METHOD STATEMENT FOR TG FOUNDATION AND TURBINE BUILDING

The purpose of this method is to describe the methodology and sequence involved in construction work for Foundation of Turbine buildingTurbine pedestal (lower part) and to detail out the steps to be taken in order to meet the technical requirement of Van Phong 1 thermal power plant project

Comment Response Sheet (CRS) Van Phong BOT Thermal Power Plant Project Project Title Document Title METHOD STATEMENT FOR TG FOUNDATION AND TURBINE BUILDING Document Type For Approval Document No VP1-0-L4-C-UMA-10039 Returned Status AC Prepared by CRS No VP1-0-L4-C-UMA-10039-A-CRS CRS Issued Date 05/05/2020 Engineer Construction Status O/C * Remarks No Section/ Page Owner’s Comment Response to Comment (1) Organization and qualified personnel be submitted to prove (2) Update the slope of excavated area (3) Please show basis of that DHI choose 30 degree cel of fresh mass concrete Calculation of max tempt at core to be added, this helps to give proper method to control crack due to heat hydration (4) item 7.8.8- Statement is NOT OK show clearly the sketch of thermocouples and plan of detail time schedule of tempt monitoring record (start point, interval time to the end) Thermometer to be set up from the bottom of concrete to top and distance to the outer surface/bottom should be 30~40cm (5) Form-work support calculation is not in line with drawings (p46 and p38) Curing time and formwork are highly recommended to keep enough time before remove (1) Additional Organization Chart in MS - page (2) Excavation slope of weathered rock is normal 1:0,3~1:0,5, depending on the actual condition we will modify up to 1:1 (if necessary) - page 10~19 (3) Reference documents Proposal of Concrete Mix Proportion for Mass Concrete (Rev.A) VP10-L4-Q-GEN-10047 - page 51 - Reference documents Part III-2 Exhibit B1 Appendix G (page 68 – C) and ACI 301 item 310.4.d (158F degree) - page 52 70o (4) Lot revised in revision B (page 51 & 52) (5) Please show the detail for this comment Lot will curing by days (as period time for temperature monitoring) - page 51 Review Date (1) Noted 05/05/2020 (2) Noted L4 O (3) Not address the concern regarding the control the temperature not exceed 20 degree cel between monitoring points To ensure mass concrete center temperature shall not exceed 70°C, consider using pre-installed cooling pipes is recommended (4) Noted that monitoring the temperature, P1 P2 P3 shall be recorded in time orderly Format of record should be attached (5) Please attach the detail form work for TG foundation (noted that dimensions on page 50 cannot read) Page of Comment Response Sheet (CRS) Include the requirement mentioned below: Soil excavation & transportation Soil preparation, testing, survey work & inspections prior to install lean concrete Rebar & formwork fabrications, formwork surface preparation, storage & transportation Rebar & formwork installation methods Level marking method Inspections prior to concrete pouring Raining prevention method during concrete pouring Method of concrete pouring Concrete curing process 10 Formwork dismantling method & storage 11 Concrete surface/defect preparation method prior to bitumen painting 12 Final inspection prior soil back filling 13 Soil backfilling, compaction & FDT Reference document VP1-0-L4-C-GEN-10008-A MS for Excavation & Backfilling Works_PE page 20, 21 reconfirm the type of crane & tonnage (mobile crane or high-up truck crane) 05/05/2020 O Lot revised and added on revision B - page 05/05/2020 O This drawing is not clear on page 7&8 The above measures can not be seen What would like DHI show by this drawing? This is Design Drawing, contractor have already replaced for good looking on Rev.B - page & 05/05/2020 O Closed For what elevation is written ? Lot deleted elevation in revision B - page 10 05/05/2020 O Closed 05/05/2020 O Reference document VP1-0-L4-C-GEN-10007-C MS General Concrete Work_PE - page 48 (This is pre-excavation elevation so Lot deleted it ) Soil surface preparation, compaction; FDT (if necessary) & inspection prior to lean concrete need to be done Lot revised on revision B - page 10~19 Page of Comment Response Sheet (CRS) Visual inspection on concrete surface & defect rectification needs to be carried out prior to Bitumen painting work Visual inspection on concrete surface & defect rectification shall be carried out prior to Bitumen painting work - Reference ITP VP1-0-L4-C-GEN10028 - Rev.B - page 11~19 05/05/2020 O Final inspection on Bitumen painting surface needs to carried out prior to soil backfilling & compaction Final inspection on Bitumen painting surface shall be carried out prior to soil backfilling & compaction - Reference ITP VP1-0-L4-C-GEN10012 - Rev.C - page 11~19 05/05/2020 O 10 At first, Axis T8-T9, and TA-TE is better to be understood All the followings are the same expression Lot revised in revision B - page 10~19 05/05/2020 O Closed 10 Soil excavation Bottom soil/soil surface preparation (removing loose material & compaction) including survey work Installation of formwork & inspection prior to pour lean concrete Pouring lean concrete Survey setting out, installation of rebar & formwork Installation of concrete level marking & final inspection prior to pouring concrete Concrete curing & dismantling of formwork Visual inspection on concrete surface/ defect & repairing work prior to Bitumen painting Final inspection prior to soil backfilling 10 Soil backfilling, compaction & FDT (if required) Lot revised in revision B 05/05/2020 O same step as mentioned at item of pg 10 phase 01 Lot revised in revision B - page 10~19 05/05/2020 O 10 12 Same as No.2 Reply Page of Comment Response Sheet (CRS) 11 13 Dewatering method of GWL should be stated Already shown on the drawing of drainage pit location on Rev.B - page 15~18 05/05/2020 Closed O 12 13 same step as mentioned at item of pg 10 phase 01 Lot revised in revision B - page 10~19 05/05/2020 O 13 14 Dewatering method of GWL should be stated Lot revised in revision B - same as No.11 reply 05/05/2020 O Closed 14 14 same step as mentioned at item of pg 10 phase 01 Lot revised in revision B - page 10~19 05/05/2020 O 15 16 same step as mentioned at item of pg 10 phase 01 Lot revised in revision B - page 10~19 05/05/2020 O 16 17 same step as mentioned at item of pg 10 phase 01 Lot revised in revision B - page 10~19 05/05/2020 O 17 19 Backfill procedure should refer to VP1-0-L4-CGEN-10008 Backfilling works refer Backfill procedure VP1-0L4-C-GEN-10008 - page 21 05/05/2020 Closed O 18 19 Ensure sufficient working space, safe condition wall soil cutting, provide proper access (2 at least) & watch man Lot revised in revision B - page 20 05/05/2020 O 19 21 Is compaction 95% of max density ? Reference document VP1-0-L4-C-GEN-10012-C ITP for General Excavation & Backfilling Works_PE - page 22 05/05/2020 O Closed 20 22 This drawing is not clear Lot revised on revision B - page 24 05/05/2020 Closed O 21 27 Relationship between this pouring lean concrete and TG foundation should be stated Lot added drawing in Rev.B - page 29 05/05/2020 Closed O Page of Comment Response Sheet (CRS) 22 31 Is there intend to rigging by this? It should not be permitted in this project for such kind of lifting point Regarding the bearing capacity and welding standards for the lifting of CEP pipes, contractor shall invite a third party with full roles and functions to censor it And added drawing on revision B - page 34 05/05/2020 Closed O 23 33 should be calculated Regarding the calculation of bearing capacity of tension wire, we find it unnecessary because the tension wire only for the purpose of formwork to be vertical , the pressure due to concrete having a calculation of tie rod - page 36~37 05/05/2020 O 24 33 should avoid this location of construction joint Location shows the water stop, chipping concrete - page 36 05/05/2020 O 25 41 - not weld or direct heat contact with anchor bolt - embedded bolt section must be oil free & clean prior to casting - Anchor bolts shall be protected/secured from damaged Lot added on revision B - page 44 05/05/2020 O 26 42 Material and size of anchor frame should be shown The material of anchor frame is steel box 50x50x2.5 dimension change due height of the column - page 45 05/05/2020 Closed O 27 44 Is this operating capacity? This is actual operation capacity of Pump Car 05/05/2020 O Closed 05/05/2020 O Closed 05/05/2020 Closed O (60m3/h) - page 48 28 44 Where from this number? Is it 168m3/h? 29 46 Night time pouring is better for this mass concrete It is 168m3/h (Batching plan capacity after cooling) - page 48 Night time pouring is better for this mass concrete to reducing concrete temperature We will carry out casting concrete around from 17h00PM - page 50 Page of Comment Response Sheet (CRS) 30 47 - Temporary tent is recommended for this - Recommend using circulating cool water (with ice) for curing The temporary tent & circulating cool water (with ice) is not necessary The curing material include layer with spray water on the surface as method can prevent high temperature, direct sunlight, low humidity and drying winds and keep stable temperature for concrete - page 51 05/05/2020 Closed O 31 52 Please describe detail where is approved dump yard? Contractor signed contract with third party with full roles and functions approved by the functional departments - page 55 05/05/2020 Closed O 32 54 This is not JSA Revised JSA according to project standards page 56 05/05/2020 Closed O 33 54 This is for reminder again that it seem no review from Doosan's HSE team on this document Please prepare the risk assessment in line with Doosan's risk assessment procedure The steps of risk assessment should detail and based on Method statement This document have already reviewed from Doosan's HSE team OPEN 05/05/2020 There is O no risk assessment in this document Please check again The risk assessment in line with Doosan's risk assessment procedure The steps of risk assessment showed detail and based on Method statement 34 58 Include JSA for deep soil excavation, working into deep soil excavation areas, confined space, working at heights Lot revised on revision B 05/05/2020 O 35 74 No need to attach design drawing Lot revised on revision B 05/05/2020 O Closed Request to attach detail schedule Additional Notes (if any) * O - Open, C – Closed Page of AP APPROVED Approved AC APPROVED WITH COMMENT Contractor to revise the correction and resubmit NA NOT APPROVED Revise the correction and resubmit before proceeding REVIEWED RE REVIEWED WITH COMMENT RC For Approval Information acknowledged with no comment Information acknowledged with comments Note: Approval or comment does not relieve the Contractor of all obligations covered under contract Discipline: Civil 06 Jul 20 Date: B 29-Jun-2020 For Approval J.H CHOI K.S KIM Y.H LEE A 20-Apr-2020 For Approval J.H CHOI K.S KIM Y.H LEE REV DATE DESCRIPTION Approved Checked Prepared OWNER VAN PHONG POWER COMPANY LIMITED PROJECT Van Phong BOT Thermal Power Plant Project Status □Approved □Approved with Comment □Not Approved □Reviewed OWNER’S ENGINEER Pöyry Switzerland Ltd EPC CONTRACTORS IHI–TESSC–CTCI–DHI CONSORTIUM PROJECT DOCUMENT No REV VP1-0-L4-C-UMA-10039 B DOCUMENT TITLE METHOD STATEMENT FOR TG FOUNDATION AND TURBINE BUILDING EPC EPC DOCUMENT No VP1-0-L4-C-UMA-10039 Doosan Heavy Industries and Construction REV B Page | METHOD STATEMENT FOR TG FOUNDATION & TURBINE BUILDING TABLE OF CONTENTS PURPOSE .4 RESPONSIBILITIES REFERENCE CODE & STANDARD 4 MANPOWER & EQUIPMENT Manpower Equipment SURVEY & SETTING OUT GENERAL ARRANGEMENT OF TG FOUNDATION …………… .8 WORKING METHOD 10 7.1 Sequence excavation and backfilling for TG Foundation & Turbine building Area… … 10 7.1 Excavation work ……………………………….…………… 20 7.1 Backfilling work……………………………… 21 7.2 Method of Installation CEP CAN 23 7.3 Method of typical concrete wall of CEP Pit, CW discharge, BFPT 35 7.4 Lean Concrete 37 7.5 Rebar Installation& fixing( Refer to Method Statement for General Concrete Work) 38 7.6 Formwork Installing .41 7.7 Anchor bolt installation (Refer to Method Statement for General Concrete Work) 43 7.7.1 Sequence for Anchor Bolt 43 7.7.2 Section of Setting Anchor Bolt 45 7.8 Concrete Casting .48 7.8.1 Concrete casting for TG building Foundation………………………………………….48 7.8.2.Concrete casting for TG Foundation 48 7.8.3 Concrete Mix Control and delivering 48 7.8.4 Planning 48 7.8.5 Casting concrete .49 7.8.6 Pouring 50 Page | Rev B METHOD STATEMENT FOR TG FOUNDATION & TURBINE BUILDING 7.8.7 Protection& Curing 50 7.8.8 Temperature Control .51 7.8.9 Estimated Quantity of TG Foundation 55 7.8.10 Bitum painting for foundation 55 7.8.11 Soil Backfilling for foundation 55 7.9 List of Attachment 55 INSPECTION AND TESTING 55 ENVIRONMENT, HEALTH AND SAFETY (EHS) 55 B Attachment: Formwork Calculation Attachment: Detail Schedule Page | Rev B METHOD STATEMENT FOR TG FOUNDATION & TURBINE BUILDING 1.0 PURPOSE The purpose of this method is to describe the methodology and sequence involved in construction work for Foundation of Turbine building/Turbine pedestal (lower part) and to detail out the steps to be taken in order to meet the technical requirement of Van Phong thermal power plant project General instruction: Plant Project/Project: Van Phong BOT Thermal Power Plant Project Company/Owner: Van Phong Power Company Limited (VPCL) Contractor: EPC This method statement describes the work procedures to be carried out during an execution stage of Foundations/structures of which the character of the concrete is technically specified as a structure with large dimensions like identical TG Pedestal Foundation (2nos) 2.0 RESPONSIBILITIES 2.1 Contractor’s Project Manager shall be responsible for overall construction activities inclusive ensuring that all safety measures are implemented 2.2 Contractor’s Site Manager shall be responsible for co-ordination and supervision of construction activities and construction groups and ensure that work is done as per specification and approved drawings and all safety measures are implemented 2.3 Contractor’s designated Site Engineer shall be supervising closely the activities designated to them and ensure that all instructions are followed and all necessary work permits are in place prior to commencing the work and safety procedures of the project is strictly adhered to 2.4 Contractor’s Safety Manager is responsible for the enforcement of safety and ensures that the works are carried out in accordance with Client safety procedure 2.5 Contractor’s QC Manager is responsible for inspecting the reinforcement prior to pouring concrete to check the quality of work as per specification and approved drawings 3.0 REFERENCE CODE & STANDARD 3.1 TCVN 1651-2 - Rebar work 3.2 ACI 347 - Fabricate and installation Formwork 3.3 ASTM C309 - Concrete curing 3.4 ACI 305 - Placing concrete in hot weather 3.5 ACI 306 - Placing concrete in cold weather Page | Rev B METHOD STATEMENT FOR TG FOUNDATION & TURBINE BUILDING B 11 Housekeeping - Electric shock - Worker was electric shock due to the lack of grounding wire, electric leakage protection device at the fan - Electrical equipment, such as fans, must be grounded and protected to avoid electrical leakage - Other - Worker suffocates when entering concrete maintenance place without labor protection equipment such as oxygen mask - Asphyxiation caused by toxic gases when using ladders - Equip oxygen mask when entering concrete curing place - Measure CO2 concentration and gas concentration before entering concrete maitanance place - Poor Housekeeping / Slips & Trips - All tools & equipment is to be returned to the appropriate storage area - Housekeeping to be done by all workers before, during and after work To be monitored by their corresponding supervisor - Waste accumulated to be segregated and be disposed properly (wood, steel, general waste and hazardous waste) - Loose clothing, exposed jewelry, and uncontained long hair are not permitted to work under pre-ops area - Clean Up Safety staff Site Engineer Page |68 VAN PHONG BOT THERMAL POWER PLANT PROJECT # Attachment: Formwork Calculation Page |69 PERI( Korea) Ltd Seoul, Seocho-ku Yomgok-dong 300-11 Korea Road Safety Authority B/D 9th FI Company: BD 234 STATIC CALCULATION Project: Vario wall form H=2.5M CONCRETE PRESSURE 1.1 Design Standard Concrete Pressure Pb = 50 kN/m2 Pouring Speed Vb = m/h Page |70 PERI( Korea) Ltd Seoul, Seocho-ku Yomgok-dong 300-11 Korea Road Safety Authority B/D 9th FI Company: BD 234 STATIC CALCULATION Project: Vario wall form H=2.7 M SIDE WALL FORMWORK 2.1 Flywood check (18 mm CONV FILM ) Elastic Modulus Moment of Inertia Allowable Bending Stress (E) = (ly) = (sa) = 40,000 kg/cm2 0.468 cm4 100 kg/cm2 Girder Span Gc= 32 cm LOAD/UNIT(Q) = = Pb kg/cm2 x 0.50 kg/cm2 x 1cm cm h= y = 0.50 kg/cm 18mm 9mm Moment Check Mmax = = = 51.20 kg.cm = = = 94.8 kg/cm2 Therefore 94.8 kg/cm2 < 100kg/cm2 OK! Deflection Check dmax Therefore = = 0.21cm = < 0.21 cm 0.3cm OK! Page |71 PERI( Korea) Ltd Seoul, Seocho-ku Yomgok-dong 300-11 Korea Road Safety Authority B/D 9th FI Company: BD 234 STATIC CALCULATION Project: Vario wall form H=2.5M 2.2 GT24 Girder Check * GT24 Girder Elastic Modulus Moment of Inertia Allowable Moment Allowable Shear Force (E) (ly) (Ma) (Sa) = = = = 100000 kg/cm2 8000 cm4 kN.m 14 kN = 1000 kN/m2 = = 70000 kg.cm 1400 kg = 22100 Kg.cm Moment Check Mmax = BY STATIC PROG DATA(SHEET 2) Mava = Therefore 70000 kg.cm 22100 cm4 < 70000 cm4 OK! Shear Force Check Smax = Sava = Therefore BY STATIC PROG DATA( SHEET 2) = 1120kg 1400 kg 1120.0 kg < 1400kg OK! Deflection Check dmax Therefore = BY STATIC PROG.DATA(SHEET2) 0.05 cm < 0.3 cm = 0.05cm OK! Page |72 PERI( Korea) Ltd Seoul, Seocho-ku Yomgok-dong 300-11 Korea Road Safety Authority B/D 9th FI Company: BD 234 2.3 Steel Wale U100 Check Steel Waler SRZ U Momet of Inertia Section Modulus Elastic Modulus Allowable Bending Stress Allowable Shear Stress STATIC CALCULATION Project: Vario wall form H=2.5M 100 (ly) (Zy) (E) (σa) (ta) (Aa) = = = = = = 412 82.4 2100000 1600 920 27 cm4 cm3 kg/cm2 kg/cm2 kg/cm2 cm2 H= 100mm Moment Check Mmax = σ = Therefore BY STATIC PROG DATA(SHEET 4) = 1262.1 kg/cm2 = < = = Sava = 920 kg/cm2 Therefore Deflection Check dmax = Therefore 141.5 kg/cm2 1262.1 kg/cm2 = = < BY STATIC PROG DATA(SHEET 4) 0.2 cm < 104000 kg.cm 1600 kg/cm2 Shear Force Check Smax = BY STATIC PROG DATA(SHEET 4) (ta) = OK! 3820 kg 141.5 kg/cm2 920 kg/cm2 = 0.3 cm OK! 0.2 cm OK! Page |73 PERI( Korea) Ltd Seoul, Seocho-ku Yomgok-dong 300-11 Korea Road Safety Authority B/D 9th FI Company: BD 234 STATIC CALCULATION Project: Vario wall form H=2.5M 2.4 Tie Rod DW15 Check Extension Force of Tie rod = BY STATIC PROG DATA(SHEET 3) Allowable Extension Force(DW 15) Therefore 72.84 kN = 72.84 kN 90 kN < 90 kN OK! Extension of Dywidag threaded tie rod E = Rod diameter (mm) Nomial cross section area(mm2) Load group according to DIN 18216(kN) 15 177 90 205000 N/mm2 20 314 150 26.5 551 250 Page |74 CONTINUOUS BEAM DLT10 Jun-06 WinXP PROJECT: 4909 sheet SUB: gt24 h=2.5m Scale : 20 45 I 48 89 2.70m Continuous Girder E-modulus E 1000 kN/cm2 SYSTEM Length Span L (m) L (m) Cantilever left 0.46 right 0.89 Moments of inertia I (cm4) constant 8000.0 GT24 constant 8000.0 GT24 constant 8000.0 GT24 BEAM-RELATED LOADS (kN,m) Load type:l=uniform-load over L, (kN,m) 3=single moment at a , 5-triangular load over L, Type AG Gr LE g_l/r p_l/r 0.00 50,000 50,000 0.00 50,000 0.00 Span moments maximum Span x0 0.71 Mf 2.21 l=uniform-load over L, 4=trapezoidal load from a to a+b 6=trapezoidal load over L Factor 0.00 0.32 0.00 0.00 0.32 0.00 M le -169 Distance 0.00 Lb/Lc 1.00 1.00 2.00 M ri -1.59 ( kNm, Q le -1.59 fromPOS Phi kN ) Q ri -9.00 Page |75 Support moments maximum Support M ie -1.69 -1.59 Support reactions Support M ri -1.69 -1.59 Q le -7.34 -9.00 + Q ri 11.16 4.50 ( kNm, max V 18.50 13.50 kN ) V 18.50 13.50 ( kN ) due to g due to p 18.50 13.50 0.00 0.00 tot.load max 18.50 18.50 13.50 13.50 18.50 13.50 Page |76 CONTINUOUS BEAM DLT10 PROJECT: 4909 Jun-06 WinXP sheet SUB: U100 WALE h=2.5m Scale : 25 My [kNm] Qz [kN] fz [cm] Page |77 CONTINUOUS BEAM DLT10 Jun-06 WinXP PROJECT: 4909 sheet SUB: Ul00 WALE h=2.5m Scale : 50 60 20 20 20 60 Steel Girder across spans S 235 E-modulus E 21000 kN/cm2 SYSTEM Length Span L (m) 1,200 1,200 1,200 Cantilever left 0.600 left 0.600 Section properties CsNo I (cm4) St (cm3) constant 410.0 82.2 constant 410.0 82.2 constant 410.0 82.2 constant constant 1 410.0 410.0 82.2 82.2 Sb (cm3) 82.2 82.2 82.2 82.2 82.2 U100 U100 U100 U100 U100 BEAM-RELATED LOADS (kN,m) Load type:l-uniform-load over L, (kN,m) 3=single moment at a , 5=triangular load over L, 2=concentrated load at a 4=trapezoidal load from a to a+b 6=trapezoidal load over L Type AG Gr LE Factor g_l/r p_l/r 57,810 0.000 Distance Lb/Lc fromPOS Phi 1,000 Page |78 Span momentsmaximum Span x0 0.660 x0 0.600 x0 0.540 Support momentsmaximum Support M ie -10.41 -6.24 -6.24 -10.41 Support reactions Support Mf 2.19 4.16 2.19 M ri -10.41 -6.24 -6.24 -10.41 M le -10.41 -6.24 -6.24 Q le -34.69 -31.22 -34.69 -38.15 M ri -6.24 -6.24 -10.41 ( kNm, Q le 38.15 34.69 31.22 + Q ri 38 15 34.69 31.22 34.69 ( kNm, max V 72.84 65.90 65.90 72.84 kN ) Q ri -31.22 -34.69 -38.15 kN ) V 72.84 65.90 65.90 72.84 ( kN ) due to g due to p 72.84 65.90 65.90 72.84 0.00 0.00 0.00 0.00 tot.load max 72.84 65.90 65.90 72.84 72.84 65.90 65.90 72.84 72.84 65.90 65.90 72.84 Page |79 CONTINUOUS BEAM DLT10 Jun-06 PROJECT: 4909 WinXP sheet SUB: U100 WALE h=2.5m perm σD = 140 N/mm2 perm ' = 92 perm σZ = 160 N/mm2 perm σV = 180 N/mm2 Scale : 50 fz (cm) Structural design :S 235 N/mm2 Page |80 σO(N/mm2 Span No x CaLe CaRi 0.600 0.000 0.660 1,200 0.000 0.600 1,200 0.000 0.540 1,200 0.000 Moment Shearforce σO (kNm) (kN) ( -10.41 -34.69 126.9 -10.41 38.15 126.9 2.19 0.00 -26.6 -6.24 -31.22 76.1 -6.24 34.69 76.1 4.16 0.00 -50.8 -6.24 -34.69 76.1 -6.24 31.22 76.1 2.19 0.00 -26.6 -10.41 -38.15 126.9 ’10.41 34.69 126.9 σV -126.9 -126.9 26.6 -76.1 -76.1 50.8 -76.1 -76.1 26.6 -126.9 -126.9 36.3 40.0 0.0 32.7 36.3 0.0 36.3 32.7 0.0 40.0 36.3 36.3 40.0 0.0 32.7 36.3 0.0 36.3 32.7 0.0 40.0 36.3 Maximum utilisation at compressive stress n = 0.91 Page |81 CONTINUOUS BEAM DLT10 Jun-06 PROJECT: 4909 x 0.180 0.600 1,020 0.600 0.600 sheet SUB: Ul00 Permissible deflectionin span perm.f Cantileve r SpaN No CaLe CaRi WinXP f req I (cm) (cm4) -0.011 10.94 0.051 52.03 -0.011 10.94 0.196 200.68 0.196 200.68 WALE h=2.5m f = L / 300 L / 150 prov I (cm4) 410.00 410.00 410.00 410.00 410.00 Page |82