sc 0009-rwpc-pip-civ-cal-0511 0-a

SONAREF PROJECT REFINERY

RIVER WATER PIPELINE

PIP-CIV-CAL-0511

Rev.StatusDateRevision memoIssued byChecked byApproved by

00IFA2016.02.15Fist IssueJlio CsarAdriano RibeiroAndr Queirz

0AIFA2016.06.25Issued For ApprovalJlio CsarAdriano RibeiroAndr Queirz

RIVER WATER PIPELINE CONSORTIUMPO Number

-

Revision

0A

PIPELINE ANCHOR BLOCKS STRUCTURAL CALCULATIONS

PIP-CIV-CAL-0511RIVER WATER PIPELINEPage. 1 / 437

INDEX

1GENERAL31.1Purpose and Objective32References33Standards34BIBLIOGRAPHY35MATERIALS36BASIC DATA FOR DESIGN47GENERAL CONSIDERATIONS47.1STRUCTURAL MODEL48LOADS49dimensionING59.1Anchor Blocks Type I59.2Anchor Blocks Type II279.3Anchor Blocks Type III809.4Anchor Blocks Type IV1319.5Anchor Blocks Type V1809.6Anchor Blocks Type VI2339.7Anchor Blocks Type VII2869.8Anchor Blocks Type VIII3399.9Anchor Blocks Type IX388

GENERALPurpose and ObjectiveThis calculation memory aims to present the basic assumptions and calculations developed for the design of the anchor blocks, which is part of the implementation of Sonaref REFINERY PROJECT - RIVER WATER PIPELINE.

References SC-0009-RWPC-BWS-LAY-DWG-0001 - OVERALL PLOT PLAN ISO 9001 Quality management system Requirement ISO 14001 Environmental management system Requirement with guidance for use OHSAS 18001 Occupational health and safety management systems Specification KBR Purchasing Standard: SDR-1IM-C736

Standards ACI 318-14 - Building Code Requirements for Structural Concrete; ACI 332-04: Requirements for Residential Concrete Construction and Commentary; ACI 351.2R-10 Report on Foundations for Static Equipment ASTM D1143 / D1143M - Standard Test Methods for Deep Foundations Under Static Axial Compressive Load

BIBLIOGRAPHY ACI 318-11 - Building Code Requirements for Structural Concrete ACI 332-04: Requirements for Residential Concrete Construction and Commentary; ACI 351.2R-10 Report on Foundations for Static Equipment; ASTM D1143 / D1143M - Standard Test Methods for Deep Foundations Under Static Axial Compressive Load ASCE-07 10 - Guide to the Wind Load Provisions

MATERIALS Structural Concrete:- Characteristic resistance to compression = fck = 30 MPa- Characteristic resistance to traction = fctk = 0,21 . (fck)2/3 = 2,03 MPa- Average tensile strength = fctm = 0,30 . (fck)2/3 = 2,90 MPa

- Longitudinal secant modulus of elasticity = Ecs = 4760 . = 26071 MPa Steel for structural concrete: CA-50

BASIC DATA FOR DESIGN

- Apparent specific weight of the soil t = 18 kN/m- Allowable stress soil adm = 200 kN/m- Soil cohesion coefficient c = 0,67

GENERAL CONSIDERATIONSSTRUCTURAL MODEL

The structure of anchor blocks was analyzed with the assistance of software STAAD Pro and Microsoft Excel spreadsheet developed by the responsible engineer.The observed anchor blocks were subdivided by type, that is a function:- Fluid pressure - 10 bar 15 bar and 20 bar;- The direction of the pipe curve - ascending or descending vertical;- The angle of the curve - 22/30 or 45.

LOADS

The calculation of the efforts for the design of the anchor blocks will be presented in "dimensioning" below. To "self weight" was taken into consideration the volume of concrete and the force application point (center of gravity). The water load was calculated as a function of pressure, velocity and flow rate of the fluid, in addition to the pipe diameter.

dimensionINGAnchor Blocks Type I

3 Concrete Ring Check:

Verification of the concrete ring Product information will be made through Staad Pro V8i software.Model adopted:

Efforts:

Dimensioning:

ACI 318-11 BEAM NO. 1 DESIGN RESULTS ============================================= LEN - 1880. MM FY - 414. FC - 30. MPA, SIZE - 1000. X 1470. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 55. 5 - 10MM 0. 771. YES NO |----------------------------------------------------------------| | CRITICAL POS MOMENT= 82.34 KN-MET AT 0.MM, LOAD 1| | REQD STEEL= 208.MM2, RHO=0.0001, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 556069.3 cm^4 2 55. 5 - 10MM 1203. 1880. NO YES |----------------------------------------------------------------| | CRITICAL POS MOMENT= 73.52 KN-MET AT 1880.MM, LOAD 1| | REQD STEEL= 186.MM2, RHO=0.0001, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 556069.3 cm^4 3 1415. 5 - 10MM 350. 1608. NO NO |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 10.43 KN-MET AT 940.MM, LOAD 1| | REQD STEEL= 26.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |---------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 556069.3 cm^4 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 157./ 0. 82./ 0. 1/ 2 157. 104./ 0. 55./ 0. 1/ 2 313. 61./ 0. 32./ 0. 1/ 2 470. 27./ 0. 14./ 0. 1/ 2 627. 2./ 0. 1./ 0. 1/ 2 783. 0./ 14. 0./ 7. 0/ 1 940. 0./ 20. 0./ 10. 0/ 1 1097. 0./ 17. 0./ 9. 0/ 1 STAAD SPACE -- PAGE NO. 4

1253. 0./ 4. 0./ 2. 0/ 1 1410. 18./ 0. 9./ 0. 1/ 2 1567. 50./ 0. 26./ 0. 1/ 2 1723. 90./ 0. 47./ 0. 1/ 2 1880. 141./ 0. 74./ 0. 1/ 2

B E A M N O. 1 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 1 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 1 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ___ 1J____________________ 1880X1000X 1470_____________________ 3J____ | ==================================================== | | 5No10 H1415. 350.TO 1608 | | | | | | | | 5No10 H 55. 0.TO 771 5No10 H 55.1203.TO 1880 | ||============================== ===========================|| |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | | | ooooo | | ooooo | | ooooo | | ooooo | | | | | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | 5#10 | | 5#10 | | | | 5#10 | | 5#10 | | ooooo | | ooooo | | ooooo | | | | ooooo | | ooooo | |_________| |_________| |_________| |_________| |_________| |_________| ACI 318-11 BEAM NO. 2 DESIGN RESULTS ============================================= LEN - 1880. MM FY - 414. FC - 30. MPA, SIZE - 1000. X 1470. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 55. 5 - 10MM 687. 1272. NO NO STAAD SPACE -- PAGE NO. 5

|----------------------------------------------------------------| | CRITICAL POS MOMENT= 10.43 KN-MET AT 940.MM, LOAD 1| | REQD STEEL= 26.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 556069.3 cm^4 2 1415. 5 - 10MM 0. 981. YES NO |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 82.34 KN-MET AT 0.MM, LOAD 1| | REQD STEEL= 208.MM2, RHO=0.0001, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 556069.3 cm^4 3 1415. 5 - 10MM 977. 1880. NO YES |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 73.52 KN-MET AT 1880.MM, LOAD 1| | REQD STEEL= 186.MM2, RHO=0.0001, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 556069.3 cm^4 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 0./ 157. 0./ 82. 0/ 1 157. 0./ 104. 0./ 55. 0/ 1 313. 0./ 61. 0./ 32. 0/ 1 470. 0./ 27. 0./ 14. 0/ 1 627. 0./ 2. 0./ 1. 0/ 1 783. 14./ 0. 7./ 0. 1/ 2 940. 20./ 0. 10./ 0. 1/ 2 1097. 17./ 0. 9./ 0. 1/ 2 1253. 4./ 0. 2./ 0. 1/ 2 1410. 0./ 18. 0./ 9. 0/ 1 1567. 0./ 50. 0./ 26. 0/ 1 1723. 0./ 90. 0./ 47. 0/ 1 1880. 0./ 141. 0./ 74. 0/ 1 B E A M N O. 2 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 2 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. STAAD SPACE -- PAGE NO. 6 ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 2 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ___ 2J____________________ 1880X1000X 1470_____________________ 4J____ ||=========================================================================|| | 5No10 H1415. 0.TO 981 5No10 H1415. 977.TO 1880 | | | | | | | | 5No10 H 55. 687.TO 1272 | | ========================= | |___________________________________________________________________________| _________ _________ _________ _________ _________ _________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | 5#10 | | | | | | | | | | ooooo | | ooooo | | | | | |_________| |_________| |_________| |_________| |_________| |_________| ACI 318-11 BEAM NO. 3 DESIGN RESULTS ============================================= LEN - 2130. MM FY - 414. FC - 30. MPA, SIZE - 1000. X 544. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 55. 7 - 10MM 0. 624. YES NO |----------------------------------------------------------------| | CRITICAL POS MOMENT= 73.52 KN-MET AT 0.MM, LOAD 1| | REQD STEEL= 542.MM2, RHO=0.0011, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 148. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 84879.7 cm^4 2 55. 7 - 10MM 1417. 2130. NO YES |----------------------------------------------------------------| | CRITICAL POS MOMENT= 73.52 KN-MET AT 2130.MM, LOAD 1| | REQD STEEL= 542.MM2, RHO=0.0011, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 148. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 84879.7 cm^4 3 489. 5 - 10MM 89. 1952. NO NO STAAD SPACE -- PAGE NO. 7

|----------------------------------------------------------------| | CRITICAL NEG MOMENT= 39.90 KN-MET AT 1065.MM, LOAD 1| | REQD STEEL= 293.MM2, RHO=0.0006, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 62529.1 cm^4 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 415./ 0. 74./ 0. 1/ 2 178. 218./ 0. 39./ 0. 1/ 2 355. 59./ 0. 11./ 0. 1/ 2 533. 0./ 65. 0./ 12. 0/ 1 710. 0./ 153. 0./ 27. 0/ 1 888. 0./ 207. 0./ 37. 0/ 1 1065. 0./ 224. 0./ 40. 0/ 1 1242. 0./ 207. 0./ 37. 0/ 1 1420. 0./ 153. 0./ 27. 0/ 1 1598. 0./ 65. 0./ 12. 0/ 1 1775. 59./ 0. 11./ 0. 1/ 2 1953. 218./ 0. 39./ 0. 1/ 2 2130. 415./ 0. 74./ 0. 1/ 2

B E A M N O. 3 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 116.20 KNS Vc= 401.32 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 29.5 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. AT END SUPPORT - Vu= 116.20 KNS Vc= 401.32 KNS Vs= 0.00 KNS Tu= 0.00 KN-MET Tc= 29.5 KN-MET Ts= 0.0 KN-MET LOAD 1 STIRRUPS ARE NOT REQUIRED. STAAD SPACE -- PAGE NO. 8

___ 3J____________________ 2130X1000X 544_____________________ 4J____ | | | =================================================================== | | 5No10 H 489. 89.TO 1952 | | | | 7No10 H 55. 0.TO 624 7No10 H 55.1417.TO 2130 | ||===================== =========================|| | | |___________________________________________________________________________| _______________________ _______________________ _______________________ | | | | | | | | | ooooo | | | | | | 5#10 | | | | | | | | | | 7#10 | | | | 7#10 | | ooooooo | | | | ooooooo | | | | | | | |_______________________| |_______________________| |_______________________| ACI 318-11 BEAM NO. 4 DESIGN RESULTS ============================================= LEN - 2130. MM FY - 414. FC - 30. MPA, SIZE - 1000. X 1400. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 55. 5 - 10MM 386. 1655. NO NO |----------------------------------------------------------------| | CRITICAL POS MOMENT= 31.08 KN-MET AT 1065.MM, LOAD 1| | REQD STEEL= 83.MM2, RHO=0.0001, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 501300.7 cm^4 2 1345. 5 - 10MM 0. 710. YES NO |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 82.34 KN-MET AT 0.MM, LOAD 1| | REQD STEEL= 219.MM2, RHO=0.0002, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 501300.7 cm^4 3 1345. 5 - 10MM 1332. 2130. NO YES STAAD SPACE -- PAGE NO. 9


B E A M N O. 4 D E S I G N R E S U L T S - SHEAR

** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 4 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 4 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. STAAD SPACE -- PAGE NO. 10

___ 1J____________________ 2130X1000X 1400_____________________ 2J____ ||======================== ============================|| | 5No10 H1345. 0.TO 710 5No10 H1345.1332.TO 2130 | | | | | | | | 5No10 H 55. 386.TO 1655 | | =============================================== | |___________________________________________________________________________| ___________ ___________ ___________ | ooooo | | | | ooooo | | 5#10 | | | | 5#10 | | | | | | | | | | | | | | | | | | | | | | 5#10 | | | | | | ooooo | | | |___________| |___________| |___________| ********************END OF BEAM DESIGN************************** 59. DESIGN COLUMN ALL STAAD SPACE -- PAGE NO. 11

ACI 318-11 COLUMN NO. 1 DESIGN RESULTS ===============================================

FY - 413.7 FC - 30.0 MPA, RECT SIZE -1000.0 X1470.0 MMS, SPIR ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 14700.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 48 - 20 MM 1.026 1 END 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 50.80 MM COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET) -------------------------------------------------------- P0 Pn max P-bal. M-bal. e-bal. (MM) 43338.76 36837.95 18115.92 9706.02 535.8 M0 P-tens. Des.Pn Des.Mn e/h 4231.45 -6238.30 -236.67 81.69 -0.18359 -------------------------------------------------------- COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET) -------------------------------------------------------- P0 Pn max P-bal. M-bal. e-bal. (MM) 43338.76 36837.95 17769.84 6524.50 367.2 M0 P-tens. Des.Pn Des.Mn e/h 2816.72 -6238.30 -236.67 0.00 0.00000 -------------------------------------------------------- Pn Mn Pn Mn (@ Z ) | 34004.26 5493.90 17002.13 9694.08 P0 |* 31170.57 6686.03 14168.44 9481.26 | * 28336.88 7668.99 11334.75 8993.29 Pn,max|__* 25503.20 8444.52 8501.06 8219.67 | * 22669.51 9042.31 5667.38 7171.80 Pn | * 19835.82 9493.20 2833.69 5845.38 NOMINAL| * Pn Mn Pn Mn (@ Y ) AXIAL| * 34004.26 3698.13 17002.13 6515.63 COMPRESSION| * 31170.57 4502.47 14168.44 6375.02 Pb|-------*Mb 28336.88 5160.57 11334.75 6044.49 | * 25503.20 5678.04 8501.06 5521.82 ___________|____*_______22669.51 6073.17 5667.38 4814.61 | * M0 Mn,19835.82 6364.20 2833.69 3919.04 | * BENDING P-tens|* MOMENT | STAAD SPACE -- PAGE NO. 12 ACI 318-11 COLUMN NO. 2 DESIGN RESULTS =============================================== FY - 413.7 FC - 30.0 MPA, RECT SIZE -1000.0 X1470.0 MMS, SPIR ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 14700.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 48 - 20 MM 1.026 1 END 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 50.80 MM COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET) -------------------------------------------------------- P0 Pn max P-bal. M-bal. e-bal. (MM) 43338.76 36837.95 18115.92 9706.02 535.8 M0 P-tens. Des.Pn Des.Mn e/h 4231.45 -6238.30 -236.67 81.69 -0.18359 -------------------------------------------------------- COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET) -------------------------------------------------------- P0 Pn max P-bal. M-bal. e-bal. (MM) 43338.76 36837.95 17769.84 6524.50 367.2 M0 P-tens. Des.Pn Des.Mn e/h 2816.72 -6238.30 -236.67 0.00 0.00000 -------------------------------------------------------- Pn Mn Pn Mn (@ Z ) | 34004.26 5493.90 17002.13 9694.08 P0 |* 31170.57 6686.03 14168.44 9481.26 | * 28336.88 7668.99 11334.75 8993.29 Pn,max|__* 25503.20 8444.52 8501.06 8219.67 | * 22669.51 9042.31 5667.38 7171.80 Pn | * 19835.82 9493.20 2833.69 5845.38 NOMINAL| * Pn Mn Pn Mn (@ Y ) AXIAL| * 34004.26 3698.13 17002.13 6515.63 COMPRESSION| * 31170.57 4502.47 14168.44 6375.02 Pb|-------*Mb 28336.88 5160.57 11334.75 6044.49 | * 25503.20 5678.04 8501.06 5521.82 ___________|____*_______22669.51 6073.17 5667.38 4814.61 | * M0 Mn,19835.82 6364.20 2833.69 3919.04 | * BENDING P-tens|* MOMENT | STAAD SPACE -- PAGE NO. 13

ACI 318-11 COLUMN NO. 3 DESIGN RESULTS =============================================== FY - 413.7 FC - 30.0 MPA, RECT SIZE -1000.0 X 544.0 MMS, SPIR ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 5440.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 28 - 16 MM 1.035 1 END 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 50.80 MM COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET) -------------------------------------------------------- P0 Pn max P-bal. M-bal. e-bal. (MM) 16057.42 13648.81 6265.75 1278.43 204.0 M0 P-tens. Des.Pn Des.Mn e/h 549.95 -2328.98 -203.67 81.69 -0.18830 -------------------------------------------------------- COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET) -------------------------------------------------------- P0 Pn max P-bal. M-bal. e-bal. (MM) 16057.42 13648.81 6597.41 2429.34 368.2 M0 P-tens. Des.Pn Des.Mn e/h 1058.80 -2328.98 -203.67 0.00 0.00000 -------------------------------------------------------- Pn Mn Pn Mn (@ Z ) | 12598.90 728.15 6299.45 1277.50 P0 |* 11548.99 886.28 5249.54 1251.60 | * 10499.08 1015.34 4199.63 1186.71 Pn,max|__* 9449.17 1115.01 3149.72 1084.67 | * 8399.26 1189.64 2099.82 942.34 Pn | * 7349.36 1241.89 1049.91 761.85 NOMINAL| * Pn Mn Pn Mn (@ Y ) AXIAL| * 12598.90 1374.88 6299.45 2424.41 COMPRESSION| * 11548.99 1671.50 5249.54 2371.52 Pb|-------*Mb 10499.08 1917.06 4199.63 2248.82 | * 9449.17 2109.54 3149.72 2057.44 ___________|____*_______ 8399.26 2257.41 2099.82 1796.07 | * M0 Mn, 7349.36 2368.28 1049.91 1465.33 | * BENDING P-tens|* MOMENT | STAAD SPACE -- PAGE NO. 14 ACI 318-11 COLUMN NO. 4 DESIGN RESULTS =============================================== FY - 413.7 FC - 30.0 MPA, RECT SIZE -1000.0 X1400.0 MMS, SPIR ONLY MINIMUM STEEL IS REQUIRED. AREA OF STEEL REQUIRED = 14000.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 48 - 20 MM 1.077 1 END 0.900 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 50.80 MM COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET) -------------------------------------------------------- P0 Pn max P-bal. M-bal. e-bal. (MM) 41553.76 35320.70 17231.18 8920.72 517.7 M0 P-tens. Des.Pn Des.Mn e/h 4013.34 -6238.30 -214.11 91.49 -0.20062 -------------------------------------------------------- COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET) -------------------------------------------------------- P0 Pn max P-bal. M-bal. e-bal. (MM) 41553.76 35320.70 16934.40 6302.29 372.2 M0 P-tens. Des.Pn Des.Mn e/h 2810.80 -6238.30 -214.11 0.00 0.00000 -------------------------------------------------------- Pn Mn Pn Mn (@ Z ) | 32603.72 5013.42 16301.86 8913.30 P0 |* 29886.74 6106.02 13584.88 8734.88 | * 27169.77 7009.04 10867.91 8302.63 Pn,max|__* 24452.79 7724.31 8150.93 7611.77 | * 21735.81 8279.43 5433.95 6670.46 Pn | * 19018.84 8702.81 2716.98 5472.42 NOMINAL| * Pn Mn Pn Mn (@ Y ) AXIAL| * 32603.72 3546.19 16301.86 6296.26 COMPRESSION| * 29886.74 4320.73 13584.88 6172.40 Pb|-------*Mb 27169.77 4956.33 10867.91 5864.99 | * 24452.79 5458.31 8150.93 5374.47 ___________|____*_______21735.81 5844.65 5433.95 4707.04 | * M0 Mn,19018.84 6133.11 2716.98 3857.19 | * BENDING P-tens|* MOMENT | ********************END OF COLUMN DESIGN RESULTS********************

Anchor Blocks Type II

3 Concrete Ring Check:

Verification of the concrete ring Product information will be made through Staad Pro V8i software.Model adopted:

Efforts

Dimensioning ACI 318-11 BEAM NO. 1 DESIGN RESULTS ============================================= LEN - 100. MM FY - 414. FC - 30. MPA, SIZE - 1000. X 1390. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 55. 5 - 10MM 0. 0. YES NO |----------------------------------------------------------------| | CRITICAL POS MOMENT= 0.06 KN-MET AT 0.MM, LOAD 1| | REQD STEEL= 0.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 2 55. 5 - 10MM 79. 100. NO YES |----------------------------------------------------------------| | CRITICAL POS MOMENT= 0.21 KN-MET AT 100.MM, LOAD 1| | REQD STEEL= 1.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 3 1335. 5 - 10MM 0. 100. YES YES |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 0.86 KN-MET AT 42.MM, LOAD 3| | REQD STEEL= 2.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 0./ 2. 0./ 1. 1/ 2 8. 0./ 2. 0./ 1. 0/ 3 17. 0./ 2. 0./ 1. 0/ 3 25. 0./ 2. 0./ 1. 0/ 3 33. 0./ 2. 0./ 1. 0/ 3 42. 0./ 2. 0./ 1. 0/ 3 50. 0./ 2. 0./ 1. 0/ 3 58. 0./ 2. 0./ 1. 0/ 3 STAAD SPACE -- PAGE NO. 5

67. 0./ 2. 0./ 1. 0/ 3 75. 0./ 2. 0./ 1. 0/ 3 83. 0./ 2. 0./ 1. 1/ 2 92. 0./ 2. 0./ 1. 1/ 2 100. 0./ 2. 0./ 1. 1/ 2

B E A M N O. 1 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 1 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 1 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

___ 1J____________________ 99X1000X 1390_____________________ 11J____ ||=========================================================================|| | 5No10 H1335. 0.TO 100 | | | | | | | | 5No10 H 55. 0.TO 0 5No10 H 55. 79.TO 100 | || ================|| |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | | | | | | | 5#10 | | ooooo | | | | | | | | ooooo | |___________| |___________| |___________| |___________| |___________|


1 55. 5 - 10MM 0. 100. YES YES STAAD SPACE -- PAGE NO. 6

|----------------------------------------------------------------| | CRITICAL POS MOMENT= 1.60 KN-MET AT 33.MM, LOAD 3| | REQD STEEL= 4.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 2 1335. 5 - 10MM 0. 100. YES YES |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 0.03 KN-MET AT 0.MM, LOAD 1| | REQD STEEL= 0.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 3 1335. 5 - 10MM 0. 100. YES YES |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 0.29 KN-MET AT 100.MM, LOAD 1| | REQD STEEL= 1.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 3./ 0. 1./ 0. 2/ 1 8. 3./ 0. 2./ 0. 3/ 0 17. 3./ 0. 2./ 0. 3/ 0 25. 3./ 0. 2./ 0. 3/ 0 33. 3./ 0. 2./ 0. 3/ 0 42. 3./ 0. 2./ 0. 3/ 0 50. 3./ 0. 2./ 0. 3/ 0 58. 3./ 0. 2./ 0. 3/ 0 67. 3./ 0. 2./ 0. 3/ 0 75. 3./ 0. 1./ 0. 2/ 1 83. 3./ 0. 1./ 0. 2/ 1 92. 3./ 0. 1./ 0. 2/ 1 100. 3./ 1. 1./ 0. 2/ 1

B E A M N O. 2 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 2 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. STAAD SPACE -- PAGE NO. 7

** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 2 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ___ 2J____________________ 99X1000X 1390_____________________ 12J____ ||=========================================================================|| | 5No10 H1335. 0.TO 100 | | | | | | | | 5No10 H 55. 0.TO 100 | ||=========================================================================|| |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | |___________| |___________| |___________| |___________| |___________| ACI 318-11 BEAM NO. 3 DESIGN RESULTS ============================================= LEN - 1107. MM FY - 414. FC - 30. MPA, SIZE - 1000. X 1394. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 55. 5 - 10MM 0. 222. YES NO |----------------------------------------------------------------| | CRITICAL POS MOMENT= 20.42 KN-MET AT 0.MM, LOAD 1| | REQD STEEL= 55.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 496739.9 cm^4 2 55. 5 - 10MM 839. 1107. NO YES |----------------------------------------------------------------| | CRITICAL POS MOMENT= 20.42 KN-MET AT 1107.MM, LOAD 1| | REQD STEEL= 55.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 496739.9 cm^4 3 1339. 5 - 10MM 0. 1107. YES YES STAAD SPACE -- PAGE NO. 8

|----------------------------------------------------------------| | CRITICAL NEG MOMENT= 10.21 KN-MET AT 554.MM, LOAD 3| | REQD STEEL= 27.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 496739.9 cm^4 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 41./ 0. 20./ 0. 1/ 0 92. 22./ 0. 11./ 0. 1/ 0 184. 7./ 0. 3./ 0. 1/ 0 277. 0./ 5. 0./ 3. 2/ 3 369. 0./ 14. 0./ 7. 2/ 3 461. 0./ 19. 0./ 9. 2/ 3 554. 0./ 21. 0./ 10. 2/ 3 646. 0./ 19. 0./ 9. 2/ 3 738. 0./ 14. 0./ 7. 0/ 3 830. 0./ 5. 0./ 3. 0/ 3 922. 7./ 0. 3./ 0. 1/ 2 1015. 22./ 0. 11./ 0. 1/ 2 1107. 41./ 0. 20./ 0. 1/ 2 B E A M N O. 3 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 3 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 3 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. STAAD SPACE -- PAGE NO. 9

___ 3J____________________ 1107X1000X 1394_____________________ 9J____ ||=========================================================================|| | 5No10 H1339. 0.TO 1107 | | | | | | | | 5No10 H 55. 0.TO 222 5No10 H 55. 839.TO 1107 | ||============== ==================|| |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | | | | | | | 5#10 | | ooooo | | | | | | | | ooooo | |___________| |___________| |___________| |___________| |___________|

ACI 318-11 BEAM NO. 4 DESIGN RESULTS ============================================= LEN - 50. MM FY - 414. FC - 30. MPA, SIZE - 1000. X 1503. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 55. 5 - 10MM 0. 5. YES NO |----------------------------------------------------------------| | CRITICAL POS MOMENT= 0.75 KN-MET AT 0.MM, LOAD 2| | REQD STEEL= 2.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 582884.6 cm^4 2 1448. 5 - 10MM 0. 50. YES YES |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 4.69 KN-MET AT 50.MM, LOAD 3| | REQD STEEL= 12.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 582884.6 cm^4 STAAD SPACE -- PAGE NO. 10 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 1./ 0. 1./ 0. 2/ 1 4. 1./ 0. 0./ 0. 2/ 1 8. 0./ 0. 0./ 0. 0/ 3 12. 0./ 1. 0./ 1. 0/ 3 17. 0./ 2. 0./ 1. 0/ 3 21. 0./ 3. 0./ 1. 0/ 3 25. 0./ 4. 0./ 2. 0/ 3 29. 0./ 4. 0./ 2. 0/ 3 33. 0./ 5. 0./ 3. 0/ 3 38. 0./ 6. 0./ 3. 0/ 3 42. 0./ 7. 0./ 4. 0/ 3 46. 0./ 8. 0./ 4. 0/ 3 50. 0./ 9. 0./ 5. 0/ 3

B E A M N O. 4 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 4 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 4 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ___ 1J____________________ 50X1000X 1503_____________________ 14J____ ||=========================================================================|| | 5No10 H1448. 0.TO 50 | | | | | | | | 5No10 H 55. 0.TO 5 | ||======= | |___________________________________________________________________________| _________ _________ _________ _________ _________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | | | | | | | | | ooooo | | | | | | | | | |_________| |_________| |_________| |_________| |_________| STAAD SPACE -- PAGE NO. 11

ACI 318-11 BEAM NO. 5 DESIGN RESULTS ============================================= LEN - 1100. MM FY - 414. FC - 28. MPA, SIZE - 1000. X 1390. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 53. 5 - 10MM 0. 222. YES NO |----------------------------------------------------------------| | CRITICAL POS MOMENT= 20.17 KN-MET AT 0.MM, LOAD 1| | REQD STEEL= 54.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 515451.4 cm^4 2 53. 5 - 10MM 832. 1100. NO YES |----------------------------------------------------------------| | CRITICAL POS MOMENT= 20.17 KN-MET AT 1100.MM, LOAD 1| | REQD STEEL= 54.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 515451.4 cm^4 3 1337. 5 - 10MM 0. 1100. YES YES |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 10.08 KN-MET AT 550.MM, LOAD 3| | REQD STEEL= 27.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 515451.4 cm^4 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 41./ 0. 20./ 0. 1/ 2 92. 22./ 0. 11./ 0. 1/ 2 183. 7./ 0. 3./ 0. 1/ 2 275. 0./ 5. 0./ 3. 0/ 3 367. 0./ 14. 0./ 7. 0/ 3 458. 0./ 19. 0./ 9. 0/ 3 550. 0./ 20. 0./ 10. 0/ 3 642. 0./ 19. 0./ 9. 0/ 3 STAAD SPACE -- PAGE NO. 12

733. 0./ 14. 0./ 7. 0/ 3 825. 0./ 5. 0./ 3. 0/ 3 917. 7./ 0. 3./ 0. 1/ 2 1008. 22./ 0. 11./ 0. 1/ 2 1100. 41./ 0. 20./ 0. 1/ 2

B E A M N O. 5 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 5 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 5 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ___ 7J____________________ 1100X1000X 1390_____________________ 3J____ ||=========================================================================|| | 5No10 H1337. 0.TO 1100 | | | | | | | | 5No10 H 53. 0.TO 222 5No10 H 53. 832.TO 1100 | ||============== ==================|| |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | | | | | | | 5#10 | | ooooo | | | | | | | | ooooo | |___________| |___________| |___________| |___________| |___________|

ACI 318-11 BEAM NO. 7 DESIGN RESULTS ============================================= LEN - 1100. MM FY - 414. FC - 28. MPA, SIZE - 1000. X 1390. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 53. 5 - 10MM 210. 845. NO NO STAAD SPACE -- PAGE NO. 13

|----------------------------------------------------------------| | CRITICAL POS MOMENT= 10.08 KN-MET AT 550.MM, LOAD 1| | REQD STEEL= 27.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 515451.4 cm^4 2 1337. 5 - 10MM 0. 553. YES NO |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 20.17 KN-MET AT 0.MM, LOAD 3| | REQD STEEL= 54.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |---------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 515451.4 cm^4 3 1337. 5 - 10MM 501. 1100. NO YES |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 20.17 KN-MET AT 1100.MM, LOAD 3| | REQD STEEL= 54.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 515451.4 cm^4 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 0./ 41. 0./ 20. 0/ 3 92. 0./ 22. 0./ 11. 0/ 3 183. 0./ 7. 0./ 3. 0/ 3 275. 5./ 0. 3./ 0. 1/ 2 367. 14./ 0. 7./ 0. 1/ 2 458. 19./ 0. 9./ 0. 1/ 2 550. 20./ 0. 10./ 0. 1/ 2 642. 19./ 0. 9./ 0. 1/ 2 733. 14./ 0. 7./ 0. 1/ 2 825. 5./ 0. 3./ 0. 1/ 2 917. 0./ 7. 0./ 3. 0/ 3 1008. 0./ 22. 0./ 11. 0/ 3 1100. 0./ 41. 0./ 20. 0/ 3

B E A M N O. 7 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 7 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. STAAD SPACE -- PAGE NO. 14 ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 7 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ___ 8J____________________ 1100X1000X 1390_____________________ 4J____ ||=========================================================================|| | 5No10 H1337. 0.TO 553 5No10 H1337. 501.TO 1100 | | | | | | | | 5No10 H 53. 210.TO 845 | | ============================================= | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | 5#10 | | 5#10 | | | | | | ooooo | | ooooo | | ooooo | | | |___________| |___________| |___________| |___________| |___________|

ACI 318-11 BEAM NO. 9 DESIGN RESULTS ============================================= LEN - 1103. MM FY - 414. FC - 28. MPA, SIZE - 1000. X 1394. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 53. 5 - 10MM 0. 223. YES NO |----------------------------------------------------------------| | CRITICAL POS MOMENT= 20.28 KN-MET AT 0.MM, LOAD 1| | REQD STEEL= 54.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 518610.7 cm^4 2 53. 5 - 10MM 834. 1103. NO YES |----------------------------------------------------------------| | CRITICAL POS MOMENT= 20.28 KN-MET AT 1103.MM, LOAD 1| | REQD STEEL= 54.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 518610.7 cm^4 3 1341. 5 - 10MM 0. 1103. YES YES STAAD SPACE -- PAGE NO. 15 |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 10.14 KN-MET AT 552.MM, LOAD 3| | REQD STEEL= 27.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 518610.7 cm^4 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 41./ 0. 20./ 0. 1/ 2 92. 22./ 0. 11./ 0. 1/ 2 184. 7./ 0. 3./ 0. 1/ 2 276. 0./ 5. 0./ 3. 0/ 3 368. 0./ 14. 0./ 7. 0/ 3 460. 0./ 19. 0./ 9. 0/ 3 552. 0./ 20. 0./ 10. 0/ 3 643. 0./ 19. 0./ 9. 0/ 3 735. 0./ 14. 0./ 7. 0/ 3 827. 0./ 5. 0./ 3. 0/ 3 919. 7./ 0. 3./ 0. 1/ 2 1011. 22./ 0. 11./ 0. 1/ 2 1103. 41./ 0. 20./ 0. 1/ 0

B E A M N O. 9 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 9 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 9 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. STAAD SPACE -- PAGE NO. 16

___ 9J____________________ 1103X1000X 1394_____________________ 4J____ ||=========================================================================|| | 5No10 H1341. 0.TO 1103 | | | | | | | | 5No10 H 53. 0.TO 223 5No10 H 53. 834.TO 1103 | ||============== ==================|| |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | | | | | | | 5#10 | | ooooo | | | | | | | | ooooo | |___________| |___________| |___________| |___________| |___________| ACI 318-11 BEAM NO. 11 DESIGN RESULTS ============================================= LEN - 1003. MM FY - 414. FC - 28. MPA, SIZE - 1000. X 1503. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 53. 5 - 10MM 194. 767. NO NO |----------------------------------------------------------------| | CRITICAL POS MOMENT= 8.38 KN-MET AT 502.MM, LOAD 1| | REQD STEEL= 21.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 608457.5 cm^4 2 1450. 5 - 10MM 0. 537. YES NO |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 16.77 KN-MET AT 0.MM, LOAD 3| | REQD STEEL= 41.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 608457.5 cm^4 3 1450. 5 - 10MM 424. 1003. NO YES STAAD SPACE -- PAGE NO. 17



___ 10J____________________ 1003X1000X 1503_____________________ 13J____ ||=========================================================================|| | 5No10 H1450. 0.TO 537 5No10 H1450. 424.TO 1003 | | | | | | | | 5No10 H 53. 194.TO 767 | | ============================================= | |___________________________________________________________________________| _________ _________ _________ _________ _________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | 5#10 | | 5#10 | | | | | | ooooo | | ooooo | | ooooo | | | |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 12 DESIGN RESULTS ============================================= LEN - 1060. MM FY - 414. FC - 30. MPA, SIZE - 1000. X 1390. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________ 1 55. 5 - 10MM 0. 211. YES NO |----------------------------------------------------------------| | CRITICAL POS MOMENT= 18.73 KN-MET AT 0.MM, LOAD 1| | REQD STEEL= 50.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 2 55. 5 - 10MM 804. 1060. NO YES |----------------------------------------------------------------| | CRITICAL POS MOMENT= 18.73 KN-MET AT 1060.MM, LOAD 1| | REQD STEEL= 50.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 3 1335. 5 - 10MM 0. 1060. YES YES STAAD SPACE -- PAGE NO. 19

|----------------------------------------------------------------| | CRITICAL NEG MOMENT= 9.36 KN-MET AT 530.MM, LOAD 3| | REQD STEEL= 25.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 38./ 0. 19./ 0. 1/ 0 88. 21./ 0. 10./ 0. 1/ 0 177. 6./ 0. 3./ 0. 1/ 0 265. 0./ 5. 0./ 2. 2/ 3 353. 0./ 13. 0./ 6. 2/ 3 442. 0./ 17. 0./ 9. 2/ 3 530. 0./ 19. 0./ 9. 2/ 3 618. 0./ 17. 0./ 9. 2/ 3 707. 0./ 13. 0./ 6. 2/ 3 795. 0./ 5. 0./ 2. 2/ 3 883. 6./ 0. 3./ 0. 1/ 0 972. 21./ 0. 10./ 0. 1/ 0 1060. 38./ 0. 19./ 0. 1/ 2 B E A M N O. 12 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 12 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 12 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. STAAD SPACE -- PAGE NO. 20

___ 11J____________________ 1060X1000X 1390_____________________ 7J____ ||=========================================================================|| | 5No10 H1335. 0.TO 1060 | | | | | | | | 5No10 H 55. 0.TO 211 5No10 H 55. 804.TO 1060 | ||============== ==================|| |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | | | | | | | 5#10 | | ooooo | | | | | | | | ooooo | |___________| |___________| |___________| |___________| |___________| ACI 318-11 BEAM NO. 13 DESIGN RESULTS ============================================= LEN - 1060. MM FY - 414. FC - 30. MPA, SIZE - 1000. X 1390. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 55. 5 - 10MM 203. 812. NO NO |----------------------------------------------------------------| | CRITICAL POS MOMENT= 9.36 KN-MET AT 530.MM, LOAD 1| | REQD STEEL= 25.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 2 1335. 5 - 10MM 0. 531. YES NO |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 18.73 KN-MET AT 0.MM, LOAD 3| | REQD STEEL= 50.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 3 1335. 5 - 10MM 484. 1060. NO YES STAAD SPACE -- PAGE NO. 21 |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 18.73 KN-MET AT 1060.MM, LOAD 3| | REQD STEEL= 50.MM2, RHO=0.0000, RHOMX=0.0228 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 256./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 493710.9 cm^4 REQUIRED REINF. STEEL SUMMARY : ------------------------------- SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE) ( MM ) (SQ. MM ) (KNS-MET ) 0. 0./ 38. 0./ 19. 2/ 3 88. 0./ 21. 0./ 10. 2/ 3 177. 0./ 6. 0./ 3. 2/ 3 265. 5./ 0. 2./ 0. 1/ 0 353. 13./ 0. 6./ 0. 1/ 0 442. 17./ 0. 9./ 0. 1/ 0 530. 19./ 0. 9./ 0. 1/ 0 618. 17./ 0. 9./ 0. 1/ 0 707. 13./ 0. 6./ 0. 1/ 0 795. 5./ 0. 2./ 0. 1/ 0 883. 0./ 6. 0./ 3. 2/ 3 972. 0./ 21. 0./ 10. 2/ 3 1060. 0./ 38. 0./ 19. 0/ 3 B E A M N O. 13 D E S I G N R E S U L T S - SHEAR ** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 13 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. ** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 13 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED. STAAD SPACE -- PAGE NO. 22

___ 12J____________________ 1060X1000X 1390_____________________ 8J____ ||=========================================================================|| | 5No10 H1335. 0.TO 531 5No10 H1335. 484.TO 1060 | | | | | | | | 5No10 H 55. 203.TO 812 | | ============================================= | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | 5#10 | | 5#10 | | | | | | ooooo | | ooooo | | ooooo | | | |___________| |___________| |___________| |___________| |___________|


1 53. 5 - 10MM 35. 100. NO YES |----------------------------------------------------------------| | CRITICAL POS MOMENT= 1.50 KN-MET AT 100.MM, LOAD 2| | REQD STEEL= 4.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 608457.5 cm^4 2 1450. 5 - 10MM 0. 100. YES YES |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 5.58 KN-MET AT 0.MM, LOAD 3| | REQD STEEL= 14.MM2, RHO=0.0000, RHOMX=0.0214 RHOMN=0.0033 | | MAX/MIN/ACTUAL BAR SPACING= 261./ 35./ 222. MMS | | REQD. DEVELOPMENT LENGTH = 305. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 608457.5 cm^4 3 1450. 5 - 10MM 0. 100. YES YES STAAD SPACE -- PAGE NO. 23



___ 13J____________________ 99X1000X 1503_____________________ 2J____ ||=========================================================================|| | 5No10 H1450. 0.TO 100 | | | | | | | | 5No10 H 53. 35.TO 100 | | =================================================|| |___________________________________________________________________________| _________ _________ _________ _________ _________ | ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | 5#10 | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 5#10 | | 5#10 | | 5#10 | | | | | | ooooo | | ooooo | | ooooo | |_________| |_________| |_________| |_________| |_________|


1 55. 5 - 10MM 204. 809. NO NO

sc 0009-rwpc-pip-civ-cal-0511 0-a

Design