Rc Design Ppt

MODULE 04

REINFORCED CONCRETE DESIGN

& STAAD Pro

OUTLINE

1.

INTRODUCTION

2.

BEAM DESIGN

2.1. FLEXURE

2.2. SHEAR & TORSION

2.3. DESIGN FOR ANCHORAGE

2.4. STAAD PRO INPUT PARAMETERS 2.5. STAD DESIGN OUTPUT FOR BEAMS

OUTLINE

3. COLUMN DESIGN

3.1. COLUMN INTERACTION DIAGRAM

3.2. STAAD DESIGN BRIEF FOR COLUMNS 3.3. STAAD DESIGN OUTPUT FOR

COLUMNS

3.4 SEISMIC REQUIREMENTS FOR COLUMNS

• Analysis part is always followed by the

design part.

• The design of members is based on the

critical member forces

• What are the critical member forces use for

design?

• ANALYSIS RESULTS based on loads and

load combinations

• Vertical loads = dead and live loads

• Seismic loads = static or dynamic loads

• P-delta effects

• Horizontal torsional moments • Orthogonal effects

• Load combinations

Seismic Loads

•

P-delta Effects

I. INTRODUCTION

F

P

P

I. INTRODUCTION

Pi = Pd+Pl

Vi –story shear

Vi – story shear

Seismic Loads

P-delta Effects (NSCP 208.5.1.3)

1.

PΔ need not be considered when the ratio of

the secondary moment to primary moment is

less than 10%

2.

PΔ need not be considered when the story

drift ratio does not exceed 0.02/R

I. INTRODUCTION

Seismic Loads

Horizontal Torsional Moments (NSCP 208.5.7)

The accidental torsion shall be determined by

assuming the mass is displaced 5% of the

building width.

Seismic Loads

Horizontal Torsional Moments (NSCP 208.5.7)

I. INTRODUCTION

B

L

0.05L

I. INTRODUCTION

Fx

Seismic Loads

Seismic Loads

Orthogonal Effects (NSCP208.8.1)

I. INTRODUCTION

Fx

0.3Fx

I. INTRODUCTION

0.3Fy

Fy

Seismic Loads

Orthogonal Effects (NSCP208.8.1)

• note that the initial proportioning of beam

and column sizes is part of the design and

may not be the final dimension.

• design is a series of iteration and resizing,

then reanalysis, then redesign.

Design is an iteration process:

1. Initial sizing of beams and columns. 2. Analysis for stresses.

3. Design of steel reinforcements.

if design is inadequate, repeat step 1, 2, and 3.

4. If design is adequate, adopt sizes and reinforcements.

5. Apply seismic detailing

• All concrete design calculation is governed

by the current ACI 318 code.

• Unified (strength) design method is adopted

by the current code.

• The working stress design (WSD) is deleted

from the ACI 318 code

• STAAD Pro does not employ the WSD for

reinforced concrete design.

• SPECIAL MOMENT RESISTING FRAMES (SMRF) are the type of frames, instead of

ORDINARY MOMENT RESISTING

FRAMES (OMRF), are required for high

seismic risk areas, such as the Philippines.

• Therefore, the NSCP requires that all

buildings in the Philippines must be

designed to effectively resist high seismic forces.

•

At the moment, STAAD Pro has

NO

provision

for automatic seismic

detailing in reinforced concrete

design.

•

What shall we do????

•

FLEXURE

•

SHEAR

•

TORSION

2.1. FLEXURE

The main (longitudinal) reinforcement is calculated for midspan (sagging) and

support (hogging) bending moments on the basis of the section profile in the design

brief (ie. PRISMATIC ZD, YD).

CRITICAL SAGGING MOMENT CRITICAL HOGGING MOMENT

CRITICAL HOGGING MOMENT

ZONE 1 _{ZONE 2 ZONE 3}

2.1. FLEXURE

The STAAD Pro does not have any limit of any bars in any one layer as long as the

spacing requirements specified in the code are satisfied.

The program can handle a maximum of four layers of reinforcement, two layers each at the top and bottom.

2.1. FLEXURE

The actual amount of steel required as well as the maximum and minimum required for flexure is shown as ROW, ROWMX AND ROWMIN, respectively.

It is important to note that the beams are designed for flexural MZ only. The moment My is not considered in the design.

b h x MY y MZ Top bars (max of 2 layers) 2.1. FLEXURE bottom bars (max of 2 layers)

2. BEAM DESIGN

d

SFACE OR EFACE

BEAM ELEMENT LINE COLUMN ELEMENT LINE

STEEL REINFORCEMENTS

2. BEAM DESIGN

When required, torsional reinforcement in the form of closed stirrups or hoop reinforcement must be provided.

2. BEAM DESIGN

2. BEAM DESIGN

In addition to the stirrups, longitudinal steel bars are provided in corners of the stirrups and are well distributed around the section

2. BEAM DESIGN

2.2. SHEAR & TORSION

2. BEAM DESIGN

In the ACI Code, the design for torsion is based on space truss analogy.

After torsional cracking occurs, the torque is resisted by closed stirrups, longitudinal bars, and concrete compression diagonals.

2.2. SHEAR & TORSION

2. BEAM DESIGN

2.3. DESIGN FOR ANCHORAGE

In STAAD output for flexural design, the

anchorage requirement is shown with a YES or NO at the START and END of the beam. The designer must provide the details of

anchorage.

4db 5db 6db 4db or 2.5” min D 10mm to 20mm (D=6db) 28mm, 32mm, 36mm (D=8db) 43mm, 57mm (D=10db)

Hook if anchor is YES at START and/or END node

Critical section

(eg. Interior column face)

Ldh- development length Exterior Column face 12db db –bar diameter db –bar diameter

2. BEAM DESIGN

2.4. STAAD PRO INPUT PARAMETERS

Parameter Default Value Description

FYMAIN * 60,000 psi (414 MPa) Yield Stress for main reinforcing steel

FYSEC * 60,000 psi (414 MPa) Yield Stress for Secondary Steel FC * 4,000 psi (28 MPa) Compressive Strength of

Concrete

CLT *1.5 inch (37.5 mm) Clear cover for top reinforcement

CLB *1.5 inch (37.5 mm) Clear cover for bottom reinforcement

CLS *1.5 inch (37.5 mm) Clear cover for side reinforcement

MINMAIN** #4 (12mm) Min main reinforcement bar size MINSEC ** #4 (12mm) Min secondary reinforcement

bar size

NSECTION*** 12 Number of equally-spaced sections to be considered in finding critical moments for beam design.

TRACK 0.0 BEAM DESIGN:

With TRACK set to 0.0, critical moments will not be printed out with beam design report.

A value of 1.0 will mean a print out.

A value of 2.0 will print out required steel areas for al intermediate sections specified by NSECTION.

COLUMN DESIGN:

TRACK 0.0 prints out detailed design results.

TRACK 1.0 prints out column interaction analysis results in addition to TRACK 0.0 output.

TRACK 2.0 prints out schematic interaction diagram and intermediate interaction values in addition to all of the above.

RHOMN 0.01 (1%)

Minimum reinforcement required in a concrete column. ACI code allows 1% to 8%.

UNIT KN METER

START CONCRETE DESIGN CODE ACI 2002

FYMAIN 414 ALL MAXMAIN 20 ALL CLB 40MM

DESIGN BEAM 17 10

END CONCRETE DESIGN

EXAMPLE

 In STAAD Pro V8i (SELECT Series 1), three

versions of the ACI Code are implemented: 1999, 2002, and 2005

 To access any of the code editions, specify

the commands

START CONCRETE DESIGN CODE ACI 1999 (for 1999)

or CODE ACI 2002 (for 2002)

or CODE ACI (for 2005)

BEAM NO. 97 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 275. FC - 21. MPA, SIZE - 300. X 400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _________________________________________________________ 1 54. 5 - 12MM 802. 3989. NO NO 2 342. 4 - 20MM 0. 1484. YES NO 3 342. 4 - 20MM 3308. 5000. NO YES __________________________________________________________

Check the output if ACI318-05 to comply with NSCP 2010

Override these values if longitudinal

reinforcement for torsion is required.

B E A M N O. 97 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 68.16 KNS Vc= 81.19 KNS Vs= 9.70 KNS

Tu= 0.34 KN-MET Tc= 2.9 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION.

REINFORCEMENT IS REQUIRED FOR SHEAR.

PROVIDE 10 MM 2-LEGGED STIRRUPS AT 178. MM C/C FOR 2158. MM

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

AT END SUPPORT - Vu= 70.66 KNS Vc= 81.19 KNS Vs= 13.03 KNS Tu= 0.34 KN-MET Tc= 2.9 KN-MET Ts= 0.0 KN-MET LOAD 4 NO STIRRUPS ARE REQUIRED FOR TORSION.

REINFORCEMENT IS REQUIRED FOR SHEAR.

PROVIDE 10 MM 2-LEGGED STIRRUPS AT 178. MM C/C FOR 2158. MM

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 0.00 SQ.CM.

2.5. OUTPUT OF BEAM DESIGN

(SHEAR and TORSION) This is not final. _{To be checked}

against seismic provisions

Since the Philippines is located in a high seismic risk region, adopting the SMRF

(Special Moment Resisting Frame) is a must.

Therefore, a special detailing for seismic

requirement shall is required. Unfortunately, STAAD Pro at the moment does not have the facility for seismic detailing.

At this point the design output of STAAD Pro is compliant to ACI Code 318-08 or the NSCP 2010, EXCEPT FOR THE SEISMIC DETAILING requirements.

Flexural Members shall satisfy the following: (ACI 318-08 Section 21.3.1 or NSCP 421.5.1)

1. Clear span shall not be less than four (4) times the effective depth.

2. The width-to-depth ratio , b/d, shall not be less 0.3.

3. The width shall not be less than 250mm

4. The width, bs, of the supporting member plus distances on each side of the supporting

member not exceeding ¾ of the depth of the flexural member.

1. Longitudinal reinforcement for both top and bottom steel (A) should be in the range defined as follows:

3 fc' bd fy 200 bd

fy

A 0 025 bd

Longitudinal reinforcement requirements

(ACI code Section 21.3.2 / NSCP 421.5.1)

2. The positive moment strength at joint face should be greater or equal ½ the negative moment strength at the face of the joint

ϕM_nL -ϕM_nL+ _{≥ 1/2 (ϕM} nL- ) ϕM_nR -ϕM_nR+ _{≥ 1/2 (ϕM} nR- )

Longitudinal reinforcement requirements

(ACI code Section 21.3.2 / NSCP 421.5.1)

3. Neither the negative nor the positive moment strength in any section along the member

should be less than ¼ the maximum strength provided at the face of either joint.

ϕM_nL

-max

ϕM_{any section} ≥ 1/4 (ϕM_nL

-max )

Longitudinal reinforcement requirements

(ACI code Section 21.3.2 / NSCP 421.5.1)

4. Lap splices of flexural reinforcement are permitted only if hoop reinforcement is provided over the lap length.

Maximum spacing of transverse

reinforcement enclosing the lapped bars

shall not exceed 100mm.

Longitudinal reinforcement requirements

(ACI code Section 21.3.2 / NSCP 421.5.1)

Lap splices shall not be used: a. Within the joint.

b. With a distance of twice the member depth from the face of the joint; and

c. At locations where analysis indicates flexural yielding (ie. Location of plastic hinges)

Longitudinal reinforcement requirements

(ACI code Section 21.3.2 / NSCP 421.5.1)

2h 2h 2h 2h

h Yield may occur

1.

Transverse reinforcement requirements

(ACI code Section 21.3.3 / NSCP 421.5.3)

For SMRF, plastic hinges will form at the ends of flexural members. Those locations should be specially detailed to ensure

2. Spacing of hoops should not exceed the following:

a. d/4

b. 8 x diameter of the smallest longitudinal bars.

c. 24 x diameter of hoop bars. c. 300 mm

First hoop shall be located not more than 50mm from face of support.

Transverse reinforcement requirements

(ACI code Section 21.3.3 / NSCP 421.5.3)

3. Where hoops are not required, stirrups with seismic hooks shall be spaced at a distance not more than d/2 throughout the length of the member.

Transverse reinforcement requirements

(ACI code Section 21.3.3 / NSCP 421.5.3)

h hoops

2h

50mm max 50mm max 50mm max

Hoop spacing is smallest of: d/4 ; 8db ; 24 hoop db ; 300mm ; STAAD Pro output

Spacing of stirrups ≤ d/2

hoops hoops

2h _2h

Sample of design output from STAAD Pro 56J 5000 X 300 X 400 58J 4No20 H 342. | 0 TO 1484 14*10c/c 178 4No20 H 342. | 3308 TO 5000 14*10c/c178 5No12 H 54. | 802 TO 3989 5000 400 1484 1692 4-20mm 4-20mm 5-12mm 14 hoops of 10mm@ 178 o.c. 14 hoops @10mm@ 178 o.c. 802 1102 Physical representation 54 342

Beam Detail With Seismic Provision 400 800mm S=80mm 2900 S=178mm From STAAD 50mm max 50mm max 4-20mm 5-12mm b 4-20mm 2-12mm 2-12mm 10mm hoops / stirrups 2-20 mm 800mm S=80mm b 5000

Hoop spacing is smallest of : d/4 ; 8db ; 24 hoop db ; 300mm and STAAD Pro

5000 400 800mm S=90mm 2900 S=178mm From STAAD 50mm max 50mm max 4-20mm 2-20mm

Hoop spacing is smallest of : d/4 ; 8db ; 24 hoop db ; 300mm and STAAD Pro

b 4-20mm 2-20mm 2-20mm 10mm hoops / stirrups 2-20 mm 800mm S=90mm b Bottom bars of 5-12mm < 2-20mm 5-12mm 2-12mm 2-12mm

3. COLUMN DESIGN

Column design in STAAD per the ACI

code is performed for axial force, uniaxial and biaxial moments.

The loading which produces the largest amount of reinforcement is called the

Column design is done for square, rectangular and circular sections.

For rectangular and circular sections, reinforcement is always assumed to be equally distributed on all faces. This

means that the total number of bars will always be a multiple of four (4).

Column design inside the STAAD program

1. The Bresler Load Contour method is adopted by STAAD Pro for columns under axial force, uniaxial and biaxial moments.

2. The program will iterate a steel ratio from 1%

to a maximum of 8% for a given column

dimension.

3. When the adequate steel ratio is arrived at, the iteration terminates and adopts the steel ratio and then a steel area is computed.

4. Otherwise, if the section is inadequate, the report prompts that the size needs to be increased.

5. Seismic provision is absent in STAAD

Pro. Thus the output must be checked and adjusted accordingly.

Nominal Pn, Mn curve Factored Pu, Mu (ACI Capacity) Ax ial c apac it y ( k N ) Moment Capacity (kN-m) SAFE ZONE for(Pu, Mu) pair

UNIT KN METER START CONCRETE DESIGN CODE ACI FYMAIN 414 MAXMAIN 25 ALL DESIGN COLUMN 23 25 END CONCRETE DESIGN

The following output is generated without any TRACK definition, thus using the default of TRACK 0.0

========================================================== COLUMN NO. 1 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 415.0 FC - 25.0 MPA, RECT SIZE - 300 X 450 MMS, TIED

AREA OF STEEL REQUIRED = 882.8 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

---8 - 12 MM 1.097 4 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)

TIE BAR NUMBER 12 SPACING 192.00 MM

3.4. SEISMIC REQUIREMENTS FOR COLUMN

1. Longitudinal Reinforcements (NSCP 2010, 421.6.3.1)

• The reinforcement ratio g shall not be less than 0.01 and shall not exceed 0.06.

• The STAAD allows up to a maximum of 8%.

Therefore, should the design be adequate with a steel ratio more than 6%, the section size shall be increased in order to satisfy a steel ratio of less than or equal to 6%.

Flexural Strength (NSCP2010 421.6.1)

The flexural strength of the column should satisfy the following:

∑Mnc ≥ (6/5) ∑Mnb

Where:

∑Mnc - the sum of nominal flexural strengths of

columns framing into the joint, evaluated at the faces of the joint.

∑Mnb - the sum of nominal flexural strengths of the

beams framing into the joint, evaluated at the faces of the joint.

Mnc_bot Mnc_top

Mnb_right Mnb_left

(Mnc_top + Mnc_bot) ≥ (6/5) (Mnb_top + Mnb_bot)

sum of column moment capacity must be 20%

higher than the sum of the beam moment capacity

2. Limiting size of columns (NSCP2010 421.6.1)

• The shortest cross-sectional dimension, measured on a straight line passing

through the geometric centroid, shall not be less than 300mm. (Sec 421.6.1.1)

3.4. SEISMIC REQUIREMENTS FOR COLUMN

300mm

300mm

300mm

hx > 0.4bx

bx

2. Limiting size of columns (NSCP2010 421.6.1)

• The ratio of the shortest cross-sectional dimension to the perpendicular

dimension shall not be less than 0.4. (Sec 421.5.1.2)

3. Transverse reinforcement spacing (NSCP2010, 421.6.4.3)

1. ¼ of the minimum member dimension.

2. Six times the diameter of the longitudinal bar, and

3. as defined by the given equation.

So = 100 + (350-hx) 3

where 100mm < So < 150mm

hx = spacing of additional cross ties or overlapping hoops, which need not exceed 350mm on centers.

b hx hx hx hx hx h b/4 s ≤ 100+ (350- hx) 3 where 100mm < s <150mm 3. Transverse reinforcement spacing

(NSCP2010, 421.6.4.3)

The transverse reinforcements shall be provided over a length, lo, from each joint face . The length, lo,

shall not be less than the largest of:

1. The depth of the member at the joint face or where the flexural yielding is likely to occur.

2. One-sixth of the clear span of the member

3. 450 mm.

3. Transverse reinforcement spacing (NSCP2010, 421.6.4.3)

Where transverse reinforcements are not required throughout the full length of the column, the hoops of the remainder of the column length shall be spaced at the smaller of :

a) 6 times the diameter of the longitudinal bars.

b) 150mm

3. Transverse reinforcement spacing (NSCP2010, 421.6.4.3)

COLUMNS WITH SEISMIC DETAILING S S Clear height, lu Larger of b or h 1/6 lu 450mm 6 Ldb 150 mm. b hx hx hx hx hx h b/4 s ≤ 100+ (350- hx) where 100<S<150 3 Larger of b or h 1/6 lu 450mm

Note: without seismic provisions, the hoops spacing are:

a) 16Ldb b) 48 hdb

c) minimum column thickness

OUTPUT FOR COLUMN DESIGN

COLUMN NO. 333 DESIGN PER ACI 318-05 - AXIAL + BENDING FY - 413.7 FC - 27.6 MPA, SQRE SIZE - 500.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 9850.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

---8 - 40 MM 4.021 9 STA 0.70 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)

TIE BAR NUMBER 12 SPACING 320.00 MM

---coincides with NSCP2010

reinf. pct is with 1% to 6%, ok.

not adequate for seismic requirements: S=¼ (500)=125mm

S=6(40)=240mm

S=4+(14-8.5)/3=5.8”=145mm Adopt S=125mm at lo=450mm from joint Adopt S=150mm at remainder.

125 450 450 2850 650 3500 125 150 ₅₀₀ 500 424 424 8-40mm 12mm hoops

COLUMN DETAIL WITH SEISMIC PROVISION

BEAM / GIRDER

BEAM / GIRDER

SAMPLE EXERCISE 800mm S=80mm 50mm max 300 2-20mm 4-20mm 300 8-20mm 400 300

STAAD Hoops without seismic detailing:

16Lb = 16 (20) = 120 48Tb = 48 (10) = 480 D_col = 300

Beam moment capacities: Mn_neg = 116 kN-m Mn_pos = 58 kN-m

(6/5) x (Mn+_+Mn-_{)= 208.8 kN-m}

Column moment capacities: Mnc_top=Mnc_bot = 63 kN-m

Mnc_top + Mnc_bot= 126 kN-m

Column is inadequate for strong column - weak beam requirements. Therefore, increase capacity of column

Mnc_top

Mnc_bot Mn_neg

INCREASE COLUMN FLEXURE CAPACITY

COLUMN STRENGTH REQUIREMENT (6/5) x (Mn+_+Mn-_{)= 208.8 kN-m}

300MM X 300MM WITH 8-20MM BARS : Mnctop +Mncbot = 126 kN-m, not ok

300MM X 300MM WITH 12-20MM BARS : Mnctop +Mncbot = 162 kN-m, not ok

375MM X 375MM WITH 12-20MM BARS :

sr sr Clear height, lu Larger of b or h 1/6 lu 450mm Larger of b or h 1/6 lu 450mm 6 Ldb 150 mm. smax = COLUMN DETAIL

STIRRUPS SPACING from the joints at length lo = greater of a) b or h = 375mm b) 450mm c) 1/6 of lu =1/6 (2850)=475mm so that, lo = 475mm COLUMN DETAIL sr sr Clear height, lu = 2850mm Larger of b or h 1/6 lu 450mm Larger of b or h 1/6 lu 450mm 6 Ldb 150 mm. smax =

STIRRUPS SPACING from the joints at length lo = greater of a) b or h = 375mm b) 450mm c) 1/6 of lu =1/6 (2850)=475mm so that, lo = 450mm COLUMN DETAIL sr sr lu = 2850mm lo = 475mm 6 Ldb 150 mm. smax = lo = 475mm

COLUMN DETAIL sr sr lu = 2850mm lo = 475mm lo = 475mm

STIRRUPS SPACING from the joints 1) s= b/4 = 375/4 = 94mm

2) s = 100+(350-104)/3 = 182, 100<s<150 3) s= 150mm

COLUMN DETAIL

sr =94mm

sr= 94mm lo = 475mm

lo = 475mm

STIRRUPS SPACING from the joints 1) s= b/4 = 375/4 = 94mm 2) s = 100+(350-104)/3 = 182 , 100<s<150 3) s= 150mm sr= 94mm lu = 2850mm smax = 6 Ldb_{150 mm.}

MAX STIRRUPS SPACING a) 6 Ldb = 6(20) = 120 mm b) 150mm smax = 120mm COLUMN DETAIL sr =94mm sr= 94mm lo = 475mm lo = 475mm lu = 2850mm smax = 6 Ldb_{150 mm.}

MAX STIRRUPS SPACING a) 6 Ldb = 6(20) = 120 mm b) 150mm smax = 120mm COLUMN DETAIL sr =94mm sr= 94mm lo = 475mm lo = 475mm lu = 2850mm smax = 120mm

REQUIRED STIRRUP SIZE

Where:

S – spacing of stirrups

hc – column core dimension measured from center-to-center of confinng stirrups Ag – gross area of section

Ach – area of column core

fc` - compressive strength of concrete fyt – yield strength of stirrups

Ash – total area of number of legs in one direction

s = 94mm fc` = 21 Mpa fyt = 275 Mpa

hc = 375 – 2 (32) = 311mm

Ag = (375)(375) = 140,625 sq.mm.

Ach = (311)(311) = 96,721 sq.mm.

REQUIRED STIRRUP SIZE

Using 10mm stirrups with 4 legs in one direction: At = 4(78.54) = 314.16 sq.mm.

s = 120mm fc` = 21 Mpa fyt = 275 Mpa

hc = 375 – 2 (32) = 311mm

Ag = (375)(375) = 140,625 sq.mm.

Ach = (311)(311) = 96,721 sq.mm.

REQUIRED STIRRUP SIZE

Using 12mm stirrups with 4 legs in one direction: At = 4(113) = 452 sq.mm.

Ok since greater than 388.09 sq.mm

Ash1 = 388.09 sq.mm.

Ash2 = 256.5 sq.mm.

Use 3 sets of 12mm hoops for whole length of column for practical installation

800mm S=80mm 50mm max 400 300 Lo = 450 Lo = 450 4-20mm 2-20mm smax= 120mm of 12mm hoops sr= 94mm of 12mm hoops 375 375 12-20mm

3 sets of 10mm and 12mm hoops

JOINT DETAIL

DESIGN GUIDELINES

DESIGN GUIDELINES

2. STAAD Pro output does not, as of yet, have provisions for seismic detailing requirement. Therefore, the output should not be used as the final detail without modification when

3. The seismic detailing should start first on

the beam: supports and midspan

requirements must be satisfied before going to the columns.

4. Satisfy strong column –weak beam requirement.

5. Finally, once the seismic requirements are satisfied, then and only then the detailed drawings are carried out.

LET’S GO TO

STAAD PRO