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Report (5) Ov 3'-/ 1 i 1'76-/ S 1A-: J l ‘-1 ! p Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mike.brown©core-engineering.net December 4, 2019 Andy Thomas Stonebridge Homes 4230 Galewood St., Suite 100 Lake Oswego, OR 97035 Re: Lot 7, Brightwood Tigard, OR Holes through bottom of beam at stairs Stonebridge Job Numbers: 2761 Engineer Job Number: DM19-139 Dear Andy: The holes for electrical through the bottom of the 1-3/4x11-7/8 LVL with span of 4'-0" or less is okay. See attached calculation that shows a 1-3/4x7-1/2 LVL is okay. If you have any questions 'lease do not hesitate to contact me. etc UGTUR4L Sincerely, 0,,)PROf! • . 9 s R. told fiQ O T 10, "R c` Michael K. Brown, . KiNGELE.A EXPIRATION DATE- 12-31-2019 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed 4 DEC 2019, 1 26PM Wood Beam tUsers1Michae&BroviADropboxlMICHAE-1.EIDMH12019PR-11DM19-1362706-RP771CACA Software copyright ENERCALC,INC.1983-2019,Build:12.19.11.12 . Lic.#:KW-08005725 CORE ENGINEERING PLLC DESCRIPTIO Floor Beam at Stair opening CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis MethoAllowable Stress Design Fb+ 2600 psi E:Modulus of Elastl Load Combinatis.SCE 7-10 Fb- 2600 psi Ebend-xx 1900ksi Fc-Prll 2510 psi Eminbend-x 965.71 ksi Wood Species Trus Joist Fc-Perp 750 psi Wood Grade MicroLam LVL 1.9 E Fv 285 psi Ft 1555psi Density 42.01pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.13)L(0.52) 0 • 1.75x7.25 1 Span=4.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load : D=0.010, L=0.040 ksf, Tributary Width= 13.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.391: 1 Maximum Shear Stress Ratio = 0.378 : 1 Section used for this span 1.75x7.25 Section used for this span 1.75x7.25 = 1,017.56psi = 107.70psi 2,600.o0psi = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.029 in Ratio= 1682>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.036 in Ratio= 1345>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA, CI Cr Cm C CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.087 0.084 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.26 203.51 2340.00 0.18 21.54 256.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.391 0.378 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.30 1,017.56 2600.00 0.91 107.70 285.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.063 0.060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 203.51 3250.00 0.18 21.54 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.068 0.066 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.26 203.51 2990.00 0.18 21.54 327.75 +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=4.0 ft 1 0.250 0.242 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.04 814.05 3250.00 0.73 86.16 356.25 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.272 0.263 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.04 814.05 2990.00 0.73 86.16 327.75 +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=4.0 ft 1 0.049 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 203.51 4160.00 0.18 21.54 456.00 Title Block Line 1 Project Title: You can change this area Engineer: • using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed. 4 DEC 2019. 1 26PM Wood Beam 1Users\MichaelBrownlDropbox1MICHAE-1.EtDMH2O19PR-110M19-1362706-RP771CACA . Software copyright ENERCALC,INC.1983-2019,Build:12.19.11.12 . Lic.#:KW-06005725 CORE ENGINEERING PLLC DESCRIPTIO Floor Beam at Stair opening Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +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=4.0 ft 1 0.049 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.26 203.51 4160.00 0.18 21.54 456.00 +D+0.750Lr+0.75OL+0.45OW 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.196 0.189 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 814.05 4160.00 0.73 86.16 456.00 +D+0.750L+0.7505+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.196 0.189 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 814.05 4160.00 0.73 86.16 456.00 +D+0.750L+0.7505+0.5250E• 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=4.0 ft 1 0.196 0.189 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.04 814.05 4160.00 0.73 86.16 456.00 +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=4.0 ft 1 0.029 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 122.11 4160.00 0.11 12.92 458.00 +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=4.0 ft 1 0.029 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.16 122.11 4160.00 0.11 12.92 456.00 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max."+•Defl Location in Span +D+L+H 1 0.0357 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is t Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.300 1.300 Overall MINimum 1.040 1.040 +D+H 0.260 0.260 +D+L+H 1.300 1.300 +D+Lr+H 0.260 0.260 +D+S+H 0.260 0.260 +D+0.750Lr+0.750L+H 1.040 1.040 +D+0.750L+0.750S+H 1.040 1.040 +D+0.60W+H 0.260 0.260 +D+0.70E+H 0.260 0.260 +D+0.750Lr+0.750L+0.450W+H 1.040 1.040 +D+0.750L+0.7505+0.450W+H 1.040 1.040 +D+0.750L+0.750S+O.5250E+H 1.040 1.040 +0.60D+0.60W+0.60H 0.156 0.156 +O.60D+0.70E+0.60H 0.156 0.156 D Only 0.260 0.260 Lr Only L Only 1.040 1.040 S Only W Only E Only H Only Hole through bottom of beam okay • parr • ,... gj '. �� M FE K {4 i `{4Wn 4