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BRES2018-0412 Structural Calcsr• ,+ B.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 75-175 Merle Drive, Suite 200 Palm Desert, CA 92211 (760) 568-3553 (760) 568-5681 Fax RECEIVED �QNSIIL l lily GRC)UP La Paloma Homes 54-680 Avenida Juarez CITY OF LA QUIIVTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE 3 La Quinta, CA 92253 Rios Designs 49-901 Cinnabar Lane Coachella, CA. 92236 Job Number: 930.13 November 14, 2018 VED DEC 19 2018 CM co"I N �) �[1�1V� 9RGEElO N G 0SO rT4(Fty�z * Exp. B.30.20 ' sr CIO- . q�OF CAt►FCt VALID ONLY IF SIGNED IN RED La Paloma Homes Loads Dead Load — Flat Roof Roofing 5.0 Plywood 2.0 Trusses 3.0 Insulation 2.0 Ceiling 4.0 Miscellaneous 2.0 Total 18.0 P.S.F. Live Load Roof 20.0 P.S.F. 930.13 4�� E 9 (jiD D � I � Z OD O G7 O D G D M= ZO D � D N C— C D m N u PROJECT La Paloma Homes ITEM Roof Rafters �L>C �A-(— Tgi�—S SHEET NO. B.G. STRUCTURAL JOE NO. ENGINEERING°"M ENGINEER 4�-' 5 7'(ZU S -S V-1 .ft P, C-V� G 5 PROJECT La Paloma Homes ITEM Roof Beams 15 Y-6 ->O LJ�E ��4- B.G. STRUCTURAL ENGINEERING SHEET N0. JOB N0. 930-13 DATE Oct. 2438 ENGINEER BG- B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam RB1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination iBC 2015 Wood Species : DouglasFir-Larch(North) Wood Grade : No.1 Beam Bracing : ComDletely Unbraced Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Fb + Fb - Fc - Prll Fc - Perp Fv Ft Software 1,300.0 psi 1,300.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi Printed: 23 OCT 2018,11:41 AM OA W -Milos "ns 930.13.ec6 . NC. 1983-2018. Build:10.18.10.10 . E: Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend -xx 580.Oksi Density 30.580pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.1980, Lr = 0.220 , Tributary Width =1.0 ft, (Roof) DESIGN SUMMARY_ r - ■ __ Maximum Bending Stress Ratio = 0.3741 Maximum Shear Stress Ratio = 0.225 : 1 Section used for this span 6x4 Section used for this span 6x4 fb : Actual _ 485.60psi fv : Actual = 38.25 psi FB: Allowable = 1,300.00psi Fv : Allowable = 170.00P si Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 1.500ft 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 0.012 in Ratio= 2934>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.024 in Ratio= 1528>=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 C d C FN C i Cr- C m C t C L M fb Pb V fv F'v +D+H0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.179 0.108 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 232.61 1300.00 0.25 18.32 170.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.179 0.108 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 232.61 1300.00 0.25 18.32 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.374 0.225 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.48 485.60 1300.00 0.51 38.25 170.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.179 0.108 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.23 232.61 1300.00 0.25 18.32 170.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.325 0.196 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.41 422.35 1300.00 0,45 33.27 170.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 5 B.G. Structural Engineering, Inc. 75-175 Merle Drive Ce Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam R61 Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t CL Length = 3.0 ft 1 0.179 0.108 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H +D+L+H 0.303 0.303 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.0 It 1 0.112 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 0.303 +D+0.750Lr+0.750L+0.450W+H 0.551 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.112 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 0.330 0.330 L Only 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.203 0.122 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.112 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.112 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.067 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.7OE+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.067 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections File = Software copyright ENERCJ Moment Values M 0.23 0.23 0.23 0.41 0.23 0.23 0.14 0.14 Load Combination Span Max. "-" Deo Location In Span Load Combination +D+Lr+H 1 0.0235 1.511 Vertical Reactions 0.00 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.633 0.633 Overall MINimum 0.330 0.330 +D+H 0.303 0.303 +D+L+H 0.303 0.303 +D+Lr+H 0.633 0.633 +D+S+H 0.303 0.303 +D+0.750Lr+0.750L+H 0.551 0.551 +D+0.750L+0.750S+H 0.303 0.303 +D+0.60W+H 0.303 0.303 +D+0.70E+H 0.303 0.303 +D+0.750Lr+0.750L+0.450W+H 0.551 0.551 +D+0.750L+0.750S+0.450W+H 0.303 0.303 +D+0.750L+0.750S+0.5250E+H 0.303 0.303 +0.60D+0.60W+0.60H 0.182 0.182 +0.60D+0.70E+0.60H 0.182 0.182 D Only 0.303 0.303 Lr Only 0.330 0.330 L Only S only W Only E Only H Only Printed: 23 OCT 2018, 11:41AM OAEZR-GVios designs 930.13.0 6 . INo. 1983.2016, Build: 10.18.10.10 fb F'b 232.61 1300.00 0.00 232.61 2080.00 0.00 232.61 2080.00 0.00 422.35 2080.00 0.00 232.61 2080.00 0.00 232.61 2080.00 0.00 139.56 2080.00 0.00 139.56 2080.00 Shear Values V fv Fv 0.25 18.32 170.00 0.00 0.00 0.00 0.25 18.32 272.00 0.00 0.00 0.00 0.25 18.32 272.00 0.00 0.00 0.00 0.45 33.27 272.00 0.00 0.00 0.00 0.25 18.32 272.00 0.00 0.00 0.00 0.25 18.32 272.00 0.00 0.00 0.00 0.15 10.99 272.00 0.00 0.00 0.00 0.15 10.99 272.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS B.G. Structural Engineering, Inc. 75-175 Merle Drive Project Title: La Paloma Homes Engineer: BG Beam self weight calculated and added to loads 0.000 in Ratio= Uniform Load : D = 0.1980, Lr = 0.220, Tributary Width =1.0 ft, (Roof) DESIGN SUMMARY Palm Desert, CA. 92211 Project ID: 930.13 Section used for this span Phone: 1-760-568-3553 Project Descr: 694.51 psi Fax: 1-760-568-5681 1,300.00psi Load Combination +D+Lr+H Location of maximum on span = 2.750ft Span # where maximum occurs = Printed: 23 OCT 2018, 2:25PM W�0odai 0.138 1.00 File = 5:1E0AEIRk�Qj 1.00 1.00 Software copyd hl ENE RCALC, INC, 19 • r +D+Lr+H 604.51 Description : Roof Beam RB2 1.000 1.00 CODE REFERENCES 1.00 1.00 1.00 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 0.534 0.286 1.00 Load Combination Set: IBC 2015 1.00 1.00 1.00 Material Properties 1.00 +D+S+H Analysis Melhod : Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination iBC 2015 Fb- 1,300.0 psi Ebend-xx 1,600.Oksi Length = 5.50 it 1 Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species : DouglasFir-Larch(North) Fc - Perp 625.0 psi 1.00 Wood Grade : No.1 Fv 170.0 psi Beam Bracing :Completely Unbraced Ft 675.0 psi Density 30.580pcf D 0.198 Lr 0.22 1.00 1.00 1.00 Length = 5.50 It 1 0.465 0.249 1.00 6x6 1.00 1.00 Span = 5.50 ft Applied Loads 0.037 in Ratio= Beam self weight calculated and added to loads 0.000 in Ratio= Uniform Load : D = 0.1980, Lr = 0.220, Tributary Width =1.0 ft, (Roof) DESIGN SUMMARY Max Upward Total Deflection Maximum Bending Stress Ratio = 0.5341 1 Section used for this span 6x6 fo : Actual = 694.51 psi FB: Allowable 1,300.00psi Load Combination +D+Lr+H Location of maximum on span = 2.750ft Span # where maximum occurs = Span # 1 Maximum Deflection 0.138 Service loads entered. Load Factors will be a❑nlied for caicidarinns Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.037 in Ratio= Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.072 in Ratio= Max Upward Total Deflection 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr +D+H 1767>=360 0 <360 916>=180 0<180 Cm C CL Length = 5.50 ft 1 0.257 0.138 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+L+H 0.00 0.77 334.51 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 It 1 0.257 0.138 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 604.51 1300.00 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 it 1 0.534 0.286 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 it 1 0.257 0.138 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 It 1 0.465 0.249 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Moment Values lc a 0 0.286 : 1 6x6 48.58 psi 170.00 psi +D+Lr+H 5,058 ft = Span # 1 M fb Pb 0.00 0.77 334.51 1300.00 0.00 0.77 334.51 1300.00 0.00 1.60 694.51 1300.00 0.00 0.77 334.51 1300.00 0.00 1.40 604.51 1300.00 0.00 0.47 23.40 0.00 0.00 0.47 23.40 0,00 0.00 0.98 48.58 0.00 0.00 0.47 23.40 0.00 0.00 0.85 42,29 0.00 0.00 170.00 0.00 170.00 0.00 170.00 0.00 170.00 0,00 170.00 0.00 dd� B.G. Structural Engineering, Inc. © V 75-175 Merle Drive a Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description'. Roof Beam RB2 Load Combination Max Stress Ratios 2.770 Vertical Reactions Segment Length Span # M V C d C FN Length = 5.50 ft 1 0.257 0.138 1.00 1.000 +D+0.60W+H fb F'b V 1.000 Length = 5.50 ft 1 0.161 0.086 1.60 1.000 +D+0.70E+H 0.77 334.51 1300.00 1.000 Length = 5.50 ft 1 0.161 0.086 1.60 1.000 +D+0.750Lr+0.750L+0.450W+H 1.00 +D+0.70E+H 0.562 1.000 Length = 5.50 ft 1 0.291 0.155 1.60 1.000 +D+0.750L+0.7503+0.450W+H 1.00 1.00 0.77 1.000 Length = 5.50 ft 1 0.161 0.086 1.60 1.000 +D+0.750L+0,750S+0.5250E+H 1.00 1.00 1.00 1.000 Length = 5.50 ft 1 0.161 0.086 1.60 1.000 +0.60D+0.60W+0.60H 1.00 1.00 1.00 1.000 Length = 5.50 ft 1 0.096 0.052 1.60 1.000 +0.60D+0.70E+0.60H 1.00 1.00 1.00 1.000 Length = 5.50 ft 1 0.096 0.052 1.60 1.000 Overall Maximum Deflections 0.00 1.00 1.00 1.00 Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Printed: 23 OCT 2018, 2:25PM File= S:1E0AFZR-GWos designs 930.13.cc6 . Software comdQht ENERCALC, INC. 19534016. W110 0.18. 10. 10 Load Combination Span Max. "-" Defl Location in Span Load Combination +D+Lr+H 1 0.0720 2.770 Vertical Reactions Moment Values Load Combination Support 1 Shear Values C I C r C m C t C L J M fb F'b V fv F'v 1.00 1.00 1.00 1.00 1.00 0.77 334.51 1300.00 0.47 23.40 170.00 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 0.562 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.77 334.51 2080.00 0,47 23.40 272.00 1.00 1.00 1.00 1.00 1.00 0.605 0.605 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.77 334.51 2080.00 0.47 23.40 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.40 604.51 2080.00 0.85 42.29 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.77 334.51 2080.00 0.47 23.40 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.77 334.51 2080.00 0.47 23.40 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.46 200.71 2080.00 0.28 14.04 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.46 200.71 2080.00 0.28 14.04 272.00 Load Combination Span Max. "-" Defl Location in Span Load Combination +D+Lr+H 1 0.0720 2.770 Vertical Reactions Support notation :Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.167 1.167 Overall MINimum 0.605 0.605 +D+}1 0.562 0.562 +D+L+H 0.562 0.562 +D+Lr+H 1.167 1.167 +D+S+H 0.562 0.562 +D+0.750Lr+0.750L+H 1.016 1.016 +D+0.750L+0.750S+H 0.562 0.562 +D+0.60W+H 0.562 0.562 +D+0.70E+H 0.562 0.562 +D+0.750Lr+0.750L+0.450W+H 1.016 1.016 +D+0.750L+0.750S+0.450W+H 0.562 0.562 +D+0.750L+0.750S+0.5250E+H 0.562 0.562 +0.60D+0.60W+0.60H 0.337 0.337 +0.60D+0.70E+0.60H 0.337 0.337 D Only 0.562 0.562 Lr Only 0.605 0.605 L Only S Only W only E Only H Only Max. "+" Defl Location In Span 0,0000 0.000 Values in KIPS db B.G. Structural Engineering, Inc. ^� 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam RB3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination iBC 2015 Wood Species DouglasFir-Larch(North) Wood Grade No.1 Beam Bracing : Completely Unbraced v Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Printed: 23 OCT 2018, 2:27PM File = S:IEOAEZR-Wos designs 930.13.ec6 . 1ERCALC, INC, 1883-2016, Build: 10, 18.10.10 . s Fb + 1,300.0 psi E: Modulus of Elasticity Fb - 1,300.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Fc - Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi Density 30,580pcf 6x9 Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.4320, Lr = 0.480, Tributary Width =1.0 ft, (Roof) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection 0.6241 Maximum Shear Stress Ratio - 0.419 : 1 6x8 Section used for this span 6x8 810.27psi fv : Actual = 71.24 psi 1,298.42psi Fv: Allowable _ 170.00 psi +D+Lr+H Load Combination +D+Lr+H 2.750ft Location of maximum on span - 4.878 ft Span # 1 Span # where maximum occurs = Span # 1 0.032 in Ratio = 2054 >=360 34.10 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.062 in Ratio= 1070>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 0.00 0.00 0.00 1.67 387.87 1298.42 0.94 Segment Length Span # M V C d C FN C i Cr C m C t CL +D+H 34.10 170.00 0.00 0.00 0.00 0.00 3.48 810.27 Length = 5.50 ft 1 0.299 0.201 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+L+H 1298.42 0.94 34.10 170.00 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.299 0.201 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.624 0.419 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 it 1 0.299 0.201 1.00 1,000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.543 0.364 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Moment Values M fb Fb Shear Values V tv Fv 91 0.00 0.00 0.00 0.00 1.67 387.87 1298.42 0.94 34.10 170.00 0-00 0.00 0.00 0.00 1.67 387.87 1298.42 0.94 34.10 170.00 0.00 0.00 0.00 0.00 3.48 810.27 1298.42 1,96 71.24 170.00 0.00 0.00 0.00 0.00 1.67 387.87 1298.42 0.94 34.10 170.00 0.00 0.00 0.00 0.00 3.03 704.67 1298.42 1.70 61.96 170.00 0.00 0.00 0.00 0.00 91 B,G. Structural Engineering, Inc. �J 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Description : Roof Beam RB3 2.532 1.320 1.320 1.212 1.212 1.212 1.212 2.532 Load Combination Max Stress Ratios 1.212 2.202 2.202 1.212 1.212 1.212 1.212 Segment Length Span # M V C d C FN C I Cr C m C t CL Length = 5.50 It 1 0.299 0.201 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H 0,56 20.46 272.00 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 It 1 0.187 0.125 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 It 1 0.187 0.125 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0,750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.339 0.228 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.187 0.125 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.187 0.125 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.112 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.50 ft 1 0.112 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum 'Deflections _ Load Combination Span Max. "= Deft Location in Span Load Combination .................... +p+Lr+H - 1 0.0616 2.770 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.601)+0.60W+0.601-1 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support notation : Far left is #1 Support 1 Support 2 2.532 2.532 1.320 1.320 1.212 1.212 1.212 1.212 2.532 2.532 1.212 1.212 2.202 2.202 1.212 1.212 1.212 1.212 1.212 1.212 2.202 2.202 1.212 1.212 1.212 1.212 0.727 0.727 0.727 0.727 1.212 1.212 1.320 1.320 Printed: 23 OCT 2018, 2:27PM File = SMOAETR-Glrias designs 930-13,K6 . Software owydahl ENE RCALC, INC. 19&3-2018, Build: 10.18.10.10 . Moment Values M fb F'b 1.67 1.67 1.67 3.03 1.67 1.67 1.00 1.00 387.87 1298.42 0.00 387.87 2075.91 0.00 387.87 2075.91 0.00 704.67 2075.91 0.00 387.87 2075.91 0.00 387.87 2075.91 0.00 232,72 2075.91 0.00 232.72 2075.91 Shear Vatues V fv F'v 0.94 34.10 170.00 0.00 0.00 0.00 0.94 34.10 272.00 0.00 0.00 0.00 0.94 34.10 272.00 0.00 0.00 0.00 1.70 61.96 272.00 0.00 0.00 0.00 0.94 34.10 272.00 0.00 0.00 0.00 0.94 34.10 272.00 0.00 0.00 0.00 0,56 20.46 272.00 0.00 0.00 0.00 0.56 20.46 272.00 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS PROJECT SHEET NO. La Paloma Homes B.G. STRUCTURAL JOB N0. ITEM Roof Beams ENGINEERING DATE ENGINEER \,-/ c- 44 (1 r-- 4 c�lrt-- LE7 (I >. fg,-) 9 -RM �yL -,5 g---,CZA�) c- I i z vx- ,L4 Co r ( Z Z-1 Z- /Z9z� a- t ��j33n �933� I B.G. Structural Engineering, Inc. �y 75-175 Merle Drive Q Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam RB4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination iBC 2015 Wood Species Wood Grade Beam Bracing DouglasFir-Larch(North) No.1 Completely Unbraced Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Printed: 23 OCT 2018, 2:55PM Fife = GAE0AEZR-GVios designs 930.13.ec6 . Software coasrriahtENERCALC, INC. 1983.201$, Buifd:10.18.t0.10 . Fb + 1,300.0 psi E: Modulus of Elasticity Fb - 1,300.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Fc - Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi Density 30.580pcf �4� a z 3 Service loads entered. Load Factors will be applied for calculations. Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.2160, Lr = 0.240, Tributary Width =1.0 ft, (Roof) Maximum Bending Stress Ratio = 0.5821 Maximum Shear Stress Ratio - 0.311 : 1 Section used for this span 6x6 Section used for this span 6x6 fb : Actual = 756.69psi fv : Actual 52.93 psi FIB: Allowable = 1,300.00psi Fv : Allowable = 170.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 2.750ft Location of maximum on span = 5.056 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio = 1620>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.078 in Ratio= 840>=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 C d C FN C i Cr C m C t C L M fb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.280 0.150 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.84 363.97 1300.00 0.51 25.46 170.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.280 0.150 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.84 363.97 1300.00 0.51 25.46 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.582 0.311 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.75 756.69 1300.00 1.07 52.93 170.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.280 0.150 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.84 363.97 1300.00 0.51 25.46 170.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.50 ft 1 0.507 0.271 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.52 658.51 1300.00 0.93 46.06 170.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam RB4 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Length = 5.50 ft 1 0.280 0.150 1.00 1.000 +D+0.60W+H He = S:IEOAEZR-GVios designs 930-13.m6 . 1.000 Length = 5.50 ft 1 0.175 0.094 1.60 1.000 +D+0.70E+H 1.000 Length = 5.50 ft 1 0.175 0.094 1.60 1.000 +D+0.750Lr+0.750L+0.450W+H 1.000 Length = 5.50 ft 1 0.317 0.169 1.60 1.000 +D+0.750L+0.750S+0.450W+H Cr Cm C t 1.000 Length = 5.50 ft 1 0.175 0.094 1.60 1.000 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.000 Length = 5.50 ft 1 0.175 0.094 1.60 1.000 +0.60D+0.60W+0.60H 170.00 1.00 1.00 1.000 Length = 5.50 ft 1 0.105 0.056 1.60 1.000 +0.60D+0.70E+0.60H 0.00 0.00 1.00 1.000 Length = 5.50 ft 1 0.105 0.056 1.60 1.000 Ove_ rail Maximum Deflections 0.51 25.46 Load Combination 1.00 Soan Max. "-" Del T +C r•i H Vertical Reactions Load Combination Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Project Title: La Paloma Homes Engineer: BG t3 Project ID: 930.13 Project Descr: Location in Span Load Combination 1 0.0785 2.770 Support notation : Far left is #1 Support 1 Support 2 0.660 0.660 0.612 0.612 0.612 0.612 1.272 1.272 0.612 0.612 1.107 1.107 0.612 0.612 0.612 0.612 0.612 0.612 1.107 1.107 0.612 0.612 0.612 0.612 0.367 0.367 0.367 0.367 0.612 0.612 0.660 0.660 Max. "+" Del 0.0000 Values in KIPS Location in Span 0.000 Printed: 23 OCT 2018, 2:55PM He = S:IEOAEZR-GVios designs 930-13.m6 . Software copyrighl ENERCALC, INC.1983.2018, Buk10,1&10.10 . MUM Values Shear Values Ci Cr Cm C t CL M fb F'b V N F'v 1.00 1.00 1.00 1.00 1.00 0.84 363.97 1300.00 0.51 25.46 170.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.84 363.97 2080.00 0.51 25.46 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.84 363.97 2080.00 0.51 25.46 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.52 658.51 2080.00 0.93 46.06 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.84 363.97 2080.00 0.51 25.46 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.84 363.97 2080.00 0.51 25.46 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.50 218.38 2080.00 0.31 15.28 272.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.50 218.38 2080.00 0.31 15.28 272.00 Location in Span Load Combination 1 0.0785 2.770 Support notation : Far left is #1 Support 1 Support 2 0.660 0.660 0.612 0.612 0.612 0.612 1.272 1.272 0.612 0.612 1.107 1.107 0.612 0.612 0.612 0.612 0.612 0.612 1.107 1.107 0.612 0.612 0.612 0.612 0.367 0.367 0.367 0.367 0.612 0.612 0.660 0.660 Max. "+" Del 0.0000 Values in KIPS Location in Span 0.000 B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 b Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam RB5 CODE. REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination iBC 2015 Wood Species Doug lasFir- Larch (North) Wood Grade : No.1 Beam Bracing : Completely Unbraced IN 6x8 Span = 1.250 ft Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Fb + 1,300.0 psi Fb - 1,300.0 psi Fc - Prll 925.0 psi Fc - Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi 6x8 Span =7.0ft Printed: 23 OCT 2018, 2:59PM File = S:IEOAEZR-Wos designs 93043.ec6 . 4ERCALC, INC. 19n2018. Build:10.16.10.10 . E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 30.580pcf Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads 0.256 0.161 1.00 Load for Span Number 1 0.00 0.00 0.00 Uniform Load: D = 0.240, Lr = 0.20 , Tributary Width =1.0 ft, (Roof) 0.035 0.161 Load for Span Number 2 1.000 0.256 0.161 Uniform Load: D = 0.240, Lr = 0.20 , Tributary Width =1.0 ft, (Roof) 1.000 27.36 DESIGN SUMMARY 1.00 1.000 ■ _ _ Maximum Bending Stress Ratio = 0.4781 Maximum Shear Stress Ratio = 0.290: 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 617.27psi fv : Actual = 49.36 psi FB: Allowable 1,298.06psi Fv : Allowable 170.00 psi Load Combination +D+Lr+H, LL Comb Run("L) Load Combination +D+Lr+H, LL Comb Run (LL) Location of maximum on span = 3.55 ft Location of maximum on span = 1.250 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection 0.75 27.36 170.00 Max Downward Transient Deflection 0.035 in Ratio= 2383>=360 1.00 Max Upward Transient Deflection -0.020 in Ratio= 1502>=360 1298.06 Max Downward Total Deflection 0.076 in Ratio= 1109>=180 1.00 Max Upward Total Deflection -0.041 in Ratio = 728>=180 1.00 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 CL M fb F,b Length =1.250 It 1 Length = 7.0 ft 2 +D+L+H, LL Comb Run ('L) Length =1.250 ft 1 Length = 7.0 ft 2 +D+L+H, LL Comb Run (L') 0.035 0.161 1.00 1.000 0.256 0.161 1.00 1.000 0.00 0.00 0.00 1.000 0.035 0.161 1.00 1.000 0.256 0.161 1.00 1.000 27.36 170.00 1.00 1.000 Shear Values V fV F.V 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.19 45.23 1299.63 0.75 27.36 170.00 1.00 1.00 1.00 1.00 1.00 1.43 332.34 1298.06 0.75 27.36 170.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.19 45.23 1299.63 0.75 27.36 170.00 1.00 1.00 1.00 1.00 1.00 1.43 332.34 1298.06 0.75 27.36 170.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 B.G. Structural Engineering, Inc. 75-175 Merle Drive Project Title: Engineer: La Paloma Homes BG Palm Desert, CA. 92211 Project ID: 930.13 Phone: 1-760-568-3553 Project Descr: Fax: 1-760-568-5681 Printed: 23 OCT 2018, 2:59PM Wood BeamFile=5:1EOAEZR-GWosdesigis93e)-IU6. Software co righl ENERCALC, INC. 1983-2018, 13010-18,10A0 . 1.11 J Description: Roof Beam RB5 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 fb Fb V fv Fv Length =1.250 ft 1 0.035 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 1299.63 0.75 27.36 170.00 Length = 7.0 ft 2 0.256 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 1298.06 0.75 27.36 170.00 +D+L+H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =1.250 ft 1 0.035 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 1299.63 0.75 27.36 170.00 Length = 7.0 it 2 0.256 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 1298.06 0.75 27.36 170.00 +D+Lr+H, LL Comb Run ('L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.035 0.286 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 1299.63 1.34 48.55 170.00 Length = 7.0 ft 2 0.476 0.286 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.65 617.27 1298.06 1.34 48.55 170.00 +D+Lr+H, LL Comb Run (L') 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =1.250 ft 1 0.063 0.166 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.35 81.59 1299.63 0.77 28.18 170.00 Length = 7.0 ft 2 0.243 0.166 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.35 314.97 1298,06 0.77 28,18 170.00 +D+Lr+H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.063 0.290 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.35 81.59 1299.63 1.36 49.36 170.00 Length = 7.0 ft 2 0.462 0.290 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.58 599.53 1298.06 1.36 49.36 170.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.035 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 1299.63 0.75 27,36 170.00 Length = 7.0 ft 2 0.256 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 1298.06 0.75 27.36 170.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.035 0.254 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 1299.63 1.19 43.26 170.00 Length = 7.0 ft 2 0.421 0.254 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.35 546.02 1298.06 1.19 43.26 170.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =1.250 ft 1 0.056 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.31 72.50 1299.63 0.77 27.97 170.00 Length = 7.0 ft 2 0.246 0.165 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.37 319.27 1298.06 0.77 27.97 170.00 +D+0.750Lr+0.750L+H, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.056 0.258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.31 72.50 1299.63 1.21 43.86 170.00 Length = 7.0 ft 2 0.410 0.258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.29 532.73 1298.06 1.21 43.86 170.00 +D+0.750L+0.750S+H, LL Comb R► 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.035 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 1299.63 0.75 27.36 170.00 Length = 7.0 ft 2 0.256 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 1298.06 0.75 27.36 170.00 +D+0.750L+0.750S+H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.035 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 1299.63 0.75 27.36 170.00 Length = 7.0 ft 2 0.256 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 1298.06 0.75 27.36 170.00 +0+0.750L+0.750S+H, LL Comb Rt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =1.250 ft 1 0.035 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 1299.63 0.75 27.36 170.00 Length = 7.0 ft 2 0.256 0.161 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 1298.06 0.75 27.36 170.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.022 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 2079.05 0.75 27.36 272.00 Length = 7.0 ft 2 0.160 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 2074.94 0.75 27.36 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.022 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 2079,05 0,75 27.36 272.00 Length = 7.0 ft 2 0.160 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 2074.94 0.75 27.36 272.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.022 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 2079.05 1.19 43.26 272.00 Length = 7.0 ft 2 0.263 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.35 546.02 2074.94 1.19 43.26 272.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =1.250 ft 1 0.035 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.31 72.50 2079.05 0.77 27.97 272.00 Length = 7.0 ft 2 0.154 0.103 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.37 319.27 2074,94 0.77 27.97 272.00 +D+0.750Lr+0.750L+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.035 0.161 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.31 72.50 2079.05 1.21 43.86 272.00 Length = 7.0 ft 2 0.257 0.161 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.29 532.73 2074.94 1.21 43.86 272.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.022 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 2079.05 0.75 27.36 272.00 Length = 7,0 ft 2 0.160 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 2074.94 0.75 27.36 272.00 +D+0.750L+0.750S+0.450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.022 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 2079.05 0.75 27.36 272.00 Length = 7.0 ft 2 0.160 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 2074.94 0.75 27,36 272.00 +D+0.750L+0.750S-4450W+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =1.250 ft 1 0.022 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 2079.05 0.75 27.36 272.00 Length = 7.0 ft 2 0.160 0.101 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 2074.94 0.75 27.36 272.00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 B.G. Structural Engineering, Inc. 75-175 Merle Drive �(J Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam R135 Load Combination Max Stress Ratios Segment Length Span # M V Length =1.250 ft 1 0.022 0.101 Length = 7.0 It 2 0.160 0.101 +D+0.750L+0.750S+0.5250E+H, LL 1.00 1.00 Length =1.250 ft 1 0.022 0.101 Length = 7.0 It 2 0.160 0.101 +D+0.750L+0.750S+0.5250E+H, LL 1.00 1.00 Length =1.250 ft 1 0.022 0.101 Length = 7.0 ft 2 0.160 0.101 +0.60D+0.60W+0.60H 1.368 1.000 1.00 Length =1.250 ft 1 0.013 0.060 Length = 7.0 ft 2 0.096 0.060 +0.60D+0.70E+0.60H 0.00 1.60 1.000 Length =1.250 ft 1 0.013 0.060 Length = 7.0 ft 2 0.096 0.060 Overall MaxitrluiTn Deflections Load Combination 272.00 1.60 Span +D+Lr+H, LL Comb Run (*L) 2 Vertical Reactions Load Combination Overall MAximum Overall MlNimum +D+H +D+L+H, LL Comb Run (*L) +D+L+H, LL Comb Run (L*) +D+L+H, LL Comb Run (LL) +D+Lr+H, LL Comb Run (*L) +D+Lr+H, LL Comb Run (L*) +D+Lr+H, LL Comb Run (LL) +D+S+H +D+0.750Lr+0.750L+H, LL Comb Run (* +D+0.750Lr+0.75OL+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0,750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L*) Lr Only, LL Comb Run (LL) L Only, LL Comb Run (*L) L Only, LL Comb Run (L*) L Only, LL Comb Run (LL) S Only W Only Project Title: La Paloma Homes Engineer: BG Protect ID: 930.13 Project Descr: Printed: 23 OCT 2018, 2:59PM Fife = S:1E0AEZR-GWos desrens 930-13.oD6 . ENERCALC, INC, 1983-2018, SWU10.18.10.10 . Cd CFN CI Cr Cm C t CL Moment Values M fb Fb V Shear Values fv Fv 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 2079.05 0.75 27.36 272.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 2074.94 0.75 27.36 272.00 1.368 1.000 1.00 1.00 1.00 1.00 1.00 1.209 0.843 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 2079.05 0.75 27.36 272.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 2074,94 0.75 27.36 272.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.19 45.23 2079.05 0.75 27.36 272.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.43 332.34 2074.94 0.75 27.36 272.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 27.14 2079.05 0.45 16.42 272.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.86 199.40 2074.94 0.45 16.42 272.00 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.12 27.14 2079.05 0.45 16.42 272.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.86 199.40 2074.94 0.45 16.42 272.00 Max. " " Defl Location in Span Load Combination 0.0000 0.000 +D+Lr+H, LL Comb Run (*L) 0.0757 3.559 Support notation : Far left is #1 Support 1 Support 2 Support 3 2.182 1.543 0.972 0.678 1.209 0.843 1.209 0.843 1.209 0.843 1.209 0.843 1.909 1.543 1.482 0.821 2.182 1.521 1.209 0.843 1.734 1.368 1.414 0.826 1.939 1.351 1.209 0.843 1.209 0.843 1.209 0.843 1.209 0.843 1.209 0.843 1.734 1.368 1.414 0.826 1.939 1.351 1.209 0.843 1.209 0.843 1.209 0.843 1.209 0.843 1.209 0.843 1.209 0.843 0.726 0.506 0.726 0.506 1.209 0.843 0.700 0.700 0.272 -0.022 0.972 0.678 Max. "+ Dell Location in Span -0.0412 0.000 0.0000 0.000 Values in KIPS V�bb B.G, Structural Engineering, Inc. AP 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam R85 Vertical Reactions Load Combination E Only H Only Project Title: La Paloma Homes Engineer: BG Protect ID: 930.13 Project Descr: Printed: 23 OCT 2018, 2:59PM He = S-.UAEM-Gl in designs 930.13.ee6 . Soft m copy4ghl ENERCALC, INCL 1983.2018, Buifd:10,10.10.10 . S' eNU Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 Of B.G. Structural Engineering, Inc. 49, 75-175 Merle Drive `0z Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam RB6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination iBC 2015 Wood Species ; DouglasFir-Larch(North) Wood Grade : No.1 Beam Bracing : Completely Unbraced Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Printed: 23 OCT 2018, 3:01 PM File= 8.1E0AEZR-Grios designs 930.13-K6 . Software cow nghI ENE RCALC, INC. 1983-2018, Build: 10.18.10.10 . Fb + 1,300.0 psi E: Modulus of Elasticity Fb - 1,300.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Fc - Perp 625.0 psi fb : Actual = Fv 170.0 psi 1,298.97psi Ft 675.0 psi Density 30.580 pcf f7 0.432 Lr 0.48 6x12 Span = 8.50 ft Applied Loads 0.429 :1 Beam self weight calculated and added to loads 6x12 Uniform Load : D = 0.4320, Lr = 0.480, Tributary Width =1.0 ft, (Roof) [7ESfGN.SUMMARY Fv : Allowable Maximum Bending Stress Ratio = 0.6371 Section used for this span 6x12 fb : Actual = 827.31 psi FB: Allowable = 1,298.97psi Load Combination +D+Lr+H Location of maximum on span = 4.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Length = 8.50 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio - 0.429 :1 Section used for this span 6x12 fv : Actual = 72.85 psi Fv : Allowable 170.00 psi Load Combination +D+Lr+H Location of maximum on span = 0.000 ft Span # where maximum occurs _ Span # 1 Max Downward Transient Deflection 0.051 In Ratio = 2006>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.098 in Ratio= 1040>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L +D+H 0.00 0.00 0.00 0.00 4.02 398.20 1298.97 1.48 35.06 170.00 Length = 8.50 ft 1 0.307 0.206 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+L+H 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.307 0.206 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 35.06 170.00 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.637 0.429 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.307 0.206 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D40.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.554 0.373 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Moment Values Shear Values M fb Fb V fv F'v 0.00 0.00 0.00 0.00 4.02 398.20 1298.97 1.48 35.06 170.00 0.00 0.00 0.00 0.00 4.02 398.20 1298.97 1.48 35.06 170.00 0.00 0.00 0.00 0.00 8.36 827.31 1298.97 3.07 72.85 170.00 0.00 0.00 0.00 0.00 4.02 398.20 1298.97 1.48 35.06 170.00 0.00 0.00 0.00 0.00 7.27 720.03 1298.97 2.67 63.40 170.00 0.00 0.00 0.00 0.00 B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 y Phone: 1-760-568-3553 Fax: 1-760-568-5681 -Wood Beam Description : Roof Beam RB6 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: )I Printed: 23 OCT 2018, 3:01 PM File = S:IEOAEZR-GVios designs 930-13.ec6 Software copyright ENERCALC. INC. 1983-2018. Build:10.18.10.10 Moment Values Cd CFN C1 Cr Cm C t CL - -M..-..... fb Pb Length = 8.50 ft 1 0.307 0.206 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H 3.933 1.893 1.893 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.192 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 1.136 1.893 1.893 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.192 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 it 1 0.347 0.233 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 it 1 0.192 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 it 1 0.192 0.129 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.115 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.115 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Deb Location in Span Load Combination +D+Lr+H 1 0.0980 4.281 Vertical Reactions_ Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support notation : Far left is #1 Support 1 Support 2 3.933 3.933 2.040 2.040 1.893 1.893 1.893 1.893 3.933 3.933 1.893 1.893 3.423 3.423 1.893 1.893 1.893 1.893 1.893 1.893 3.423 3.423 1.893 1.893 1.893 1.893 1.136 1.136 1.136 1.136 1.893 1.893 2.040 2.040 4.02 4.02 4.02 7.27 4.02 4.02 2.41 2.41 398.20 1298.97 0.00 398.20 2077,35 0.00 398.20 2077.35 0.00 720.03 2077.35 0.00 398.20 2077,35 0.00 398.20 2077.35 0.00 238.92 2077.35 0.00 238.92 2077.35 Shear Values V fv Pv 1.48 35.06 170.00 0.00 0.00 0.00 1.48 35.06 272.00 0.00 0.00 0.00 1.48 35.06 272.00 0.00 0.00 0.00 2.67 63.40 272.00 0.00 0.00 0.00 1.48 35.06 272.00 0.00 0.00 0.00 1,48 35.06 272.00 0.00 0.00 0.00 0.89 21,04 272.00 0.00 0.00 0.00 0.89 21.04 272.00 Max. W Defl Location in Span 0,0000 0.000 Values in KIPS PROJECT SHEET NO. La Paloma Homes 17.G � STRUCTURAL JOB NO. U" 930,13 ITEM Roof Beams ENGINEERING DATE Oct. 2018 ENGINEER 8G \,! -zs 0. r- t 1 .4- � -�7 zd-6 tZ 139 (op",C, Fp R A, B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 IV Phone: 1-760-568-3553 Fax: 1-760-568-5681 Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Printed: 23 OCT 2018, 3:04PM -� des Igns 930-13.&C6 !! ! 1 rC: #::''LCW=0GU03989':" _ ::x�:� fra[s `?- `�a".1. ;� YMyYj?Pr ? s{x. Ps:l;ywL�. °k;r:"�,e:�:.�r'.��e. s•,'::5'.,�,:.;:r:�..' Build 10. f ICens3Bt}8 STRUGFURAL;3 NGINWB R1NC Description : Roof Beam RB7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination iBC 2015 Wood Species DouglasFir-Larch(North) Wood Grade No.1 Beam Bracing : Completely Unbraced Fb + 1,300.0 psi Fb - 1,300.0 psi Fc - Prll 925.0 psi Fc - Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi 0 6x10 Span = 12.50 ft E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend -xx 580.Oksi Density 30.580 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.1440, Lr = 0.120 , Tributary Width =1.0 ft, (Root) DESIGN SUMMARY 2=1 o Maximum Bending Stress Ratio = 0.60011 Maximum Shear Stress Ratio = 0.254 : 1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual = 779.36psi fv : Actual = 43.23 psi FB: Allowable = 1,297.90psi Fv : Allowable 170.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 6.250ft Location of maximum on span = 11,724 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.105 in Ratio= 1422>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.242 in Ratio= 620>=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 C d C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.339 0.143 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.39 1297.90 0.85 24.38 170.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.339 0.143 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.39 1297.90 0.85 24.38 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.600 0.254 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.37 779.36 1297.90 1.51 43.23 170.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.339 0.143 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.39 1297.90 0.85 24.38 170.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.535 0.227 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.79 694.37 1297.90 1.34 38.52 170.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 B.G. Structural Engineering, Inc. A0 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Printed: 23 OCT 2018, 3:04PM �� r i Lid:# :itW=tl60D3989:7k � i s fi�f:ti i� e sisr, iv rc i:s a�L'icensee:: B.G%.STRUCTUF3AL,.ENGIINEERIN( Description : Roof Beam RB7 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C I Cr Cm C t C L Moment Values M lb F'b V Shear Values tv Fv Length =12.50 ft 1 0.339 0.143 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.39 1297.90 0.85 24.38 170.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.212 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.39 2074.53 0.85 24.38 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 it 1 0.212 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.39 2074.53 0,65 24.38 272.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 it 1 0.335 0.142 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.79 694.37 2074.53 1.34 38.52 272.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 It 1 0.212 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.39 2074.53 0.85 24.38 272.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 ft 1 0.212 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.03 439.39 2074.53 0.85 24.38 272.00 +0.60D+0.60W+0.60H 1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.50 it 1 0.127 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.82 263.64 2074.53 0.51 14.63 272.00 -4601)+0.70E+0.601-1 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =12.50 It 1 0.127 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.82 263.64 2074.53 0.51 14.63 272.00 Overall Maximum Deflections Load Combination Span Max. " " Deft Location in Span Load Combination Max. W Defl Location in Span +p+Lr+H 1 0.2417 6.296 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXlmum 1.719 1.719 Overall MlNimum 0.750 0.750 +D+H 0.969 0.969 +D+L+H 0.969 0.969 +D+Lr+H 1.719 1.719 +D+S+H 0.969 0.969 +D+0.750Lr+0.750L+H 1.532 1.532 +D+0.750L+0.750S+H 0.969 0.969 +D+0.60W+H 0.969 0.969 +D+0.70E+H 0.969 0.969 +D+0.750Lr+0,750L+0.450W+H 1.532 1.532 +D+0.750L+0.750S+0.450W+H 0.969 0.969 +D+0.750L+0.750S+0.5250E+H 0.969 0.969 +0.60D+0.60W+0.60H 0.582 0.582 +0.60D+0.70E+0.60H 0.582 0.582 D Only 0.969 0.969 Lr Only 0.750 0.750 L Only S Only W Only E Only H Only B.G. Structural Engineering, Inc. so 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam RB8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination iBC 2015 Wood Species : Douglas Fir - Larch Wood Grade No.2 Beam Bracing : Completely Unbraced Project Title: La Paloma Homes Engineer: BG ?3 Project ID: 930.13 Project Descr: Printed: 23 OCT 2018, 3:06PM File = S:1E0AEZR-GWos designs 930. ywi . SOfAVafeCoovfiohl ENERCALC.INC- 19B3.201& Buiid:1t7.1 10.10 . Fb + 900 psi E: Modulus of Elasticity Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Fc - Perp 625 psi Fv 180 psi Ft 575 psi Density 31.21 pcf 4x14 Span = 16.50 ft Applied Loads ............. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0540, Lr = 0.060, Tributary Width =1.0 ft, (Roof) DESIGN SUMMARY ■ a Maximum Bending Stress Ratio = 0.550 1 Maximum Shear Stress Ratio = 0.160 : 1 Section used for this span 4x14 Section used for this span 4x14 fb : Actual 494.67psi fv : Actual 28.75 psi FB: Allowable 899.57psi Fv : Allowable 180.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.093 in Ratio= 2135>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.192 in Ratio = 1032>=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 C d C FN C i Cr C m C t C L M fb Fib V fv F'v +D+H 0.00 0.00 0.00 0.00 Length =16.50 It 1 0.284 0.082 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.18 255.41 899.57 0.46 14.85 180.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.284 0.082 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.18 255.41 899.57 0.46 14.85 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.550 0.160 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.22 494.67 899.57 0.89 28.75 180.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.284 0.082 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.18 255.41 899.57 0.46 14.85 180.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.483 0.140 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.71 434.85 899.57 0.78 25.28 180.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Printed: 23 OCT 2018, 3:06PM VIIQD{� Beam Description : Roof Beam RB8 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C I C r C m C t C L File = SAHAUR-GWos d"930-13,ec5Scttwarecn right ENERCkQ INC.19B3-2018 Moment Values Shear Values M Ib F'b V fv Fv Length =16.50 ft 1 0.284 0.082 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.18 255.41 899.57 0.46 14.85 180.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 It 1 0.178 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.18 255.41 1438.90 0.46 14.85 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 It 1 0.178 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.18 255.41 1438.90 0.46 14.85 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 it 1 0.302 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.71 434.85 1438.90 0.78 25.28 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 It 1 0.178 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.18 255.41 1438.90 0.46 14.85 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 It 1 0.178 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.18 255.41 1438.90 0.46 14.85 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 ft 1 0.107 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.31 153.25 1438.90 0.28 8.91 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.50 it 1 0.107 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.31 153.25 1438.90 0.28 8.91 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr+H 1 0.1917 8.310 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1,023 1.023 Overall MINimum 0.495 0.495 +D+H 0.528 0.528 +D+L+H 0.528 0.528 +D+Lr+H 1.023 1.023 +D+S+H 0.528 0.528 +D+0.750Lr+0.750L+H 0.900 0.900 +D+0.750L+0.750S+H 0.528 0.528 +D+0.60W+H 0.528 0.528 +D+0.70E+H 0.528 0.528 +D+0.750Lr+0.750L+0.450W+H 0.900 0.900 +D+0.750L+0.750S+0.450W+H 0.528 0.528 +D+0.750L+0.750S+0.5250E+H 0.528 0.528 +0.60D+0.60W+0.60H 0.317 0.317 +0.60D+0.70E+0.60H 0.317 0.317 D Only 0.528 0.528 Lr Only 0.495 0.495 L Only S Only W Only E Only H Only B.G. Structural Engineering, Inc. Project Title: La Paloma Homes 75-175 Merle Drive Engineer: BG rl Palm Desert, CA. 92211 Project ID: 930.13 ��/J Phone: 1-760-568-3553 Project Descr: Fax: 1-760-568-5681 Printed: 23 OCT 2018, 3:08PM -�:TOAEZR-Wos designs M 13,406 P1 Wood Lic::#:;;=;KV+1=06003989'' °F w:' + ' "r ism o-�1i`�y'� f� ' =�y�lieHn887a (13G 51'RUCTtJRAI:%'i~NGINEERINC Description : Roof Beam R89 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination IBC 2015 Wood Species : Douglas Fir - Larch (North) Wood Grade : No.1 Beam Bracing : Completely Unbraced Applied Loads Fb + Fb- Fc - Prll Fc - Perp Fv Ft 6x8 Span = 10.50 ft Beam self weight calculated and added to loads Uniform Load : D = 0.0540, Lr = 0.060 , Tributary Width =1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.3041 Section used for this span 6x8 fb : Actual 393.73psi FB: Allowable = 1,297.14psi Load Combination +D+Lr+H Location of maximum on span = 5.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Moment Values Max Downward Transient Deflection 0.053 in R Max Upward Transient Deflection 0.000 in R Max Downward Total Deflection 0.109 in R Max Upward Total Deflection 0.000 in R 1300 psi 1300 psi 925 psi 625 psi 170 psi 675 psi E; Modulus of Elasticity Ebend-xx 1600ksi Eminbend - xx 580ksi Density 30.59 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 2361 >=360 = 0 <360 = 1154>=180 = 0<180 = 0.122 :1 6x8 20.70 psi 170.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load_ Combinations Load Combination w ~ 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 fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.155 0.062 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.86 201.30 1297.14 0.29 10.58 170.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.155 0.062 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.86 201.30 1297.14 0.29 10.58 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.304 0.122 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.69 393.73 1297.14 0.57 20.70 170.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.50 ft 1 0.155 0.062 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.86 201.30 1297.14 0.29 10.58 170.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =10.50 ft 1 0.266 0.107 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.49 345.62 1297.14 0.50 18.17 170.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam RB9 Load Combination Max Stress Ratios Segment Length Span # M V Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Cd CFN Ci Cr Cm C t CL Length =10.50 ft 1 0.155 0.062 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H 0.645 0.330 0.330 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.097 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 0.198 0.330 0.330 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.097 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 0.00 0.00 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.167 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 0.29 10.58 272.00 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.097 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 0.00 0.52 120.78 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.097 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.058 0.023 1.60 1.000 1.00 1.00 1,00 1.00 1.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.50 ft 1 0.058 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+Lr+H 1 0.1092 5.288 Vertical Reactions Load Combination Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support notation : Far left is #1 Support 1 Support 2 0.645 0.645 0.315 0.315 0.330 0.330 0.330 0.330 0.645 0.645 0.330 0.330 0.566 0.566 0.330 0.330 0.330 0.330 0.330 0.330 0.566 0.566 0.330 0.330 0.330 0.330 0.198 0.198 0.198 0.198 0.330 0.330 0.315 0.315 Max, "+" Defl Location in Span 0.0000 0.000 Values in KIPS Printed: 23 OCT 2018, 3:08PM File= S:IEOAUR-Wos designs 930.13.ec6 . softvrarecopyrghI ENERCALC, INC.1983-2018, Build:10.18.10.10 . Moment Values Shear Values M fb Fb V fv Fv 0.86 201.30 1297.14 0.29 10.58 170.00 0.00 0.00 0.00 0.00 0.86 201.30 2072,50 0.29 10.58 272.00 0.00 0.00 0.00 0.00 0.86 201.30 2072.50 0.29 10.58 272.00 0.00 0.00 0,00 0.00 1.49 345.62 2072.50 0.50 18.17 272.00 0.00 0.00 0.00 0.00 0.86 201.30 2072.50 0.29 10.58 272.00 0.00 0.00 0.00 0.00 0.86 201.30 2072.50 0.29 10.58 272.00 0.00 0.00 0.00 0.00 0.52 120.78 2072.50 0,17 6.35 272.00 0.00 0.00 0.00 0.00 0.52 120.78 2072.50 0.17 6.35 272.00 Max, "+" Defl Location in Span 0.0000 0.000 Values in KIPS PROJECT La Paloma Homes REM Roof Beams B G STRUCTURAL ENGINEERING d'5:� 6 �' 61_�' IZ..M-1 t t �1�4K4 SHEET NO, JOB NO. 930.13 DATE Oct. 2018 ENGINEER BG Or !v?jl h lv 31 K ddq B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 r Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Printed: 23 OCT 2018, 3:10PM hie = A thu tzK-Wos aWyns aau-sax6v . SoRware oDpyraht ENERCALC, ] No. 1983-2018, Build: 10.18.10.10 . Description : Roof Beam RB10 0.134: 1 Beam self weight calculated and added to loads 6x6 CODE REFERENCES _ Fv : Allowable = Maximum Bending Stress Ratio = Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Section used for this span 6x6 Load Combination Set: IBC 2015 470.67 psi FIB: Allowable = 1,300.00psi Material Properties +D+Lr+H Location of maximum on span = 4.250ft Analysis Method: Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination IBC 2015 Fb - Fc - Prll 1,300.0 psi 925.0 psi Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Wood Species Douglas Fir - Larch (North) Fc - Perp Fv 625.0 psi 170.0 psi 1.00 Wood Grade No -1 Ft 675.0 psi Density 30.590 pcf Beam Bracing : Completely Unbraced 1300.00 0.46 _ 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.182 0.067 1.00 1.000 1.00 1.00 6x6 1.00 1.00 Span = 8.50 ft Applied Loads 0.134: 1 Beam self weight calculated and added to loads 6x6 Uniform Load: D = 0.0540, Lr = 0.060, Tributary Width =1.0 ft, (Roof) DESIGN SUMMA R Y Fv : Allowable = Maximum Bending Stress Ratio = 0.3621 Section used for this span 6x6 fb : Actual = 470.67 psi FIB: Allowable = 1,300.00psi Load Combination +D+Lr+H Location of maximum on span = 4.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Length = 8.50 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.134: 1 Section used for this span 6x6 fv : Actual = 22.79 psi Fv : Allowable = 170.00 psi Load Combination +D+Lr+H Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Max Downward Transient Deflection 0.058 in Ratio= Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.117 in Ratio= Max Upward Total Deflection 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 1755 >=360 0 <360 874>=180 0<180 Segment Length Span # M V C d C FN C i Cr C m C t C L +D+H 1300.00 0.23 11.43 170.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.182 0.067 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+L+H 1.09 470.67 1300.00 0.46 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.182 0.067 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 0.00 0.00 0.95 412.04 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.362 0.134 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.182 0.067 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.317 0.117 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Moment Values M fb Fb V Shear Values fv Fv 0.00 0.00 0.00 0.00 0.55 236.17 1300.00 0.23 11.43 170.00 0.00 0.00 0.00 0.00 0.55 236.17 1300.00 0.23 11.43 170.00 0.00 0.00 0.00 0.00 1.09 470.67 1300.00 0.46 22.79 170.00 0.00 0.00 0.00 0.00 0.55 236.17 1300.00 0.23 11.43 170.00 0.00 0.00 0.00 0.00 0.95 412.04 1300.00 0.40 19.95 170.00 0.00 0.00 0.00 0.00 B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 y Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description: Roof Beam RB10 Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Load Combination Max Stress Ratio_ s Support 2 Overall MAXimum 0.512 0.512 Overall MINlmum 0.255 0.255 Segment Length Span # M V Cd C FN C i Cr C m C t CL Length = 8.50 It 1 0.182 0.067 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H +D+0.70E+H 0.257 0.257 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.114 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 0.257 Lr Only 0.255 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.114 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 0.00 0.00 0.33 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.198 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.114 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.114 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.068 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.068 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+Lr+H 1 0.1165 4.7.51 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.512 0.512 Overall MINlmum 0.255 0.255 +D+H 0.257 0.257 +D+L+H 0.257 0.257 +D+Lr+H 0.512 0.512 +D+S+H 0.257 0.257 +D+0.750Lr+0.750L+H 0.448 0.448 +D+0.750L+0.750S+H 0.257 0.257 +D+0.60W+H 0.257 0.257 +D+0.70E+H 0.257 0.257 +D+0.750Lr+0.750L+0.450W+H 0.448 0.448 +D+0.750L+0.750S+0.450W+H 0.257 0.257 +D+0.750L+0.750S+0.5250E+H 0.257 0.257 +0.60D+0.60W+0.60H 0.154 0.154 +0.60D+0.70E+0.60H 0.154 0.154 D Only 0.257 0.257 Lr Only 0.255 0.255 L Only 0.00 S Only 0.00 0.00 W Only 236.17 2080.00 E Only 11.43 272.00 H Only 0.00 al Printed: 23 OCT 2018, 3:10PM File = SAE0AEZR-GWos designs 930.13.w6 . Software cop00t ENERCALC, INC. 1983-2016, Build: Ia18.10.10 . Moment Values M fb Fb Shear Values _ V fv Fv 0.55 236.17 1300.00 0.23 11.43 170.00 0.00 0.00 0.00 0.00 0.55 236.17 2080.00 0.23 11.43 272.00 0.00 0.00 0.00 0.00 0.55 236.17 2080.00 0.23 11.43 272.00 0.00 0.00 0.00 0.00 0.95 412.04 2080.00 0.40 19.95 272.00 0.00 0.00 0.00 0.00 0.55 236.17 2080.00 0.23 11.43 272.00 0.00 0.00 0.00 0.00 0.55 236.17 2080.00 0.23 11.43 272.00 0.00 0.00 0.00 0.00 0.33 141.70 2080.00 0.14 6.86 272.00 0.00 0.00 0.00 0.00 0.33 141.70 2080.00 0.14 6.86 272.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Beam Description : Roof Beam RB 11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Load Combination 113C 2015 Wood Species Douglas Fir - Larch Wood Grade No -2 Beam Bracing : Completely Unbraced 1 Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Printed: 23 OCT 2018, 3:12PM He = SAWEN-Wos designs 930.1 IM6 . IERCALC. INC. 1983-2016. Build: 10.18.10.10 . Fb + 900 psi E: Modulus of Elasticity Fb - 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Fc - Perp 625 psi Fv 180 psi Maximum Bending Stress Ratio = Ft 575 psi Density 31.21 pcf 44 Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1980, Lr = 0.220, Tributary Width =1.0 ft, (Roof) DESIGN SUMMARY Max Stress Ratios Maximum Bending Stress Ratio = 0.5891 Maximum Shear Stress Ratio = 0.348 : 1 Section used for this span 4x4 Section used for this span 4x4 fb : Actual 794.71 psi fv : Actual 62.60 psi FB: Allowable 1,350.00psi Fv: Allowable = 180.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection +D+H Max Downward Transient Deflection 0.020 in Ratio= 1786>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.039 in Ratio= 934>=180 0.00 Max Upward Total Deflection 0.000 in Ratio= 0<180 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V, C d C FN C i Cr C m C t C L M fb F'b V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 3.0 It 1 0.281 0.166 1.00 1.500 1.00 1.00 1.00 1.00 1,00 0.23 379.08 1350.00 0.24 29.86 180.00 +D+L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.281 0.166 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.23 379.08 1350.00 0.24 29.86 180.00 +D+Lr+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.589 0.348 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.47 794.71 1350.00 0.51 62,60 180.00 +D+S+H 1.500 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 3.0 ft 1 0.281 0.166 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.23 379.08 1350.00 0.24 29.86 180.00 +D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.512 0.302 1.00 1.500 1.00 1.00 1.00 1.00 1.00 0.41 690.80 1350.00 0.44 54.42 180.00 +D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Seam Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: ...................... Printed: 23 OCT 2018, 3:12PM File ` SAE0AEZR-Gyri designs 530-13.ec6 . Software copyright EWERCALC, IHC. 1983.2018, Build :10.18.10.10 . Description : Roof Beam RBI 379.08 1350.00 0.24 29.86 180.00 Load Combination Max Stress Ratios 0.00 0.00 0.00 0.23 379.08 2160.00 Segment Length Span # M V C d C FN C i Cr C m C t CIL Length = 3.0 ft 1 0.281 0.166 1.00 1.500 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H 0.00 1.500 1.00 1.00 1.00 1.00 1.00 Length --'3.0 ft 1 0.176 0.104 1.60 1.500 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 0.23 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.176 0.104 1.60 1.500 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 29.86 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.320 0.189 1.60 1.500 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 0.00 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.176 0.104 1.60 1.500 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.176 0.104 1.60 1.500 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.105 0.062 1.60 1.500 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.500 1.00 1.00 1.00 1.00 1.00 Length = 3.0 It 1 0.105 0.062 1.60 1.500 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "= De8 Location in Span Load Combination +D+Lr+H 1 0.0385 1.511 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Ove-rall MAXimum 0.631 0.631 Overall MlNimum 0.330 0.330 +D+H 0.301 0.301 +D+L+H 0.301 0.301 +D+Lr+H 0.631 0.631 +D+S+H 0.301 0.301 +D+0.750Lr+0.750L+H 0.548 0.548 +D+0.750L+0.750S+H 0.301 0.301 +D+0.60W+H 0.301 0.301 +D+0.70E+H 0.301 0.301 +D+0.750Lr+0.750L+0.450W+H 0.548 0.548 +D+0.750L+0.750S+0.450W+H 0.301 0.301 +D+0.750L+0.750S+0.5250E+H 0.301 0.301 +0.60D+0.60W+0.60H 0.181 0.181 +0.60D+0.70E+0.60H 0.181 0.181 D Only 0.301 0.301 Lr Only 0.330 0.330 L Only S Only W Only E Only H Only Moment Values Shear Values M fb F'b V tv Pv 0.23 379.08 1350.00 0.24 29.86 180.00 0.00 0.00 0.00 0.00 0.23 379.08 2160.00 0.24 29.86 288.00 0.00 0.00 0.00 0.00 0.23 379.08 2160.00 0.24 29.86 288.00 0.00 0.00 0.00 0.00 0.41 690.80 2160.00 0.44 54.42 288.00 0.00 0.00 0.00 0.00 0.23 379.08 2160.00 0.24 29.86 288.00 0.00 0.00 0.00 0.00 0.23 379.08 2160.00 0.24 29.86 288.00 0.00 0.00 0.00 0.00 0.14 227.45 2160.00 0.15 17.92 288.00 0.00 0.00 0.00 0.00 0.14 227.45 2160.00 0.15 17.92 288.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS PROJECT SHEET NO. SD( La Paloma Homes B.G. STRUCTURAL JOB HO, 930.13 ITEM Columns ENGINEERING OATS Oct. 201t ENGINEER �Cp L.v "•st5 �t- 61�, I- , I- s7 - 1A L1, e +, G P Vk B.G. Structural Engineering, Inc. ARA 75-175 Merle Drive Project Title: Engineer: La Paloma Homes BG Palm Desert, CA. 92211 Protect ID: 930.13 Phone: 1-760-568-3553 Project Descr: Fax: 1-760-568-5681 Printed: 23 OCT 2018, 3:18PM Wood Column File = SftE0AF.2R�-Glrias designs 930.13.ec6 . Software copyright ENERCALC, INC. 1983.2018, Build-0.18.10.10 . n�na o Description : Column C1 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn ( Used for non-slender calculations ) Exact Width 3.50 in Allow Stress Modification Factors Wood Species DouglasFir-Larch(North) Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.1 Area 12.250 in^2 Ci or Cv for Compression 1.150 Fb + 1,200.0 psi Fv 170.0 psi Ix 12.505 in A4 Cf or Cv for Tension 1.50 Fb - 1,200.0 psi Ft 825.0 psi l y ^ 12.505 inA4 Cm : Wet Use Factor 1.0 Fc - Prll 1,000.0 psi Density P Y 31.570 cf P 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 15J2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling about X-X Axis Y-Y (depth) axis: Unbraced Length for Y-Y Axis buckling = 8 it, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 21.485 lbs ' Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, D = 0.5280, Lr = 0.4950 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1583 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+Lr+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fd Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 It Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.044 k for load combination: nla Applied Mx Applied My 0.0 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Fc: Allowable 538.75 psi for load combination : nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bendinn Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load 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 1.000 0.468 0.08326 PASS O.Oft 0.0 PASS 8.0 ft +D+L+H 1.000 0.468 0.08326 PASS O.Oft 0.0 PASS 8.0 ft +D+Lr+H 1.000 0.468 0.1583 PASS O.Oft 0.0 PASS 8.0 ft +D+S+H 1.000 0.468 0.08326 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.000 0.468 0.1395 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.000 0.468 0.08326 PASS O.Oft 0.0 PASS 8.0 It +D+0,60W+H 1.600 0.315 0.07730 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+H 1.600 0.315 0.07730 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.315 0.1295 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0,750L+0.750S+0.450W+H 1.600 0.315 0.07730 PASS O.Oft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.315 0.07730 PASS O.Oft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 0.315 0.04638 PASS O.Oft 0.0 PASS 8.0 ft B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA.. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Column Description : Column C1 Load Combination Results Load Combination C D C P +0.60D+0.70E+0.601-1 1.600 0.315 Maximum Reactions Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: Printed: 23 OCT 2018, 3:1 BPM Fie = S.AE0AEIR-G1dvs designs 930.13,ec6 . Software copyright ENERCALC, INC. 1983-2018, Buft10.18,10.10 . Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.04638 PASS 0.0 ft X -X Axis Reaction k Y -Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top +D+H ............. +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L40.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations Axial Reaction @ Base 0.549 0.549 1.044 0.549 0.921 0.549 0.549 0.549 0.921 0.549 0.549 0.330 0.330 0.549 0.495 Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 8.0 ft Note: Only non -zero reactions are listed. _ My - End Moments k -ft Mx - End Moments @ Base @ Top @ Base @ Top Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 It 0.000 In 0.000 It +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+S+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.60W+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.000 In 0.000 It +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.000 in 0.000 It +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 In 0.000 It 0.000 in 0.000 It Lr Only 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 It 0.000 in 0.000 It S Only 0.0000 in 0.000 It 0.000 in 0.000 It W Only 0.0000 in 0.000 It 0.000 in 0.000 It E Only 0.0000 in 0.000 It 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Column Description : Column C1 Sketches c 0 M 3.50 in +X Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: 35 Printed: 23 OCT 2018, 3:1 SPM File= S:lE&ZN-GVW designs 930-13.ec6 . Soflya:e copyngbt ENERCALC. INC. 1902016, ouild:10.18.10.10 . B.G. Structural Engineering, Inc. Project Title: La Paloma Homes / 75-175 Merle Drive Engineer: BG Palm Desert, CA. 92211 Project ID: 930.13 Phone: 1-760-568-3553 Project Descr: Fax: 1-760-568-5681 Printed: 23 OCT 2018, 3:19PM -- Wood Column File =SAEOAEdR-Gtrfosdesigns930.13.ec& . Software 000rydahiENERCALC, INC. 1983.2018.8uild:10.18.10.10 . Description : Column C2 Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10 ft Wood Member Type Sawn ( Used for non -slender calculations ) Exact Width 3.50 in Allow Stress Modification Factors Wood Species DouglasFir-Larch(North) Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.1 Area 19.250 in^2 Cf or Cv for Compression 1.10 Fb + 1,200.0 psi Fv p 170.0 psi p Ix 48.526 in^4 Cf or Cv for Tension 1.30 Fb - 1,200.0 psi Ft 825.0 psi Iy 19.651 in^4 Cm : Wet Use Factor 1.0 Fc - Prll 1,000.0 psi Density 31.570 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 /vDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns : X -X (width) axis: Fully braced against buckling about X -X Axis Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling =10 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 42.203 lbs * Dead Load Factor AXIAL LOADS .. . Axial Load at 10.0 ft, D = 2.094, Lr = 2.280 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3171 :1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+Lr+H Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X -X 0.0 k Bottom along X -X 0.0 k Location of max,above base 0.0 ft Maximum SERVICE Load Lateral Deflections .. . At maximum location values are ... Along Y -Y 0.0 in at 0.0 ft above base Applied Axial 4.416 k for load combination : n/a Applied Mx 0.0 k -ft Applied 0.0 Along X -X 0.0 in at 0.0 ft above base Fc: Allowable si 723.49 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bendin❑ Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load 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 1.000 0.658 0.1534 PASS 0.0 ft 0.0 PASS 10.0 ft +D+L+H 1.000 0.658 0.1534 PASS 0.0 ft 0.0 PASS 10.0 ft +D+Lr+H 1.000 0.658 0.3171 PASS O.Oft 0.0 PASS 10.0 ft +D+S+H 1.000 0.658 0.1534 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+H 1.000 0.658 0.2762 PASS O.Oft 0.0 PASS 10.0ft +D+0.750L+0.750S+H 1.000 0.658 0.1534 PASS 0.0 ft 0.0 PASS 10.0ft +D+0.60W+H 1.600 0.480 0.1313 PASS 0.0 ft 0.0 PASS 10.Oft +D+0.70E+H 1.600 0.480 0.1313 PASS O.Oft 0.0 PASS 10.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.480 0.2364 PASS 0.0 ft 0.0 PASS 10.0 ft +D+0,750L+0.750S+0.450W+H 1.600 0.480 0.1313 PASS 0.0 ft 0.0 PASS 10.0ft +D+0.750L+0.750S+0.5250E+H 1.600 0.480 0.1313 PASS 0.0ft 0.0 PASS 10.0ft +0.60D+0.60W+0.60H 1.600 0.480 0.07877 PASS 0.0 ft 0.0 PASS 10.0 ft B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Wood Column Description : Column C2 Load Combination Results Load Combination +0.60D+0.70E+0,60H Maximum Reactions Load Combination Project Title: La Paloma Homes Engineer: BG Protect ID: 930.13 Project Descr: 37 Printed: 23 OCT 2018, 3:19PM File=S.,0AEZR-GVioB designs UN -1 JAM . Software cooYright ENERCALC. INC. 1983.2018, 90 610,18.10.10 . +D+H Maximum Axial + Bending Stress Ralios Maximum She r Ralios C D C P Stress Ratio Status Location Stress Ratio Status Location 1.600 0.480 0.07877 PASS O.Oft 0.0 PASS 10.0ft +D+0.60W+H 2.136 Note: Only non -zero reactions are listed. X -X Axis Reaction k Y -Y Axis Reaction Axial Reaction My - End Moments k -ft Mx - End Moments @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 2.136 +D+L+H 2.136 +D+Lr+H 4.416 +D+3+H 2.136 +D+0.750Lr+0.750L+H 3.846 +D+0.750L40.750S+H 2.136 +D+0.60W+H 2.136 +D+0.70E4H 2.136 +D+0.750Lr40.750L+0.450W+H 3.846 +D+0.750L+0.750S+0.450W+H 2.136 +D+0.750L+0.750S+0.5250E+H 2.136 +0.60D40.60W+0.60H 1.262 +0.60D+0.70E+0.60H 1.282 D Only 2.136 Lr Only 2.280 L Only 0.000 ft S Only 0.000 It W Only 0.0000 in E Only 0.000 in H Only +D+0.60W+H Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection . Distance +D+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr4O.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 it 0.000 in 0.000 It 40.60D+0.60W+0.60H 0.0000 in 0.000 it 0.000 in 0.000 it 40.60D+0.70E+0.60H 0.0000 in 0.000 it 0.000 in 0.000 ft D Only 0.0000 in 0.000 It 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 It 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 It 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 it B.G. Structural Engineering, Inc. 75-175 Merle Drive Palm Desert, CA. 92211 17 Phone: 1-760-568-3553 Fax: 1-760-568-5681 Description Sketches Column C2 C 0 Lr} to 3.50 in Project Title: La Paloma Homes Engineer: BG Project ID: 930.13 Project Descr: 4371k Printed: 23 OCT 2018, 3:1 SPM PROJECT SHEET NO. La Paloma Homes B.G. STRUCTUGAL JOB N0. ITEM Foundations -ENGINEERING DATE ENGINEER lc:�_r 2_ `— G -+ -:5� PROJECT --- - - �_• .~ - _ - - - -- SHEET No. G D LA POLAMA HOMES B . G . J0B "° (54-680 AVENIDA JUAREZ) ' 930.13 ITEM MLATERAL (MAP) STRUCTURAL ENGINEERINGENGINEER 11-12-2018 11 1BRIAN GOTTLIEB 7• 5,75' r I® I ---'--------- -- -- -- L — J � I f MASTERIBATH I 10'-0" LG, COVERED I MASTER I PATIO I BEDROOM I 10'-0" CLG. I 10'-0" CLG. MSTR. I CL„O10' cLGI 10'-x' `�' I ' I I I I I I ,6 I I BEDROOM 2 I I 10'-0" CLG. DINING ROOM KITCHEN I 10'-0" C G. - 10'-0" CLG.- ,'-a• I I I n I ALLWAY I 10'-0" CLG. ■I � I E I � I '0 I I I BA H 2 1 10'- CLG. I I I I I � —J I I � BEL BEDROOM 3 QZD I� I LIVING ROOM I 10'-0" CLG. L I 12'-0" CLG. I r I LAUNDRY 10'-0" CLG. I FOYER I12'-0" CLG. f ■ . ...- .- • • a �■ I I ' 1 / I K I ca�COVERED I � PATI ENTRY I 10'-3" CL G.r - , 10'-6" CLG. IF - GARAGE LI I g'-0" CLG a 5ss flexIll 6, 1 I j x � 1M1 B F Z 10/23/2018 Design Maps Summary Report IISGS Design Maps Summary Report User—Specified Input Report Title La Paloma Homes Tue October 23, 2018 22:55:58 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.651020N, 116.31668°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Indi /. - _ 2CtR ' •`i. :. � ��F' 1,j,;,.,"�Co.�cllella` r�£::' La ClulnAlffmt 131,.j I :. `l,'.0-� .�------•-- ,1-- RsjniAifpoil. ' `tit `r I _ .� :r! •�:fir,. ::c: - -.. :x • .�:! _I•" USGS-Provided Output SS = 1.500 g SMS = 1.500 g SDs = 1.000 g S1 = 0.600 g SM1 = 0.900 g Sol = 0.600 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. TUCE1t Response Spectnim IJ.s 1.5o 135 1lJS ry 4.svJ U �5 4!r_� 4,15 - r -N 0.3170 4.15 OJ"YJ 0J YJ n:77 CI.kJ U,f{ DWI D-0 I :31 1,10 1W IM 3I_L. Pcrii.w 1' {SOC) DesLm Reponse Spertnim 1.14 059 WIN 4.77 �j 4.55 044 433 4.22 OfU i �f0 4.1, Q,J4 U.fi9 4NJ LW 1:37 1.14 ItO I11P 2fx? Per6d, `!(' {SCC) GI I Although this information is a product of the U.S, Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter https:HprodO2-earthq uaka.cr.usg s.g oVdesig nmaps/us/summaryphp?template=minimal&latitude=33.65102&long itude=-116.31668&si teclass=3&riskcateg ory=0&... 1/2 L/V MecaWind Pro v2.2.7.5 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenternrises.com Date 10/23/2018 Project No. 930.13 Company Name B.G. Structural Engineering, I Designed By BG Address 75-175 Merle Drive Description La Paloma Homes City Palm Desert Customer Name State CA. Proj Location La Quinta, CA. File Location: J:\Jobs\Rios Designs\930.13 La Paloma Homes 1 & 2\930.13 Wind l.wnd Input Parameters: Envelope Procedure per ASCE 7-10 Chapter 28 Part 1 Basic Wind Speed(V) 127.00 mph Structural Category - II Exposure Category = C Natural Frequency N/A Flexible Structure = No Importance Factor 1.00 Kd Directional Factor = 0.85 Alpha =• 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am a 0.15 Bm = 0.65 Cc 0.20 1 = 500.00 ft Epsilon 0.20 Zmin = 15.00 ft Pitch of Roof - 0 : 12 Slope of Roof(Theta) _ .00 Deg h: Mean Roof Ht = 10.00 ft Type of Roof FLAT RHt: Ridge Ht = 10.00 ft Eht: Eave Height = 10.00 ft OH: Roof Overhang at Eave= .00 ft Overhead Type = No Overhang Bldg Length Along Ridge = 70.00 ft Bldg Width Across Ridge= 40.00 ft Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)"0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*(-(B+Ht)/Lzm)^0.63))"0.5 0.93 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Low Rise Bldg Provisions per Fig. 28.4-1: MWFRS Load Case A All pressures shown are based upon ASD Design, with a Load Factor of 6 Load Case A 1-J3 BSc A I ❑MOU Transverse Direction BUILDING GCpf +GCpi -GCpi qh Min P Max P Surface pef pef pef 1 0.40 0.18 -0.18- - 17.88 3.93 --- 10.37 2 -0.69 0.18 -0.18 17.88 -15.56 -9.12 3 -0.37 0.18 -0.18 17.88 -9.83 -3.40 4 -0.29 0.18 -0.18 17.88 -8.40 -1.97 1E 0.61 0.18 -0.18 17.88 7.69 14.13 2E -1.07 0.18 -0.18 17.88 -22.35 -15.91 3E -0.53 0.18 -0.18 17.88 -12.69 -6.26 4E -0.43 0.18 -0.18 17.88 -10.91 -4.47 1T * * * * .00 .00 2T * * * * .00 .00 3T * * * * .00 .00 4T * * * * .00 .00 Low Rise Bldg Provisions per Fig. 28.4-1: MWFRS Load Case B A11 pressures shown are based upon ASD Design, with a Load Factor of .6 ani Load Case B Case 13 T 11,101, Longitudinal Diredon BUILDING GCpf +GCpi -GCpi qh Min P Max P Surface pef pef pef 1 -0,45 0-18 ^- -0.18 17.88 -11.26 -4.83 2 -0.69 0.18 -0.18 17.88 -15.56 -9.12 3 -0.37 0.18 -0.18 17.88 -9.83 -3.40 4 -0.45 0.18 -0.18 17.88 -11.26 -4.83 5 0.40 0.18 -0.18 17.88 3.93 10.37 6 -0.29 0.18 -0.18 17.88 -8.40 -1.97 lE -0.48 0.18 -0.18 17.88 -11.80 -5.36 2E -1.07 0.18 -0.18 17.88 -22.35 -15.91 3E -0.53 0.18 -0.18 17.88 -12.69 -6.26 4E -0.48 0.18 -0.18 17.88 -11.80 -5.36 5E 0.61 0.18 -0.18 17.88 7.69 14.13 6E -0.43 0.18 -0.18 17.88 -10.91 -4.47 1T * * * * .00 .00 2T * * * * .00 .00 3T + * * * .00 .00 4T * + * + .00 .00 5T * * + * .00 .00 6T * * * + .00 .00 Figure 28.4-1 - Low -Rise Wal And Roof Figure Notes: Notes: 1) Pressure = qh * (GCPf - (+/- GCpi)), only max value shown 2) For Torsional Load Cases, the zones are designated with a "T". The pressures(Min P & Max P) are 25% of the full design wind pressures(Ld Case 1T=25%*l(ld case 1),2T=25%*2,3T=25%*3,4T=25%*4). Exceptions to Torsional Load Cases: One story buildings with mean roof height<=30 ft(9.1m), buildings with two stories or less framed with light frame construction, and buildings two stories or less designed with flexible diaphragms need not be designed for the Torsional Load Cases. (Note 5 of Figure 6-10) Wind Pressure on Components and Cladding (Ch 30 Part 1) Roof=shomi 2; 1 1 :2 4 1Z"tills f' Gable Roof 8 3 a All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" _ = 4.00 ft Description Width Span Area Zone Max Min Max P Min P ft ---------------------------- ft ft"2 GCp GCp pef pef Zone 1 1.00 1.00 1.0 1 ------------------------ 0.30 -1.00 9.60 -21.09 Zone 2 1.00 1.00 1.0 2 0.90 -1.80 19.31 -35.39 Zone 3 1.00 1.00 1.0 3 0.90 -1.80 19.31 -35.39 Zone 4 1.00 1.00 1.0 4 0.90 -0.99 19.31 -20.91 Zone 5 1.00 1.00 1.0 5 0.90 -1.26 19.31 -25.74 Khcc:Comp. & Clad. Table 6-3 Case 1 - 0.85 Qhcc:.00256*V"2*Khcc*Kht*Kd - 17.88 psf Parapets Components & Cladding (Ch 30 Part 4, Para 30.7.1.2) Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF =1.000), Topographic Factor (Kzt = 1.00) and Reduction Factor (RF - 1.0). The effective area for the parapet is 10 sq ft (0.929 sq m) to be conservative, which makes the Reduction Factor 1. j1ll P1 N Windward pan. pot Load Case A Lomarra pampet Lood Case B Case A - Apply Positive Wall Pressure to Front & Negative Roof Pressure to Back. pl: Positive Wall Pressure on Front of Parapet (Zone 4) = 18.96 psf pl: Positive Wall Pressure on Front of Parapet (Zone 5) = 18.96 psf p2: Negative Roof Pressure on Back of Parapet (Zone 2) = -43.55 psf p2: Negative Roof Pressure on Back of Parapet (Zone 3) = -59.36 psf Case B - Apply Positive Wall Pressure to Back & Negative Wall Pressure to the Front. p3: Positive Wall Pressure on Back of Parapet (Zone 4) = 18.96 psf p3: Positive Wall Pressure on Back of Parapet (Zone 5) = 18.96 psf p4: Negative Wall Pressure on Back of Parapet (Zone 4) = -18.96 psf p4: Negative Wall Pressure on Back of Parapet (Zone 5) = -34.77 psf 1-13 Pro'ect Name: La Paloma Homes - 930.13 Address: 54-680 Avenida Juarez, La Quinta, CA. 92253 LOADS: Roof 1 : DEAD LOADS: 25.50 PSF Roof 2 : DEAD LOADS: 1.05 Pitch = 4:12 Pitch = 0.25:12 20.00 PSF Roofing 12.50 PSF Roofing 5.00 PSF 5/8" Sheathing 2.00 5/8" Sheathing 2.00 Framing 3.00 Trusses at 24" o/c 3.00 Insulation 2.00 Insulation 2.00 GWB Ceiling 4.00 GWB Ceiling 4.00 Misc. 2.00 Misc. 2.00 DL= 25.50 PSF Slope Correction = 1.05 DL= 26.88 PSF LL= 20.00 PSF TL= 46.88 PSF WALLS: Exterior Wall: DEAD LOADS: DL= 18.00 PSF Slope Correction = 1.00 DL= 18.00 PSF LL= 20.00 PSF TL= 38.00 PSF Interior Wall: DEAD LOADS: Stucco 10.00 PSF (2)-1/2" GWB 5.40 PSF 2x6 Studs @ 16" o/c 1.60 2x6 Studs @ 16" o/c 1.60 1/2" Shear Sheathing 1.50 1/2" Shear Sheathing 1.50 1/2" GWB 2.20 Misc. 1.50 Insulation 0.60 Misc. 1.10 DL= 17.00 PSF DL= 10.00 PSF A0 Proiect Name: _La Paloma Homes_ - 930.13 Address: 54-680 Avenida Juarez, La Quinta, CA. 92253 LATERAL LOADING 2016 CBC SEISMIC Ht. Abv.Gnd.(Ft) = 10 1= 1.00 "R" Factor = 6.5 Site Class = D Latitude = 33.651 Longitude = -116.317 Occupancy Catetory = 11 Ss = 1.5 S1 = 0.6 BASE SHEAR Per ASCE7 Eq. 12.8-2 Cs = 0.154 Not to exceed - Per ASCE7 Eq. 12.8-3 Cg = 0.821 Not less than - Per ASCE7 Eq. 12.8-6 Ce = 0.010 Use- 0.010 Cu = 1.4 C1= 0.02 x = 0.75 Ta = 0.112 TL = 8 p = 1.3 Fa = 1 Fv = 1.5 GOVERNS SDS:-- 1.000 SDC (SDs) = D Sol = 0.600 SDC (SD,) = D USE: SDC = D 0.154 STRENGTH DESIGN 0.110 WORKING STRESS DESIGN (DIVIDE BY 1.4) Level I Wpx Hi Wi*Hi % Vi i pVi A pvi (psf RF 74.85K 10' 748.5'K I 1.000 8.23 10.69 2665 4.01 I MIS= /4.8bK MS.b 'K 1.000 U.ZJK 1U.0fd11 Project Name: La Paloma Homes - 930.13 Address: 54-680 Avenida Juarez, La Quinta, CA. 92253 2016 GSC WIND Max. Wind Load = 22.35 psf (Refer to wind load calcs.attached) NIS Direction: Wind Areas: Level = RF I (Sq. FQ Al 320.00 A2 0.00 F A2 A3 0.00 F A3 A41 0.00 F A4 Wind Force• Level = RF I (Lbs.) F Al 7680 F A2 0 F A3 0 F A4 0 Total = 7680 EIW Direction• Wind Areas: Level =1 RF (Sq. Ft.) Al 560.00 A2 0.00 A3 0.00 A4 0.00 Wind Force: Level = RF (Lbs.) F Al 13440 F A2 0 F A3 F A41 0 0 USE Wind Unit Load = 24psf 7.68K SEISMIC GOVERNS Total = 13440 0 0 13.44K WIND GOVERNS SEISMIC WEIGHTS: SEISMIC AREAS (sq. ft.) TOTAL = OC..• o�00000 Exterior Walls: RF H L I A 5 _ _ 6 0 _ 157 38 72 - — 785.0 228.0 0.0 0.0 TOTAL = 1013 SF Interior Walls: 0 RF H I L i A 47980 5151 1 755.0 0 6 :15_ 210.0 17.00 0 274 0.0 9650 f 0.0 TOTAL = 965 SF SE=ISMIC WEIGHTS: RF Roof 1: Roof 2: Roof 3: Roof 4: Ext. Walls: Int. Walls: A I w (Psf) wi 0 26.88 0 2665 18.00 47980 0 16.00 0 0 21.00 0 1013 17.00 17221 965 10.00 9650 moor l otai = ►a,uo-j iDs. SHEAR WALLS: Level = RF Unit Load = 4.01 nsf Sria= i on LineI 1 Tnb. Area Shear Ibs Above (IbV 600 2407 j Total Ips en th s 2407 12.59 v I 191.2 Use SW # 2 HD segment length 3 Wrrn I 198 F-A-dd-71 wall (ps-g.point 17 load I Wall Hqt.j 0 12 I OTM 6700 V 0.46'D Factored I RM I 1 788 Uplift 2362 Use HDU2 2 100 401 401 4,00 100.3 3 4 180 17 0 10.25 4113 1304 784 HDU5 3 1370 5497 5497 46.75 117.6 1 I 14 432 17 0 12 19048 26660 -582 N/A 4 770 3090 3090 35.75 86.4 1 6 198 17 0 10 4753 2560 431 N/A 5 6 7 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 0.0 0.0 0.0 1 1 1 0 0 0 0 0 0 17 17 17 0 0 0 8 10 9 0 0 0 0 0 0 0 0 0 N/A N/A N/A 8 9 0 0 0 0 0 1.00 1.00 0.0 0.0 1 1 0 0 j 0 0 17 17 0 0 9 10 0 0 0 0 0 I 0 N/A N/A 10 ao 0 I 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A 11 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A 12 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A 13 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 I N/A 14 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 I NIA 15 16 17 0 0 0 0 I 0 0 0 0 0 1.00 1.00 1.00 0.0 0.0 0.0 1 1 1 0 0 0 0 0 0 17 17 17 0 0 0 12.5 14.5 10.5 0 0 0 0 0 0 0 0 0 N/A N/A N/A 18 0 0 0 1.00 0.0 1 0 0 17 0 10,5 0 0 0 N/A 19 0 0 0 1.00 0.0 1 0 0 17 0 10.5 0 0 0 N/A 20 0 0 0 1.00 0.0 1 0 0 17 0 9 0 0 0 N/A 21 0 0 0 1.00 0.0 1 0 0 17 0 9 0 0 0 N/A I A 231 927 927 1.50 617.9 SSW 1Bx9 2 36 17 0 -9--F--8342 98 7610 NIA B 80 321 321 1.25 256.8 SSW 15x10 1 36 17 0 10.25 3290 76 3858 N/A C 1031 4137 4137 10.25 403.6 3 3 36 17 0 10 13117 500 1 4453 HDU5 D 960 3852 3852 12.50 308.2 2 13 36 17 0 10 38519 7403 1 2575 HDU2 E 280 1123 1123 12.75 88.1 1 6 38 17 0 10 5067 1567 656 N/A F O+ 0 0 0 0 0 0 1.00 1.00 0.0 0.0 1 1 0 1 0 0 0 17 17 0 0 8 8 0 0 0 0 0 0 N/A N/A H 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A f 0 0 0 1.00 0.0 1 0 0 17 0 6 0 0 0 N/A J 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A K 0 0 0 1.00 0.0 1 0 0 1 17 0 10 0 0 0 N/A L M N O ❑ 0 0 0 0 0 0 0 0 0 0 0 1.00 1.00 1.00 1.00 0.0 0.0 0.0 0.0 1 1 1 1 0 0 0 0 0 0 0 0 17 I 17 17 17 0 0 0 0 9 9 14.5 10.5 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A P 0 0 0 1.00 0.0 1 0 0 17 0 12.5 0 0 0 N/A Q 0 0 0 1.00 0.0 1 0 0• 17 0 10.5 ❑ 0 0 N/A R 0 0 0 1.00 0.0 1 0 0 17 0 10.5 0 0 0 N/A S T 0 0 0 0 0 0 1.00 1.00 0.0 0.0 1 1 0 0 0 0 17 17 0 0 10.5 12 0 0 0 0EO 0 N/A U 0 0 0 1.00--1-0.0 1 0 0 17 0 9 0 0V 0 0 0 1.00 0.0 1 0 0 17 0 9 0 0 aN/A I SHEAR WALLS: Level= RF Wind Check Line Wind Unit Loads: 24.00 15hear I bsi V Above Obs V Total 0bs Leng th s ft v.(p1q. Use SVV # HD segment I len h Wrm I vral! Add'I int toad all H f OTM 0.67 Factored RMI uplift Use 1 80 1920 0 1920 12.59 152.5 2 3 198 17 0 I 12 5344 1148 1676 HDU2 2 80 1920 0 1920 4.00-[ 480.0 3 4 180 17 0 10 19680 1899 4962 HDU5 3 168 4032 0 4032 46.75 86.2 1 14 432 17 0 12 13972 38830 -1900 N/A 4 88 2112 0 2112 35.75 59.1 1 6 198 17 0 10 3249 3729 -94 N/A 5 0 1 0 1 0 0 1.00 0.0 1 0 0 17 0 1 8 0 0 0 N/A 6 0 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A 7 0 I 0 0 0 1.00 0.0 1 0 0 17 0 9 0 0 0 N/A 8 0 0 0 0 1.00 0.0 1 0 0 17 0 9 1 0 0 0 N/A 9 0 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A 10 0 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A 11 0 0 0 0 1.00 0.0 1 0 0 17 0 10 1 0 0 0 N/A 12 0 0 0 0 1.00--7 0.0 1 0 0 17 0 10 0 0 0 N/A 13 0 0 0 0 1.00 1 0.0 I 1 0 0 17 0 10 0 0 0 N/A 14 0 0 0 0 1.00 1 0.0 1 1 0 0 17 0 10 0 0 0 N/A 15 0 0 0 0 1.00 0.0 1 0 0 17 0 13 0 0 0 N/A 16 0 0 0 0 1.00 0.0 1 0 0 17 0 15 0 0 0 N/A 17 0 0 0 0 1.00 0.0 1 0 0 17 0 11 0 E 0 0 N/A 18 0 0 0 0 1.00 0.0 1 0 0 17 0 11 0 0 0 N/A 19 0 0 0 0 1.00 0.0 1 0 0 17 0 11 0 [ 0 0 N/A 20 0 0 0 0 1.00 0.0 1 0 0 17 0 9 0 0 0 N/A 21 0 0 0 0 1.00 0.0 1 0 0 17 0 9 0 0 0 N/A A 84 2016 0 2016 1.50 1344.0 SSW 18x9 2 36 17 0 9 18144 I 142 16617 N/A 8 32 768 0 768 1.25 614.4 SSW 15x10 1 36 17 0 10 7872 110 9314 N/A C 180 4320 0 4320 10.25 421.5 3 3 36 17 0 1 10 13698 729 4577 HDU5 D 175 4200 0 4200 12.50 336.0 2 13 36 17 0 10 42000 10783 2583 HDU2 E 56 1344 1 0 1344 12.75 105.4 1 6 36 17 0 10 6061 2282 709 N/A F 0 0 0 0 1.00 0.0 1 0 0 17 0 8 0 0 0 N/A G 0 0 0 0 1.00 1 0.0 1 1 0 0 17 0 8 0 0 0 N/A H 0 0 0 0 1700--F 0.0 1 0 0 1 17 0 10 1 0 0 0 N/A l 0 0 0 0 1.00 0.0 1 0 1 0 17 0 8 0 0 0 N/A 1 0 0 0 0 1.00 0.0 1 00 17 0 10 0 0 0 N/A K 0 0 .0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A L 0 0 0 0 1.00 0.0 1 0 0 17 0 9 0 0 1 0 N/A M 0 0 0 0 1.00 0.0 1 0 0 1 17 0 9 0 0 1 0 N/A N 0 0 .0 0 1.00 0.0 1 0 0 17 0 15 0 0 1 0 N/A O 0 0 0 0 1 1.00 0.0 1 0 0 17 0 11 0 0 A 0 N/A P 0 0 1 0 i 0 1.00 0.0 1 0 0 17 0 1 13 0 0 0 N/A Q 0 0 0 0 1.00 0.0 1 0 0 17 0 11 0 0 0 N/A R 0 0 0 0 I 1.00 0.0 1 0 0 17 0 11 0 1 0 0 N/A S 0 0 0 0 1.00 0.0 1. 0 0 17 0 1 11 0 0 0 N/A T 0 1 0 1 0 I D 1 1.00 0.0 1 0 0 17 0 12 0 0 0 N/A U 0 0 ] 0 0 1.00 0.0 10 0 17 0 9 0 0 0 N/A V 0 0 0 0 1.00 I 0.0 1 0 1 0 17 0 9 0 0 0 N/A I ! 1 I I I I B.G. Structural Engineering, Inc. 75-175 Merle Drive, Suite 200 Palm Desert, CA. 92211 (760) 568-3553 Voice (760) 568-5681 Fax Rev: 569100 User. KW -M3989, Ver 5.6.1, 25.Oc[-2002 tcj1B83.2002 ENERCALC Engineering Software Description Shear Wall A General Information Title: La Paloma Homes Dsgnr: BG Description Scope : Plywood Shear Wall & Footing Job # 930.13 53 Date: 10:31AM, 24 OCT 18 Page 1 s:1ec-dalalrios 930.13.emCalculations �.r�ryi�.aLa4 ON�� # Plywood Layers 2 Wall Length 1.500 ft End Past Dimensfon 3.50 Plywood Grade Structural I Wall Height 9.000 ft Seismic Factor 0.210 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 6.000 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 36.00 #/ft 0.00 ft to 1.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 1,344.00 #/ft 1.500ft = 2,016.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 1.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 3.750 ft Concrete Weight 145.00 pcf Wall Length 1.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.750 ft fc 2,500.00 psi Footing Length 9.000 ft Fy 60,000.00 psi Footing Width 2.50 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in Summary Design OK �- V, mr. �- - - . - T Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear= 1,376.1#/ft, Capacity= 1,460.000#/ft -> OK Wall Overturning = 18,360.9ft-#, Resisting Moment = 212.6ft-#, End Uplift = 12,098.84lbs Max. Soil Pressures: @ Left = 1,516.9psf, @ Right = 1,516.9psf Sill Bolting: 1/2" Bolts @ 7.36in, 5/8" Bolts @ 11.54in, 3/4" Bolts @ 16.58in Footing Summary... Max. Footing Shear = 6.70psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.88in2, @ Right = 0.88in2 Minimum Overturning Stability Ratio = 1.542 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... All Hold Downs for Post Size & Force Inadequa All Hold Downs for Post Size & Force Inadequa B.G. Structural Engineering, Inc. 75-175 Merle Drive, Suite 200 Palm Desert, CA. 92211 (760) 568-3553 Voice (760)568-5681 Fax Rev: M0100 User: KW -0603989, Ver 5,6.1, 25.Oct-2002 Description Shear Wall A Title : La Paloma Homes Dsgnr: BG Description Scope: Plywood Shear Wall & Footing Job # 930.13 Date: 10:31 AM, 24 OCT 18 Page 2 s:1ec-clatalrios 930-13.ecrr.Calculations Fao#ing Analysis 6.699 psi 2.132 psi vu/.85 @'d' from Right Wall Edge 2.132 psi 6.699 psi Allowable Vn La eral Forces Acting, in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.303 ft 3.303 ft Soil Pressure @ LEFT Side of Footing 1,516.94 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,516.94 psf Moments... Actual Mu @ Left Wall Edge 12,915.01 ft-# 12,915.01 ft-# Actual Mu @ Right Wall Edge 5,352.54 ft-# 5,352.54 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 6.699 psi 2.132 psi vu/.85 @'d' from Right Wall Edge 2.132 psi 6.699 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 22,489.27 ft-# 22,489.27 ft-# Resisting Moment 34,688.25 ft-# 34,688.25 ft-# Overturning Stability Ratio 1.542 :1 1.542 :1 B.G. Structural Engineering, Inc. 75-175 Merle Drive, Suite 200 Palm Desert, CA. 92211 (760) 568-3553 Voice (7601568-5681 Fax Ver 5.6.1, 25 -Oct -2002 CALC Efmiaeerina Software Description Shear Wall B General Information Title: La Paloma Homes Job # 930.13 Dsgnr: BG Date: 10:32AM, 24 OCT 185/5 Description : Scope: Plywood Shear Wall & Footing Page 1 sAe c -da talru930cw:-13.eCalculations -iZT�/CzrJ �1 t_a 0),y L.i # Plywood Layers 2 Wall Length 1.250 It End Past Dimension 3.50 in Plywood Grade Structural I Wall Height 10.250 ft Seismic Factor 0.210 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 8.200 Stud Spacing 16.00 in " 1.250ft = 0.00 lbs Loads .. Vertical Loads... 0.00 lbs Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft 145.00 pcf Uniform Load # 1 36.00 #/ft 0.00 ft to 1.25 It Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 It Lateral Loads... Uniform Shear @ Top of Wall 614.40 #/ft 1.250 ft = 768.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft " 1.250ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing _ ._..... Past Left Edge of Wall 2.500 ft� Concrete Weight 145.00 pcf Wall Length 1.250 ft Rebar Cover 3.00 in Past Right Edge of Wall 2.500 ft fc 2,500.00 psi Footing Length 6.250 ft Fy 60,000.00 psi Footing Width 2.50 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in 1,�j Summary N Design OK Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 651.0#/ft, Capacity = 860.000#/ft -> OK Wall Overturning = 8,106.04, Resisting Moment = 164.3ft-#, End Uplift = 6,353.73lbs Max. Soil Pressures: @ Left = 1,167.9psf, @ Right = 1.167.9psf Sill Bolting: 1/2" Bolts @ 15.57in, 5/8" Bolts @ 24.39in, 3/4" Bolts @ 35.06in Footing Summary... Max. Footing Shear = 1.02psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.88in2, @ Right = 0.88in2 Minimum Overturning Stability Ratio = 1.740 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... PHD8, Capacity = 6730lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs HD8A, Capacity = 7460lbs HD7, Capacity = 7550lbs HD7, Capacity = 7550lbs HD10A, Capacity = 9540lbs HD10A, Capacity = 9540lbs B.G. Structural Engineering, Inc. 75-175 Merle Drive, Suite 200 Palm Desert, CA. 92211 (760) 568-3553 Voice (760) 568-5681 Fax Rev: 560100 User: KW -0603989, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Shear Wall B Title: La Paloma Homes Dsgnr: BG Description Scope: Plywood Shear Wall & Footing Job # 930.13 Date: 10:32AM, 24 OCT 18 Page 2 s:1ec-data\rios 930-13.emCalculalions Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.030 ft 2.030 ft Soil Pressure @ LEFT Side of Footing 1,167.94 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,167.94 psf Moments... Actual Mu @ Left Wall Edge 4,777.70 ft-# 4,777.70 ft-# Actual Mu @ Right Wall Edge 2,378.91 ft-# 2,378.91 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 1.023 psi 0.355 psi vu/.85 @'d' from Right Wall Edge 0.355 psi 1.023 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 9,733.90 ft-# 9,733.90 ft-# Resisting Moment 16,934.57 ft-# 16,934.57 ft-# Overturning Stability Ratio 1.740:1 1.740 :1 57 Shear Wall Schedule Per 2015 IBC & 2016 CBC Shear walls to span from sill plate to double top plate. Shear walls to be continuous above and below all openings. Exterior walls to be: 7/8" thk. stucco w/ Portland cement plaster w/ 1.4# per sq. yd., 17ga. galv. wire lath and 16 ga. Staples (w/ 7/8" legs) at 6" o/c. E.N. & 12" o/c. F.N. * Plywood as furring 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 6" o/c edges & 12" o/c field 5/8" dia. A.B. at 32" o/c w/ 3"x 3" x 1/4" washers Shear transfer: Solid blocking — "Simpson" A35 at 24" o/c each block TJI block— 6-16d each block 2 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 4" o/c edges & 12" o/c field 5/8" dia. A.B. at 24" o/c w/ 3"x 3" x 1/4" washers Shear transfer: Solid blocking — "Simpson" A35 at 16" o/c each block TJI block— 8-16d each block 3 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 3" o/c edges & 12" o/c field 5/8" dia. A.B. at 12" o/c w/ 3"x 3" x 1/4" washers 3x studs & blocking at all adjoining panel edges Shear transfer: Solid blocking — "Simpson" A35 at 12" o/c each block TJI block -12-16d each block B.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 75-175 Merle Drive, Suite 200 Palm Desert, CA 92211 (760) 568-3553 (760) 568-5681 Fax C I -T`'1 Ib� 1 g� 4 1 v La Paloma Homes 54-680 Avenida Juarez La Quinta, CA 92253 Rios Designs 49-901 Cinnabar Lane Coachella, CA. 92236 job Number: 930.13 January 26, 2019 Plan Check #1 CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE l ! BY� RECEIVEn Q�at:Essr� G d m �s �Uvl VALID ONLY IF SIGNED IN RED Z'Lo a- 0 U LU � � m 0 w Q�at:Essr� G d m �s �Uvl VALID ONLY IF SIGNED IN RED Z'Lo B.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 75-175 Merle Drive, Suite 200 Palm Desert, CA 92211 (760) 568-3553 (760) 568-5681 Fa January 26, 2019 Rios Designs 49-901 Cinnabar Lane Coachella, CA 92236 RE: Plan Check for — La Paloma Homes 54-680 Avenida Juarez La Quinta, CA 92253 Structural Comments: S1. See architectural comment. S2. See attached truss calculations with BG Structural Engineering shop drawing stamp (within the 11x17 folded truss layout). S3. See architectural comment. S4. Simpson Strong Wall Details (SSW1 and SSW2) are noted within the referenced framing and foundation details on the framing and foundation plans. See revised details 11/S-4, 16/S-4, 5/S-5 and 14/S-5. S5. See architectural comment. S6. A. See updated fastening Table 2304.10.1, B. See attached revised wind design calculations for 110 mph. See revised S-1 for 110 mph wind design parameters. S7. A. HDU5 hold-downs are specified on the foundation plan for shear wall "2". HDU5 hold-down is referenced with detail 9/S-5 at each end of wall. B. Correct Simpson Strong Wall panel is SSW15x10 per calculations. See revised structural sheets S-2 and S-3. Plan Check #1 — La Paloma Homes, 54-680 Avenida Juarez, La Quinta, CA January 26, 2019 S8. See attached revised structural calculations for shear walls with aspect ratios greater than 2:1. See structural sheets S-2 and S-3 for revised shear wall designation for Shear wall / lines "1 and C." There is no change for Shear wall / lines "2." See revised shear wall schedule on structural sheets S-2 and S-3. See also revised referenced framing and foundation details. Please call me at (760) 568-3553 if you have any questions or would like to discuss this matter. Sincerely, Brian Gottlieb, P.E. CC. file Page 2 - FES 0, 110,0 S1, Py GOTT�� OF VALID ONLY IF SIGNED IN RED MecaWind v2316 Software Developer: Meca Enterprises Inc., www.meca.biz, Copyright © 2018 Calculations Prepared by: Date: Feb 20, 2019 Designer: BG Project #: 930.13 Location: La Quinta Description: La Paloma Homes Page 1 of 5 FileLocation : J:\Jobs\Rios Designs\930.13 La Paloma Homes 1 & 2\930.13 Wind 2 v2316.wnd Basic Wind Parameters Building Roof Type = Flat Flat Roof - Wind Load Standard = ASCE 7-10 Exposure Category = C W Building Width = Wind Design Speed = 110.0 mph Risk Category = II Building Length = 70.000 ft Structure Type = Building Building Type = Enclosed General Wind Settings Par Is there a Parapet = True PHt = ASCE 7-10 Wind Parameters Por Parapet Porosity = Solid Incl _LF = Include ASD Load Factor of 0.6 in Pressures = False 0.000 ft DynType = Dynamic Type of Structure = Rigid NF = Natural Frequency of Structure (Mode 1) = 1.000 Hz NF = Natural Frequency of Structure = 1.000 Hz Zg = Altitude (Ground Elevation) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 ft GenElev = Specify the Elevations For Wind Pressures = Automatic SDB = Simple Diaphragm Building = Overhangs on all sides are the same = MWFRS = Analysis Procedure being used for MWFRS = False = Ch 28 C&C = Analysis Procedure being used for C&C = Ch 30 Pt 1 Pt 1 Reacs = Show the Base Reactions in the output = False per Ch 28 Part 1: MWFRSType = MWFRS Method Selected = Mean Roof Height for Kh: h + Base Dist = Stories = Number Of Stories = Ch 28 Pt 1 LFrame = Is the building framed With Light Frame Construction = 0 = False Topographic feature specified = FD = Does the building have a Flexible Diaphragm = False Table 26.6-1 = Topographic Factor per Fig 26.8-1 GCPi = Ref Table 26.11-1 for Enclosed Topo = Topographic Feature Slope = Slope of Roof Kzt = Topographic Factor = None = Load Factor based upon STRENGTH = Design = 0.0 Deg 1.00 = 1.000 = (0.00256 * Kh * Kzt * Kd * V^2) Building Inputs RoofType: Building Roof Type = Flat Flat Roof - RfHt Roof Height = 10.000 ft W Building Width = 40.000 ft L Building Length = 70.000 ft OH Type of Overhang = None Parapet Type of Parapet = Parapet Par Is there a Parapet = True PHt Height of Parapet = 3.500 ft Por Parapet Porosity = Solid P_GCPi Parapet Int Press = +/-0.00 OH ALL None = 0.000 ft Exposure Constants per Table 26.9-1: Alpha: Const from Table 26.9-1= 9.500 Zg: Const from Table 26.9-1= 900.000 ft At: Const from Table 26.9-1= 0.105 Bt: Const from Table 26.9-1= 1.000 Am: Const from Table 26.9-1= 0.154 Bm: Const from Table 26.9-1= 0.650 C: Const from Table 26.9-1= 0.200 Eps: Const from Table 26.9-1= 0.200 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = None Main Wind Force Resisting System (MWFRS) Calculations per Ch 28 Part 1: Zh = Mean Roof Height for Kh: h + Base Dist = 10.000 ft Kh = Since Zh[15 ft [4.572 m] ---> 2.01 * (15/zg)^(2/A1pha) = 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 Slope = Slope of Roof LF = Load Factor based upon STRENGTH = Design = 0.0 Deg 1.00 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 22.35 psf qp = (0.00256 * Kh * Kzt * Kd * V^2) * LF (Top of Parapet) = 22.35 psf file:///C:/Users/brian/AppData/Roamine/Meca Page 2 of 5 WW" comer W E1IXl('w Load Case A Since GCPf for Zone 2 and 2E are both negative, follow note 8 of Fig 28.4.1: L = Length Parallel to Wind Lla = 0.5 * L = 40.000 ft Llb = 2.5 * EHt = 20.000 ft L2 = Lessor of Lla or Llb = 25.000 ft Zone 2/2E to extend a distance rL2' from Roof Edge and the remainder 20.000 to Ridge is Zonef3/3E Wind Pressures for Transverse Direction per Fig 28.4-1 All wird pressures include a load factor of l.o Building GCpf GCpi p Surface +GCPi p -GCPf --------------- psf psf 1 0.400 +/-0.18 4.92 12.96 2 -0.690 +/-0.18 -19.45 -11.40 3 -0.370 +/-0.18 -12.29 -4.25 4 -0.290 +/-0.18 -10.50 -2.46 lE 0.610 +/-0.18 9.61 17.66 2E -1.070 +/-0.18 -27.94 -19.89 3E -0.530 +/-0.18 -15.87 -7.82 4E -0.430 +/-0.18 -13.63 -5.59 Parapet Windward 1.500 +/-0.00 33.53 33.53 Parapet Leeward -1.000 +/-0.00 -22.35 -22.35 1T 0.100 +/-0.18 -1.79 6.26 2T -0.172 +/-0.18 -7.88 0.17 3T -0.093 +/-0.18 -6.09 1.96 4T -0.072 +/-0.18 -5.64 2.40 p = [Walls and Roof] qh*[GCpf - (+/-GCpi)] (Eqn 28.4-1) [Parapet] qp * GCPf {Eqn 28.4-2) GCpf = External Pressure coefficient from Fig 28.4-1 file:///C:/Users/brian/AppData/Roamine/Meca Page 3 of 5 %-.a.ac 1-1 1 V1l1Vll WIND DIRECTION RANGE Transverse Direction IAW d to f r Load Case B Wind Pressures for Longitudinal Direction per Fig 28.4-1 All wind pressures include a load factor of 1.0 Building GCpf GCpi p Surface +GCPi p -GCPi ---- --- psf psf 1 -0.450 +/-0.18 -14.08 -6.03 2 -0.690 +/-0.18 -19.45 -11.40 3 -0.370 +/-0.18 -12.29 -4.25 4 -0.450 +/-0.18 -14.08 -6.03 5 0.400 +/-0.18 4.92 12.96 6 -0.290 +/-0.18 -10.50 -2.46 1E -0.480 +/-0.18 -14.75 -6.71 2E -1.070 +/-0.18 -27.94 -19.89 3E -0.530 +/-0.18 -15.87 -7.82 4E -0.480 +/-0.18 -14.75 -6.71 5E 0.610 +/-0.18 9.61 17.66 file:///C:/Users/brian/AppData/Roaming/MecaWind/SelectedAnalvc; Page 4 of 5 6E -0.430 +/-0.18 -13.63 -5.59 Parapet Windward 1.500 +/-0.00 33.53 33.53 Parapet Leeward -1.000 +/-0.00 -22.35 -22.35 1T -0.113 +/-0.18 -6.54 1.51 2T -0.173 +/-0.18 -7.88 0.17 3T -0.093 +/-0.18 -6.09 1.96 4T -0.113 +/-0.18 -6.54 1.51 5T 0.100 +/-0.18 -1.79 6.26 6T -0.073 +/-0.18 -5.64 2.40 p = [Walls and Roof] qh*[GCpf - (+/-GCpi)] (Eqn 28.4-11 [Parapet] qp * GCPf {Eqn 28.4-21 GCpf = External Pressure coefficient from Fig 28.4-1 Torsional load cases with 'T' need not be considered if Either of the following are met: * One Story buildings with h <= 30 ft [9.1 m] * 2 stories or less framed with light frame construction and Flexible Diaphragm Since GCPf for Zone 2 and 2E are both negative, then Note 8 of Fig 28.4.1 is applicable; however, it is unclear how it would be applied in the longitudinal case. Meca has reviewed the code and in ASCE 7-05 Zones 2/2E were configurd differently, and note 8 was logical in the layout of these zones. Meca believes the note is no longer applicable to the longitudinal case in ASCE 7-10, and so it has not been applied. - Case B Torsion WIND DIRECTION RANGE Longitudinal Direction Components And Cladding (c&c) Calculations per Ch 30 Part 1: file:///C:/Users/brian/AppData/Roaming/MecaWind/,qel ecteii Page 5 of 5 _? _;3 } 1 F Roof not I F I F show -11 ;5 I 21- 1 1 12 ' 27 �E3 Ra�� '�' (,ab(e Raef B r- i a Zh = Mean Roof Height for Kh: h + Base Dist = 10.000 ft Kh = Since Zh<15 ft [4.572 m] --> 2.01 * ( [15 ft or 4.572 m] / zg)^(2/Alpha)= 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 LF = Load Factor based upon STRENGTH Design = 1.00 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 22.35 psf LHD = Least Horizontal Dimension: Min(B, L) = 40.000 ft al = Min(0.1 * LHD, 0.4 * h = 4.000 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 4.000 ft Wind Pressures for C&C Ch 30 Pt 1 All mind pressures include a load factor of 1.0 Description Zone Width Span Area 1/3 Ref GCp GCp p p Rule Fig Max Min Max Min ft ft ft sq ft psf psf - Zone 1 1 1.000 1.000 1.00 No30.4-2A 0.300 -1.000 16.00 -26.37 Zone 2 2 1.000 1.000 1.00 No 30.4-2A 1.000 -1.800 26.37 -44.25 Zone 3 3 1.000 1.000 1.00 No 30.4-2A 1.000 -1.800 26.37 -44.25 Zone 4 4 1.000 1.000 1.00 No 30.4-1 0.900 -0.990 24.14 -26.15 Zone 5 5 1.000 1.000 1.00 No 30.4-1 0.900 -1.260 24.14 -32.19 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.4-1 through 30.4-7 P = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.4-1]* *Per Para 30.2.2 the Minimum Pressure for C&C is 16.00 psf [0.766 kPa] (Includes LF) Since Roof Slope <= 10 Deg, the wall pressures are reduced by 10% file:///C:/Users/brian/AppData/Roaming/MecaWind/SelectedAnalvsi s _htm SHEAR WALLS: Level= RF Unit Load = 4.01 psf Sds= 1,00 Uplift LC=0.6D+,7E = D.6D+0-7('C)e-0.2'Sds'Q = 0.60.0-14'Sds'D+0.7' •Qe RM D factory 0.45 0.46'Q H❑ segment Add,[ Factored Line I Trip. Area IShear Ibs# Above Ob Total lbs a th s ipse SW # len th Wrm {plf) II s point toad Wali H t. OTM I RM Uplift Use 1 2 600 100 2407 401 2407 12.59 191.2 3 198 17 0 12 6700 788 2362 HDU2 r 401 4.00 100.3 3 4 180 17 0 10.25 4113 1304 784 HOU5 Z 1370 5497 5497 46.75 117.6 1 14 432 17 0 12 19048 26660 -582 N/A 4 770 3090 3090 35.75 86.4 1 6 198 I 17 0 10 4753 2560 431 N/A 5 0 0 0 1.00 0.0 1 0 0 17 0 8 o f o 0 N/A 6 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 o N/A 7 8 0 0 0 0 0 0 1.00 1.00 0.0 0.0 1 0 0 17 0 9 0 0 0 N/A I��ZSI } 1 0 0 17 0 9 0 0 0 N/A 9 0 0 0 1.00 0.0 1 0 0 I 17 0 10 0 0 o N/A 2 "C 4 10 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 NIA 11 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A - 12 0 0 0 1.00 0.0 1 0 0 17 010 0 0 0 NIA 13 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A 14 0 0 I D I 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A 15 0 0 0 1.00 0.0 1 0 0 I 17 0 12.5 0 0 0 N/A 16 0 0 0 1.00 0.0 I I 0 0 17 0 14.5 0 0 0 N/A 17 0 0 0 1.00 0.0 1 0 0 17 0 10.5 0 0 0 NIA 18 0 0 0 1.00 0.0 1 0 0 17 0 10.5 0 0 0 N/A 19 0 0 0 1.00 0.0 1 0 0 17 0 10.5 0 0 0 N/A 20 0 0 0 1.00 0.0 1 0 I 0 17 0 9 0 0 0 N/A 21 0 0 0 1.00 0.0 1 0 0 17 0 9 0 0 0 NIA A 231 927 927 1.50 617.9 S 18x9 2 : 36 17 0 9 8342 96 7610 NIA $ C 80 321 321 1.25 256.8 SS 15X10 1 36 17 0 10.25 3290 76 3858 N/A 40 1031 4137 4137 10.25 403.6 3 36 17 0 10 13117 500 4453 HDUS D 960 3852 $852 12.50 308.2 2 13 36 17 0 10 1 38519 7403 2575 HDU2 `L �3.Z5� Lr E 280 1123 I 1123 12.75 88.1 1 6 36 17 0 10 5067 1567 656 N/A F 0 00 1.00 0.0 1 0 0 17 0 8 0 0 0 N/A G I 0 0 0 1.00 0.0 1 0 0 17 0 8 0 0 0 N/A H 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 NIA I 0 0 0 1.00 0.0 1 0 0 17 0 8 0 0 I 0 N/A J 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 N/A K 0 0 0 1.00 0.0 1 0 0 17 0 10 0 0 0 NIA L M 0 0 0 0 1.00 0.0 1 0 0 17 0 9 0 0 0 I N/A 00 1.00 0.0 1 0 0 17 0 9 0 0 0 N/A N O 0 0 0 0 0 0 1.00 1.00 0.0 0.0 1 0 0 17 0---T-1-4.5 0 0 0 N/A Q P 0 0 1 0 0 17 0 10.5 0 0 0 NIA D 0 1.00 0.0 1 0 0 17 0 12.5 I 0 0 0 N/A N Q 0 0 0 1.00 0.0 1 0 0 17 0 10.5 0 0 0 N/A R 0 0 I 0 1.00 0.0 1 0 0 17 0 10.5 0 0 0 N/A S 0 0 0 1.00 0.0 1 0 0 17 0 10.5 0 0 0 N/A T o 0 0 1.00 0,0 1 0 0 17 0 12 0 D 0 N/A r t u 0 0 0 1.00 0.0 1 D 0 17 0 9 0 0 0 NIA V 0 0 0 i.00 0.0 1 0 0 17 0 9 0 0 0 Qb r