of the

connecting elements.

Based on my design, the proposed equipment platform can adequatelysupport

the proposed loading.


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ariesp mejia - final project (12!08!14)

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