carport addition etabs report

Model File: , Revision 05/15/2014

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Table of Contents

1. Structure Data 4

1.1 Story Data 4

1.2 Grid Data 4

1.3 Point Coordinates 4

2. Properties 5

2.1 Materials 5

2.2 Frame Sections 5

2.3 Shell Sections 5

3. Loads 6

3.1 Load Patterns 6

3.2 Auto Seismic Loading 6

3.3 Functions 19

3.3.1 Response Spectrum Functions 19

3.4 Load Cases 20

4. Design Data 21

4.1 Concrete Frame Design 21

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List of Tables

Table 1.1 Story Data 4

Table 1.2 Grid Systems 4

Table 1.3 Grid Lines 4

Table 1.4 Joint Coordinates Data 4

Table 2.1 Material Properties - Summary 5

Table 2.2 Frame Sections - Summary 5

Table 2.3 Shell Sections - Summary 5

Table 3.1 Load Patterns 6

Table 3.6 Response Spectrum Function - ASCE 7-05 19

Table 3.7 Load Cases - Summary 20

Table 4.1 Concrete Frame Preferences - ACI 318-08 21

Table 4.2 Concrete Column Overwrites - ACI 318-08 21

Table 4.3 Concrete Beam Overwrites - ACI 318-08 21

Table 4.4 Concrete Column Summary - ACI 318-08 21

Table 4.5 Concrete Beam Summary - ACI 318-08 22

Table 4.6 Concrete Joint Summary - ACI 318-08 25

Structure Data 5/15/2014

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1 Structure Data

This chapter provides model geometry information, including items such as story levels, point coordinates, andelement connectivity.

1.1 Story Data

Table 1.1 - Story Data

NameHeight

inElevation

inMasterStory

SimilarTo

SpliceStory

ROOF 114 114 No None No

BASE 0 0 No None No

1.2 Grid Data

Table 1.2 - Grid Systems

Name TypeStoryRange

XOrigin

ft

YOrigin

ft

Rotationdeg

BubbleSizein

Color

G1 Cartesian Default 0 0 0 60 ffa0a0a0

Table 1.3 - Grid Lines

GridSystem

GridDirection

Grid ID VisibleBubble

LocationOrdinate

ft

G1 X 1 Yes End 0

G1 X 2 Yes End 20

G1 Y B Yes Start 0

G1 Y A Yes Start 26.67

1.3 Point Coordinates

Table 1.4 - Joint Coordinates Data

LabelXin

Yin

ΔZBelow

in

2587 0 320.04 0

2588 240 320.04 0

2589 240 0 0

2590 0 0 0

2591 -12 320.004 0

2592 276 0 0

2593 276 320.04 0

2594 -12 -36 0

2595 276 -36 0

2596 -12 0 0

Properties 5/15/2014

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2 Properties

This chapter provides property information for materials, frame sections, shell sections, and links.

2.1 Materials

Table 2.1 - Material Properties - Summary

Name TypeE

lb/in²ν

UnitWeight

lb/ft³Design Strengths

A615Gr60 Rebar 29000000 0.3 490 Fy=60000 lb/in², Fu=90000 lb/in²

CONC Concrete 3600000 0.2 150 Fc=3000 lb/in²

2.2 Frame Sections

Table 2.2 - Frame Sections - Summary

Name Material Shape

C1 CONC Concrete Rectangular

RB-1 CONC Concrete Rectangular

RB-2 CONC Concrete Rectangular

2.3 Shell Sections

Table 2.3 - Shell Sections - Summary

NameDesignType

ElementType

MaterialTotal

Thicknessin

SLAB6 Slab Membrane CONC 6.5

Loads 5/15/2014

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3 Loads

This chapter provides loading information as applied to the model.

3.1 Load Patterns

Table 3.1 - Load Patterns

Name TypeSelf

WeightMultiplier

Auto Load

DEAD Dead 1

LIVE Live 0

EQXPOS Seismic 0 ASCE 7-05

EQXNEG Seismic 0 ASCE 7-05

EQYPOS Seismic 0 ASCE 7-05

EQYNEG Seismic 0 ASCE 7-05

W Wind 0 ASCE 7-05

W-2 Wind 0 ASCE 7-05











3.2 Auto Seismic Loading

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ASCE 7-05 Auto Seismic Load Calculation

This calculation presents the automatically generated lateral seismic loads for load pattern EQXPOS accordingto ASCE 7-05, as calculated by ETABS.

Direction and Eccentricity

Direction = X + Eccentricity Y

Eccentricity Ratio = 5% for all diaphragms

Structural Period

Period Calculation Method = Program Calculated

Coefficient, C t [ASCE Table 12.8-2] Ct = 0.028ft

Coefficient, x [ASCE Table 12.8-2] x = 0.8

Structure Height Above Base, h n hn = 9.5 ft

Long-Period Transition Period, TL [ASCE11.4.5]

TL = 12 sec

Factors and Coefficients

Response Modification Factor, R [ASCETable 12.2-1]

R = 5

System Overstrength Factor, Ω0 [ASCETable 12.2-1]

Ω0 = 3

Deflection Amplification Factor, Cd [ASCETable 12.2-1]

Cd = 5.5

Importance Factor, I [ASCE Table 11.5-1] I = 1

Ss and S1 Source = User Specified

Mapped MCE Spectral ResponseAcceleration, S s [ASCE 11.4.1]

Ss = 1.5g

Mapped MCE Spectral ResponseAcceleration, S 1 [ASCE 11.4.1]

S1 = 0.6g

Site Class [ASCE Table 20.3-1] = D - StiffSoil

Site Coefficient, Fa [ASCE Table 11.4-1] Fa = 1

Site Coefficient, Fv [ASCE Table 11.4-2] Fv = 1.5

Seismic Response

MCE Spectral Response Acceleration,S MS [ASCE 11.4.3, Eq. 11.4-1]

SMS = Fa SS SMS = 1.5g

MCE Spectral Response Acceleration,S M1 [ASCE 11.4.3, Eq. 11.4-2]

SM1 = Fv S1 SM1 =0.9g

Design Spectral Response Acceleration,S DS [ASCE 11.4.4, Eq. 11.4-3]

SDS =23SMS SDS = 1g

Design Spectral Response Acceleration,S D1 [ASCE 11.4.4, Eq. 11.4-4]

SD1 =23SM1 SD1 =0.6g

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Equivalent Lateral Forces

Seismic Response Coefficient, CS [ASCE12.8.1.1, Eq. 12.8-2]

CS =SDS

(RI

)

[ASCE 12.8.1.1, Eq. 12.8-3] CS,max =SD1

T (RI

)

[ASCE 12.8.1.1, Eq. 12.8-5] CS,min = 0.01

CS,min ≤ Cs ≤ CS,max

Calculated Base Shear

DirectionPeriod Used

(sec)C s

W(kip)

V(kip)

X + Ecc. Y 0.058 0.2 101.706 20.3412

Applied Story Forces

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Lateral Load to Stories - X

Force, kip

0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0

ROOF

BASE

20.341kip

Story Elevation X-Dir Y-Dir

ft kip kip

ROOF 9.5 20.341 0

BASE 0 0 0

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This calculation presents the automatically generated lateral seismic loads for load pattern EQXNEG accordingto ASCE 7-05, as calculated by ETABS.


Direction = X - Eccentricity Y


Structural Period






TL = 12 sec



R = 5


Ω0 = 3


Cd = 5.5




Ss = 1.5g


S1 = 0.6g




Seismic Response




SM1 = Fv S1 SM1 =0.9g


SDS =23SMS SDS = 1g


SD1 =23SM1 SD1 =0.6g

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CS =SDS

(RI

)

[ASCE 12.8.1.1, Eq. 12.8-3] CS,max =SD1

T (RI

)

[ASCE 12.8.1.1, Eq. 12.8-5] CS,min = 0.01




(sec)C s

W(kip)

V(kip)

X - Ecc. Y 0.058 0.2 101.706 20.3412


Loads 5/15/2014

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Lateral Load to Stories - X

Force, kip

0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0

ROOF

BASE

20.341kip


ft kip kip

ROOF 9.5 20.341 0

BASE 0 0 0

Loads 5/15/2014

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This calculation presents the automatically generated lateral seismic loads for load pattern EQYPOS accordingto ASCE 7-05, as calculated by ETABS.


Direction = Y + Eccentricity X


Structural Period






TL = 12 sec



R = 5


Ω0 = 3


Cd = 5.5




Ss = 1.5g


S1 = 0.6g




Seismic Response




SM1 = Fv S1 SM1 =0.9g


SDS =23SMS SDS = 1g


SD1 =23SM1 SD1 =0.6g

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CS =SDS

(RI

)

[ASCE 12.8.1.1, Eq. 12.8-3] CS,max =SD1

T (RI

)

[ASCE 12.8.1.1, Eq. 12.8-5] CS,min = 0.01




(sec)C s

W(kip)

V(kip)

Y + Ecc. X 0.095 0.2 101.706 20.3412


Loads 5/15/2014

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Lateral Load to Stories - Y

Force, kip

0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0

ROOF

BASE

20.341kip


ft kip kip

ROOF 9.5 0 20.341

BASE 0 0 0

Loads 5/15/2014

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This calculation presents the automatically generated lateral seismic loads for load pattern EQYNEG accordingto ASCE 7-05, as calculated by ETABS.


Direction = Y - Eccentricity X


Structural Period






TL = 12 sec



R = 5


Ω0 = 3


Cd = 5.5




Ss = 1.5g


S1 = 0.6g




Seismic Response




SM1 = Fv S1 SM1 =0.9g


SDS =23SMS SDS = 1g


SD1 =23SM1 SD1 =0.6g

Loads 5/15/2014

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CS =SDS

(RI

)

[ASCE 12.8.1.1, Eq. 12.8-3] CS,max =SD1

T (RI

)

[ASCE 12.8.1.1, Eq. 12.8-5] CS,min = 0.01




(sec)C s

W(kip)

V(kip)

Y - Ecc. X 0.095 0.2 101.706 20.3412


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Lateral Load to Stories - Y

Force, kip

0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0

ROOF

BASE

20.341kip


ft kip kip

ROOF 9.5 0 20.341

BASE 0 0 0

Loads 5/15/2014

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3.3 Functions

3.3.1 Response Spectrum Functions

Table 3.6 - Response Spectrum Function - ASCE 7-05 (Part 1 of 2)

NamePeriod

secAcceleration Damping Latitude Longitude Ss S1

TLsec

SiteClass

Fa Fv

IBC2009 0 0.744 5 0 0 2.79 0.68 12 D 1 1.5

IBC2009 0.073 1.86

IBC2009 0.366 1.86

IBC2009 0.6 1.133333

IBC2009 0.8 0.85

IBC2009 1 0.68

IBC2009 1.2 0.566667

IBC2009 1.4 0.485714

IBC2009 1.6 0.425

IBC2009 1.8 0.377778

IBC2009 2 0.34

IBC2009 2.5 0.272

IBC2009 3 0.226667

IBC2009 3.5 0.194286

IBC2009 4 0.17

IBC2009 4.5 0.151111

IBC2009 5 0.136

IBC2009 5.5 0.123636

IBC2009 6 0.113333

IBC2009 6.5 0.104615

IBC2009 7 0.097143

IBC2009 7.5 0.090667

IBC2009 8 0.085

IBC2009 8.5 0.08

IBC2009 9 0.075556

IBC2009 9.5 0.071579

IBC2009 10 0.068

Table 3.6 - Response Spectrum Function - ASCE 7-05 (Part 2 of 2)

Name SDS SD1

IBC2009 1.86 0.68

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

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Table 3.6 - Response Spectrum Function - ASCE 7-05 (Part 2 of 2, continued)

Name SDS SD1

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

IBC2009

3.4 Load Cases

Table 3.7 - Load Cases - Summary

Name Type

DEAD Linear Static

LIVE Linear Static

EQXPOS Linear Static

EQXNEG Linear Static

EQYPOS Linear Static

EQYNEG Linear Static

W Linear Static

W-2 Linear Static

W-3 Linear Static

W-4 Linear Static

W-5 Linear Static

W-6 Linear Static

W-7 Linear Static

W-8 Linear Static

W-9 Linear Static

W-10 Linear Static

W-11 Linear Static

W-12 Linear Static

RSX Response Spectrum

RSY Response Spectrum

Design Data 5/15/2014

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4 Design Data

This chapter provides design data and results.

4.1 Concrete Frame Design

Table 4.1 - Concrete Frame Preferences - ACI 318-08

Item Value

Multi-Response Design Step-by-Step

Seismic Design Category D

# Interaction Curves 24

# Interaction Points 11

Minimum Eccentricity Yes

Phi (Tension) 0.9

Phi (Compression Tied) 0.65

Phi (Compresseion Spiral) 0.7

Phi (Shear and Torsion) 0.85

Phi (Shear Seismic) 0.6

Phi (Shear Joint) 0.85

Pattern Live Load Factor 0.75

D/C Ratio Limit 1

Table 4.2 - Concrete Column Overwrites - ACI 318-08 (Part 1 of 2)

Story LabelUniqueName

DesignType

Design Section LLRF LMajor LMinor KMajor KMinor CmMajor

ROOF C56 12 Column Program Determined 1 0.824561 0.824561 1 1 1

ROOF C57 13 Column Program Determined 0.978495 0.824561 0.824561 1 1 1



Table 4.2 - Concrete Column Overwrites - ACI 318-08 (Part 2 of 2)


CmMinor DnsMajor DnsMinor DsMajor DsMinor

ROOF C56 12 1 1 1 1 1

ROOF C57 13 1 1 1 1 1

ROOF C58 14 1 1 1 1 1

ROOF C59 15 1 1 1 1 1

Table 4.3 - Concrete Beam Overwrites - ACI 318-08


DesignType

Design Section LLRF LMajor LMinor

ROOF B355 16 Beam Program Determined 0.965305 0.956254 0.956254

ROOF B356 17 Beam Program Determined 0.922632 0.956254 0.956254

ROOF B357 18 Beam Program Determined 1 0.941665 0.941665

ROOF B358 19 Beam Program Determined 1 0.941665 0.941665


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Table 4.4 - Concrete Column Summary - ACI 318-08 (Part 1 of 2)


Stationin

DesignSection

Design/Check StatusPMMRatio

PMMCombo

As,minin²

Asin²

ROOF C56 12 0 C1 Design No Message ULTSPE8 1.9601 1.9601


ROOF C56 12 94 C1 Design See Warnings ULTE05 1.9601 5.0251









ROOF C59 15 94 C1 Design No Message ULTE06 1.9601 5.2619

Table 4.4 - Concrete Column Summary - ACI 318-08 (Part 2 of 2)


Stationin

Mid BarAsin²

CornerBar As

in²

V MajorCombo

At VMajorin²/ft

V MinorCombo

At VMinorin²/ft

Warnings Errors

ROOF C56 12 0 0.245 0.245 ULTSPE8 0.4247 ULTE08 0.6321 No Message No Message


ROOF C56 12 94 0.6281 0.6281 ULTSPE8 0.4247 ULTSPE4 0.634 -33 No Message



ROOF C57 13 94 0.6982 0.6982 ULTSPE8 0.4268 ULTE04 0.6684 -33 No Message

ROOF C58 14 0 0.245 0.245 ULTSPE8 0.4903 ULTSPE8 0.6756 No Message No Message


ROOF C58 14 94 0.7189 0.7189 ULTSPE8 0.4903 ULTE16 0.679 -33 No Message




Table 4.5 - Concrete Beam Summary - ACI 318-08 (Part 1 of 2)


Stationin

DesignSection

StatusAs TopCombo

As,minTopin²

As Topin²

AsBottomCombo

As,minBottom

in²

AsBottom

in²

ROOF B355 16 7.0002 RB-1 No Message ULTE08 0.7075 1.2932 ULTE08 0.7275 0.7275






ROOF B355 16 148.2492 RB-1 No Message ULTE08 0.4071 0.4071 ULTV2 0.7275 1.2531






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Table 4.5 - Concrete Beam Summary - ACI 318-08 (Part 1 of 2, continued)


Stationin

DesignSection

StatusAs TopCombo

As,minTopin²

As Topin²

AsBottomCombo

As,minBottom

in²

AsBottom

in²






















ROOF B357 18 97.4 RB-2 No Message ULTE03 0.3113 0.3113 ULTSPE4 0.7275 0.7275

ROOF B357 18 120 RB-2 No Message ULTE03 0.3113 0.3113 ULTSPE4 0.7275 0.7275

ROOF B357 18 142.6 RB-2 No Message ULTE03 0.3113 0.3113 ULTSPE4 0.7275 0.7275










ROOF B358 19 120 RB-2 No Message ULTE01 0.2699 0.2699 ULTV2 0.7275 0.7275







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Table 4.5 - Concrete Beam Summary - ACI 318-08 (Part 2 of 2)


Stationin

V ComboAt

Shearin²/ft

TorsionLong

Combo

AlTorsion

in²

TorsionTran

Combo

AtTorsion

in²/ftWarnings Errors

ROOF B355 16 7.0002 ULTE08 0.147 ULTSPE8 0 ULTSPE8 0 No Message No Message


ROOF B355 16 54.0832 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message































ROOF B357 18 120 ULTSPE8 0.1363 ULTSPE8 0 ULTSPE8 0 No Message No Message












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Table 4.5 - Concrete Beam Summary - ACI 318-08 (Part 2 of 2, continued)


Stationin

V ComboAt

Shearin²/ft

TorsionLong

Combo

AlTorsion

in²

TorsionTran

Combo

AtTorsion

in²/ftWarnings Errors

ROOF B358 19 120 ULTSPE8 0.12 ULTSPE8 0 ULTSPE8 0 No Message No Message






Table 4.6 - Concrete Joint Summary - ACI 318-08 (Part 1 of 2)


DesignSection

StatusB/C

MajorCombo

B/CMajorRatio

B/CMinor

Combo

B/CMinorRatio

ROOF C56 12 C1 See ErrMsg/WarnMsg ULTE09 0.689 ULTE01 1.022



ROOF C59 15 C1 No Message ULTE11 0.731 ULTE11 0.999

Table 4.6 - Concrete Joint Summary - ACI 318-08 (Part 2 of 2)


JSMajor

Combo

JSMajorRatio

JSMinor

Combo

JSMinorRatio

Warnings Errors

ROOF C56 12 ULTE01 0.343 ULTE01 0.53 Beam/Column capacity ratio exceeds limit No Message



ROOF C59 15 ULTE01 0.38 ULTE01 0.531 No Message No Message

carport addition etabs report

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table of contents1

concrete joint summary

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