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BLD2020-0999+Structural_Analysis_or_Calculations+9.28.2020_8.51.08_AM
"4U INVESTIGATIVE PROJECT N0._______—_ SHEET O//� F DESIGNER___—__—___ DATE__—__ ENGINEERS, L LC CHECKED BY______ DATE__—__- 3605 C ST NE, AueURN, WA. 98002 RESPONSIVE ACCURATE THOROIAGH 253.833.5557(o)/253.833.7309(F) CAUSE 9 ORIGIN DUE DILIGENCE RESTORATION DESIGN EXPERT WITNESS ACC/DENT INVEST/GA T/ON SEISM/ HAZARD ASSESSMENT STRUCTURAL CONSULTATION STRUCTURAL CALCULATIONS BLD2020-0999 CLIENT: STATEWIDE RESTORATION NORTHEAST 177THPLACE WOODINVILLE, WA. 98072 RECEIVED Sep 28 2020 PROJECT: F I RD A LE VILLAGE CITY OF EDMONDS DEVELOPMENT SERVICES FIRE DAMAGE RESTORATION DEPARTMENT 96/7 F/RDALE AVE EDMONDS, WA. STRUCTURAL BC INVESTIGATIVE ENGINEERS ENGINEER: 3605 C STREET NE AUBURN, WA. 98002 253.833.5557(0)/253.833.7903 (F) PROJECT NUMBER: LOCATION/JURISDICTION: CODE: LOADS: 20040 CIYT OF EDMONDS 2015 IBC/IEBC I. LATERAL LOADS: WIND: SEISMIC: II. VERTICAL LOADS: SNOW, GROUND FLOOR, LIVE DECK, LIVE FIRE DAMAGE: ROOF AT KITCHEN HOOD EXHAUST DUCT (ABOVE UNIT 9625) WATER/SMOKE UNITS (9625, 9619, 9631, 9623) INCLUDING INTERIOR FINISHES AND FIXURES (VARIES) ENGINEERING ANALYSIS COMPLETED SHEATHING OVER (E) SHIP -LAP VERIFIED NO LATERAL ANALYSIS ROD DUE TO INCREASE IN LOADS (TOTAL) 5% OR LESS 2ND FLOOR FRAMING DEFICIENCIES @ KITCHEN HOOD OPENING 110 MPH @ 3-SECOND GUST B PER LOCAL TOPO I KZT -122.362 LONG 47.778 LAT 1.261 Ss 0.496 SI 30 PSF 40 PSF 60 PSF Z_ Adw INVESTIGATIVE I GI E E S ' L. L RESPONSIVE • ACCURATE THOROUGH PROJECT No -------------- SHEET ----- OF______ DESIGNER________________ DATE_____________ CHECKED BY______________ DATE __________-__ 3605 C ST NE, AUBURN, WA. 98002 253.833.5557(o)/253.833.7309(F) CAUSE & ORIGIN DUE DILIGENCE RESTORATION DESIGN EXPERT WITNESS ACCIDENT INVESTIGATION SEISMI HAZARD ASSESSMENT STRUCTURAL CONSULTATION LOAD COMPUTATIONS ROOF LOADS DEAD ROOFING - COMP 4 PSF SHEATHING - 1/2" NOM + SHIP -LAP 4 PSF FRAMING - 2X6 @ 16 1.5 PSF CEILING 2X6 @ 16 1.5 PSF 5/8" GCB 2.5 PSF MECH/ELECT 0.25 PSF MISC/INSUL'N 0.25 PSF TOTAL 14.0 PSF SNOW NO REDUCTION FOR SLOPE 20 PSF TOTAL ROOF LOADS DEAD + SNOW 34 PSF FLOOR LOADS DEAD FLOORING - VARIES 3 PSF I" GYPCRETE 7.5 PSF SHEATHING - 3/4" PWD 2.5 PSF FRAMING - 2X10 @ 12 3.5 PSF CEILING - 5/8" GCB 2.5 PSF MECH/ELECT 0.50 PSF MISC/INSUL'N 0.50 PSF TOTAL 20.0 PSF LIVE NO REDUCTION 50 PSF TOTAL FLOOR LOADS DEAD + LIVE 70 PSF WALLS DEAD SIDING WOOD 3 PSF SHEATHING - 1/2" PWD 1.5 PSF FRAMING - 2X6 @ 16 1.5 PSF FINISHES - 5/8" GWB 2.5 PSF MECH/ELECT 0.50 PSF MISC/INSUL'N 0.50 PSF TOTAL 9.5 PSF PROJECT No. SHEET_OF qu--� E ^ 1 E Fl ' L ® L DESIGNER_ DATE wig ■�-„J CHECKED BY DATE 3605 C ST NE, AUBURN, WA. 98002 RESPONSIVE ACCURATE THOROUGH 253.833.5557(o)/253.833.7309(F) SNOW LOAD ANALYSIS BASED ON ASCE 7-05 INPUT DATA &_DESIGN SU BASIC GROUND SNOW LOAD PG = 30 (ASCE PAGE 81) DES/GN SUMMARY SNOW EXPOSURE FACTOR Cr = I (TAB. 7-2, PG 92) P - F ROOF - 2I.00 PSF THERMAL FACTOR (0.85 , 1.0 , 1.1 , 1.2) CT = I (TAB. 7-3, PG 93) PF, OVERHANG 33.31 PSF IMPORTANCE FACTOR I = I (TAB. 7-4, PG 93) PF, VALLEY - 42.00 PSF ROOF SLOPE AROOF - 18.4443 ° _ PF, PARAPET - -3.48 PSF PARAPET HEIGHT (DRIFT CORNER HEIGHT) HR = 0 FT, SEE FIG. BELOW PF, DRIFT = -15.10 PSF LENGTH OF THE ROOF UPWIND OF THE DRIFT LN = 0 FT, SEE FIG. BELOW WO = -7.44 FT LENGTH OF THE ROOF DOWNWIND OF THE DRIFT LD = 0 FT DRIFT LOADS NOT REQUIRED OBSTRUCTED SLIPPERY SURFACE ON ROOF(SEC, 7.4, PG 81) ? (I=YES, O=No) 0 UNOBSTRUCTED HEIGHT DIFFERENCE FOR ADJACENT ROOFS HF = 0 FT THE FLAT SNOW LOADS (SEC 7.3, PG 81) PF = 0.7CECT I PG = 21.00 PSF WHERE PF, MIN - 20.00 PSF, (SEC. 7.3.4, PG 81) PF, GOVERNING - 21.00 PSF THE ROOF SNOW LOADS (SEC. 7.4, PG 81) PS = CS PF = 16.66 WHERE CS = 0.793 PF, OVERHANG = 2 PS -- PF, VALLEY = CV PF = WHERE Cv = 2 / CE _ PSF, (EQ.7-2) , DERIVED FROM FIG 7-2. PAGE 86. AS FOI I OWING TORI F CT 0.85 OR 1.0 1.1 1.2 UNOBSTRUCTED Cs I CS,3 CS,5 OBSTRUCTED _CS,2 CS,4 CS,6 CS,I = MIN [ (70 - A) / 65, 1.01 FIG. 7-2A DASH LINE C5,3 = MIN [ (70 - A) / 60, 1.01 , FIG. 7-28 DASH LINE C5,2 = MIN [ (70 - A) / 40, 1.01 FIG. 7-2A SOLID LINE CS,4 = MIN [ (70 - A) / 32.5, 1.01 , FIG. 7-2B SOLID LINE CS,5 = MIN [ (70 - A) / 55, 1.01 FIG. 7-2C DASH LINE CS,6 = MIN [ (70,- A) / 26, 1.0] FIG. 7-2C SOLID LINE PARAPET CORNER 33.31 PSF, (SEC.7.4.5, PG 82) 42.00 PSF, (SEC.7.6.3, PG 82) 2.00 , (FIG. 7-6, PG 88) PF, PARAPET = CD PS = MIN[G(HD + HB), GHR] _ -3.48 PSF, (SEC.7.7.1, PG 83) WHERE Y = MIN(0.13PG+ 14, 30) = 17.90 PCF, (7-4) HB = PS / Y = 0.93 FT, (SEC. 7.1) He = HF - HB = -0.93 FT, (FIG. 7.8) HC / HB = -1.00 < OR = 0.2, (SEC.7.7,1) DRIFT LOADS NOT REQUIRED HD = 0.75 [0.43(LD)I/3(PG+ 10)I/A - 1.51 _ -1.13 FT, (SEC.7.8 & FIG.7-9) j 4HD = -4.50 FT, FOR HD<HC WD l 4HD2 / HC = -5.44 FT, FOR HD>HC (SEC.7.7.1, PG 83) WD,MAX = 8 HC = -7.44 FT WD, GOVERNING = -7.44 FT FOR DOWNWARD ROOF GOVERNING DRIFT HEIGHT = -0.84 = -0.84 NOTE : WHERE FLAT ROOF SNOW LOADS EXCEED 30 PSF, THE SEISMIC DEAD LOAD SHALL INCLUDE 20% DESIGN SNOW LOAD. (IBC 2006 1617.5.1) IF-------------- I I I I I I I I I I I I I I I I I I I I II I LJ � I I I II �, I I I I s t1 II El L_ - A % � @Y CLIO 19 1/1 �� Sc I)ef Cx T� �, �4 CID0,1K (TV 0 )V� ' OPv ■ s . j J,�j'c �a , , , Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Mark 1 - (E) Rafters CODE REFERENCES Printed: 16 JUL 2020, 2:24PM Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E ; Modulus of Elasticity Load Combination iBC 2015 Fb- 1,000.0psi Ebend-xx 1,700.Oksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species ; Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade ; No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing ; Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 013) S(0.033 2x6 Span = 14.50 ft Applied Loads Uniform Load ; D = 0.0130, S = 0,0330 , Tributary Width =1.0 ft, (Roof) DESIGNSUMMARY ... _...... ............. ..... _............................................ ..........................................................._.._..__. ............ Maximum Bending Stress Ratio = 1.1161 Section used for this span 2x6 1,918.31 psi = 1,719.25 psi Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span Load Combination +D+S Location of maximum on span = 7.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.934 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.302 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 D Only Length =14.50 ft 1 0.403 0.100 +D+S Length =14.50 ft 1 1.116 0.276 +D+0.750S Length =14.50 ft 1 0.916 0.226 +0.60D Length =14.50 ft 1 0.136 0.034 Overall Maximum Deflections Load Combination Location of maximum on span Span # where maximum occurs 186>=180 0 <180 133 >=90 0 <90 Moment Values Cd CFN Ci Cr Cm C t CL M fb F'b 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.15 1,300 1.00 1.15 1.00 1.00 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.276 : 1 2x6 57.10 psi 207.00 psi +D+S 0,000 ft Span # 1 Shear Values V fv F'v 0.00 0.00 0.00 0.00 0,34 542.13 1345.50 0.09 16.14 162.00 0.00 0.00 0.00 0.00 1.21 1,918.31 1719.25 0.31 57.10 207.00 0.00 0.00 0.00 0.00 0.99 1,574.27 1719.25 0.26 46.86 207.00 0.00 0.00 0.00 0.00 0.20 325.28 2392.00 0.05 9.68 288.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 1.3016 7,303 0,0000 0,000 Ur-0UM1r 1 1UN: iviam -I - (t) Matters Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Prir+-,l- 1a II II r)nr)n 0.0A nh4 Support notation : Far left is #1 Values in KIPS Loaa uomoination Support 1 Support 2 Overall MAXimum 0.334 0.334 Overall MINimum 0.239 0.239 D Only 0.094 0.094 +D+S 0.334 0.334 +D+0.750S 0.274 0.274 -+0.60D 0.057 0.057 S Only 0.239 0.239 Project Title: lire Engineer: Project ID: Project Descr: Printed: 16 JUL 2020, 2:24PM DESCRIPTION: Mark 3 - (E) Clg Joists 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 Fb + 1,000.0 psi E ; Modulus of Elasticity Load Combination i BC 2015 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species ; Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade ; No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.0067) L(0.026 2x6 Span = 14.50 ft Applied Loads Uniform Load ; D = 0,00670, L = 0,02670 , Tributary Width = 1.0 ft, (Attic) DESIGNSUMMARY............................................................... .._........ ................................. . Maximum Bending Stress Ratio = 0.932 1 Section used for this span 2x6 = 1,392.86 psi = 1,495.00 psi Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span Load Combination +D+L Location of maximum on span = 7.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.756 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.945 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Load Combination Location of maximum on span Span # where maximum occurs 230 <240 0 <240 184 >=180 0 <180 Segment Length Span # M V C d C FN C i Cr C m C t C L D Only Length =14.50 ft 1 0.208 0.051 +D+L Length =14.50 ft 1 0.932 0.230 +D+0.750L Length =14.50 ft 1 0.596 0.147 +0.60D Length =14.50 ft 1 0.070 0.017 Overall Maximum Deflections 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.60 1.300 1.00 1.15 1.00 1.00 1.00 Load Combination Span Max. "" Defl Location in Span Load Combination 0.230 : 1 2x6 41.46 psi 180.00 psi +D+L 0.000 ft Span # 1 Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 0.18 279.41 .1345.50 0.05 8.32 162.00 0.00 0.00 0.00 0.00 0.88 1,392.86 1495.00 0.23 41.46 180.00 0.00 0.00 0.00 0.00 0.70 1,114.50 1868.75 0.18 33.17 225.00 0.00 0.00 0.00 0.00 0.11 167.64 2392.00 0.03 4.99 288.00 Max. "+" Defl Location in Span +D+L 1 0.9451 7.303 0.0000 0.000 DESCRIPTION: Mark 3 - (E) Clg Joists Vertical Reactions Project Title: Engineer: Project ID: Project Descr: Printed: 16 JUL 2020, 2:24PM Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.242 0,242 Overall MINimum 0.194 0.194 D Only 0.049 0.049 +D+L 0.242 0.242 +D+0.750L 0.194 0.194 +0.60D 0.029 0.029 L Only 0.194 0.194 l � )Ilk c.7`e- r,b d,., Project Title: Engineer: Project ID: Project Descr: Printed: 16 JUL 2020, 2:24PM DESCRIPTION: Mark 4 - (E) Roof/Clg Beams 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 Fb + 1,350.0 psi E : Modulus of Elasticity Load Combination i BC 2015 Fb - 1,350.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade ; No.1 Fv 170.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing ; Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.282) L(0.38) S(0.384) 6x14 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load ; D = 0.2820, L = 0.380, S = 0.3840 , Tributary Width =1.0 ft, (Roof) DESIGN SUMMARY ®- • Maximum Bending Stress Ratio = 0.854 1 Maximum Shear Stress Ratio = 0.519 : 1 Section used for this span 6x14 Section used for this span 6x14 = 1,504.65 psi = 101.49 psi = 1,762.16 psi = 195.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 7.000ft Location of maximum on span = 12.876 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.185 in Ratio = 907 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.412 in Ratio = 407 >=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 Only 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.360 0.219 0.90 0.987 1.00 1.15 1.00 1.00 1.00 6,91 496.27 1379.08 1.66 33.47 153.00 +D+L 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.760 0.462 1.00 0.987 1.00 1.15 1.00 1.00 1.00 16.22 1,165.00 1532.31 3.89 78.58 170.00 +D+S 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.665 0.404 1.15 0.987 1,00 1.15 1.00 1.00 1.00 16.32 1,172.04 1762.16 3.91 79.06 195.50 +D+0.750L 0,987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.521 0.317 1.25 0.987 1.00 1.15 1.00 1.00 1.00 13,89 997.82 1915.39 3.33 67.31 212.50 +D+0.750L+0.750S 0.987 1.00 1.15 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length =14.0 ft 1 0.854 0.519 1.15 0.987 1.00 1.15 1.00 1.00 1.00 20,95 1,504.65 1762.16 5.02 101.49 195.50 +0.60D 0,987 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.121 0,074 1.60 0.987 1.00 1.15 1.00 1.00 1.00 4,15 297.76 2451.70 0.99 20.08 272.00 5 Project Title: 1 Engineer: Project ID: Project Descr: Printed: 16 JUL 2020, 2:24PM DESCRIPTION: Mark 4 - (E) Roof/Clg Beams Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.4120 7.051 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.985 5.985 Overall MINimum 2.688 2.688 D Only 1.974 1.974 +D+L 4.634 4.634 +D+S 4.662 4,662 +D+0.750L 3.969 3.969 +D+0.750L+0.750S 5.985 5.985 +0.60D 1.184 1.184 L Only 2.660 2.660 S Only 2.688 2.688 r (JJ1) ,) Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Mark 5 - (E) Joists CODE REFERENCES Printed: 16 JUL 2020, 2:24PM Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb + 975.0 psi E : Modulus of Elasticity Load Combination i BC 2015 Fb - 975.0 psi Ebend- xx 1,500.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 550.0 ksi Wood Species ; Hem Fir Fc - Perp 405.0 psi Wood Grade ; No.1 Fv 150.0 psi Ft 625.0 psi Density 26.840 pcf Beam Bracing ; Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase .02) L(0. 2x10 Span = 14.50 ft Applied Loads Uniform Load ; D = 0,020, L = 0.050 , Tributary Width =1.0 ft, (Floor) ....DESIGN_SUMMARY.._.._...................-........._....._._.._.._............_..................................._....__........___............---.... Maximum Bending Stress Ratio = 0.837: 1 Section used for this span 2x10 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 1,032.05 psi 1,233.38 psi +D+L 7.250ft Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs 0.337 in Ratio = 516 >=360 0.000 in Ratio = 0 <360 0.472 in Ratio = 368 >=240 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V D Only Length =14.50 ft 1 0.266 0.104 +D+L Length =14.50 ft 1 0.837 0.328 +D+0.750L Length =14.50 ft 1 0.550 0.216 +0.60D Length =14.50 ft 1 0.090 0.035 Overall Maximum Deflections Load Combination Span +D+L 0.328 : 1 2x10 49.26 psi 150.00 psi +D+L 0,000 ft Span # 1 Moment Values Shear Values C d C FN C i Cr C m C t C L M fb Fb V fv F'v 0.00 0.00 0.00 0.00 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.53 294.87 1110.04 0.13 14.07 135.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.100 1.00 1.15 1,00 1.00 1.00 1.84 1,032.05 1233.38 0.46 49.26 150.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.51 847.76 1541.72 0.37 40.46 187.50 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.32 176.92 1973.40 0.08 8.44 240.00 Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.4719 7.303 0.0000 0.000 DESCRIPTION: Mark 5 - (E) Joists Vertical Reactions Project Title: 16, Engineer: Project ID: Project Descr: Support notation : Far left is #1 Printed: 16 JUL 2020, 2:24PM Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.508 0.508 Overall MINimum 0.363 0.363 D Only 0.145 0.145 +D+L 0.508 0.508 +D+0.750L 0.417 0.417 +0.60D 0.087 0.087 L Only 0.363 0.363 Project Title: rYl Engineer: Project ID: Project Descr: Printed: 16 JUL 2020, 2:24PM DESCRIPTION: Mark 5 - (E) Joists @ (N) Hood Duct Opening 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 Fb + 975 psi E : Modulus of Elasticity Load Combination iBC 2015 Fb - 975 psi Ebend-xx 1500ksi Fc - Prll 1350 psi Eminbend - xx 550 ksi Wood Species ; Hem Fir Fc - Perp Fv 405 psi 150 psi Wood Grade ; No.1 Ft 625 psi Density 26.84pcf Beam Bracing ; Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase Applied Loads Uniform Load ; D = 0.020, L = 0.050 , Tributary Width =1.0 ft, (Floor) Point Load ; D = 0.1430, L = 0,3580 k @ 9.50 ft, (Opening Hdr) DESIGN SUMMARY Maximum Bending Stress Ratio = 1.5021 Section used for this span 2x10 Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span 1,853.11 psi 1,233.38 psi +D+L Load Combination 9.473ft Location of maximum on span Span # 1 Span # where maximum occurs Max Downward Transient Deflection 0.570 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.797 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 D Only Length =14,50 ft 1 0.477 0.179 +D+L Length =14.50 ft 1 1.502 0.56E +D+0.750L Length =14.50 ft 1 0.987 0.371 +0.60D Length =14.50 ft 1 0.161 0.061 Overall Maximum Deflections 305 <360 0 <360 218 <240 0 <240 Cd CFN Ci Cr Cm C t CL 0.90 1.100 1.00 1.15 1.00 1.00 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Moment Values M fb Fb 0.94 529.20 3.30 1,853.11 2.71 1,522.13 0.57 317.52 0.565 : 1 2x10 84.74 psi 150.00 psi +D+L 13,759 ft Span # 1 Shear Values V fv F'v 0,00 0.00 0.00 0.00 1110.04 0.22 24.20 135.00 0.00 0.00 0.00 0.00 1233.38 0.78 84.74 150.00 0.00 0.00 0.00 0.00 1541.72 0.64 69.61 187.50 0.00 0.00 0.00 0.00 1973.40 0,13 14.52 240.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.7973 7.515 0.0000 0.000 DESCRIPTION: Mark 5 - (E) Joists @ (N) Hood Duct Opening Vertical Reactions Project Title: .. Engineer: Project ID: Project Descr: Printed: 16 JUL 2020, 2:24PM Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.680 0.836 Overall MINimum 0.486 0.597 D Only 0.194 0.239 +D+L 0.680 0.836 +D+0.750L 0.559 0.686 +0.60D 0.117 0,143 L Only 0.486 0.597 o t u CLL t