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"BASEPLT9" --- STEEL COLUMN BASE PLATE ANALYSIS

Program Description:

"BASEPLT9" is a spreadsheet program written in MS-Excel for the purpose of analysis of steel column base

plates. Specifically, wide flange column base plates may be subjected to axial loads (compression or tension),

with or without major-axis column bending, plus major-axis shear. Base plate bearing pressure is checked aswell as bolt tension, if applicable. If shear is present, bolt shear as well as interaction of bolt tension and shear,

if applicable, are calculated. Finally, the required base plate thickness is calculated. There is a separate

worksheet for base plate shear lug design, when shear load is high and cannot be effectively handled by bolts.

This program is a workbook consisting of four (4) worksheets, described as follows:

Worksheet Name Description

Doc This documentation sheet

Base Plate Steel column base plate analysis

Shear Lug Steel column base - shear lug analysis

Base Plate (Table) Multiple steel column base plate analysis (table format)

Program Assumptions and Limitations:

1. This program follows the procedures and guidelines of the AISC 9th Edition Allowable Stress (ASD) Manual

(2nd Revision, 1995) for wide flange column base plates subjected to axial compressive load only.

2. This program uses a "cubic equation" method of solution for column base plates subjected to axial

compression or tension load with major axis column bending as presented in the reference:

"Design of Welded Structures" - by Omer W. Blodgett (James F. Lincoln Arc Welding Foundation)

3. For interaction of anchor bolt tension and shear, this program follows the article:

"Design Aid: Anchor Bolt Interaction of Shear and Tension Loads", by Mario N. Scacco

AISC Engineering Journal, 4th Quarter - 1992.

4. User has option to take out some of the total shear though friction between column base and grout based

on column dead load and coefficient of friction, thus reducing amount of shear to be taken by anchor bolts.

5. This program uses the database of member dimensions and section properties from the "AISC Shapes

Database", Version 3.0 (2001) as well as the AISC 9th Edition (ASD) Manual (1989).

6. This program assumes that the base plate is sufficiently rigid to assume linear distribution of load to the

base plate and/or anchor bolts. (Note: adequate base plate rigidity is most likely assured if the distance

from the face of the column to the edge of the base plate is

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9. The "Shear Lug" worksheet follows the AISC "Steel Design Guide Series #7 - Industrial Buildings - Roofs to

Column Anchorage" (page 33 and pages 38-40).

10. The "Base Plate (Table)" worksheet enables the user to analyze/design virtually any number of individual

column bases or column load combinations. Refer to that worksheet for list of specific assumptions used.

11. This program contains numerous comment boxes which contain a wide variety of information including

explanations of input or output items, equations used, data tables, etc. (Note: presence of a comment box

is denoted by a red triangle in the upper right-hand corner of a cell. Merely move the mouse pointer to thedesired cell to view the contents of that particular "comment box".)

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"BASEPLT9.xls" Program

Version 3.3

STEEL COLUMN BASE PLATE ANALYSISPer AISC 9th Edition Manual (ASD) and "Design of Welded Structures" (O. Blodgett)

For Axial Load with or without Moment

Job Name: Complexo Tubaro - Sistema de Embarque Subject: Suportes de Bandeja de cabos

Job Number: CM-23007-02-0002-00- Originator: JATF Checker:

Input Data:

Column Size: Column Properties:

Select: W8x24 A = 7.08 in.^2

Column Loadings: d = 7.930 in.

Axial Load, P(total)= -14.20 kips tw = 0.245 in.

Axial Load, P(DL)= 0.00 kips bf = 6.500 in.

Shear Load, V(total)= 1.42 kips tf = 0.400 in.

Moment @ Base, M = 8.46 ft.-kips

Design Parameters:

Base Plate Length, N = 16.000 in. ED1=2

Base Plate Width, B = 10.630 in.

Plate Yield Stress, Fy = 36.00 ksi ED2=2 n=2.72

Concrete Strength, f 'c = 3.000 ksi.Bearing Area, A2= 315.40 in.^2

Shear Coef., C = 1.85 B=10.63 0.80*bf

Coef. of Friction, m= 0.70

Anchor Bolt/Rod Data:

Total No. of Bolts, Nb = 4 n=2.72

Bolt Diameter, db = 0.750 in.

Anchor Bolt Material = A36 m=4.23 0.95*d m=4.23

Bolt Edge Dist., ED1= 2.000 in.

Bolt Edge Dist., ED2= 2.000 in. N=16

Results: Plan

Eccentricity, Bearing Length, and Bearing Pressures: e = M*12/P = 7.149Eccentricity, e = 7.149 in.

Length, Xc = 8.079 in. P(total)=

Fp = 1.430 ksi -14.2

fp(max)= 0.385 ksi (-down)

fp(min)= 0.000 ksi

Fp >= fp(max), O.K. W8x24 Col.

Anchor Bolt/Rod Tension and Shear:

Ft = 19.10 ksi

Ta = 8.44 k/bolt tp=0.795

Tb = 1.16 k/bolt

Ta >= Tb, O.K. fp(max)=0.385

Fv = 9.90 ksi T= Xc=8.079

Va = 4.37 k/bolt Tb*(Nb/2)V(bolts)= 1.42 = V(total)-1/2*m*P(DL) N=16

Vb = 0.36 k/bolt

Va >= Vb, O.K. Elevation

(Interaction) S.R. = 0.287 = Tb/Ta+(C*Vb)/Va

S.R.

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"BASEPLT9.xls" Program

Version 3.3

STEEL COLUMN BASE - SHEAR LUG ANALYSISPer AISC 9th Edition Manual (ASD), AISC "Steel Design Guide Series No. 1"

and AC1 318-99 Code

Job Name: Subject:

Job Number: Originator: Checker:

Input Data:

Column Loadings:

Shear Load, V(total)= 17.25 kips

Axial Load, P(DL)= -10.00 kips P(DL)=-10

Base and Shear Lug Data: Column

Base Plate Length, N = 14.000 in.

Base Plate Width, B = 14.000 in.

Base Plate Thk., tp = 1.5000 in. V=17.25

Grout Thickness, G = 2.00 in. tp=1.5

Lug Height, H = 4.00 in. G=2

Lug Width, W = 9.00 in. Grout H=4

Lug Thickness, t = 1.250 in. wWeld Size, w= 0.3125 in. Shear Lug

Lug Yield Stress, Fy = 36.00 ksi t=1.25

Coef. of Friction, m= 0.55

Pier Length, Lpx = 20.000 in.

Pier Width, Lpy = 20.000 in. Nomenclature

Concrete Strength, f 'c = 3.000 ksi

Results:

Shear Lug Design Loads:

Shear, V(lg) = 14.50 kips V(lg) = V-1/2*m*ABS(P(DL))

Moment, M(lg) = 4.83 in-kips M(lg) = (V(lg)/W)*(H+G)/2

Shear Lug Thickness:

t(req'd)= 1.036 in. t(req'd) = SQRT(6*M(lg)/(0.75*Fy)) = fp, O.K.

Concrete Shear in Front of Lug:

Vu = 24.65 kips Vu = 1.7*V(lg) (assume L.F. = 1.7)

EDx = 9.375 in. EDx =(Lpx-t)/2

EDy = 5.500 in. EDy =(Lpy-W)/2

Av = 209.50 in.^2 Av = (2*EDy+W)*(H-G+EDx)-(H-G)*W

fVc = 39.01 kips fVc = 4*0.85*SQRT(f'c*1000)/1000*Av (allowable)

Vu = req'd., O.K.

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STEEL COLUMN BASE PLATE ANALYSISPer AISC 9th Edition Manual (ASD) and "Design of Welded Structures" (O. Blodgett)

For Axial Load with or without Moment

Job Name: Subject:

Job Number: Originator: Checker: e = M*12/P

Input Data: ED1

P

Base Plate Yield Stress, Fy = 36.00 ksi n (-down)

Concrete Compressive Strength, f'c = 3.000 ksi

Anchor Bolt/Rod Material = F1554 (36) Col.

Shear Coefficient, C = 1.85 B 0.80*bf

tp

n

fp(max)

m 0.95*d m T= Xc

Tb*(Nb/2)

N N

Plan Elevation

COLUMN LOADS DESIGN DATA

COLUMN COLUMN Case 1: Maximum Load Condition Case 2: Minimum Load Condition Base Plate Data Pier Data Anchor Bolt Data

LOCATION SIZE Axial Shear Moment Axial Shear Moment Length Width Thickness Length Width Total No. Diameter Edge Dis

P V M P V M N B tp Lpx Lpy Nb db ED1

(kips) (kips) (ft-kips) (kips) (kips) (ft-kips) (in.) (in.) (in.) (in.) (in.) (in.) (in.)

A-1 W10x100 -525.00 0.00 0.00 -525.00 0.00 0.00 19.000 17.000 2.000 28.000 28.000 4 1.000 1.500

A-2 W12x106 -600.00 0.00 0.00 -600.00 0.00 0.00 19.000 16.000 1.750 34.000 34.000 4 1.000 1.500

A-3 W10x100 -360.00 20.00 60.00 -360.00 20.00 60.00 19.000 17.000 2.000 36.000 36.000 4 1.250 2.000

A-4 W14x90 -130.00 20.00 59.58 -130.00 20.00 59.58 28.750 24.000 1.750 36.000 36.000 4 1.250 2.000

A-5 W14x90 -130.00 20.00 175.00 -130.00 20.00 175.00 28.750 24.000 2.500 36.000 36.000 6 1.750 2.500

A-6 W14x90 0.00 20.00 175.00 0.00 20.00 175.00 28.750 24.000 2.250 36.000 36.000 6 2.000 2.750

A-7 W14x90 150.00 0.00 0.00 150.00 0.00 0.00 28.750 24.000 2.250 36.000 36.000 6 1.375 2.000

A-8 W14x90 150.00 5.00 50.00 150.00 5.00 50.00 28.750 24.000 2.500 36.000 36.000 6 1.750 2.500A-9 W14x90 130.00 20.00 175.00 130.00 20.00 175.00 28.750 24.000 2.750 36.000 36.000 6 2.250 3.500

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