calculation note

Calculation Notes for Foundation of Silos

Bandar Emam Factory

1. General

This Document is Included Structural calculation notes for Analysis & Design of Foundation And required Structures of the bandar emam Silos Project. This Silos is Located in bandar emam City near mahidasht oil company.

2. Codes and Standards- Iranian Seismic Code. ( 2800 Iranians Codes) - 519 Iranians Codes.- Iranian Concrete Design Code. (ABA Code)- 9th topic of Iranians’ National Building Codes. - General and Technical of Silo Construction.

3. Materials3.1. Reinforcing Bars

Deformed high tensile strength Steel bars, with minimum yield strength of 4200 kg/cm3 in accordance with ASTM A 615 or approved equivalent.

3.2. ConcreteTow Type of concrete are considered for the design of structures. In analyses and Design,f c

¿ is minimum compressive characteristic strength at 28 days on cylinder Specimen.

f c¿=300 Kg

cm2for cast∈ place concrete

f c¿=80 Kg

cm2for cast LeanConcrete

γ ¿=2.4 T onm 3

4. Soil Parameter

Soil parameters are available in soil report that provided by Banian pey.5. Input Data

5.1. Muyang Group Data5.1.1 Silo Diameters: 14560 millimeter (others data According the figures).

5.1.2 Small Silo Diameters:4550 millimeter (others Data According the figures )

6. Loading

6.1.1 Design loading data for silo Foundation design have been provided from Muyang Group.

Main silo Load KN,mSilo and roof gravity 10 KN/mRoof Live Load and grain friction 200 KN/mGrain vertical pressure 156 KN/m2Load for catwalk 40 KN

6.1.2 The lateral loadings calculate as follow:

6.1.2.1 Wind Load Calculation:

6.1.2.1.1. Wind load calculation:

According To 519 Iranian Code

Ce = combined height, exposure and gust factor coefficient

Cq = pressure coefficient for the structure or portion of structure

under consideration

P = design wind pressure.

= wind stagnation pressure

H<20 20<H<302.2 2.4

pressure coefficient for silo with circle section: = 0.8

High (meter) 0-20 20-28(KN/m2) 1.0648 1.1616

High (meter) 0-20 20-28(KN) 310.06 40.80

6.1.2.2 Earthquake Load Calculation:

Design base shear: The total design base shear in a given direction shall be determined from the following formula According to 2800 Iranian Code

I = importance factor

g = acceleration due to gravity.

R = numerical coefficient representative of the inherent

over strength and global ductility capacity of lateral force-

resisting systems

V = the total design lateral force or shear at the base

W = the total seismic dead load

E= Elastic modules of silo

q= mass per length of silo

A I R B h g c0.2 1 5 2.5 0.5 26.565 9.81 0.1

7. Load Combination :7.1. Load Combination for Stability and Soil pressure check

1−Dead+Silo . ope+Snow+Silo . emp

2−Dead+Wind+Silo . emp+Silo .ope

3−Dead+Silo . ope+0.71 Earthquake+Silo .emp

4−Dead+Silo . ope+Wind+Silo . emp+0.5 Snow

5−0.9Dead+0.71 Earthquake+0.9Silo . emp

7.2. Load Combination Using Strength Design

1−1.4 Dead+1.4 Silo . emp

2−1.2Dead+1.2 Silo . emp+1.6 Silo . ope+0.5Snow

3−1.2Dead+1.2Silo . emp+1.6Silo . ope+1.6Snow+0.8Wind

4−1.2Dead+1.2 Silo . emp+0.5Silo . ope+0.5Snow+1.3Wind

5−1.32Dead+1.32Silo . emp+0.55Silo . ope+0.22Snow+1.1 Earthquake

6−0.99Dead+0.99 Silo . emp+1.1Earthquake

7−1.4Dead+1.4 Silo . emp+1.7 Silo .ope+1.7 Snow

8−1.05Dead+1.05Silo . emp+1.3Wind

9−1.05Dead+1.05Silo . emp+1.3 Silo .ope+1.4 Earthquake

8. Analysis 0f Main Silos Foundation8.1. Modeling Software

Sap 2000 version 12.0.0 is used for Analyses purpose in this project.

8.2. Loading on Structure Silo.ope (KN)

Silo.emp (KN)

Wind Load (KN)

Earthquake Load (KN)

Dead Load (KN/m2)

8.3. Soil Bearing capacity checkBecause of poor site soils and soil report recommendation, pile foundation used for this structure.

Follow table have calculated piles force from Sap simulation.

TABLE: Joint Reactions TABLE: Joint ReactionsJoint Pile Force Joint Pile ForceNo KN No KN

72 1330.562 417 912.03772 1004.729 418 1219.78780 1329.44 418 911.71180 1003.913 420 1108.42388 1111.724 420 516.43988 571.869 425 1107.90596 1112.596 425 515.23496 572.711 428 1108.551215 1169.079 428 643.748215 844.361 447 1157.431216 1157.005 447 849.048216 850.522 448 1156.944220 1106.228 448 848.558220 749.837 455 1249.641221 1116.294 455 925.491221 740.027 469 1106.844224 1167.798 469 748.77224 843.357 470 1106.371225 1156.687 470 748.15225 850.203 477 1379.505228 1115.189 477 1055.225228 738.842 479 1105.918229 1105.9 479 685.384229 749.463 480 1105.625232 1412.614 480 685.045232 1090.287 538 1108.026233 1108.929 538 794.57233 487.339 562 1112.491236 1412.66 562 653.767236 1090.308 564 1259.486237 1109.17 564 944.637237 487.544 566 1259.663406 1365.782 566 944.843406 1044.902 571 1113.045407 1248.198 571 654.315407 924.529 577 1312.632415 1109.685 577 999.856415 646.203 580 1107.096417 1220.134 580 793.696

Maximum pile force=1412.66KN ≤1513KN

8.4. Ring wall 400mm Reinforcement calculation

8.4.1.Ring Wall Moment Resultant M1-1Diagram (KN.m)

Resultant M2-2 Diagram (KN.m)

8.4.2. Required Reinforcement for 1.0 m Width of Ring Wall.

Rn=M umax

φ td2b

ρ=0.85 f́ c

f y (1−√1− 2Rn

0.85 f́ c )A s=ρ .b .d

A smin=ρmin . hf . b

Item Bottem Top (KN.m) 20 20c: concrete cover to foundation rebars center (mm) 50 50d: Effective depth of section (mm) 350 350

181 181ρ 0.00045 0.00045As : Reinforcing bar Area for 1 m width of foundation (mm2) 159 159Asmin : Minimum Reinforcing bar Area for 1m Width of foundation(mm2) 211 211Asreq : Required Reinforcing bar Area for 1m width of foundation (mm2) 211 211db : bar diameter (mm) 20 20Ase : Exisiting Area of rebars for 1m width of foundation (mm2) 2093 2093ρe : Exising steel ratio of foundation 0.00598 0.00598@ 150 150

1.1. wall 250mm Reinforcement calculation 1.1.1.Wall Moment

Resultant M1-1Diagram (KN.m)


1.1.2. Required Reinforcement for 1.0 m Width of Wall.

Rn=M umax

φ td2b

ρ=0.85 f́ c

f y (1−√1− 2Rn

0.85 f́ c )A s=ρ .b .d




1.1. Slab 600mm Reinforcement calculation 1.1.1.Slab Moment

Resultant M1-1Diagram (KN.m)


1.1.2. Required Reinforcement for 1.0 m Width of Wall.

Rn=M umax

φ td2b

ρ=0.85 f́ c

f y (1−√1− 2Rn

0.85 f́ c )A s=ρ .b .d




Cappile Reinforcement Calculation

1.1.3.Footing Moment Resultant M1-1 Diagram (KN.m)

Resultant M2-2 Diagram (Ton.m)

1.1.4. Required Reinforcement for 1.0 m Width of Foundation.

Rn=M umax

φ td2b

ρ=0.85 f́ c

f y (1−√1− 2Rn

0.85 f́ c )A s=ρ .b .d




calculation note

Documents