Week 10 Challenge

SOLUTION 1.

PURLIN NUMBER DETERMINATION .

RAFTER SPAN =50M

BAY SPACING =8 M

ROOF SLOPE =1 IN 10

HEIGHT OF COLUMN= 12 M

BRICK WALL HEIGHT = 2 M

PURLIN SPACING =1.2 M

GIRT SPACING =1.5 M

X=SQRT(2.5^2+25^2)=25.125 M

NUMBER OF PURLIN =RAFTER LENGTH/PURLIN SPACING +1=25.125/1.2+1=22 NUMBER

HENCE NUMBER OF PURLIN (ON EITHER SIDE)= 44 NUMBER

GIRTS NUMBER DETERMINATION

COLUMN LENGTH=COLUMN HEIGHT -BRICK WALL HEIGHT =12-2 =10 M

NUMBER OF GIRTS=COLUMN LENGTH/GIRT SPACING +1 =10/1.5 +1=7.66 =APPROX 8 NUMBER

HENCE NUMBER OF GIRTS (ON EITHER SIDE )=16 NUMBER

SOLUTION 2.

OPEN STAAD PRO CHALLENGE 2-1

IN RAFTER BEAM INSERT NODE BY DIVIDING BEAM INTO 3 PARTS

EDIT THE SECTION PROPERTIES

TAPER 1 FOR MIDDLE COLUMN

TAPER 2 FOR EXTERNAL COLUMN

TAPER 3.

TAPER 4.

TAPER 5.

RUN THE ANALYSIS

CHECK THE UTILIZATION RATIO

THE UTILIZATION RATIO LIMIT IS WITH IN 1

HENCE SAFE

SOLUTION 3.

Determining Wind load for certain category and condition as per IS 875 Part 3 :2015

PLAN DIMENSION = 10m x 5m

HEIGHT OF BILDING = 6M

BAY SPACING = 2.5m.

THE BASIC WIND SPEED IN CHENNAI FROM WIND ZONE MAP IS

V@B=50 M/S

AN INDUSTRIAL BUILDING IS TO BE DESIGNED FOR A 50 YEAR LIFE SO THE RISK COEFFICIENT FROM

K1=1

SINCE THE BUILDING IS PROPOSED TO BE ERECTED IN AN INDUSTRIAL AREA IN A CITY, IT IS CONSIDERED TO BELONG TO CATEGORY 3.

THE TERRAIN FACTOR FOR A HEIGHT OF 6M

K2=0.91

THE GROUND IS ASSUMED TO BE PLAIN AND HENCE THE TOPOGRAPHY FACTOR IS

K3=1

IMPORTANCE FACTOR FOR CYCLONIC REGIONS FOR AN INDUSTRIAL BUILDING

K4=1.15

DESIGN WIND SPEED V@Z=V@B*K1*K2*K3*K4= 50*1*0.91*1*1.15= 52.325 M/S

WIND PRESSURE, P@Z= 0.6*V@Z^2 =0.6*52.325^2 =1642 N/M^2 =1.642 KN/M^2

WIND DIRECTIONALITY FACTOR, K@D=0.9

AREA AVERAGING FACTOR K@A

TRIBUTARY AREA =6*2.5 =15 M^2

INTERPOLATION WE GET

K@A=0.966

COMBINATION FACTOR =K@C=0.9

DESIGN WIND PRESSURE P@D= P@Z*K@D*K@A*K@C =1.642*0.9*0.966*0.9=1.2847 KN /M^2

INTERNAL PRESSURE COEFFICIENT

BUILDING WITH MEDIUM OPENING SINCE OPENING IS BETWEEN 5 PERCENT AND 20 PERCENT

(THE GIVEN OPENING FOR BUILDING IS 15 PERCENT)

HENCE INTERNAL PRESSURE COEFFICIENT = +0.5 AND -0.5

EXTERNAL PRESSURE COEFFICIENT

BUILDING HEIGHT RATIO

H/W =6/5 = 1.2 1/2<H/W<3/2

BUILDING PLAN RATIO

L/W =10/5 =2 3/2<L/W<4

WIND ANGLE CPE FOR SURFACE

DEGREES A B C D

O DEGREE +0.7 -0.3 -0.7 -0.7

90 DEGREE -0.5 -0.5 +0.7 -0.1

SOLUTION 4.

Find support reaction for given load. Static check problem

REFER STAAD MODEL STRUCTURE 63

GIVEN DATA

MONO SLOPED ROOF

STRUCTURE ROOF DEGREE =20 DEGREE

BAY SPACING as 6 M

BUILDING WIDTH is 10 M

BUILDING LENGTH IS 30 M

LOADING DATA

Self Weight factor – 1.1

Roof Sheet loading = 0.5 kN/m²

Purlin load = 6 kN/m²

Live Load on Roof = 1.5 kN/m2

Wind Load on rafter (Pressure) = 2 kN/m²

^{DESIGN CODE}

^{Design code as per IS 800- 2007}

^{ASSUMING HEIGHT OF THE COLUMN AS 6 M}

^{10*TAN(20)=3.64 M}

^{RAFTER LENGTH = 10.642 M}

^{LOAD CALCULATION}

^{DEAD LOAD}

Weight of roofing sheet = ^{0.5 KN/M^2}

^{MAIN FRAME}

^{UDL ON RAFTER=TOTAL LOAD*BAY SPACING=0.5*6= 3 KN/M}

^{GABLE FRAME}

^{UDL ON RAFTER=TOTAL LOAD*BAY SPACING=0.5*3= 1.5 KN/M}

^{PURLIN LOAD = 6KN/ M^2}

^{MAIN FRAME}

^{UDL ON RAFTER=TOTAL LOAD*BAY SPACING=6*6= 36 KN/M}

^{GABLE FRAME}

^{UDL ON RAFTER=TOTAL LOAD*BAY SPACING=6*3= 18 KN/M}

^{LOAD CALCULATION}

^{LIVE LOAD}

^{TOTAL LIVE LOAD = 1.5 kN/m^2}

^{MAIN FRAME}

^{UDL ON RAFTER=TOTAL LOAD*BAY SPACING=1.5*6= 9 KN/M}

^{GABLE FRAME}

^{UDL ON RAFTER=TOTAL LOAD*BAY SPACING=1.5*3= 4.5 KN/M}

^{Wind Load on rafter (Pressure) = 2 kN/m2}

^{MAIN FRAME}

^{UDL ON RAFTER=TOTAL LOAD*BAY SPACING=2*6= 12 KN/M ( PRESSURE)}

^{GABLE FRAME}

^{UDL ON RAFTER=TOTAL LOAD*BAY SPACING=2*3= 6 KN/M ( PRESSURE)}

^{SUPPORT CONDITION}

^PINNED

^{STEP 1.}

^{OPEN STAAD PRO}

^{DEFINE GEOMETRY}

^{BY PUTTING THE NODE DATA IN X,Y AND Z IN M}

^{STEP 2}

^{DEFINE MATERIAL}

^STEEL

^{STEP 3}

^{DEFINE PROPERTY}

^{TAPER 1}

ISMC 250

TAPER 3

TAPER 4

^{STEP 4.}

^{DEFINE SUPPORT CONDITION}

^PINNED

^{STEP 5.}

^{DEFINE LOAD}

^{DEFINE LOAD CASE DETAILS}

^ADD

^{1 DEAD LOAD}

^{Self Weight LOAD – 1.1}

^{DIRECTION = Y}

^DL

^{MAIN FRAME}

^{MEMBER LOAD}

^{UNIFORM FORCE = - 3 KN/M}

^{DIRECTION =GY}

^DL

^{GABLE FRAME}

^{MEMBER LOAD}

^{UNIFORM FORCE = - 1.5 KN/M}

^{DIRECTION =GY}

^DL

^{MAIN FRAME}

^{MEMBER LOAD}

^{UNIFORM FORCE = - 36 KN/M}

^{DIRECTION =GY}

^DL

^{GABLE FRAME}

^{MEMBER LOAD}

^{UNIFORM FORCE = - 18 KN/M}

^{DIRECTION =GY}

^{2 LIVE LOAD}

^{MAIN FRAME}

^{MEMBER LOAD}

^{UNIFORM FORCE = - 9 KN/M}

^{DIRECTION =GY}

^LL

^{GABLE FRAME}

^{MEMBER LOAD}

^{UNIFORM FORCE = - 4.5 KN/M}

^{DIRECTION =GY}

^{2 WIND LOAD}

^{MAIN FRAME}

^{MEMBER LOAD}

^{UNIFORM FORCE = - 12 KN/M}

^{DIRECTION =GY}

^WL

^{GABLE FRAME}

^{MEMBER LOAD}

^{UNIFORM FORCE = - 6 KN/M}

^{DIRECTION =GY}

^{DEFINE LOAD COMBINATION}

^{1.5DL+1.5 LL}

^{LOAD FACTOR DL=1.5}

^{LOAD FACTOR LL=1.5}

^{1.2(DL+ LL +WL(0+CPI))}

^{LOAD FACTOR DL=1.2}

^{LOAD FACTOR LL=1.2}

^{LOAD FACTOR WL = 1.2}

^{1. 5DL + 1.5WL(0+CPI))}

^{LOAD FACTOR DL=1.5}

^{LOAD FACTOR WL = 1.5}

^{0.6DL + 1.5WL(0+CPI))}

^{LOAD FACTOR DL=0.6}

^{LOAD FACTOR WL = 1.5}

^{1 DL + 1 LL}

^{LOAD FACTOR DL=1}

^{LOAD FACTOR LL = 1}

^{1DL + 1WL(0+CPI))}

^{LOAD FACTOR DL=1}

^{LOAD FACTOR WL = 1}

^{1 DL + 0.8 LL +0.8WL(0+CPI))}

^{LOAD FACTOR DL=1}

^{LOAD FACTOR LL=0.8}

^{LOAD FACTOR WL = 0.8}

GO TO ANALYSIS IN RIBBON TOOL BAR

DEFINE COMMAND

PERFORM ANALYSIS PRINT ALL

ADD

GO TO DESIGN IN RIBBON TOOL BAR

CHOOSE CURRENT CODE

IS 800 2007 LSD

CLICK DESIGN PARAMETERS

SELECT CODE AS IS 800 INDIAN CODE

CLICK BEAM

TICK (.01)PERFORM DESIGN AT ENDS AND 1/12 SECTION LOCATIONS ALONG MEMBER LENGTH

ADD

ASSIGN TO VIEW

ASSIGN

CLICK FU

ULTIMATE TENSILE STRENTH OF STEEL

ADD

ASSIGN TO VIEW

ASSIGN

CLICK FYLD

YIELD STRENGTH OF STEEL

ASSIGN TO VIEW

ASSIGN

CLICK KY

K VALUE IN LOCAL Y AXIS USUALLY MINOR AXIS PUT VALUE =2

USING ASSIGN TO SELECTED BEAMS ASSIGN TO ALL COLUMNS

ADD KY =2

CLICK KZ

K VALUE IN LOCAL Z AXIS USUALLY MAJOR AXIS PUT VALUE =2 FOR ALL COLUMNS

USING ASSIGN TO SELECTED BEAMS ASSIGN TO EXTERNAL COLUMNS

KZ =2

CLICK LX

EFFECTIVE LENGTH FOR LATERAL TORSIONAL BUCKLING =1.5 M

USING ASSIGN TO SELECTED BEAMS ASSIGN TO RAFTER

LX=1.5

CLICK LY

LENGTH IN LOCAL Y AXIS FOR SLENDERNESS RATIO VALUE KL/R = 1.5 FOR RAFTER

USING ASSIGN TO SELECTED BEAMS ASSIGN TO RAFTER

LY =1.5

LZ=10.642

CLICK MAIN

ALLOWABLE SLENDERNESS LIMIT FOR COMPRESSION MEMBER =180

ADD

USING ASSIGN TO SELECTED BEAMS ASSIGN TO ALL COLUMN

CLICK TMAIN

ALLOWABLE SLENDERNESS LIMIT FOR TENSION MEMBER =400

ADD

USING ASSIGN TO SELECTED BEAMS ASSIGN TO TIE MEMBERS

CLICK RATIO

PERMISSIBLE RATIO OF ACTUAL TO ALLOWABLE STRESS =1

ASSIGN TO VIEW

CLICK STP HOT ROLLED SECTION

CLICK TRACK

TICK 2 PRINT THE DESIGN OUTPUT AT MAXIMUM DETAIL LEVEL

ASSIGN TO VIEW

GO TO COMMANDS

CLICK CHECK CODE

THE SUPPORT REACTION IS

^{LOAD COMBINATION}

^{1.5DL+1.5 LL}

^{LOAD COMBINATION}

^{1.2(DL+ LL +WL(0+CPI))}

^{LOAD COMBINATION}

^{1. 5DL + 1.5WL(0+CPI))}

^{LOAD COMBINATION}

^{0.6DL + 1.5WL(0+CPI))}

^{LOAD COMBINATION}

^{1 DL + 1 LL}

^{LOAD COMBINATION}

^{1DL + 1WL(0+CPI))}

^{LOAD COMBINATION}

^{1 DL + 0.8 LL +0.8WL(0+CPI))}

SUMMARY OF REACTION

MAX FX IN NODE 10

MAX FY IN NODE 11