Load calculation with SAP2000 putika.pdf
0 likes163 views
steel roof load calculation for custom home
Load calculation with SAP2000 putika.pdf
- 1. STEEL ROOF JOIST LOAD CALCULATION FOR CUSTOM HOME -AREA 1 FINAL DESIGN REPORT AREA. 01 PUTIKA ASHFAR KHOIRI
- 2. Reference Output Steel Roof Joist Load Calculation Custom Home Joist sizes used Area 1 joist spacing is 24'' OC 1a 1000S 200-54 1b span 1 1000S 250-97 1b span 2 1000S 200-54 1c span 1 1000S 200-97 1c span 2 1000S 200-97 1c span 3 1000S 200-54 1d span 1 1000S 250-97 1d span 2 1000S 200-54 1d span 3 1000 S 200-97 Loading on Roof Deck weight = 2.3 psf = 0.110124 kNm^2 Ceiling Dead Load = 0.3 kNm^2 Total Dead load on roof = 0.41 kNm^2 8.6psf Roof & ceiling live load = 0.75 kNm^2 = Total live load on roof = 0.75 kNm^2 15.7 psf Net wind load calculated = 1 kNm^2 20.1 psf(acting upward) Spacing of joists and studs = 0.6 m 24 inches = 0.41x0.6 = 0.246 kNm = 0.75x0.6 = 0.45 kNm = 1x0.6 = 0.6 kNm These load applied on joists in the prepared model Calculation Roof live load acting on unit length of one roof joist Roof dead load acting on unit length of one roof joist Roof wind load acting on unit length of one roof joist
- 3. Reference Output Calculation Analysis Modal prepared using SAP 2000
- 4. Reference Output Calculation Load combinations used Load combination 2 Section properties of 1000S 200-54 joist section Total height h = 254 mm Total width of flange b = 50.8 mm Lip depth c = 15.9 mm Nominal thickness t = 1.44 mm Steel grade G16 (50ksi) Basic yield strength fyb = 344 N/mm^2 Second moment of area z-z Iz-z = 1.57x10^5 mm^4 Warping constant = 2.06x10^9 mm^6 Torsional constant = 372.9 mm^4 Effective section modulus Weff,y = 2.8x10^4 mm^3
- 5. Reference Output Calculation Section properties of 1000S 200-97 joist section Total height h = 254 mm Total width of flange b = 50.8 mm Lip depth c = 15.9 mm Nominal thickness t = 2.55 mm Steel grade G12 (50ksi) Basic yield strength fyb = 344 N/mm^2 Second moment of area z-z Iz-z = 2.53x10^5 mm^4 Warping constant = 3.41x10^9 mm^6 Torsional constant = 2114 mm^4 Effective section modulus Weff,y = 6.12x10^4 mm^3 Section properties of 1000S 250-97 joist section Total height h = 254 mm Total width of flange b = 63.5 mm Lip depth c = 15.9 mm Nominal thickness t = 2.55 mm Steel grade G12 (50ksi) Basic yield strength fyb = 344 N/mm^2 Second moment of area z-z Iz-z = 4.45x10^5 mm^4 Warping constant = 5.8x10^9 mm^6 Torsional constant = 2260 mm^4 Effective section modulus Weff,y = 6.85x10^4 mm^3
- 6. Reference Output Calculation Section 1a Floor joist check Joist section used is 1000S-200-54 Span = 4.06 m (13'4'') Design Bending moment MEd = 2.28 kNm SAP Modal result Check of bending resistance Mc,Rd = Weff,y * fyb/ƳM0 ƳM0=1.0 (partial safety factor) = 9.63 kNm MEd = 0.237 <1 Mc,Rd Hence OK for Bending
- 7. Reference Output Calculation Buckling strength of member = Mb,Rd χ LT = 1/(φLT+√Φ^2LT-λ^2LT) ΦLT = 0.5*(1+αLT(λlt-0.2)+λ^2LT buckling curve b αLT = 0.34 λLT = (Weff,y*fyb/Mcr)^0.5 Mcr = C1*(Π2 EIz/L2 )*(Iw/Iz+L2 GIt/Π2 EIz) = 2.689 kNm λLT = 1.893 ΦLT = 2.58 χ LT = 0.231 Mb,Rd = χLT*Weff,y*fyb/ƳM1 = 2.30 MEd/Mb,Rd = 0.99 <1 Hence Ok for buckling. Design deflection for section 1a joist = 0.0032 m = 0.126 inches Length of joist = 165.4 inches Deflection limit of joist = L/240 for total load = 0.689 inches Hence actual deflection < Deflection limit Hence OK for Deflection
- 8. Reference Output Calculation Section 1b Span 1, Design Check Section 1b span1, Floor joist check Span = 6.2 m (20'5'') Design Bending moment MEd = 3.58 kNm SAP Modal result ƳM0=1.0 Check of bending resistance Mc,Rd = Weff,y * fyb/ƳM0 = 23.56 kNm MEd = 0.152 <1 Mc,Rd Selected member is ok for bending Joist section used in section 1b Span1 is 1000S 250-97 and intermediate web stiffners used
- 9. Reference Output Calculation Buckling strength of member = Mb,Rd χ LT = 1/(φLT+√Φ^2LT-λ^2LT) ΦLT = 0.5*(1+αLT(λlt-0.2)+λ^2LT αLT = 0.34 λLT = (Weff,y*fyb/Mcr)^0.5 Mcr = C1*(Π2 EIz/L2 )*(Iw/Iz+L2 GIt/Π2 EIz) = 3.867 kNm λLT = 2.469 ΦLT = 3.93 χ LT = 0.143 Mb,Rd = χLT*Weff,y*fyb/ƳM1 = 3.59 MEd/Mb,Rd = 1.00 <1 Hence Ok for buckling. Design deflection for section 1b span 1 joist = 0.0062 m = 0.244 inches Length of joist = 244 inches Deflection limit of joist = L/240 for total load = 1.02 inches Hence actual deflection < Deflection limit Deflection check is ok
- 10. Reference Output Calculation Section 1b, Span 2, Design Check Section 1b span2, Floor joist check Span = 4.06 m (13'4'') Design Bending moment MEd = 2.07 kNm SAP Modal result Check of bending resistance Mc,Rd = Weff,y * fyb/ƳM0 ƳM0=1.0 (partial safety factor) = 9.63 kNm MEd = 0.21 <1 Mc,Rd Hence Ok for bending Joist section used in section 1b span 2 is 1000S200-54 joist section
- 11. Reference Output Calculation Buckling strength of member = Mb,Rd χ LT = 1/(φLT+√Φ^2LT-λ^2LT) ΦLT = 0.5*(1+αLT(λlt-0.2)+λ^2LT αLT = 0.34 λLT = (Weff,y*fyb/Mcr)^0.5 Mcr = C1*(Π2 EIz/L2 )*(Iw/Iz+L2 GIt/Π2 EIz) = 2.643 kNm λLT = 1.909 ΦLT = 2.61 χ LT = 0.227 Mb,Rd = χLT*Weff,y*fyb/ƳM1 = 2.191 MEd/Mb,Rd = 0.94 <1 Hence Ok for buckling. Design deflection for section 2-2, span 2 joist = 0.0014 m = 0.055 inches Length of joist = 161.4 inches Deflection limit of joist = L/240 for total load = 0.6725 inches Hence actual deflection <Deflection limit Deflection check is Ok
- 12. Reference Output Calculation Section 1c, / design check of 3 spans Section 1c ,Span 1, design check Section 1c span1, Floor joist check Span = 5.58 m (18'4'') Design Bending moment MEd = 2.28 kNm SAP Modal result Check of bending resistance Mc,Rd = Weff,y * fyb/ƳM0 ƳM0=1.0 (partial safety factor) = 21.05 kNm MEd = 0.11 <1 Mc,Rd Hence Ok for bending Joist section used in section 1c is 1000 S200-97 joist section and with 0.45m intermediate web stifners at support
- 13. Reference Output Calculation Buckling strength of member = Mb,Rd χ LT = 1/(φLT+√Φ^2LT-λ^2LT) ΦLT = 0.5*(1+αLT(λlt-0.2)+λ^2LT αLT = 0.34 λLT = (Weff,y*fyb/Mcr)^0.5 Mcr = C1*(Π2 EIz/L2 )*(Iw/Iz+L2 GIt/Π2 EIz) = 2.919 kNm λLT = 2.686 ΦLT = 4.53 χ LT = 0.122 Mb,Rd = χLT*Weff,y*fyb/ƳM1 = 2.57 MEd/Mb,Rd = 0.89 <1 Hence Ok for buckling. Design deflection for section 1c, span 1 joist = 0.0025 m = 0.11 inches Length of joist = 212.5 inches Deflection limit of joist = L/240 for total load = 0.885 inches Hence actual deflection <Deflection limit Deflection check is Ok
- 14. Reference Output Calculation Section 1c ,Span 2 design check Section 1c span2, Floor joist check Span = 6.22 m (20'5'') Design Bending moment MEd = 1.99 kNm SAP Modal result Check of bending resistance Mc,Rd = Weff,y * fyb/ƳM0 ƳM0=1.0 (partial safety factor) = 21.05 kNm MEd = 0.09 <1 Mc,Rd Hence Ok for bending Joist section used in section 1c span 2 is 1000 S200-97 and intermediate web stiffners 0.5m length from either side at center of support
- 15. Reference Output Calculation Buckling strength of member = Mb,Rd χ LT = 1/(φLT+√Φ^2LT-λ^2LT) ΦLT = 0.5*(1+αLT(λlt-0.2)+λ^2LT αLT = 0.34 λLT = (Weff,y*fyb/Mcr)^0.5 Mcr = C1*(Π2 EIz/L2 )*(Iw/Iz+L2 GIt/Π2 EIz) = 2.468 kNm λLT = 2.920 ΦLT = 5.23 χ LT = 0.105 Mb,Rd = χLT*Weff,y*fyb/ƳM1 = 2.20 MEd/Mb,Rd = 0.90 <1 Hence Ok for buckling. Design deflection for section 1c, span 2 joist = 0.0026 m = 0.1 inches Length of joist = 240 inches Deflection limit of joist = L/240 for total load = 1.0 inches Hence actual deflection <Deflection limit Deflection check is Ok
- 16. Reference Output Calculation Section 1c ,Span 3 design check Section 1C span3, Floor joist check Span = 4.37 m (14'4'') Design Bending moment MEd = 1.06 kNm SAP Modal result Check of bending resistance Mc,Rd = Weff,y * fyb/ƳM0 ƳM0=1.0 (partial safety factor) = 9.63 kNm MEd = 0.11 <1 Mc,Rd Hence Ok for bending Joist section used in section 1c span 3 is 1000S200-54 joist section and web stiffner of 0.3m length is used at intermediate support
- 17. Reference Output Calculation Buckling strength of member = Mb,Rd χ LT = 1/(φLT+√Φ^2LT-λ^2LT) ΦLT = 0.5*(1+αLT(λlt-0.2)+λ^2LT αLT = 0.34 λLT = (Weff,y*fyb/Mcr)^0.5 Mcr = C1*(Π2 EIz/L2 )*(Iw/Iz+L2 GIt/Π2 EIz) = 2.344 kNm λLT = 2.027 ΦLT = 2.87 χ LT = 0.204 Mb,Rd = χLT*Weff,y*fyb/ƳM1 = 1.97 MEd/Mb,Rd = 0.54 <1 Hence Ok for buckling. Design deflection for section 1c, span 3 joist = 0.0006 m = 0.023 inches Length of joist = 161 inches Deflection limit of joist = L/240 for total load = 0.671 inches Hence actual deflection <Deflection limit Deflection check is Ok
- 18. Reference Output Calculation Section 1d, 3 Span design check Section 1d ,Span 1 design check Section 1d span1, Floor joist check Span = 5.58 m (18'4'') Design Bending moment MEd = 2.97 kNm SAP Modal result Check of bending resistance Mc,Rd = Weff,y * fyb/ƳM0 ƳM0=1.0 (partial safety factor) = 23.56 kNm MEd = 0.126 <1 Mc,Rd Hence Ok for bending Joist section used in section 1d span 1 is 1000 S250-97 joist section
- 19. Reference Output Calculation Buckling strength of member = Mb,Rd χ LT = 1/(φLT+√Φ^2LT-λ^2LT) ΦLT = 0.5*(1+αLT(λlt-0.2)+λ^2LT αLT = 0.34 λLT = (Weff,y*fyb/Mcr)^0.5 Mcr = C1*(Π2 EIz/L2 )*(Iw/Iz+L2 GIt/Π2 EIz) = 4.627 kNm λLT = 2.257 ΦLT = 3.40 χ LT = 0.169 Mb,Rd = χLT*Weff,y*fyb/ƳM1 = 3.97 MEd/Mb,Rd = 0.748 <1 Hence Ok for buckling. Design deflection for section 1d, span 1 joist = 0.004 m = 0.157 inches Length of joist = 212.6 inches Deflection limit of joist = L/240 for total load = 0.886 inches Hence actual deflection <Deflection limit Deflection check is Ok
- 20. Reference Output Calculation Section 1d ,Span 2 design check Section 1d span2, Floor joist check Span = 3.94 m (12'11'') Design Bending moment MEd = 2.2 kNm SAP Modal result Check of bending resistance Mc,Rd = Weff,y * fyb/ƳM0 ƳM0=1.0 (partial safety factor) = 9.63 kNm MEd = 0.23 <1 Mc,Rd Hence Ok for bending Joist section used in section 1d span 2 is 1000S200-54 joist section and
- 21. Reference Output Calculation Buckling strength of member = Mb,Rd χ LT = 1/(φLT+√Φ^2LT-λ^2LT) ΦLT = 0.5*(1+αLT(λlt-0.2)+λ^2LT αLT = 0.34 λLT = (Weff,y*fyb/Mcr)^0.5 Mcr = C1*(Π2 EIz/L2 )*(Iw/Iz+L2 GIt/Π2 EIz) = 2.907 kNm λLT = 1.820 ΦLT = 2.43 χ LT = 0.247 Mb,Rd = χLT*Weff,y*fyb/ƳM1 = 2.38 MEd/Mb,Rd = 0.92 <1 Hence Ok for buckling. Design deflection for section 1d, span 2 joist = 0.0009 m = 0.035 inches Length of joist = 153.5 inches Deflection limit of joist = L/240 for total load = 0.64 inches Hence actual deflection <Deflection limit Deflection check is Ok
- 22. Reference Output Calculation Section 1d ,Span 3 design check Section 1d span3, Floor joist check Span = 4.95 m (16'3'') Design Bending moment MEd = 2.88 kNm SAP Modal result Check of bending resistance Mc,Rd = Weff,y * fyb/ƳM0 ƳM0=1.0 (partial safety factor) = 21.05 kNm MEd = 0.14 <1 Mc,Rd Hence Ok for bending Joist section used in section 1d span 3 is 1000S200-97joist section
- 23. Reference Output Calculation Buckling strength of member = Mb,Rd χ LT = 1/(φLT+√Φ^2LT-λ^2LT) ΦLT = 0.5*(1+αLT(λlt-0.2)+λ^2LT αLT = 0.34 λLT = (Weff,y*fyb/Mcr)^0.5 Mcr = C1*(Π2 EIz/L2 )*(Iw/Iz+L2 GIt/Π2 EIz) = 3.535 kNm λLT = 2.440 ΦLT = 3.86 χ LT = 0.146 Mb,Rd = χLT*Weff,y*fyb/ƳM1 = 3.08 MEd/Mb,Rd = 0.94 <1 Hence Ok for buckling. Design deflection for section 1d, span 3 joist = 0.0039 m = 0.153 inches Length of joist = 181.1 inches Deflection limit of joist = L/240 for total load = 0.75 inches Hence actual deflection <Deflection limit Deflection check is Ok
- 24. Reference Output Calculation Roof floor joists Section 1a No of spans = 1 Floor joist type used = 1000 S 200-54 Spacing = 0.6 m 24'' OC Joist spacing Span = 13'4'' ft Deflection check = OK Bending resistance = OK Buckling resistance = OK Section 1b No of spans = 2 Span 1 = 20'5'' ft Floor joist type used = 1000S 250-97 Spacing = 0.6 m 24'' OC Deflection check = OK Bending resistance = OK Buckling resistance = OK Span 2 = 13'4'' ft Floor joist type used = 1000S 200-54 Spacing = 0.6 m 24'' OC Deflection check = OK Bending resistance = OK Buckling resistance = OK Section 1C No of spans = 3 Span 1 = 18'4'' ft Floor joist type used = 1000 S200-97 Spacing = 0.6 m 24'' OC Deflection check = OK Bending resistance = OK Buckling resistance = OK Span 2 = 20'5'' ft Floor joist type used = 1000 S200-97 Spacing = 0.6 m 24'' OC Deflection check = OK Bending resistance = OK Buckling resistance = OK
- 25. Reference Output Calculation Span 3 = 14'4'' ft Floor joist type used = 1000 S200-54 Spacing = 0.6 m 24'' OC Deflection check = OK Bending resistance = OK Buckling resistance = OK Section 1D No of spans = 3 Span 1 = 18'4'' ft Floor joist type used = 1000 S250-97 Spacing = 0.6 m 24'' OC Deflection check = OK Bending resistance = OK Buckling resistance = OK Span 2 = 12'11'' ft Floor joist type used = 1000S200-54 Spacing = 0.6 m 24'' OC Deflection check = OK Bending resistance = OK Buckling resistance = OK Span 3 = 16'3'' ft Floor joist type used = 1000S200-97 Spacinf = 0.6 m 24'' Deflection check = OK Bending resistance = OK Buckling resistance = OK
- 26. Reference Output Calculation Design Summary of AREA 1 Area 1 joist spacing is 24'' OC 1a 1000S 200-54 1b span 1 1000S 250-97 1b span 2 1000S 200-54 1c span 1 1000S 200-97 + Web stifner (0.5m) web stifner at support 1c span 2 1000S 200-97 + Web stifner (0.5m) web stifner at support 1c span 3 1000S 200-54 + web stifner (0.3m) web stifner at support 1d span 1 1000S 250-97 1d span 2 1000S 200-54 1d span 3 1000 S 200-97 Web stiffner at intermediate support Notes Design Carried out using Eurocode guidelines Design code = EN 1993-1-3: 2006