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HomeMy WebLinkAboutNORTHSTARBy: MEM . NORTHSTAR 111 MISSION RANCH BLVD Date: 12/13/2017 SUITE 100 Job No: 17-226Designing Solutions CHICO, CA 95926 530-893-1600 f y GRAVITY ROOF: ROOFING 6.0 PSF OSB OR PLYWOOD 2.0 PSF FRAMING 2.5 PSF SOLAR PANELS 3.0 PSF MISCELLANEOUS 1.5 PSF DEAD LOAD 15.0 PSF LIVE LOAD 20.0 PSF TOTAL LOAD 35.0 PSF ROOF RAFTERS MAXIMUM TRIBUTARY WIDTH (Wtnb) = 2 FT w MAXIMUM SPAN LENGTH (Lspan) = 7 FT ' MAXIMUM SPAN FOR CANTILEVER (Lcant 3 FT UNIFORM DEAD LOAD (wDL) = DL * Wtrib = 30 PLF _ Lcant Lspan UNIFORM LIVE LOAD (wLL) = LL * Wtrib = 40 PLF WHERE DL = 15.0 PSF LL = 20.0 PSF DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) USE: 2X6 DOUGLAS FIR #2 AT 24" O.C. GIRDER BEAM MAXIMUM TRIBUTARY WIDTH (Wtrib) = 7 FT MAXIMUM SPAN LENGTH (Lspan) = 9.5 FT UNIFORM DEAD LOAD (wDL) = DL * Wtrib = 105 PLF UNIFORM LIVE LOAD (wLL) = LL * Wtrib = . 140 PLF WHERE DL = 15.0 PSF LL = 20.0_; PSF DESIGN'ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW) { USE: 4X12 DOUGLAS FIR #1 w s Lspan By: MEM NORTHSTAR 111 MISSION RANCH BLVD Date: 12/13/2017 SUITE 100 Job No: 17-226 ..Designing Solutions CHICO, CA 95926 530-893-1600 POST SUPPORTING GIRDER MID -SPAN MAX. TRIBUTARY AREA (Atrib-m) = 66.5 FT^2 MAX. REACTION = 2,328 LBS CORNER/END-SPAN MAX. TRIBUTARY AREA (Atrib-c) = 47.25 FT^2 1,654 LBS MAXIMUM HEIGHT OF ROOF AT LEDGER (1-11) = 11 FT ROOF SLOPE = 1 /12 DISTANCE TO FIRST POST (D) 3 FT, MAXIMUM HEIGHT OF POST (H 10.75 FT DESIGN ANALYSIS: (SEE COMPUTER SHEET ON PAGES THAT FOLLOW FOR WOOD POST CALCULATION) FOOTING DESIGN: TRY: 1.5 FT WIDE 1.5 FT LONG 1 FT THICK AT MID -SPAN COLUMNS 1.5 FT WIDE 1.5 FT LONG 1 FT THICK AT CORNER/END-SPAN COLUMNS SOIL BEARING MID -SPAN COLUMN (q1) = Vmax / (Wftg * Lftg) = 1034 PSF < 1500 PSF OK CORNER/END-SPAN COLUMN (q2) = Vmax / (Wftg * Lftg) = 735 PSF < 1500 PSF OK USE: 4X4 DOUGLAS FIR #1 COLUMNS 1.5 FT WIDE 1.5 FT LONG 1 FT THICK AT MID -SPAN COLUMNS WITH 2 - #4 REBAR EACH WAY TOP & BOTTOM 1.5 FT WIDE 1.5 FT LONG 1 FT THICK AT CORNER/END-SPAN COLUMNS WITH 2 - #4 REBAR EACH WAY TOP & BOTTOM uual11 ula,drry .•ocanr rD Fully oraIcu ayauwL raicrar-wrmunar uucnuny, Kepemive MemoerJrress Increase - e .r D(0.03) Lr(0.04)' D(0.03) Lr(0.04). t 2X6 2X6. .. • - - a. •. q. . Span =`7.0 ft - "Span = 3.0 ft �A Iled LOadS _ - Service loads entered. Load Factors will be a` lied for calculations. a _ P -p._._ _ , _ PP Load for Span Number 1 - N ; Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft r Load for Span Number2 Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY. - _ _- - i •� . • ' NorthStar, Project Title: ; ;. 0.210 :1 • . r ` Designing Solutions."' Engineer: 2x6 "' Project ID: ' `499.83psi ' Project Descr: 47.25 psi + 111 Mission Ranch Blvd, Ste 100 • 1 fi• Fv : Allowable = ! iv � � Chico, CA Load Combination _ �%'' ' +D+Lr+H, Location of maximum on span = 7.000ft Location of maximum on span '` _ K 6.570 ft Printed: 13 DEC 2017, 924AM k Span # 1 Wood BeamFile=S:\Pmjects\BUILDING12017117-226-11Caics117-226-1.EC6 Span # 1 :. Maximum Deflection ENERCALC, INC. 1983-2017, Build:10.17.8.28, Ver:10.17.8.28 KW -06003075 2261 >=360 + Licensee•- _ Description : Typical Rafter 16178>=360 ,y Max Downward Total Deflection CODE REFERENCES .1292>=180 d C FIV - Max Upward Total Deflection -0.008 in, Ratio = 9244>=180 " M Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE.7-10 F'b . { Load Combination Set: ASCE 7-10 , . Baterial'Properties .i Analysis Method : Allowable Stress Design > Fb + ' 900.0 psi E : Modulus of Elasticity: • Load Combination_ ASCE 7-10 Fb = 900.0 psi' Ebend pc' . • 1,600.06 .• Fc - Prll ` 1,350.0 psi Eminbend - xz 580.Oksi ' Wood Species ,--Douglas Fir -,Larch :: Fc - Perp t 625.0 psi 162.00 Wood Grade.' : No.2 Fv 180.0 psi 1.00 . _ Ft 575.0 psi p " - = Density r 1 31.20pcf uual11 ula,drry .•ocanr rD Fully oraIcu ayauwL raicrar-wrmunar uucnuny, Kepemive MemoerJrress Increase - e .r D(0.03) Lr(0.04)' D(0.03) Lr(0.04). t 2X6 2X6. .. • - - a. •. q. . Span =`7.0 ft - "Span = 3.0 ft �A Iled LOadS _ - Service loads entered. Load Factors will be a` lied for calculations. a _ P -p._._ _ , _ PP Load for Span Number 1 - N ; Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft r Load for Span Number2 Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY. - _ _- - i •� . • Maximum Bending Stress Ratio = 0.297.1 Maximum Shear Stress Ratio ! _ ; ;. 0.210 :1 Section used for this span ' 2x6 Section used for this span., 2x6 fb : Actual = `499.83psi ' fv,: Actual '.•_ 47.25 psi FB : Allowable ; ` s • , : _ 1,681.88 psi Fv : Allowable = �•,v 225.00 psi Load Combination '. +D+Lr+H Load Combination _ �%'' ' +D+Lr+H, Location of maximum on span = 7.000ft Location of maximum on span '` _ K 6.570 ft Span # where maximum occurs _ Span # 1 Span # where maximum occurs = Span # 1 :. Maximum Deflection Max Downward Transient Deflection' 0.037 in Ratio = 2261 >=360 + Max Upward Transient Deflection -0.004 in Ratio = 16178>=360 ,y Max Downward Total Deflection - 0.065 in Ratio = .1292>=180 d C FIV - Max Upward Total Deflection -0.008 in, Ratio = 9244>=180 " M lb F'b . • •� �r � � is • -Maximum Forces Stres es s for Load Combi an - ' Load Combination Max Stress Ratios _tions Moment Values Shear Values " Segment Length Span # M V: C d C FIV - C i Cr C m C t M lb F'b V r tv F'v' + +D++i 1 , . , . .i - 0.00 • .. 0.00 0.00 '- - 0.00 . Length = 7.0 ft 1 0.177 0.125 ` 0.90 1.300 • 1.00 , 1.15 1.00 1.00 ' 1.00 0.14 214.21 1210.95 0.11 20.25 162.00 Length = 3.0 ft 2 . , ' 0.177 0.125 0.90 1.300 1.00 1.15 1.00 -1.00. 1.00 0.14 - 214.21 1210.95 ' ' 0.08. 20.25 162.00 - s , -�D+L+H s 1.300 1.00 1.15 1.00 1.00' 1.00 , 0.00 0.00 0.00 0.00 + Length = 7.0 ft 1 , , • 0.159 . -.,0.113 ; 1.00 '• 1.300 1.00 1.15 1.00 1.00, 1.00 0.14 214.21 1345.50 • , 0.11.' 20.25 180.00. Length= 3.0 ft 2 0.159 0.113 " 1.00 1.300 1.00 1.15 1.00 1.00 , 1.00 0.14 214.21 1345.50 • 0.08', 20.25:;, 180.00 +D+Lr+#i ; , ' ` . 1.300 1.00 ' 1.15 1.00 1.00 1.00 • r 0.00 • 0.00 ' 0.00 " 0.00 - Length = 7.0 ft 1. 0.297 "0.210 1.300 1.00 1.15 1.00 .1.00 1.00 0.32. 499.83 1681.88 ' 0.26 •47.25 225.0.0 1.1.25 •' 1. :� • 4of1r1 NorthStar Project Title: Designing Solutions ' -.r �` ^� • r Engineer: �, ' ` Project ID: ProjectDescr:., 111 Mission Ranch Blvd, Ste 100 - ' .. Chico, CA ' - ` Printed: 13 DEC 2017, 9:24AM' } Wood BeamFile=S:IProjects\BUILDING12017117-226-11Calcs117-226-1.EC6 ENERCALC, INC. 19832017, Build:10.17.8.28, Ver:10.17.8.28 Description : Typical Rafter r Load Combination Max Stress Ratios } Moment Values ' , • Shear Values „Segment Length, Span #, M. V Cd C FN C i Cr " C m• C t CL M fb, F'b ' V fv . F'v w Length = 3.0.ft _ 2 t 0.297 0.210 1.25 1.300 1.00 1.15 1.00. 1.00 1.00 0.32' 499.83 �. 1681.88 w• 0.181 47.25 ; 225.00. ' • +D+S+H 1.300 ` 1.00 - 1.15 , 1.00 1.00 1.00. ` ., 0.00 ` F 0.00 0.00 = e e 0.00 ' Length = 7.0 ft 1 �" 0.138 .0.098 1.15 1.300 1.00 1.15 1.00 1.00 1.00 '0.14 214.21 ,1547.33 •.. t 0.11 20.25' 207.00 Length = 3.0 ft 2 ' 0.138 0.098 1.15 1.300- 1.00 1.15 1.00 1.00' 1.00. 0.14 214.21 1547.33 •, 0.08. 20.25 207.00 +D+0.750Lr+0.750L+H ,, •,, 1.300 1.00 1.15 1.00 1.00 1.00 _ 0.00 - = 0.00 .' 0.00 + 0.00 ' • Length = 7.0 ft . 1 0.255 0.180 1.25 1.300 1.00 1.15. 1.00 1.00 1.00 • 0.27 428.43 1681.88 '0.22' 740.50. 225.00 , Length = 3.0 ft 2 0.255 0.180 1.25 1.300 1.00 1.15 1.00 ' 1.00 , 1.00 0.27 428.43 1681.88' 0.15 .'40.50 • 225.00' ' +D+0.750L+0.750S+H ,,, • + s 1.300 1.00. 1.15 1.00 1.00 1.00 0.00 " ' 0.00 ` 0.00 0.00-- .00:'Length + Length= 7.0 ft 1 0.138 0.098 1.15 1.300 1.00 .1:15 1.00 1.00 1.00 0.14 214.21 1547.33 " • 0.11. 20.25 , 207.00 " Length 9.0 ft •'• + -2 0.138 0.098 1.15 1.300 • 1.00 1.15 1.00 1.00 1.00 , 0.14 214.21 1547.33 0.08 • 20.25' e 207.00 ' +0+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.001` ` 0.00 0.00:. ' 0.00 Length = 7.0 ft 1 .0.100 0.070 1.60 1.300, 1.00" 1.15 1.00 1.00 1.00 0.14 214.21 2152.80. 0.11 20.25 , 288.00 Length = 3.0 ft 2 u 0.100 0.070 1.60 1.300. 1.00 1.15 1.00 1.00 •1.00 0.14 214.21 2152.80 0.08 _ 20.25 288.00 +D+0.70E+H { 1.300 1.00 -1.15 1.00 1.00 1.00 0.00 0.00 0.00 10 .00, "• " Length = 7.0 ft . " ' 1 0.100 0.070 1.60 ,• 1.300 1.00 1.15 1.00 1.00 1.00 0.14 214.21 2152.80 -0.11 20.25 288.00 -" Length = 3.0 It 2 0.100 0.070 1.60 1.300 ` 1.00 •. 1.15 . 1.00 1.00 1.00' 0.14, 214.21 2152.80: 0.08.. 20.25 +=.:288.00 +0+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 ' 1.00 .1.00 1.00 - 0.00' 0.00 0.00• 0.00 .' Length = 7.0 ft 10.199 0.141 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.27 , 428.43 2152.80 , 0.22 40.50- 288.00 ' Length = 3.0 ft' ' 2 0.199 0.141 '1.60 1.300 1.00 1.15 1.00 1.00 1.00. 0.27 428.43 2152.80 0.15• 40.50 288.00 t, +D+0.750L+0.750S+0.450W+H _ - 1.300 1.00 1.15 1.00 1.00 1.00 - 0.00 0.00 0.000.00 " Length = 7.0 ft :' A. 1 , _ + 0.100 ` 0.070 1.60 1.300 1.00 1.15 1.00 1.00. 1.00 ` 0.14 214.21 2152.80. 0.11 20.25 . t' 288.00 • Length = 3.0 ft' 2' 0.100 0.070 1.60 1.300 1.00 • 1.15 1.00 1.00 1.00 0.14 214.21 2152.80 -0.08 20.25 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 ' ' • ' . 0.00 0.00 .0. 00 0.00 Length = 7.0 ft 1 0.100 0.070 1.60 .1.300 1.001.15 •1.00 1.00 1.00 0.14 214.21 2152.80 0.11 20.25 288.00 :Length = 3.0 ft 2 :0.100 0.070 1.60 1.300 1.00.• 1.15 A.00 1.00 1.00 0.14 214.21 2152.80 x,0.08 20.25 288.00 . +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 , 0.00 0.00 0.00 ' 0.00 Length = 7.0 ft 1 0.060 0.042 1.60 1.300 1.00 1.15 1.00 1.00 -1-00 '0.08 128.53 2152.80' 0.07 12.15 • 288.00 Length = 3.0 ft 2 0.060 0.042 1.60 1.300 1.00 '1.15. 1.00 1.00 1.00 0.08.' 128.53 , . 2152.80. 0.05 .12.15 288.00 , ' +0.60D+0.70E+O.60H 1.300 1.00 1.15 1.00 .1.00 1.00 , ' 0.00 0.00 0.00 0.00 • Length =7.0ft •1 0.060 0.042 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.08, 128.53 2152.80,•,••. 0.07 12.15 •288.00 * Length = 3.0 ft 2 0.060 0.042 1.60 1.300 1.00 1.15 1.00 • 1.00 .1.00 0.08 ,• . 128.5.3 ., 2152.80- 0.05 12.15 288.00 Overall Maximum Deflections-_ 7 • � 's ` _ : � 1. Load Combination - Span Max."-" Defl Location in Span Load Combination Max. "+"• Defl Location in Span , +D+Lr+H " 1 0.0650 3.207 ;' 0.0000 • 0.000 2 0.0000 • 3.207 +D+Lr+H •' ; ' ' -0.0078 1.391 f'VerticalTRe tions +. Support notation : Far left is #1 �. .Values in KIPS Load Combination Support 1 Support 2 Support 3 * '� OverallMAXimum • 0.200 0.500 Overall MINimum0.114 0.286 : r• r %.•• +D4 -H • f : ' - 0.086. 0.214 +D+L+H _ ' v . 0.086 " 0.214 a� , , T W , . +D+Lr+H 0.200 0.500 - +D+S+H 0.086 0.214. r� s +D+0.750Cr+0.750L+H ' 0.171 - 0.429 +D+0.750L+0.750S+H "` 0.086 0.214 +D+0.60W+H , 0.086 0.214 +D+0.70E+H .. �- 0.086 0.214 .• �, • ", .. -+0+0.750Lr+0.750L+0.450W+H " 0.171 0.429 t, .; +D+0.750L+0.750S+0.450W+H r 0.086 0.214 1 +D+0.750L+0.750S+0.5250E+H 0.086 0.214 +• y� ," +0.60D+0.60W+0.60H 0.051 0.129 +, +0.60D+0.70E+H0H, ' ; 0.051 0.129.. • D Only 0.086 0.214 Lr Only:., 0.114 0.286 L Only S Only - W Only + E Only T u NorthStar Project Title: Designing Solutions'Engineer: Project ID: ,. - Project Descr: M 111 Mission Ranch Blvd, Ste 100* A, - Chico, CA ; 1 y 'Printed: 13 DEC 2017, 9:24AM Wood Beam File=S:\Projects\BUILDING\2017\17-226-1\Calcs\17-226-1.EC6 # ENERCALC, INC. 1983-2017, Build:10.17.8.28; Ver:10:17.8.28 0.00 Licensee: •- _ Description : Typical Rafter fi•' "` -• Vertical Reactions w 4_ Support notation : Far left is #1 Values in'KIPS ! Load Combination Support 1 Support 2 Support 3 - H Only IT 14 i , . �Ir - � D 0.105 Lr 0.14 Y i { _ • - Q , • `t• � • r . ,_��� at 'r` •hr �.. - •+••„ t y x 4x8 ti Span = 9.50 ft Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width 7.0 ft - DESIGN SUMMARY"" 771• Max Stress Ratios NorthStar Project Title: 0.268 : 1 = `' ' Designing Solutions 'x; ' Y� ` Engineer:,; . 11. t aProject. ID: 1,081.71 psi Project Descr:".. 60.26 psi 111 Mission Ranch Blvd, Ste 100 ' `' ' 1. •,• _ Fv : Allowable " _ :' ' Chico, CA +D+Lr+H G , ~Printed: Location of maximum on span = ' . 4.750ft Location of maximum on span _ 13 DEC 2017, 9:24AM'. Span # where maximum occurs = a Wood Beam Span # where maximum occurs = 1. File File = S:1ProjectslBUILDING\2017117-226-11Calcs117-226-1.EC6 . Maximum Deflection - INC. 1983-2017, Build:10.17.8.28; Ver:10.17.8.28 0.137 in Ratio = 0.00NORTHSTAR Max Upward Transient Deflection ENGINEERING 0 <360 Description : Typical Girder .r Max Downward Total Deflection, 0.239 in Ratio = . 1, CODE REFERENCES -' •'...... '-_. Max Upward Total Deflection ' 0.000 in Ratio = .. `' 4 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 0.159 0.90 1.300 Load Combination Set: ASCE 7-10 1.00 1.00 1.00 Material Properties 1.18 463.59 1170.00 , - Analysis Method : Allowable Stress Design - Fb + 1,000.0 psi E : Modulus of Elasticity , Load Combination ASCE 7-10 Fb - ' 1,000.0 psi . Ebend- xz 1,700.0 ksi 1.300 Fc - Prll 1,500.0 psi Eminbend - xx ; 620.Oksi • Wood Species ,: Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 t . Fv 180.0 psi 0.00 • - • ' ., Beam Bracing=:': Beam is Fully Braced against lateral -torsional • Ft buckling,1. 675.0 psi 'Density , 31.20 pcf - � D 0.105 Lr 0.14 Y i { _ • - Q , • `t• � • r . ,_��� at 'r` •hr �.. - •+••„ t y x 4x8 ti Span = 9.50 ft Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width 7.0 ft - DESIGN SUMMARY"" 771• Max Stress Ratios Maximum Bending Stress Ratio _ _ - 0.666 1 Maximum Shear. Stress Ratio _ ,- 0.268 : 1 Section used for this span - 4x8 . , Section used for this span i ' • ' 4x8 fb : Actual = 1,081.71 psi •: fv : Actual _ 60.26 psi FB: Allowable = _ 1,625.00psi _ Fv : Allowable " _ 225.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = ' . 4.750ft Location of maximum on span _ 8.911 ft Span # where maximum occurs = a Span # 1 Span # where maximum occurs = 1. - Span # 1 " Maximum Deflection - Max Downward Transient Deflection. 0.137 in Ratio = 834>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection, 0.239 in Ratio = . 476 >=180 0.00 Max Upward Total Deflection ' 0.000 in Ratio = 0<180 , 0.396 0.159 0.90 1.300 1.00 1.00 1.00 1.00 1.00 Maximum Forces eStresses for Load Combinations Load Combination Max Stress Ratios Moment Values ;' -,. Shear Values . Segment Length, Span # M V C d C FN Ci Cr Cm C t C'L M fb F'b i r V fv F'v +D+H • - -0.00 0.00 0.00 0.00 Length = 9.50 ft 11 ; ... 0.396 0.159 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.18 463.59 1170.00 , ,." 0.44:25.82 162.00 +D+L+H • 1.300 1.00 •1.00 1.00 1.00 1.00 0.00 , 0.00 0.00 0.00 . Length = 9.50 ft i • 1 . 0.357 0.143 1.00 1.300 1.00 1.00 1.00 1.00 .1.00 1.18 ` , 463.59 -1300.00 = . 0.44 25.82 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 • 1.00 0.00 �: ' '0.00 0.00 -0.00 Length = 9.50 ft 1 0.666 0.268 1.25 1.300 1.00 1.00 1.00 -1.00. 1.00. 2.76 1,081.71 .1625.00' 1.02 60.26 • 225.00 ' +D+S+H 1.300 1.00 1.00 1.00 1.00' 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.310. 0.125 1.15 1.300 1.00 1.00 1.00 1.60* 1.00 '1.18 463.59 1495.00 0:44 25.82' 207.00. +D+0.750Lr-4750L+H 1.300 1.00 1.00 1.00 1.00,,, 1.00 0.000.00 0.00 0.00 Length = 9.50 ft 1 0.571 0.230 . 1.25 1.300 1.00 .1.00 1.00 1.00' 1.00 , , 2.37 927.18 1625.00 0.87, 51.65 225.00 +D+0.750L+0.750S+H 1.300. 1.00 1.00 1.00 1.00. 1.00 ° 0.00 . 0.00 0.00 0.00 Length = 9.50 ft . • 1 t 0.310 0.125 .1.15 1.300 1.00 1.00 1.00- 1.00 1.00 1.18 463.59 1495.00 0.44 25.82 207.00 7 of 11 - v NorthStar t Project Title' Designing Solutions W Engineer: Y Project ID: .+ 1 "Protect Descr: _ • 111 Mission Ranch Blvd, Ste 100 Chico, CA .p Printed: 13 DEC 2017, 9:24AM ; - WOOCI Beam File=S:\Projects\BUILDING\2017\17-226-1\Calcs\17-226-1.EC6' _ ENERCALC, INC. 1983-2017, Build: 10.17.8.28, . Ver:10.17.8.28'Lic. #: KW -06003075 Licensee: NORTHSTAR ENGINEERING 'Description : Typical Girder Load Combination Max Stress Ratios ' Moment Values. ' Shear Values ' Segment Length Span # M t, V Cd C FN C i C r C m y_ C `t C L M fb F'b t } V fv F'v _ + +D+0.60W+H . . 1.300 1.00- 1.00 1.00 1.00 1.00 4 - 0.00 '0.00 .0.00 . ' 0.001; Length = 9.50 ft ; 1,0.223 0.090. 1.60 1.300 L00 1.00 1.00 1.00 1.00 1.18 463.59' 2080.00 0.44- 25.82 '288.00 +D+0.70E+W 1.300 1.00 1.00 1.00 1.00 1.00 - ' , 0.00 0.00 0.00 • 0.00 Length = 9.50 ft 1... 0.223 0.090 1.60. 1.300 1.00 1.00 1.00 1.00 1.00'- 1.18 ; 463.59 2080.00 0.44 25.82 288.00 ' +_D+0.750Lr+0.750L+0.450W+#i 1.300 1.00 , 1.00 1.00 • 1.00 1.00 0.00 0.00 0.00 ` 0.00 . • Length = 9.50 ft ' 1 , 1 1 0.446 0.179 1.60 1.300 - 1.00 1.00 1.00 1.00 1.00 2.37_ 927.18 2080.00, 0.87 51.65 288.00' +D+0.750L+0.750S+0.450W+H - 1.300 1.00 ;1.00 1.00 1.00 1.00- 0.00 0.00 0.00 ;0.00 F Length = 9.50 ft 1 r• 0.223' � 0.090 1.60 1.300`1 1.00 ;1.00 1.00 1.00 1.00 1.18 463.59 2080.00 0.44 . 25.82 288.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 . • 1.00 1.00 1.00 1.00 0.00. •0.00 0.00 0.00 _ Length = 9.50 ft 1 0.223 0.090 1.60 1.300 . , 1.00 1.00 1.00 1.00 1.001.18 463.59 2080.00 0.44 25.82 288.00 +0.60D+0.60W+0.60H 1.300 - 1.00 1.00 1.00 1.00 1.00 _ 0.00 , ' 0.00 0.00 0.00 Length = 9.50 ft '1 0.134 0.054 1.60 1.300 1.00 ' 1.00. 1.00 1.00 1.00 0.71 278.15 2080.00 0.26 -15.49 288.00 +0.60D+0.70E+0.60H 1.300 1.00 ' 1.00 1.00 1.00 1.00 0.00 0.00 = 0.00 0.00 Length = 9.50 ft 1 0.134 0.054 . 1.60 1.300 1.00 1.00 1.00 1.00 1.00 :., 0.71 278.15 2080.00. - 0.26 15.49 .288.00 . 'Overall Maximum Deflections.' . Load Combination Span Max. " " Defl Location in Span Load Combination . w. , Max. "+° Deft Location in Span +D+Lr+H { 1 ' 0.2390 4.785 0.0000 0.000 Vertical Reactions . Support notation :Far left is #1 �, + " Values in KIPS t k y _� Load Combination Support 1 Support 2 a Overall MAXimum 1.164 1.164 - Overall MINimum 0.665 0.665 +D+H . , 0.499 0.499- +D+L.,H 0.499 0.499 +D+Lr+H o r : 1:164" 1.164 +D+S+H - 0.499 0.499 +D+0.750L1r+0.750L+H .- . 0.998 +D+0.750L+0.750S+H 0.499 ,' 0.499 4 - - +D+0.60W+H. 4 ... 0.499. 0.499 ' +D+0.70E+H . 0.499 0.499 +D+0.750Lr+0.750L+0.450W+H 0.998,• :0.998 , ' +D+0.750L+0.750S+0.450W+H r 0.499 " 0.499 +D+0.750L+0.750S+0.5250E+H 0.499 0.499 41 +0.60D+0.60W+0.60H 0.299 0.299 +0.60D+0.70E+0.6OH 0.299 0.299 " D Only . • y . + . Y 0.499 0.499 • Lr Only ' 0.665 0.665 �.. L Only S Only W Only E Only ' i H Only, 0. - 1"0 ` y t NorthStar "` Project Title: Designing Solutions : ' Engineer: - Project ID: - Project Descr: 111 Mission Ranch Blvd, Ste 100 Chico, CA F R Printed: 12 DEC 2017,100AM wOOCi CiOlumn File=S:lProjectsl3UILDINGLPROPO-1120171DWCONS-110rovillelCalcsl0roville.ec6 ENERCALC, INC. 1983.2017, Build: 10.17.8.28, Ver: 10.17.8.28 0.00NORTHSTAR ENGINEERING ' Description : , Typical Post Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 7 " g Load Combinations Used: ASCE 7-10 * • Generallnformation �-- �_ `M"" ' t4 Analysis Method : Allowable Stress Design Wood Section Name 4x4 End Fixities 4 Top & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height '' 10.75 ft, Wood Member Type Sawn Used for non slender calculations) Exact Width '3.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch , Exact Depth 3.50 in Cf or Cv for Bending 1.50 ' Wood Grade, No.1 �- r'' • Area 12.250 in"2 Cf or Cv for Compression 1_.150 Fb + 1,000.0 psi Fv 180.0 psi Ix 12.505 in"4 Cf or Cv for Tension = 1.50 Fb - 1,000.0 psi Ft 675.0 psi ly 12.505 in"4 Cm: Wet Use Factor 1.0 Fc - Pell 1,500.0 psi Density 31.20 pcf Ct : Temperature Factor 1.0 Fc,- Perp 625.0 psi , Cfu :Flat Use Factor 1.0 • E : Modulus of Elasticity ... x -x Bending y -y Bending . Axial Kf : Built-up columns 1.0 NDS 15.3.2 - Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr: Repetitive ? No Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns: X -X (width) axis: Unbraced Length for X -X Axis buckling = 10.75 ft, K =1.0 ` Y -Y (depth) axis : . Unbraced Length for X -X Axis buckling = 10.75 ft, K =1.0 ' Applied'LOads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 28.532 lbs * Dead Load Factor x ` AXIAL LOADS ... Load at 10.750 ft, Xecc =1.0 in, Yecc = 1.0 in, D =1.0, Lr =1.330 k r � Y _Axial ' fDESIGN SSUMMAR- Vim'-' f Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9953:1 Maximum SERVICE Lateral Load Reactions.. h Load Combination +D+Lr+H Top along Y -Y 0.01806 k Bottom along Y -Y., _ 0.01806 k ; Governing NDS Forumintp + Mxx + Myy, NDS Eq. 3.9- Top along X -X 0.01806 k Bottom along X -X -0.01806 k - Location of max.above base 10.678 ft Maximum SERVICE Load Lateral Deflections.. - Atmaximum location values are... - . Along Y -Y . - -0.1180 in at 6.277 ft } above base Applied Axial I. 2.359 k for load combination: +D+Lr+H Applied Mx • -0:1929 k ft '� Applied My ' . - -0.1929 k -ft Along X -X -0.1180 in at 6.277 ft above base ` a Fc: Allowable 360.674 psi for load combination : +D+Lr+H ' Other Factors used to calculate allowable stresses .. PASS Maximum Shear Stress Ratio = . 0.009830:1 , Bending , -. Compression Tension Load Combination +D+Lr+H Location of max.above base -k 10.750 ft ' Applied Design Shear 2.212 psi Allowable Shear 225.0 psi 'L0ad Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination _ C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.228 0.3215 PASS 10.678 ft 0.005859. PASS 10.750 ft +D+L+H. 1.000 0.207 0.2942 PASS 10.678 ft 0.005273 PASS 10.750 ft " +D+Lr+H 1.250 0.167 0.9953 - PASS 10.678 ft 0.009830PASS • 10.750 ft +D+S+H 1.150 0.181 0.2623 PASS 10.678 ft 0.004586 PASS ` .10.750 ft +D+0.750Lr,0.75bL+H ;7 1.250 0.167 0.7403 PASS 10.678 ft 0.008427 PASS 10.750 ft +D+0.7501-+0.750S+H 1.150 0.181 0.2623 PASS 10.678 ft 0.004586 .. PASS. 10.750 ft +D+0.60W+H ,• . ` ', 1.600 0.132 0.2306 PASS 0.0 ft _ 0.003296 PASS 10:750 ft, ' +D+0.70E+H 1.600 0.132 0.2306 PASS 0.0 ft' - 0.003296 PASS • * 10.750 ft, ' +D+0.750Lr+0.750L+0.450W+H 1.600 0.132 0.6204 PASS 10.678 ft 0.006584 PASS, 10.750 ft +0+0.750L+0.750S+0.450W+H 1.600 0.132 0.2306 PASS O.Oft "0.003296 PASS 10.750 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.132 ' 0.2306 PASS O.Oft 0.003296._• PASS �10.750ft :: +0.60D+0.60W+0.60H 1.600 ' 0.132 0.1384 PASS O.Oft D.001978 PASS 10.750 ft NorthStar Designing Solutions 111 Mission Ranch Blvd, Ste 100 Chico, CA Wood Column KW -06003075 Description : Typical Post Load Combination Results Project Title: Engineer: Project ID: Project Descr: Printed: U DEC 2017,10:29AM = S:\Projects\BUILDINGLPROPO-1120171DWCONS-110rovillelCalcs\Oroville.ec6 ENERCALC, INC. 1983.2017, Build: 10.17.8.28, Ver:10.17.8.28 +O+H -0.008 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.132 0.1384 PASS O.Oft 0.001978 PASS 10.750 ft Maximum Reactions +D+Lr+H Note: Only non -zero reactions are listed. 0.018 X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +O+H -0.008 0.008 -0.008 0.008 1.029 +O+L+H -0.008 0.008 -0.008 0.008 1.029 +D+Lr+H -0.018 0.018 -0.018 0.018 2.359 +D+S+H -0.008 0.008 -0.008 0.008 1.029 +D+0.750Lr+0.750L+H -0.015 0.015 -0.015 0.015 2.026 +D+0.750L+0.750S+H -0.008 0.008 -0.008 0.008 1.029 +D+0.60W+H -0.008 0.008 -0.008 0.008 1.029 +D+0.70E+H -0.008 0.008 -0.008 0.008 1.029 +D+0.750Lr+0.750L+0.450W+H -0.015 0.015 -0.015 0.015 2.026 +D+0.750L+0.750S+0.450W+H -0.008 0.008 -0.008 0.008 1.029 +D+0.750L+0.750S+0.5250E+H -0.008 0.008 -0.008 0.008 1.029 +0.60D+0.60W+0.60H -0.005 0.005 -0.005 0.005 0.617 +0.60D+0.70E+0.60H -0.005 0.005 -0.005 0.005 0.617 D Only -0.008 0.008 -0.008 0.008 1.029 Lr Only -0.010 0.010 -0.010 0.010 1.330 L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +O+H -0.0507 in 6.277 ft -0.051 in 6.277 ft +D+L+H -0.0507 in 6.277 ft -0.051 in 6.277 ft +D+Lr+H -0.1180 in 6.277 ft -0.118 in 6.277 ft +D+S+H -0.0507 in 6.277 ft -0.051 in 6.277 ft +D+0.750Lr+0.750L+H -0.1012 in 6.277 ft -0.101 in 6.277 It +D+0.750L+0.750S+H -0.0507 in 6.277 ft -0.051 in 6.277 ft +D+0.60W+H -0.0507 in 6.277 It -0.051 in 6.277 ft +D+0.70E+H -0.0507 in 6.277 ft -0.051 in 6.277 It +D+0.750Lr+0.750L+0.450W+H -0.1012 in 6.277 ft -0.101 in 6.277 ft +D+0.750L+0.750S+0.450W+H -0.0507 in 6.277 ft -0.051 in 6.277 ft +D+0.750L+0.750S+0.5250E+H -0.0507 in 6.277 ft -0.051 in 6.277 ft +0.60D+0.60W+0.60H -0.0304 in 6.277 ft -0.030 in 6.277 ft +0.60D+0.70E+0.60H -0.0304 in 6.277 ft -0.030 in 6.277 ft D Only -0.0507 in 6.277 ft -0.051 in 6.277 ft Lr Only -0.0674 in 6.277 ft -0.067 in 6.2T7 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 10 of 11 01 NORTHSTAR ...Designing Solutions PROJECT: LOCATION: 4 STRUCTURAL CALCULATIONS Backyard Covered Porch Attached to Existing Garage 551 Lodgeview Drive Oroville, CA JOB NUMBER: 17-226 DATE: December 13, 2017 Civil Engineering Architecture Environmental Planning surveying Water Resources CODES: California Building Code, 2016 Edition LOADS: Seismic Design Category: D Ss (0.2 sec) = 0.61 Sds (0.2 sec) 0.533 S1 (1 sec) = 0.258 Shc (1 sec) = 0.324 Wind Speed: 110 mph Exposure: C R Soil Bearing: 1500 psf NOTES: Are Special Inspections required for Engineering Elements Designed by NorthStar Engineering? No NorthStar Engineering is not responsible for these calculations unless this sheet is stamped by'a registered professional engineer and wet signed with RED or BLUE ink. _ GENERAL: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility of NorthSfar Engineering. 4 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICE j¢ - --x - - REVIEWED FOR 1317-3001 A44 CODE COMPLIANCE 069-200-039 DATE_ �. BY V.1k]'.I0 (;OVER (420) .FFR S()Lf W 1 of 11 �• �� °� 12/20/20.17 I'C: NorthStar , .. Project Title: } ' • Designing Solutions » Engineer:' : Project ID: ' Project Descr '. 111 Mission Ranch Blvd, Ste 100 L :: Chico, CA Printed: 12 DEC 2017,10:29AM *'Wood Column File=S:\Projects\BUILDINGLPROPO-1120171DWCONS-11Oroville\Calcs\Oroville.ec6 Y` ENERCALC, INC. 1983.2017, Build: 10.17.8.28, Ver:10.17.8.28 0.00NORTHSTAR ENGINEERING ' Description : Typical Post Sketches `, C 1 4 r' , o I •• � • Tb• j •� , it ,_ `, 1 Z , I •• � • Tb• j •� , it ,_ 3.50 in T 3.50 in T r • .. y' 1. " r ', i l ti _ � '� , � , . n .. . .. ' .� .. ' . s. pit ',..a • � '_ ;. - .' _ , �'- 1 ': . .' ` ` 11 of 11