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Home My WebLink AboutX2020-1955 - CalcsX 2D 10 - 1(1 t�S lu 0® -DVO ®rah L.h . DFADARIN FONG & ASSOCIATES, INC. CONSULTING STRUCTURAL ENGINEERS 3230 IMPERIAL HIGHWAY, SUITE 302 BREA, CA 92821 DATE: AUG -'20 ENGINEERS: DFA STRUCTURAL CALCULATIONS for DRAKE BREAKFAST NOOK ADDITION 2000 DEBORAH LANE CITY OF NEWPORT BEACH, CA Building Division ' G' S D� SEP 0 9 7.0201 W0 198 BY: D.E.A. * EXP. 12/31/21 �f4T lRf/CTU9 FBF CAl\F� F, •zs �® DARIN FONG & ASSOCIATES, INC. DL= 20 psf LL= 20 psf WL= 16 ps k,00r Naiktl f7 I ,, I— - -- qx Cu �':: S�rJ.e, �3F {^-I —I ryyF4ECJ Kce,Fa:, yEr 5)PP,N-( r' NI WOO Cjl^rl r � ,�.''t2.✓n. �.E6tJCPo`FL (fi� IUZ°r'ur,�°in�41�17e7r� n".Pealloal F,f4c1.f ;�F:L'� fk=�,�ItiF9' Est a)Y�5'•_..._.�-D ;aU T'OISi'IPILI4, 11 w, i DL= 20 psf LL= 40 psf, yyL' N t7oLiF AlLldliq pair". eni_AT! t:jL VP A [? c'p Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: Roof Joist 4x6 @ 24" o.c CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019 ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - 180.0 psi Fc - Prll Wood Species : Douglas Fir -Larch Fc - Perp Wood Grade No.1 Fv Section used for this span Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x6 Span = 5.0 ft Software coovdah 1,000.0 psi E: Modulus of Elasticity Build:12.20.3.25 1,000,0 psi Ebend-xx 1,700.Oksi 1,500,0 psi Eminbend -xx 620.Oksi 625.0 psi Maximum Shear Stress Ratio 180.0 psi 675.0 psi Density 31.210pcf Section used for this span Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads - - .............. ......... - Uniform Load : D = 0.020, L = 0.020, W = 0.0160 ksf, Tributary Width = 2.0 ft, (Roof Load) Maximum Bending Stress Ratio = 0.120r. 1 Maximum Shear Stress Ratio _ 0.074 : 1 Section used for this span 4x6 Section used for this span 4x6 178.88 psi = 13.40 psi 1,495.00psi = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.500ft Location of maximum on span = 0.000 it Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span It 1 '.. Maximum Deflection '.. Max Downward Transient Deflection 0.007 in Ratio = 8748>=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.015 in Ratio = 3950>=180 ',. Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations __._._ Load Combination Max Stress Ratios -........................... Moment Values _.- ---. ..__............... Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t CIL M fb Flo V fv Fv .... ........... D Only ............ ........... .... _ - - .. 000 ......... . 0.00 0 ..............._._0,00_._. 0DO Length =5.0ft 1 0.070 0.043 0,90 1.300 1.00 1.15 1.00 1.00 1.00 0.14 93.87 1345.50 0,09 7.03 162.00 +D+L 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0 It 1 0.120 0.074 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.26 178.88 1495,00 0.17 13.40 180.00 +D+0.750L 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.084 0.052 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.23 157.63 1868.75 0.15 11.81 225.00 +D+O.60W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 it 1 0.056 0.035 1.60 1.300 1.00 1.15 1,00 1.00 1.00 0.20 134.68 2392.00 0.13 10.09 288.00 -0+0,750L+0.450W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 it 1 0.079 0.049 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.28 188.23 2392.00 0.18 14.11 288.00 +O.60D+O.60W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5,0ft 1 0.041 0.025 1,60 1.300 1.00 1.15 1.00 1.00 1.00 0.14 97.13 2392.00 0.09 7.28 288.00 +0.60D 1.300 1,00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: Roof Joist 46 @ 24" o.c. Load Combination Max Stress Ratios - --- - -V-- Moment Values - -fb -- ----- Shear Values --- Segment Length Span # M Cd C Fv C 1 Cr m C t C L M FID ---- V Fv -.1..--- .. . ....... - ............ --- -- ---- .... .. ... .. 1-1- Length = 5.0 It 1 0.024 0.015 11 ................... I ...... 1.60 1.300 1.00 1.15 .. . .... .......... ... ....... 1.00 1.00 1.00 0.08 56.32 ------- 2392.00 0.05 4.22 288.00 Overall Maximum Deflections Load Corndclmibn - -- --------- Span - Max . ... "Deal Location- -n-S-pan ----- Load Combination - - - - -M-ax-.-"-'-De-fl -Loc—atio-n i -n -Ge -an --- -�b+UML+OAKW ---- ----- 1 0.0152 ------ -- 2�18- 0.0000 0.000 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum --- --------- - -0.22-1 - 0.122-1 Overall MINinnum 0.080 0.080 D Only 0.110 0,110 +D,L 0,210 0,210 ,D+0,750L 0.185 0,185 .D+0.60W 0.158 0.158 +D+0.750L-0.45OW 0.221 0.221 +0s0D-,0.60W 0,114 0,114 +0.600 0,066 0.066 L Only 0,100 0.100 VV Only 0.080 0.080 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: 412 Header _--___... Service loads entered. Load Factors will be applied for calculations. CODE REFERENCES ......... ...... ............. Calculations per NDS 2018 IBC 2018, CBC 2019 ASCE 7-16 . -- _- Load Combination Set : ASCE 7-16 Material Properties DESIGN SUMMARY Analysis Method : Allowable Stress Design Fb + 1,000.0 psi Load Combination ASCE 7-16 Fb- 1,000.0 psi _ Fc - Prll 1,500.0 psi Wood Species :Douglas Fir -Larch Fc - Perp 625.O psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1,375.00psi 4x12 Span = 10.50 ft E: Modulus of Elasticity Ebend-xx 1,700.Oksi Eminbend - xx 620.0ksi Density 31.210pcf Applied Loads - - __............................. ------ ---_ _--___... Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads _ - --- - --- - Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.50 ft, (Roof Load) DESIGN SUMMARY ®• Maximum Bending Stress Ratio _ 0.177. 1 Maximum Shear Stress Ratio _ 0.080: 1 Section used for this span 4x12 Section used for this span 4x12 = 243.12psi = 17.90 psi = 1,375.00psi = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 5.250ft Location of maximum on span = 0.000 it Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio = 6467>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.042 in Ratio = 2979>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios -- ................. _............ Moment Values Shear Values Segment Length Span # M V __......__... Cd C FN C i Cr C m C t C L M F'b V fv F'v . _ ...._.._.... _____. ................_ D omY .. _ ....._._._... _____ ............. ........_.._.._ o.o0 0.90 __.._.._.._.__. 0.00 0.00 Length = 10.50 it 1 0.132 0.060 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.81 131.12 990.00 0.25 9.66 162.00 +D+Lr 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.502 1 0.177 0.080 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.50 243.12 1375.00 0.47 17.90 225.00 +D+0.750Lr 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.156 0.070 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.32 215.12 1375.00 0.42 15.84 225.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 If 1 0.045 0.020 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.48 78.67 1760.00 0.15 5.79 288.00 Overall Maximum Deflections _..... i - Load Combination Span -- - - cab Max. "" Defl Location in Span --- Load Combination - Max + Defl p - Location in Span +D+Lr ___ ..._._.......... 1 ... _ ...._.0,0423 ___ 5 288 ......___...._ ____ ....._......__ ____. O n n0....... n n n a Beam 412 Header Vertical Reactions Load Combination Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support1 Support2 Overall MINimum 0.263 0.263 D Only 0.307 0.307 +D+Lr 0.570 0.570 +D+0.750Lr 0.504 0.504 +0.60D 0.184 0.184 Lr Only 0.263 0.263 Values in KIPS Bui1d:12.20.3.25 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: Floor Joist 2x6 @ 16" ox, ---..._..................... Service loads entered. Load Factors will be applied for calculations. CODE REFERENCES ............ .. ............. .. -- Calculations per NDS 2018 IBC 2018, CBC 2019, ASCE 7-16 .......... Width =1.330 ft, (Floor Load) Load Combination Set: ASCE 7-16 DESIGN SUMMARY 0.000 in Material Properties ..__ _ ... -- .... -- - - - _...--- EmEwim3asm Maximum Bending Stress Ratio = Analysis Method: Allowable Stress Design Fb + 1,000.0 psi Load Combination ASCE 7-16 Fb - 1,000.0 psi 2x6 Fc - Prll 1,500.0 psi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Load Combination Ft 675.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling Location of maximum on span = 2.500ft 2x6 Span = 5.0 it Build:1220.325 E: Modulus of Elasticity Ebend-xx 1,700.Oksi Eminbend -xx 620.Oksi Density 31.210pcf Repetitive Member Stress Increase Applied Loads .................----... ..---- _____. ---..._..................... Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width =1.330 ft, (Floor Load) DESIGN SUMMARY 0.000 in Ratio = EmEwim3asm Maximum Bending Stress Ratio = 0.271: 1 Maximum Shear Stress Ratio _ 0.968 : 1 ''.. Section used for this span 2x6 Section used for this span 2x6 Ratio= 404.57psi = 30.32 psi = 1,495.00psi = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio = 2819>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.033 in Ratio= 1838>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios _ _. ........_.. ......................................... Moment Values - - _._........_. Shear Values --- Segment Length Span # M V Cd C FN C i Cr C m C t C L M in F'b V N F'v .. ........__.... .._......... ______ D Only _. .......-. _______ ---_.._.._... .._.....- -_-_______ _..6.._...... 000 O.OD .._..__.......__... 000 0.00 Length = 5.0 ft 1 0.105 0.065 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.09 140.77 1345.50 0.06 10.55 162.00 +D+L 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 it 1 0.271 0.168 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.25 404.57 1495.00 0.17 30.32 180.00 +D+0.750L 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.181 0.113 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.21 338.62 1868.75 0.14 25.38 225.00 +0.60D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.01 1 0.035 0.022 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 84.46 2392.00 0.03 6.33 288.00 Overall Maximum Deflections Load Combination Span Max. "- DO Location - in Span Load Combination Max "+" Def Location m Span +D+E __. __-___-1 -- 0.0326 ...__.........._ 2.518 _____ ----- ------- 0 0000....__._... _ 0.00(1 ------ Project Title: Engineer: Project ID: Project Descr: Wood Beam He: RDDF ANL Software copyright ENERCALC, INC. : Floor Joist 2x6 (t), 16" o.c. Vertical Reactions Load Combination Support notation: Far left is#1 Values in KIPS Overall MINimunn 0.133 0.133 D Only 0.071 0.071 +D+L 0.204 0.204 +D+0.750L 0.171 0.171 +O.60D 0.043 0.043 L Only 0.133 0.133 DFA DARIN FONG & ASSOCIATES, INC CONSULTING STRUCTURAL ENGINEERS 3230 IMPERIAL HIGHWAY, SUITE 302 BREA, CA 92821 DATE: AUG -'20 ENGINEERS: DFA DARIN FONG & ASSOCIATES, INC. Building Division SEP 0 1 2020 By: D.E.A. r.11. 6dC?(a"u,. slmPf7otl I.TP4 2V1 t - 7,W'A:4':n DL= 20 psf LL= 20 psf W L= 16 ps ':`»72h"( ftlF.'Fv� 060 -.N CY) 0yt, rxjl-r's,I'v..._......� raf"Ihl N R.0� lo2 sw biTFT'0i Pe,'i4� zl]M 1 DL= 20 psf LL= 40 osf, p"yrn ----�-9��•4E FatBf�1[a�yt'Il�1J t7hE lr.'=E'iii=Jfw.`„^� ION loj Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: Roof Joist 4x6 @ 24" ox, = 0.120 1 Maximum Shear Stress Ratio CODE REFERENCES ._........ ....._...................................................- .. - - - ----- ----- Calculations per NDS 2018 IBC 2018, CBC 2019, ASCE 7-16 Section used for this span Load Combination Set : ASCE 7-16 = 178.88psi Material Properties - --- --............................. = ...._._._ ......... .............._.. ... - ............... Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,000.0 psi Ebend-xx 1,700.01 Fc -Prll 1,500.0 psi Eminbend -xx 620.Oksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi = Span # 1 Ft 675.0 psi Density 31.210 put Beam Bracing Beam is Fully Braced against lateral -torsional buckling Maximum Deflection Repetitive Member Stress Increase .... .............. .._._....... ............__ ..,, 46 Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.020, W = 0.0160 ksf, Tributary Width = 2.0 fl, (Roof Load) Maximum Bending Stress Ratio = 0.120 1 Maximum Shear Stress Ratio _ Section used for this span 4x6 Section used for this span = 178.88psi = = 1,495.00psi = '. Load Combination +D+L Load Combination Location of maximum on span = 2.500ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 8748>=240 Max Upward Transient Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.015 in Ratio= 3950>=180 ',. Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M - V Cd C FN C i Cr Cm C t CIL M tb Fb ........... ............. D Only ......._..... _....___._... ____..._.._.._... .. ..........._.... ...._._..___ __..._........ _._._.._ 0.00 Length = 5.0 it 1 0.070 0.043 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.14 93.87 1345.50 +D+L 1.300 1.00 1.15 1.00 1.00 1.00 0.00 Length = 5.0 If 1 0.120 0.074 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.26 178.88 1495.00 +D+0.750L 1.300 1.00 1.15 1.00 1.00 1.00 0.00 Length =5.0It 1 0.084 0.052 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.23 157.63 1868.75 +D+0.60W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 Length =5.0 it 1 0.056 0.035 1.60 1.300 1,00 1.15 1.00 1.00 1.00 0.20 134.68 2392.00 +D+0.750L+0.450W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 Length = 5.0 it 1 0.079 0.049 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.28 188.23 2392.00 +0.60D+O.60W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 Length =5.0ft 1 0.041 0.025 1.60 1.300 1.00 1.15 1,00 1.00 1.00 0,14 97.13 2392.00 +0.60D 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.074 :1 4x6 13.40 psi 180.00 psi +D+L 0.000 fl Span # 1 Shear.Values ............... ......._.. V fv Fv 000 0.00 0.00 0.09 7.03 162.00 0.00 0.00 0.00 0.17 13.40 180.00 0.00 0.00 0.00 0.15 11.81 225.00 0.00 0.00 0.00 0.13 10.09 288.00 0.00 0.00 0.00 0.18 14.11 288.00 0.00 0.00 0.00 0.09 7.28 288.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Project Descr: Wood Beam Software Roof Joist 46 @ 24" o.c. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FIV C i C r C m C t C L M bF'b V lv F'v -- —'--- __ _______ Length = 5.0 It 1 - ________ 0.024 0.015 -__--.._ ___.._.._ 1.60 1.300 ------ 1.00 1.15 ----.. .._..... ...._._....__ 1.00 1.00 1.00 0.08 56.32 ._.._ _.._---- 2392.00 0.05 -.._ -_------ -. _-' 4.22 288.00 Overall Maximum Deflections - - ---- ---- ------ -- ---------- — --- Load Combination Span Max. "" Deft Location in Span Load Combination Max + Dell Location in Span ..... . -;b+07501�.450W _.._...._ . 1 _.._._.___ ................._._._.. 0.0152 2.518 ......._... .. ______-- - 0 0000 . 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS _.__._._ .--- ---- Load Combination - _......... _._._._._ .. Support 1 _..._.._. Support 2 ....--_.... .. ........._..-----------..._..__ — --- -------- OJerall-MAXimum ----------- ------ -- 0221 -------___----_. -- 0.221 ._....._._. .. .....__._.._.. Overall MINimum 0.080 0.080 D Only 0.110 0.110 +D+L 0.210 0.210 +D+0.750L 0.185 0.185 +D+0.60W 0.158 0,158 +D+0.750L+0.450W 0.221 0.221 +0.60D+0.60W 0.114 0.114 +0.60D 0.066 0.066 L Only 0.100 0.100 W Only 0.080 0.080 Project Title: Engineer: Project ID: Project Desch: Wood Beam DESCRIPTION: 4x12 Header +D+Lr CODE REFERENCES 5.250ft Calculations per NDS 2018, IBC 2018, CBC 2019 ASCE 7-16 Span # 1 Load Combination Set: ASCE 7-16 Material Prope. ...._.....-. ...... 0.019 in Ratio = Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1,000.0 psi Ebend-xx 1 700.Oksi Fc -Prll 1,500,0 psi Eminbend -xx 620.Oksi Wood Species : Douglas Fir -Larch Fc - Perp 625.0 psi 0.81 Wood Grade : No.1 Fv 180.0 psi Cd C FN C i Ft 675.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.05)t1-40.05) 1.00 1.00 1.00 1.00 1.00 i 0.00 0.00 0.00 0.00 Length = 10.50 It 1 -X 4x12 1.25 A Span = 10.50 ft Applied Loads Service loads entered Lead Factors will be applied for calculatio1. ns. Beam self weight calculated and added to loads Uniform Load : D = 0-020, Lr = 0.020 ksf, Tributary Width = 2.50 ft, (Roof Load) Maximum Bending Stress Ratio = 0.177: 1 Maximum Shear Stress Ratio = Section used for this span 4x12 Section used for this span 243.12psi = = 1,375.00psi = Load Combination +D+Lr Location of maximum on span = 5.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio = Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.042 in Ratio - Max Upward Total Deflection 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 0.81 131.12 Segment Length Span # M V Cd C FN C i Or Load Combination Location of maximum on span = Span # where maximum occurs = 6467>=360 0 <360 2979>=240 0 <240 0.080 : 1 4x12 17.90 psi 225.00 psi +D+Lr 0.000 it Span # 1 Moment Values Shear Values C, C t CIL M Po Fb V iv FV D Only 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.132 0.060 0.90 1.100 1.00 1.00 1.00 1.00 1,00 0.81 131.12 990.00 0.25 9.66 162.00 +D+Lr 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 It 1 0.177 0.080 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.50 243.12 1375.00 0.47 17.90 225.00 +D+0.750Lr 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 it 1 0.156 0.070 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.32 215.12 1375.00 0.42 15.84 225.00 +0.600 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 it 1 0.045 0.020 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.48 78.67 1760.00 0.15 5.79 288.00 Overall Maximum Deflections Load Combination Span Max. " Oefl Location in Span Load Combination Max. T' Dell Location in Span +D+Lr 1 0.0423 5.288 0.0000 0.000 Wood Beam DESCRIPTION: 4x12 Header Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXIMUM 0.570 0.570 Overall MINimum 0.263 0.263 D Only 0.307 0.307 +D+Lr 0.570 0.570 +D+0.750Lr 0.504 0.504 +0.60D 0.184 0.184 Lr Only 0.263 0.263 Project Title: Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: Floor Joist 2x6 @ 16" ox. Build: 12.20.3,25 CODE REFERENCES 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 0.021 in Ratio = Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Load Combination Set : ASCE 7-16 0.000 in Ratio= DESIGN SUMMARY Material Properties ® + Maximum Bending Stress Ratio _ Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE?-16 Fb- 1,000.0 psi Ebend-xx 1,700.Oksi 404.57psi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species :Douglas Fir -Larch Fc - Perp 625.0 psi Load Combination Wood Grade : No.1 Fv 180.0 psi Location of maximum on span = 2.500ft Ft 675.0 psi Density 31.21 Cod Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Span # where maximum occurs = Span # 1 Repetitive Member Stress Increase 2x6 Span = 5.0 ft Applied Loads 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Max Downward Transient Deflection 0.021 in Ratio = Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width =1.330 ft, (Floor Load) 0.000 in Ratio= DESIGN SUMMARY '.. Max Downward Total Deflection ® + Maximum Bending Stress Ratio _ 0.271: 1 Maximum Shear Stress Ratio = 0.168 : 1 Section used for this span 2x6 Section used for this span 2x6 '.. = 404.57psi = 30.32 psi '.. = 1,495.00psi = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft '.. Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection 1 0.105 0.065 Max Downward Transient Deflection 0.021 in Ratio = 2819>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 '.. Max Downward Total Deflection 0.033 in Ratio= 1838>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations 162.00 Load Combination Max Stress Ratios _V___ 1.00 Length = 5.0 ft 1 Segment Length Span# M Cd IFN Ci Cr Cm C C D Only Length = 5.0 ft 1 0.105 0.065 +D+L 1.00 100 V Length =5.0fl 1 0.271 0.168 +D+0.750L 1.D0 1.00 1.300 Length =5.0ft 1 0.181 0.113 +o,60D 162.00 1.300 1.00 Length = 5.0 ft 1 0.035 0.022 Overall Maximum Deflections 1.300 Load Combination 1.15 1.00 Span 0.90 1.300 1.00 1.15 1.00 1.00 100 V 1.300 1.00 1.15 1.00 1.00 1.D0 1.00 1.300 1.00 1.15 1.00 1 c 1.00 162.00 1.300 1.00 1.15 1.00 1.00 1.00 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.60 1.300 1.00 1.15 1.00 1.00 1.00 Max. `2 Deg Location in Span Load Combination Moment Values Shear Values M Po F'b V N F'v 0.00 0.00 0.00 0.00 0.09 140.77 1345.50 0.06 10.55 162.00 0.00 0.00 0.00 0.00 0.25 404.57 1495.00 0.17 30.32 180.00 0.00 (1 0.00 0.00 0.21 338.62 1868.75 0.14 25.38 225.00 0.00 0.00 0.00 0.60 0.05 84.46 2392.00 0.03 6.33 288.00 Max. "+^ Deg Location in Span Floor Joist 2x6 @ 16" o.c. Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Software coovriaht ENERCALC, INC. Support notation: Far lett is#1 Values in KIPS Load Combination Support i Support 2 Overall MAXimum- -- � _-- -- -- _- . _ 0.204- _ 0.224 Overall MINimum 0.133 0.133 D Only 0.071 0.071 +D+L 0.204 0.204 +D+0.750L 0.171 0.171 +0.60D 0.043 0.043 L Only 0.133 0.133