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Home My WebLink AboutCT 2017-0004; SIX ON MADISON; STRUCTURAL CALCULATIONS; 2020-01-30. STRUCTURAL CALCULATIONS a HTK PROJECT: PW511IAN CANOPY FOP 51X ON WtAI2I5ON DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: MASONRY: GRADE "N" CONCRETE BLOCK F' M = MORTAR: TYPE S 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: GRADE 60: STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS #2 BEAMS AND POSTS #2 STUDS STUD OR BETTER SEISMIC FORCE: 5195-391 REPORT BY: STRUCTURAL ENGINEERS,LLP RECE WED FEB 0.3 2020 i Amn nVELOPMENT I__I %I 2000 PSI E.ERING - PSI No. 68478 #4 AND LESS (U.O.N.) #5 AND LARGER MM13F- 5LF WI6I-fl ROOFING PLYWOOD JOISTS INSUL. & CLG. MISC. TOTAL = - ROOF LIVE LOAD SLOPING FLAT - FLOORING PLYWOOD JOISTS INSUL. & CLG. MISC. INTERIOR BALCONY EXIT WALKWAY SOIL PRESSURE: - WALL DEAD LOAD EXT. INTERIOR 10 PSF EXTERIOR 16 PSF CANOPY OAt2 O I'5F 40 PSF 60 PSF (U.O.N.) 100 PSF WIND FORCE: IIO FXP 13 REPORT NO.: - DESIGN LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD SLOPING FLAT INT. TOTAL = FLOOR LIVE LOAD These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. Job No. Designed By Date I7-72l.' 5J5 I-I-20 14288 Danielson Street • Suite 200 9 Poway, CA 92064-8819 9 (858) 679-8989 • Fax (858) 679-8959 Project Title: 4288 Danielson St, #200 • STRUCTURAL ENGINEERS, LLP Poway, CA 92064 Project Descr: Printed: 31 JAN 2020, 2:48PM Wood Beam File \\Server01\d\JOBFlL'-1\2017JO-1\17-7211\CALCUL-1\pedestrian protecfton.ec6 Software copyright ENERCALC, INC. 1983-2019, Build: 12.19.12.31 DESCRIPTION: Pedestrian Roof Rafters CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O.1) Lr(O.3) 2x6 Span = 4.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.050, Lr = 0.150 ksf, Tributary Width = 2.0 ft Maximum Bending Stress Ratio = 0.9841 Maximum Shear Stress Ratio = 0.542 : 1 Section used for this span 2x6 Section used for this span 2x6 = 1,439.65psi = 122.03 psi = 1,462.50 psi = 225.00 psi Load Combination +D-i-Lr Load Combination -i-D.i-Lr Location of maximum on span = 2.118ft Location of maximum on span = 3.795 ft Span # where maximum occurs = Span # I Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio = 766 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.089 in Ratio = 572>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Overall Maximum Deflections Load Combination Span Max. "-n Defl Location in Span Load Combination Max. "+" Defi Locaton in Span 40+1r 1 0.0891 2.132 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.854 0.854 Overall MiNimum 0.638 0.638 D Only 0.216 0.216 +D+Lr 0.854 0.854 +D+0.750Lr 0.695 0.695 +0.60D 0.130 0.130 LrOnly 0.638 0.638 Project T!tle: 14288 Danielson St, #200 ProectID • Poway, CA 92064 STRUCTURAL ENGINEERS, LLP Project Descr: Printed: 31 JAN 2020, 2:51 PM Wood Beam iie = \\bervenma\.JuuI-lL-itu1 iju-ivi ,-(Li-1\uI\LuuL-1\peaeslnan proiecuon.eco Software copyright ENERCALC, INC. 1983-2019, Build: 12,19.12.31 DESCRIPTION: Pedestrian Roof Rafter Support Beams CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - Pill 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.14875) 0 Lr(0.31875) a a 4x6 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.070, Lr = 0.150 ksf, Tributary Width = 2.125 ft Design OK = 0.418:1 4x6 = 94.06 psi = 225.00 psi +D+Lr = 5.559 ft = Span #1 Maximum Bending Stress Ratio = Section used for this span Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.987: 1 Maximum Shear Stress Ratio 4x6 Section used for this span 1,443.81 psi 1,462 .50 psi +D+Lr Load Combination 2.990ft Location of maximum on span Span # 1 Span # where maximum occurs 0.120 in Ratio = 598 >=240 0.000 in Ratio = 0<240 0.178 in Ratio = 404>=180 0.000 in Ratio= 0<180 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defi Location in Span +04.r 1 0.1781 3.010 0.0000 0.000 Vertical Reactions -- - Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.415 1.415 Overall MiNimum 0.956 0.956 D Only 0.459 0.459 +D+Lr 1.415 1.415 +D+0.750Lr 1.176 1.176 +0.60D 0.276 0.276 Lr Only 0.956 0.956 dl= 1.50 in. d2 3.50 in. A= 5.25 in A2 Dimension Lumber Capacity Pallowable = 2,629 lb Unity Check fn I Fn' = 0.326 Member Status OK Combined Stress Check 0.981 Member Status OK Deflection Actual = 0.34 in. Cross-Section Properties Breadth Depth Area Size Classification Plate Crushing . . Combined Stress Analysis Title: Based on 2018 NDS IPEDESTRIAN PROTECTION WALL STUD DESIGN -,,J1 HT Date: 1/31/20 z Units: inches, pounds STRUCTURAL ENGINEERS,LLP General Member Specifications DVWC Design Values Member Type I Visually Graded [v Compressive Strength F = 850 psi Nominal Size 1 2.4 1" Modulus of Elasticity E = 1.40E+06 psi Spacing 1 24.0 in. ac. Species Douglas Fir-Larch Grade Stud V Computed Data Grade-- For CF Stud V - Slenderness Ratios: lel/d1 22.7 Custom Breadth b = 0.00 in. 1e2/d2 26.9 Depth d = 0.00 in. Max Slenderness Ratio: le/d= 26.9 Built up 2xs? (V or N) n Hole Area: AH= 0.00 in 2 Load Duration? ISeven Days( - Net Area: A= 5.25 in A2 Operating Temperature IT < 100 F .1" Cross Section Shape j Rectangle Adjustment Factors on F Wet Service? No Load Duration Factor CD = 1.25 Incising? j t Size Factor CF = 1.05 Truss Chord No [' Wet Service Factor CM = 1.00 Temperature Factor C1 = 1.00 Incising Factor Ci = - 1.00 Member Characteristics - Axial Compression Load P(p!f) 428 lb/ft Adjustment Factors on Fk Unbraced Length: for 1-1 axis: (weak) '1 = 34.0 in. Load Duration Factor C0 - 1.60 for 2-2 axis: (strong) 12 94.0 in. - Size Factor CF = 1.10 End Conditions: for 1-1 axis: Both ends pinned M71 Repetitive Member Factor C1 = 1.15 for 2-2 axis: Both ends pinned Temperature Factor C1 =! 1.00 Incising Factor Ci -. 1.00 Lateral Force: - Load=t 15.0 psf - Member Strength Calcs Moment= 2,761 in-lb Adjusted Material Strength F* = 1,116 psi fb 902 psi Adjusted MOE E'= 1.40E+06 psi Fb= 700 psi KCE 0.3 Fb' = 1,417 psi Euler Stress FCE= 582 psi FCEX= 582 psi Stress Ratio FCE/Fc* 0.522 f.= 163 psi Stress-strain Curve Factor c=L - 0.8 Fc* = 1,428 psi Column Stability Factor Cp= 0.449 Fce/Fc*= 0.408 Allowable Stress F'= 501 psi Cp= 0.366 Gross Section Strength P5 2,629 lb F'= 522 psi Net Section Strength Pn= 5,857 lb Fcperp= Pallowable = 625 psi 3,281 lb Company : Horowitz TayIorhkaki I Designer : SteveS Job Number Checked By: Member NDS Wood Code Checks (By Combination) [C Member Shaoe UC Max Locifti Shear UC LocFftlDir FcFksil FtFksil Fbi 1... Fb21... Fv'Fksil RB CL CP Ean fl 1 Ml 2X4 .878 4.667 .612 8 v 1 1231.013 1.5 1.65 .095 12.22 1 .071 3.9-1 2 1 M2 2X6 666 3.542 654 3.542 y 1.491 878 1.3 1.495 095 12.111 1 904 3.9-1 3 1 M3 4X4 .760 6.5 .563 6.5 v .611 1.013 1.5 1.5 .095 5.237 1 .3543.9-1 4 1 M4 2X4 .029 1.127 .003 0 y 1.207 1.013 1.5 1.65 .095 6.293 1__.7 3.9-1 5 1 M5 I 2X4 .120 0 1 .003 0 v 1.207 1.013 1.5 1.65 .095 6.293 1 .7 3.6.3 Joint Reactions (By Combination) LC Joint Label X Fk1 Y Fk1 Z Fk1 MX [k-ftl MY Fk-ftl MZ Fk-ftl Eu I I Eu I I I I Eu • I I I Eu 1 Basic Load Cases Load Combinations Description Solve PDeI... SRSS BLC Fact ... BLC Fact ... BLC Fact ... BLC Fact.. .BLC Fact.. .BLC Fact. ..BLC Fact. ..BLC Fact... Iii DL+W Yes Joint Boundary Conditions mint I ahel X Fk/inl V Fk/inl Z 1k/m'! X Rot.Fk-ft/radl V Rot.Fk-ft/radl Z Rot.Fk-ft/radi 1 Ni Reaction Reaction I Reaction Reaction - 2 N2 Reaction Reaction Reaction 3 N3 Reaction 4 N4 Reaction Member Distributed Loads (BLC 2: Wind) Member Label Direction Start Magnitude[k/ft.deg] End Magnitude[k/ft.degl Start Location[ft.%] End Locationlft.%1 I I Ml I X .03 1 .03 1 0 1 0 Joint Coordinates and Temperatures Labe! )( rftl V lftl Z Fftl Temo FF1 Detach Fro i1 N1 0 0 0 0 2 N2 5 0 0 0 3 N3 0 8 0 0 4 N4 5 8 0 0 5 N5 0 6.5 0 0 6 N6 5 6.5 0 0 7 N7 1.5 8 0 0 8 N8 3.5 8 0 0 RISA-3D Version 5.0c [C:\RISA\untitled.r3d] Page 2 Company : Horowitz TayIoshkaki Designer : SteveS Job Number: Checked By:______ NDS Wood Section Sets Label Shane Desian List Tvoe Material Desian Rules A Fin21 1w Fin41 lzz [irt4l J Fin41 1 Stud 2X4 I Rectangular I Column DE Larch TvDical 5:25- .984 5.359 2.877 2 Brace 2X4 Rectangular Column DE Larch Typical 5.25 .984 5.359 2.877 3 Joist -- 2X6 Rectangular Beam DE Larch Typical 8.25 1.547 20.797 5.125 4 Post 4X4 Rectangular Column DF Larch Typical 12.25 12.505 12.505 21.134 RISA-3D Version 5.0c [C:\RISA\untitled.r3d] Page 3