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Specifications 1;u0 RECEIVED 5FA Design Group, LLc FEB 03 2022 STRUCTURAL ENGINEERING CITY OF TIGARDff----f ---...11) PORTLAND, OR I LIVERMORE, CA I SEATTLE, WA BUILDING DIVISION 503.641.8311 I www.sfadg.com STRUCTURAL CALCULATIONS WSHB Lobby Remodel 12755 SW 69th Ave, Tigard, OR 97223 HBX Studio s.c[tuCTU/i1 , I PROic4 c- �ti�E ,.- . —„® ORE O-Pc 1 a y��Q GIN M 1\.\- EXPIRES: 12-3i-2022 LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT.DESIGN IS BASED 4 UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME.NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Project No. 21-081 February 1, 2022 2 of 32 SI5FA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING 21-081 PROJECT DATE WSHB Lobby Remodel 1/28/2022 SUBJECT BY Table of Contents CVG General Design Criteria 3 Miscellaneous Typical Stair Guardrail 6 Soffit Framing Check 7 Glass Partition Design 15 Existing Beam Check at(N) HSS 23 Roof Framing Check 24 Typical New Partition Design 31 10% Building Weight Check 32 3 of 32 5FA Design Group, ILL PROJECT NO. SHEET NO. STRUCTURAL CIVIL I LAND USE PLANNING 21-081 PROJECT DATE WSHB Lobby Remodel 1/28/2022 SUBJECT BY Design Criteria CVG Structural Narrative The project consists of a lobby remodel of a 2-story office building. The remodel consists of faux wood beams and additional metal finishes at the roof/soffit over the existing lobby, new steel guardrails at the lobby stairs, glass partition over the partial-height wall, new steel plate finishes at the second-floor wall alcoves, and a review of the architectural suspended ceiling and partition design. A 10% building weight check will also be performed to assess the total building weight with the new additions. General Building Department Washington County Building Code......... 2019 OSSC ......... Risk Category I I itude 20/ 2748 Project Site Latitude/Longitude . . ... ........... . .......... .. 45 4281 12. 352 ...... .... . ............ , ...,...... Dead Loads Existing Exterior Wall Dead Load 4" Brick Veneer 39.0 psf 1/2" OSB Sheathing 1.6 psf Batt Insulation 1.1 psf 2x6 Studs @ 16"O.C. 1.5 psf Electrical and Mechanical 1.0 psf 5/8" Interior Gyp Finish 2.7 psf Miscellaneous 3.1 psf Total 50.0 psf Existing Interior Wall Dead Load w/Additional Metal Finish (As Occurs) (2)5/8" Interior Gyp Finishes 5.5 psf (N) 1/4" Steel Plate Finish (As Occurs) 10.0 psf 2x4 Studs @ 24" O.C. 0.6 psf Electrical and Mechanical 1.0 psf Miscellaneous 0.9 psf Total 18.0 psf Existing Vaulted Roof Dead Load w/Additional Faux Beams Roofing 4.0 psf 5/8" CDX Sheathing 1.8 psf (N) Flat 2x6 w/5/8" MDF Finish 1.1 psf Loose Insulation 1.0 psf 2x6 Joists @ 24" OC 1.0 psf Electrical and Mechanical 1.0 psf (2) 5/8" Gyp Ceiling 5.5 psf Miscellaneous 2.5 psf Total 17.9 psf Existing Roof Dead Load w/Additional Metal Finish (As Occurs) Roofing 4.0 psf 5/8" CDX Sheathing 1.8 psf (N) 1/4"Steel Plate Finish (As Occurs) 10.0 psf Loose Insulation 1.0 psf Pre-manuf Trusses @ 24"O.C. 2.0 psf Electrical and Mechanical 1.0 psf 4 of 32 still5FA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL CIVIL LAND USE PLANNING 21-081 PROJECT DATE WSHB Lobby Remodel 1/28/2022 SUBJECT BY Design Criteria CVG 5/8" Gyp Ceiling 2.7 psf Miscellaneous 2.5 psf Total 25.0 psf Existing Floor Dead Load wl Additional Metal Finish (As Occurs) Floor Finishes 5.0 psf 1/4" Steel Plate Finish (As Occurs) 10.0 psf 5/8"CDX T&G Sheathing 2.3 psf 26"TJI L90 Joists @ 16" O.C. 4.6 psf Electrical and Mechanical 1.0 psf Suspended Ceiling 6.0 psf Miscellaneous 2.1 psf Total 31.0 psf 5 of 32 sfa 5FA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING 21-081 PROJECT DATE WSHB Lobby Remodel 1/28/2022 SUBJECT BY Design Criteria CVG Live Loads Roof Snow_ Load 25 psf FloorLive Load..._.._.................._...................-.._.._.........._.-.......-...-...............-..............................-...-.............._._..........................................................................._..................._. _...-...-...-....................._...-.............. 50 psf Lobbies and Corridors Live Load 100 psf Deflections Total Load Deflection Limit L/240 LiveLoad....Deflection Limit............-.........._..._.............-...-...-...........-...-...,........-_........_..-..............................-.-_..............-...-..............-....._......-...-..........................-.._...........36..........-...-...........-_..-........ 0 Wind Loads Wind Speed 3-Second Gust ExposureElevation...._........_............ B..... .,. ...p...................._...- 250 ft Topography Factor... (Kn) 1.0(Flat) ..........-.....,-.... Seismic Loads SeismicDesign Categor y........._.._........-....,....._................. ...........-...-..............................................-.._................_......_..-......................................-_........._...-..........-.............._....................................... Site Soil Classification D Seismic Importance....Fact. ........-.._............ 1. nce Factor......................_.._............-...............-..........._......_._.__._............................___............-_.......................,...........-...-.,.............._......-1.0.--__-............-...-.._........... Response Modification-.. C.._fcen.-... 6.5 _.......-...-.._P.......-............---._.........._ Coefficient.......-..............._.............__........................_.__._...........-...-................_............_...-................................_-............-_............-..............-..__........................_ Light-framed walls sheathed with wood structural panels ..._Basic Seismic Force Resisting System rated for shear resistance._... .m.............................-....,...._.._._...........-...-...........-...-....,......................-...-...............-....................-...........-...-.........,...................._................-...-...................................-.................................._-_.............. Mapped MCE Spectral Response Acceleration (Short Periods, Ss) 86.500% Mapped..MCE...Spectral Response Acceleration (1...-S... _....nd,-..S-....._.._..........................................._.........-...........-..__. _....-..39...400.......-...-.................... 1 Second, S,) 39.400%Design Spectral Respons.....................-...-............._...,.........,.._...............-...-..........................................,.-_....................................._...-...................................._...........-...-...........-...-........_...-..._,.....,...................... e Acceleration (Short Periods, SDs) 69.200% Seismic..Response Coefficient, Cs Design.Base Shear....._..-...............................-...-.._...,._.--..,...........-...-...........-...-......................... ..-...........-...-....................-...-...........-......................._...........-...-..............._........0.000..-...-............................. O lbs Analysis Procedure Used Equivalent Lateral Force Special Seismic Ordinances/Notes: ....-.,. ......... .............. None Soil Parameters Allowable Soil_Bearin9 Pressure 1500 psf 1/3 Increase for Wind/Earthquake forces? Yes Minimum Frost Depth 18 in Active Pressure (Unrestrained).......- 40........cf...............-...-.........,.... PassivePressure_.......-................__................................._....................................-......................................................._...............-...............-............._...._.................................P..............._.........._............... 150 pcf Coefficientof Friction..............-.............-.......................................................-...............,-................_.....................-........................,........... 0.30................-_.............._........ Additional Ordinances/Notes: None...................................... 6 of 32 5FA Design Group, LLE PROJECT NO. SHEET NO. STRUCTURAI I CIVIL I I AND USE PI ANNING DATE PROJECT SUBJECT BY Gf(]'<\12- (mil -4V _� --11 i"� P, or- �o� C�12 � Ti , t /4u x 4, vY tis-0/� s f 1 k,kc,4 fb µIt s Ntl.yL -"It*( Y e,:Li J i the v •12- • � h x a` 1u,06 V 4' LNA� o, vet ,--0 1-4* '7W n0 > ; a���'� > _ --/co -pr Cs,,/ 6.40 >�,a. \I = fipo 171 Ti t : _ 442.0 /i� Zx - ti t 1/4,-/- fo` to‘96 sew f tt?. cDaA., e = V Vita 7of32 5FA Design Group, LLC PROJECT NO. SHEET NO S_T iJCTURAL CIVIL I LAND USE PLANNLNG_ 21"fit PROJECT � �,�/ t.(JLY� DATE tI20(k SUBJECT 1'C �114 62 BY CAM/ 0)44-1- tiwriN6 = to.21'() 0Febri'') 11114 (V' Pgofrer ll � , tcor Pg ( 4lo..2 4•J 4- 6 • (\�-96 'i trd eFkM 0111%4- 1 / (j v40v-4‘+4‘4 its ervt Vlvx-rL =Vp14` (2-Y1Aor L�As - D t . ffti r1 = titv� a (rD L Vit* f2)coo - tmdk Lscticiz IDL svo SCUO tkA, ( t.5_ la�� ✓ uotetwii ..?2,1/ Project Title: 8 Of 32 ' Engineer: , Project ID: Project Descr: Wood Beam Project File:WSHB Lobby calcs.ec6 LIC*:KW-06015057,Build:20.22.1.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: Soffit Beam 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 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0psi Density 31.210pcf Beam Bracing : Completely Unbraced __.. D(0.05025) 0 5 b 0 0 a h 2-2x6 r Span=4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.05025, Tributary Width= 1.0 ft, (soffit) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.081: 1 Maximum Shear Stress Ratio = 0.047 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 85.41 psi fv:Actual = 7.57 psi Fb:Allowable = 1,048.0opsi Fv:Allowable = 162.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 2.000ft Location of maximum on span = 3.547 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.005 in Ratio= 10243>=240 Span: 1 : D Only Max Upward Total Deflection 0 in Ratio= 0<240 n/a Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+"Deft Location in Span D Only 1 0.0047 2.015 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.108 0.108 Overall MINimum 0.108 0.108 D Only 0.108 0.108 S Only - Project Title: 9 of 32 Engineer: Project ID: Project Descr: Wood Column Project File:WSHB Lobby calcs.ec6 LION:KW-06015057,Build:20.22.1.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: Soffit Brace Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 4 ft Wood Member Type Sawn - (Used for non-slender cafculatiau 1 Wood Species Douglas Fir-Larch Exact Width 1.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 8.250 in^2 Cf or Cv for Compressioi 1.10 Fb+ 900.0 psi Fv 180.0 psi Fb- 900.0 psi Ft 575.0 psi Ix 20797 in/4 Cf or Cv for Tension 1.30 Fc-Prll 1,350.0 psi Density 31.210 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc- Ct:Temperature Fact 1.0 Perp 625.0 psi Cfu: Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive? Yes Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=4 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 7.152 lbs*Dead Load Factor AXIAL LOADS . . . Axial Load at 4.0 ft,Xecc= 1.0 in,Yecc= 1.0 in, D=0.5220 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x, E =0.003840 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3235 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination D Only Top along Y-N 0.01625 k Bottom along Y-Y 0.01088 k Governing NDS Forl tnlap+Mxx+Myy,NDS Eq.3.9- Top along X-} 0.01088 k Bottom along X-X 0.01088 k Location of max.above base 4.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y -0.002339 in at 2.336 ft above base Applied Axial 0.5220 k for load combination: D Only Applied Mx -0.04350 k-ft Applied My -0.04350 k-ft Along X-X -0.03144 in at 2.336 ft above base Fc:Allowable 425.775 psi for load combination :D Only Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01221 : 1 Bending Compression Tension Load Combination D Only Location of max.above base 4.0 ft Applied Design Shear 1.977 psi Allowable Shear 162.0 psi Load Combination Results Maximum Axial+Bendina Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.319 0.3235 PASS 4.oft 0.01221 PASS 4.Oft +0.60D 1.600 0.187 0.1053 PASS 4.0 ft 0.004119 PASS 4.0 ft - +D+0.70E 1.600 0.187 0.1918 PASS 4.0 ft 0.01026 PASS 4.0 ft +D+0.5250E 1.600 0.187 0.1918 PASS 4.0ft 0.009411 PASS 4.0ft +0.60D+0.70E 1.600 0.187 0.1053 PASS 4.0ft 0.007513 PASS 4.0ft Project Title: 10 of 32 Engineer: Project ID: Project Descr: Wood Column Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.22.1.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: Soffit Brace Maximum Reactions 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 Load Combination ©Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only -0.011 0.011 -0.011 0.011 0.529 +0.60D -0.007 0.007 -0.007 0.007 0.317 +D+0.70E -0.011 0.011 -0.005 0.016 0.529 +D+0.5250E -0.011 0.011 -0.007 0.015 0.529 +0.600+0.70E -0.007 0.007 -0.001 0.012 0.317 E Only 0.008 0.008 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0314in 2.336ft -0.002 in 2.336ft +0.60D -0.0189in 2.336ft -0.001 in 2.336ft +D+0.70E -0.0314 in 2.336ft -0.002 in 2.416ft +D+0.5250E -0.0314 in 2.336ft -0.002 in 2.389ft +0 60D+0.70E -0.0189 in 2.336ft -0.001 in 2.470ft E Only 0.0000 in 0.000ft 0.001 in 2.013ft Sketches asuar y i 4 052204 Load 1 0 c t-''',..40 +X • gl u'i , i i „ 1 26 04 i5 Y 0.00FN -«� 1.50 in Project Title: 11 of 32 Engineer: Project ID: Project Descr: Wood Column Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.22.1.19 SFA ENGINEERING LLC (c)ENERCALC INC 1963-2021 DESCRIPTION: (E)Stud Check at Metal Plated Soffits (2x6 at 24"oc) -w/ EQ Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 12 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Douglas Fir-Larch Exact Width 1.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb+ 900.0 psi Fv 180.0 psi Area 8.250 in^2 Cf or Cv for Compressioi 1.10 lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi Fc-Prll 1,350.0 psi Density 31.210 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Perp 625.0 psi Ct:Temperature Fact 1.0 Cfu: Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS/5 3 2 Basic 1,600.0 1,600.0 1,600.0ksi Use Cr: Repetitive? Yes Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=6 Y-Y(depth)axis: Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :21.457 lbs*Dead Load Factor AXIAL LOADS . . . Metal Soffit Load from Above:Axial Load at 12.0 ft, Xecc= 1.0 in, Yecc= 1.0 in, D=0.1428 k 8psf wall load(from both stories):Axial Load at 12.0 ft, Xecc= 1.0 in,Yecc= 1.0 in, D=0.1920 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, E=0.003840 k/ft DESIGN SUMMARY Bending&Shear Check Results - PASS Max.Axial+Bending Stress Ratio = 0.2535: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination D Only Top along Y-Y 0.02304 k Bottom along Y-Y 0.02304 k Governing NDS Fordltolap+Mxx+Myy,NDS Eq.3.9- Top along X-Y 0.002325 k Bottom along X-X 0.002325 k Location of max.above base 11.919 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.05442 in at 6.040 ft above base Applied Axial 0.3563 k for load combination : E Only Applied Mx -0.02771 k-ft Applied My -0.02771 k-ft Along X-X -0.1815 in at 7.007 ft above base Fc:Allowable 199.896 psi for load combination: D Only Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01179: 1 Bending Compression Tension Load Combination +1.097D+0.70E Location of max.above base 12.0 ft Applied Design Shear 3.396 psi Allowable Shear 288.0 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 Only 0.900 0.150 0.2535 PASS 11.919 ft 0.002609 PASS 12.0 ft • +0.60D 1.600 0.085 0.1276 PASS 0.0 ft 0.000881 PASS 12.0 ft +1.097D+0.70E 1.600 0.085 0.2331 PASS 0.oft 0.01179 PASS 12.0ft +1.072D+0,5250E 1.600 0.085 0.2280 PASS 0.0ft 0.009211 PASS 12.0ft +0.5034D+0.70E 1.600 0.085 0.1070 PASS 0.0 ft 0.01092 PASS 12.0 ft Project Title: 12 of 32 Engineer: . Project ID: Project Descr: Wood Column Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.22.1.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: (E)Stud Check at Metal Plated Soffits (2x6 at 24"oc) -w/EQ Maximum Reactions 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 Load Combination @ Base ©Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only -0.002 0.002 -0.002 0.002 0.356 +0.60D -0.001 0.001 -0.001 0.001 0.214 +D+0.70E -0.002 0.002 0.014 0.018 0.356 +D+0.5250E -0.002 0.002 0.010 0.014 0.356 +0.60D+0.70E -0.001 0.001 0.015 0.018 0.214 E Only 0.023 0.023 - Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance DOnly -0.1815in 7.007ft -0.014in 7.007ft +0.60D -0.1089 in 7.007ft -0.008 in 7.007ft +D+0.70E -0.1815in 7.007ft 0.025in 5.638ft +D+0.5250E -0.1815in 7.007ft 0.016 in 5.396ft +0.60D+0.70E -0.1089in 7.007ft 0.030 in 5.799ft E Only 0.0000 in 0.000ft 0.054 in 6.040ft Sketches + -i I y Load 2 ; . i. . ' 5, + c c. sa , If) "/ C 1 i31 5 z. 2 6 ; J 1.50 in a �' Project Title: Engineer: 13 of 32 Project ID: Project Descr: Wood Column Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.22.1.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: (E) Stud Check at Metal Plated Soffits (2x6 at 24"oc) -w/5psf LL Code References Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 - - Load Combinations Used :ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Menuf. Graded Lumber Overall Column Height 12 ft Wood Member Type Sawn - (Used for non-slender calculations) Wood Species Douglas Fir-Larch Exact Width 1.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 8.250 in"2 Cf or Cv for Compressioi 1.10 Fb+ 900.0 psi Fv 180.0 psi Fb- 900.0 psi Ft 575.0 psi Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fc-Pr!' 1,350.0 psi Density 31.210 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Perp 625.0 psi Ct:Temperature Fact 1.0 E: Modulus of Elasticity. . . x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0ksi UseCr: Repetitive? Yes Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=6 Y-Y(depth)axis: Fully braced against buckling ABOUT X-X Axis - Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :21.457 Ibs"Dead Load Factor AXIAL LOADS . . . Metal Soffit Load from Above:Axial Load at 12.0 ft,Xecc= 1.0 in, Yecc= 1.0 in, D=0.1428 k 8psf wall load(from both stories):Axial Load at 12.0 ft, Xecc= 1.0 in,Yecc= 1.0 in, D=0.1920 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x, L=0.010 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3378: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L Top along Y-Y 0.06233 k Bottom along Y-Y 0.060 k Governing NDS ForGtolap+Mxx+Myy,NDS Eq.3.9- Top along X-> 0.002325 k Bottom along X-X 0.002325 k Location of max.above base 6.765 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.1417 in at 6.040 ft above base Applied Axial 0.3563 k Applied Mx 0.1613 k-ft for load combination: L Only Applied My -0.01573 k-ft Along X-X -0.1815 in at 7.007 ft above base Fc:Allowable 200.657 psi for load combination:D Only Other Factors used to calculate allowable stresses,.. PASS Maximum Shear Stress Ratio= 0.06296: 1 Bending Compression Tension Load Combination +D+L Location of max.above base 12.0 ft Applied Design Shear 11.332 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.150 0.2535 PASS 11.919ft 0.002609 PASS 12.0 ft +D+L 1.000 0.135 0.3378 PASS 6.765 ft 0.06296 PASS 12.0 ft +D+0.750L 1.250 0.109 0.2390 PASS 7.007ft 0.03824 PASS 12.0 ft +0.60D 1.600 0.085 0.1276 PASS 0.0ft 0.000881 PASS 12.0ft +1.097D 1.600 0.085 0.2331 PASS 0.oft 0.001610 PASS 12.0 ft +1.072D+0.750L 1.600 0.085 0.2280 PASS 0.0ft 0.02998 PASS 12.0ft +0.5034D 1.600 0.085 0.1070 PASS 0.0ft 0.000739 PASS 12.oft Project Title: 14 Of 32 Engineer: . Project ID: Project Descr: Wood Column Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.22.1.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983.2021 DESCRIPTION: (E) Stud Check at Metal Plated Soffits (2x6 at 24"oc)-wl 5psf LL Maximum Reactions _. 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 Load Combination @ Base ©Top @ Base @ Top @ Base @ Base @ Top ©Base ©Top D Only -0.002 0.002 -0.002 0.002 0.356 +D+L -0.002 0.002 0.058 0.062 0.356 +D+0.750L -0.002 0.002 0.043 0.047 0.356 +0.60D -0.001 0.001 -0.001 0.001 0.214 L Only 0.060 0.060 - Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.1815 in 7.007ft -0.014 in 7.007 ft +D+L -0.1815in 7.007ft 0.129in 5.960ft +D+0.750L -0.1815in 7.007ft 0.093in 5.960ft +0.60D -0.1089in 7.007ft -0.008in 7.007ft L Only 0.0000in 0.000ft 0.142 in 6.040ft Sketches - oueex anmx x l i I. ;; Load 2 ,� i : i +X l C to ri isi i 1 i E 4 +y 2x6 t ' Iii 1.50 in o.," 15 of 32 5FA Design Group, LLC PROJECT NO. SHEET NO. PROJECT STRUCTURAL I CIVIL I LAND USE PLANNING DATE SUBJECT Eil '�1f BY S>6-ttZ_. 11.4c$-1, %st.' p.kRe. !tPA i t � �'� cx, = t.o � 6�x Cora - 11.0 F'Zp L Zrks1.o P ll 1 ---3 -As r C * oe. .v36xr;�( )xD .6 w - Ia C4'c ) = 14f t t_. Q%p;. GEE. itnAitMtvEr _ i+. Zt¢ae , o th, ,4,E= " l) sty -oi.A.CW‘►141 :s fie, i — tic 3 - k c 5 N fi 1,4= Ba.i' !"rj 1 ,t..1M - ss-tv,, 3° it, 111, • Tea,'= g1�: +off* -'� r�4�go� ,v -yakA � = kte l G Z, = -�a.ca,4T R)t(ta wi te51-`6 \1 =�t '- ,� dam/ � �� 6� 616*-trams wood saJ4 u t"Neel 16 of 32 Project Name: WSHB Lobby calcs Page 1 of 1 Model: Glass Partition Header Date:01/28/2022 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTm 3.4.6.0 Reactions Support Reactions(lb) R2 38.00 19.00 lb/ft R1 38.00 Shear and Web Crippling Checks Bending and Shear 3.7% Stressed (Unstiffened): @R2 Bending and Shear NA R1 R2 (Stiffened): Web Stiffeners No Required?: 4.00 Section : 362T125-33 (33 ksi)Single Track Maxo= 286.4 Ft-Lb Va= 1023.6 lb I = 0.38 inA4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 38.0 0.133 38.0 None 232.1 0.164 0.010 L/4975 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com 17 of 32 Project Name: WSHB Lobby talcs Page 1 of 1 Model: Glass Partition Brace Date:01/28/2022 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 3.4.6.0 Section Designation: 362S137-33(33 ksi)Single C Stud INPUT PROPERTIES : Web Height= 3.6250 in Steel Thickness= 0.0346 in Top Flange= 1.3750 in Inside Corner Radius= 0.0765 in Bottom Flange= 1.3750 in Yield Stress,Fy= 33.0000 ksi Stiffening Lip= 0.3750 in Fy With Cold-Work,Fya= 33.0000 ksi Punchout Width= 1.5000 in Punchout Length= 4.0000 in GENERAL INTERACTION ANALYSIS Bending Inputs and Results Input Moment,Mx= 0 Ft-Lb Flexural Bracing= 96 in Cb= 1 Load Multiplier for Strength Checks= 1.0 Allowable Moment,Ma(Fy)(x)= 382 Ft-Lb Allowable Moment,Ma(brc)(x)= 164 Ft-Lb K-phi(distortional)= 0 lb-in/in Distortional Restraint,Lm= None Allowable Moment(distortional),Ma(dist)(x)= 394 Ft-Lb Moment Ratio,Mx/Ma(x)(including load multiplier)= 0.000 Input Moment,My= 0 Ft-Lb Allowable Moment, Ma(y)= 89 Ft-Lb Moment Ratio, My/Ma(y)(including load multiplier)= 0.000 Axial Inputs and Results Input Axial Load(+Comp,-Tens)= 76 lb Unbraced Length,KxLx= 96 in Unbraced Length,KyLy= 48 in Unbraced Length,KtLt= 48 in Allowable local/global Axial Load, Pa= 1708 lb K-phi(distortional)= 0 lb-in/in Distortional Restraint, Lm= None Allowable Distortional Axial Load,Pa(dist)= 3093 lb Load Multiplier for Strength Checks= 1.0 Axial Load Ratio,P/Pa(including load multiplier)= 0.045 Maximum KL/r ratio= 96 Bending and Axial Interactions Axial Load Ratio,P/Pa(including load multiplier)= 0.045<=0.15 Interaction C5.2.1-3= 0.045 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com sum Project Title: 18 Of 32 Engineer: Project ID: Project Descr: Steel Column Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.21.11.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: Glass Partition Post Code References - Calculations per AISC 360-16, IBC 2018, CBC 2019. ASCE 7-16 Load Combinations Used :ASCE 7-16 General Information - - . Steel Section Name : Pipe2STD Overall Column Height 3.5 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Pinned,Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=3.5 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=3.5 ft,K=2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 12.810 lbs*Dead Load Factor AXIAL LOADS . . . Glass weight:Axial Load at 3.50 ft,Xecc= 1.0 in,Yecc= 1.0 in, D=0.1950 k BENDING LOADS. . . Guardrail Load: Lat. Point Load at 3.50 ft creating Mx-x, L=0.20 k EQ(glass+partition): Lat. Point Load at 3.50 ft creating Mx-x, E=0.05070 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.03750 : 1 Maximum Load Reactions.. Load Combination +1.097D+1.40E Top along X-X 0.006964 k Location of max.above base 3.477 ft Bottom along X-X 0.006964 k At maximum location values are. . . Top along Y-Y 0.2070 k Pa:Axial 0.2279 k Bottom along Y-Y 0.006964 k Pn/Omega:Allowabli 11.454 k Ma-x:Applied -0.01765 k-ft Maximum Load Deflections.. . Mn-x/Omega:Allowable 1.281 k-ft Along Y-Y -0.000701 in at 2.349ft above base for load combination:D Only Ma-y:Applied -0.01765 k-ft Mn-y I Omega:Allowable 1.281 k-ft Along X-X -0.000701 in at 2.349ft above base for load combination:D Only PASS Maximum Shear Stress Ratii 0.03194 : 1 Load Combination +1.073D+0.750L+1.050E Location of max.above base 3.50 ft At maximum location values are. . . Va:Applied 0.2107 k Vn/Omega:Allowable 6.596 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Cbx Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location D Only 0.034 PASS 3.48 ft 2.15 2.15 111.50 0.00 0.001 PASS 0.00 ft +D+L 0.034 PASS 3.48 ft 2.15 2.15 111.50 0.00 0.031 PASS 3.50 ft +D+0.750L 0.034 PASS 3.48 ft 2.15 2.15 111.50 0.00 0.024 PASS 3.50 ft +0.60D 0.021 PASS 3.48 ft 2.15 2.15 111.50 0.00 0.001 PASS 0.00 ft +1.097D+1.40E 0.038 PASS 3.48 ft 2.15 2.15 111.50 0.00 0.012 PASS 3.50 ft +1.073D+0.750L+1.050E 0.037 PASS 3.48 ft 2.15 2.15 111.50 0.00 0.032 PASS 3.50 ft _ +0.5031D+1.40E 0.017 PASS 3.48 ft 2.15 2.15 111.50 0.00 0.011 PASS 3.50 ft Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments . Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 0.208 0.007 0.007 -0.007 0.007 0.008 0.008 +D+L 0.208 0.007 0.007 -0.007 0.207 0.008 0.008 +D+0.750L 0.208 0.007 0.007 -0.007 0.157 0.008 0.008 +0.60D 0.125 0.004 0.004 -0.004 0.004 0.005 0.005 +D+0.70E 0.208 0.007 0.007 -0.007 0 042 0.008 0.008 Project Title: 19 of 32 Engineer: Project ID: Project Descr: Steel Column Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.21.11.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: Glass Partition Post Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+0.750L+0.5250E 0.208 0.007 0.007 -0.007 0.184 0.008 0.008 +0.60D+0.70E 0.125 0.004 0.004 -0.004 0.040 0.005 0.005 L Only 0.200 E Only 0.051 Extreme Reactions • Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 0.208 0.007 0.007 -0.007 0.007 0.008 0.008 Minimum 0.200 Reaction, X-XAxis Base Maximum 0.208 0.007 0.007 -0.007 0.007 0.008 0.008 Minimum 0.200 Reaction, Y-Y Axis Base Maximum 0.200 Minimum 0.208 0.007 0.007 -0.007 0.007 0.008 0.008 Reaction, X-X Axis Top Maximum 0.208 0.007 0.007 -0.007 0.007 0.008 0.008 Minimum 0.200 Reaction, Y-Y Axis Top Maximum 0.208 0.007 0.007 -0.007 0.007 0.008 0.008 Minimum 0.051 Moment, X-XAxis Base Maximum 0.208 0.008 0.007 -0.007 0.007 0.008 0.008 Minimum 0.200 Moment, Y-Y Axis Base Maximum 0.208 0.007 0.007 -0.007 0.007 0.008 Minimum 0.200 Moment, X-X Axis Top Maximum 0.208 0.007 0.007 -0.007 0.007 0.008 0.008 Minimum 0.208 0.007 0.007 -0.007 0.007 0.008 0.008 Moment, Y-Y Axis Top Maximum 0.208 0.007 0.007 -0.007 0.007 0.008 0.008 Minimum 0.208 0.007 0.007 -0.007 0.007 0.008 0.008 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0007 in 2.349 ft -0.001 in 2.349 ft +D+L -0.0007 in 2.349 ft -0.001 in 2.349 ft _ +D+0.750L -0.0007 in 2.349 ft -0.001 in 2.349 ft +0.60D -0.0004 in 2.349 ft -0.000 in 2.349 ft +D+0.70E -0.0007 in 2.349 ft -0.001 in 2.349 ft +D+0.750L+0.5250E -0.0007 in 2.349 ft -0.001 in 2.349 ft +0.60D+0.70E -0.0004 in 2.349 ft -0.000 in 2.349 ft L 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 Steel Section Properties : Pipe2STD Depth = 2.375 in I xx = 0.63 in^4 J = 1.250 in"4 S xx = 0.53 in^3 Diameter = 2.375 in R xx = 0.791 in Wall Thick = 0.154 in Zx = 0.713 in^3 Area = 1.020 in"2 I yy = 0.627 in"4 Weight = 3.660 plf S yy = 0.528 in^3 R yy = 0.791 in Ycg = 0.000 in Project Title: 20 of 32 Engineer: Project ID: Project Descr: Steel Column Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.21.11.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: Glass Partition Post Sketches 01BWk +Y 010000 030k OOR k' e Load 1 +X e i eta 2.38in Project Title: 21 of 32 Engineer: Project ID: Project Descr: Steel Beam Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build20.21.11.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: Glass Partition Top Plate CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties - Analysis Method Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending L(020) _. �- - E(0.0510) - _ _ ?C , _ o _ _ HSS3-1/2x1-1/2x3/16 (Y) Span=4.0 ft y Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load : L=0.20 k @ 2.0 ft, (Guardrail live) Uniform Load : E=0.0510 k/ft, Tributary Width = 1.0 ft, (Partition EQ(glass+partition)) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.070: 1 Maximum Shear Stress Ratio= 0.011 : 1 Section used for this span HSS3-1/2x1-1/2x3/16 Section used for this span HSS3-1/2x1-1/2x3/16 Ma:Applied 0.257 k-ft Va:Applied . 0.1821 k Mn/Omega:Allowable 3.673 k-ft Vn/Omega:Allowable 17.128 k Load Combination +0.75OL+1.050E Load Combination +0.750L+1.050E Location of maximum on span 2.000ft 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 0.005 in Ratio= 10,000 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Span: 1 :E Only Max Downward Total Deflection 0.008 in Ratio= 5878 >=180 Span: 1 :+0.750L+0.5250E Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios - Summary of Moment Values - _ Summary of Shear Va ues Segment Length Span# M _ V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Dsgn. L= 4.00 ft 1 0.000 6.13 3.67 1.00 1.00 -0.00 28.60 17.13 L Only Dsgn. L= 4.00 ft 1 0.054 0.006 0.20 0.20 6.13 3.67 1.32 1.00 0.10 28.60 17.13 +0.750L " Dsgn. L= 4.00 ft 1 0.041 0.004 0.15 0.15 6.13 3.67 1.32 1.00 0.08 28.60 17.13 E Only*1.40 Dsgn. L= 4.00 ft 1 0.039 0.008 0.14 0.14 6.13 3.67 1.14 1.00 0.14 28.60 17.13 - +0.750L+1.050E Dsgn. L= 4.00 ft 1 0.070 0.011 0.26 0.26 6.13 3.67 1.24 1.00 0.18 28.60 17.13 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Dell Location in Span +0.750L+0.5250E 1 0.0082 2.011 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.129 0.129 - Overall MINimum -0.071 -0.071 Project Title: 22 of 32 Engineer: Project ID: Project Descr: Steel Beam Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.21.11.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: Glass Partition Top Plate Vertical Reactions Support notation: Far left is#' Values in KIPS Load Combination Support 1 Support 2 L Only 0.100 0.100 +0.750L 0.075 0.075 E Only*0.70 0.071 0.071 +0.750L+0.5250E 0.129 0.129 E Only 0.102 0.102 Project Title: 23 of 32 . Engineer: Project ID: Project Descr: Wood Beam Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.21.12.16 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: (E)Beam Check at(N) HSS 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+ 1000 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 1000 psi Ebend-xx 1700ksi Fc-Pr!! 1500 psi Eminbend-xx 620 ksi - Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.1 Fv 180 psi Ft 675 psi Density 31.21 pcf Beam Bracing : Completely Unbraced a _. a D(0.00942) a a- a a a D(0.04) a a a i 6x8 i Span=22.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.0080 ksf, Tributary Width=5.0 ft, (partition load) Uniform Load : D=0.009420, Tributary Width= 1.0 ft, ((N) HSS6x2) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.921: 1 Maximum Shear Stress Ratio = - 0.137 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 821.71 psi fv:Actual = 22.15 psi Fb:Allowable = 892.46psi Fv:Allowable = 162.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 11.000ft Location of maximum on span = 21.438ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0<360 n/a Max Upward Transient Deflection 0 in Ratio= 0<360 nla Max Downward Total Deflection 0.941 in Ratio= 280>=240 Span: 1 :D Only Max Upward Total Deflection 0 in Ratio= 0<240 nla Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max"+"Defl Location in Span D Only 1 0.9413 11.080 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS - Load Combination Support 1 Support 2 Overall MAXimum 0.642 0.642 Overall MINimum 0.642 0.642 _ D Only 0.642 0.642 S Only . Project Title: 24 Of 32 Engineer: Project ID: Project Descr: General Beam Analysis:20.21.11.19 SFA ENGINEERING LLC Project File:W) I-IB Lobby ccalcs.ec 21 DESCRIPTION: (E)Girder Truss Check- Reactions Only((E)Condition) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 36.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 e _ _ e D(0.0935) D(0 015)S(0.025) e P X I" Span=36.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, S =0.0250 ksf, Tributary Width = 1.0 ft, (existing roof-typical roof truss) Uniform Load : D=0.0170, S =0.0250 ksf, Extent=0.0->>31.0 ft, Tributary Width=5.50 ft, (Existing vaulted roof load) DESIGN SUMMARY Maximum Bending = 42.470 k-ft Maximum Shear= 4.798 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 17.640ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 2.052 in 210 Max Upward Transient Deflection 0.033 in 13275 Max Downward Total Deflection 3.422 in 126 Max Upward Total Deflection 0.013 in 33164 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn.L= 36.00 ft 1 42.47 42.47 4.80 D Only Dsgn. L= 36.00 ft 1 17.00 17.00 1.92 +D+S Dsgn. L= 36.00 ft 1 42.47 42.47 4.80 +D+0.750S Dsgn. L= 36.00 ft 1 36.10 36.10 4.08 +0.60D Dsgn. L= 36.00 ft 1 10.20 10.20 1.15 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 3.4215 18.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.798 3.803 Overall MINimum D Only 1.921 1.518 +D+S 4.798 3.803 +D+0.750S 4.078 3.232 +0.60D 1.152 0.911 S Only 2.877 2.285 Project Title: 25 Of 32 Engineer: Project ID: Project Descr: General Beam Analysis Project File:WSHB Lobby calcs.ece LIC#:KW-06015057.Build:20.21.11.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: (E)Girder Truss Check - Reactions Only(w/addl loads) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 36.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.00805) a D(0.81) D(0.01) a a o a D(0.01) o 0 o a '� 0 o D(0.0935)S(0.1375)- D(o.015)S(O 025) a c X X Span=36.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D= 0.0150, S=0.0250 ksf, Tributary Width= 1.0 ft, (existing roof-typical roof truss) Uniform Load : D=0.0170, S=0.0250 ksf, Extent=0.0-->>31.0 ft, Tributary Width=5.50 ft, (Existing vaulted roof load) Uniform Load : D=0.010 k/ft, Extent=9.750-->> 13.420 ft, Tributary Width= 1.0 ft, (addl steel plate load) Uniform Load : D=0.010 k/ft, Extent= 13.170-->> 19.920 ft, Tributary Width= 1.0 ft, (addl steel plate load) Uniform Load : D=0.010 k/ft, Extent= 19.670-->>26.420 ft, Tributary Width= 1.0 ft, (addl steel plate load) Uniform Load : D=0.00110 ksf, Extent=0.0->>31.0 ft, Tributary Width=5.50 ft, (addl faux beam load) DESIGN SUMMARY Maximum Bending= 44.601 k-ft Maximum Shear= 4.990 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span# 1 Location of maximum on span 17.640 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 2.052 in 210 Max Upward Transient Deflection 0.033 in 13275 Max Downward Total Deflection 3.588 in 120 Max Upward Total Deflection 0.015 in 29626 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L= 36.00 ft 1 44.60 44.60 4.99 D Only Dsgn.L= 36.00 ft 1 19.13 19.13 2.11 - +D+S Dsgn. L= 36.00 ft 1 44.60 44.60 4.99 +D+0.750S Dsgn. L= 36.00 ft 1 38.23 38.23 4.27 - +0.60D Dsgn. L= 36.00 ft 1 11.48 11.48 1.27 Overall Maximum Deflections Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+"Dell Location in Span +D+S 1 3.5882 18.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#d Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.990 3.970 Overall MINimum Project Title: 26 of 32 Engineer: Project ID: Project Descr: General Beam Analysis Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.21.11.19 SFA ENGINEERING LLC (c)ENERCALC INC 1963.2021 DESCRIPTION: (E)Girder Truss Check- Reactions Only(w/addl loads) Vertical Reactions Support notation:Far left is# Values in KIPS Load Combination Support 1 Support 2 D Only 2.113 1.685 - +D+S 4.990 3.970 +D+0.750S 4.271 3.399 +0.60D 1.268 1.011 S Only 2.877 2.285 . Project Title: 27 Of 32 Engineer: Project ID: Project Descr: Wood Beam Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.21.11.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: (E)Vaulted Roof Framing Check for Faux 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-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 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase a a D(0.007) a a D(0.03)S(0.05) a a a a 2x8 Span=11.0 It - . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D=0.0150, S =0.0250 ksf, Tributary Width =2.0 ft, (Existing Roof load) Uniform Load : D=0.0070, Tributary Width = 1.0 ft, (Additional Faux Beam Weight) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.864 1 Maximum Shear Stress Ratio = 0.292 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 1,234.21 psi fv:Actual = 60.37 psi Fb:Allowable = 1,428.30psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.500ft Location of maximum on span = 10.398ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio= 607>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.171 in Ratio= 771 >=240 Span: 1 :D Only Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.486 0.164 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.60 543.60 1117.80 0.19 26.59 162.00 - +D+S 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.864 0.292 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.35 1,234.21 1428.30 0.44 60.37 207.00 +0+0.7505 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=11.0 ft 1 0.743 0.251 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.16 1,061.56 1428.30 0.38 51.92 207.00 +0.60D 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.164 0.055 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.36 326.16 1987.20 0.12 15.95 288.00 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max. "+"Defl Location in Span S Only 1 0.2174 5.540 0.0000 0.000 Project Title: 28 Of 32 Engineer: Project ID: Project Descr: i Wood Beam Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.21.11.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: (E)Vaulted Roof Framing Check for Faux Beams Vertical Reactions Support notation :Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.275 0.275 Overall MINimum 0.275 0.275 D Only 0.216 0.216 S Only 0.275 0.275 Project Title: 29 Of 32 Engineer: Project ID: Project Descr: General Beam Analysis Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.21.11.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: (E)Vaulted Ridge Beam Check - Reactions Only((E) Condition) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 36.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in^4 0(0.03)S(0.05) D(0.187)S(0.275) X X Span=36.0 ft {I Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D =0.0170, S=0.0250 ksf, Extent= 0.0-->>31.0 ft, Tributary Width= 11.0 ft, (existing vaulted roof load) Uniform Load : D =0.0150, S=0.0250 ksf, Extent= 31.0-->>36.0 ft, Tributary Width =2.0 ft, (existing roof load) DESIGN SUMMARY Maximum Bending= 72.474 k-ft Maximum Shear= 8.183 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span# 1 Location of maximum on span 17.640 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 3.478 in 124 Max Upward Transient Deflection 0.055 in 7832 Max Downward Total Deflection 5.840 in 73 Max Upward Total Deflection 0.022 in 19219 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L= 36.00 ft 1 72.47 72.47 8.18 D Only Dsgn. L= 36.00 ft 1 29.32 29.32 3.31 +D+S Dsgn.L= 36.00 ft 1 72.47 72.47 8.18 +D+0.750S Dsgn.L= 36.00 ft 1 61.69 61.69 6.97 +0.60D Dsgn. L= 36.00 ft 1 17.59 17.59 1.99 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 5.8401 18.000 0.0000 0.000 Vertical Reactions Support notation :Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.183 6.539 Overall MINimum D Only 3.311 2.636 +D+S 8.183 6.539 +D+0.750S 6.965 5.563 +0.60D 1.987 1.581 S Only 4.872 3.903 Project Title: 30 of 32 Engineer: Project ID: Project Descr: General Beam Analysis Project File:WSHB Lobby calcs.ec6 LIC#:KW-06015057,Build:20.21.11.19 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2021 DESCRIPTION: (E)Vaulted Ridge Beam Check - Reactions Only(w/addl load) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 36.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in^4 D(0.03)S(0.05) D(o.0121) _ v -. a _.... + DSO.187)s1(0.275) _- o - a 0 0 0 X XL. 4 Span=36.0 ft .{I Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D=0.0170, S=0.0250 ksf, Extent=0.0-->>31.0 ft, Tributary Width= 11.0 ft, (existing vaulted roof load) Uniform Load : D =0.00110 ksf, Extent=0.0->>31.0 ft, Tributary Width = 11.0 ft, (addl faux beam load) Uniform Load : D=0.0150, S=0.0250 ksf, Extent=31.0-->>36.0 ft, Tributary Width =2.0 ft, (existing roof) DESIGN SUMMARY Maximum Bending= 74.360 k-ft Maximum Shear= 8.397 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span# 1 Span#where maximum occurs Span# 1 Location of maximum on span 17.640 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 3.478 in 124 Max Upward Transient Deflection 0.055 in 7832 Max Downward Total Deflection 5.992 in 72 Max Upward Total Deflection 0.024 in 18060 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L= 36.00 ft 1 74.36 74.36 8,40 D Only Dsgn. L= 36.00 ft 1 31.21 31.21 3.53 +D+S Dsgn.L= 36.00 ft 1 74.36 74.36 8.40 +D+0.750S Dsgn. L= 36.00 ft 1 63.57 63.57 7.18 +0.60D Dsgn. L= 36.00 ft 1 18.72 18.72 2.12 Overall Maximum Deflections Load Combination Span Max. "2 Defl Location in Span Load Combination Max"+"Defl Location in Span +D+S 1 5.9918 18.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#' Values in KIPS - Load Combination Support 1 Support 2 Overall MAXimum 8.397 6.700 Overall MINimum D Only 3.525 2.797 +D+S 8.397 6.700 +D+0.750S 7.179 5.724 +0.60D 2.115 1.678 S Only 4.872 3.903 31 of 32 Light Gage Partition Wall Design with Applied Loads NEW TYPICAL PARTITION STUD (ASD) Seismic Input Design= City ap= 1.0 ASCE 7 Tables 13.5-1 SDS= 0.69 See USGS sheet RP= 2.5 and 13.6-1 Ip= 1.00 ASCE 7 Table 11.5-1 z/h= 1.00 (Average) Applied Moment,Point Load&Height (ASD) M= 0 Lb-in Applied moment P= 0 Lbs Applied point load H= 4 ft Height of applied loads Seismic Forces Fph.min= 0.15 W, Fpn,m,n=0.3Sos-lp'Wp Fan= 0.24 Wp F 0.4SDsap rl+2�\W ph RP/IP \ h/ P Stud Design nst„d= 1 Number of studs engaged - "—?� RTOP Hst„d= 12.0 ft Height of stud(maximum) -,:-.H partial= 9.0 ft Height of stud(partial height wall) > Wp,wan= 18.2 psf Unit weight of partition wall sst„d= 24 in Stud spacing Fph,wan= 4.3 psf =max[Fph•mia 1 Fah]•Wp•well w an= 10.0 off/stud =max[0.7Fph aii,5 psf] (ssi d112) Wsvall M= 0 Lb-in/stud =M/nswd P= 0 Lbs =P/nswd 7 RTOP= 60 Lbs Full-height wall top reaction(per stud) ' P-- RPARTiAL= 45 Lbs Partial-height wall top reaction(per stud) ; RBOT= 60 Lbs Max bottom reaction(per stud) M'+ Mmax= 2.2 kip-in Max Moment Stud= 362S125-33 _ Se= 0.182 in3 I,= 0.415 in4 > 1 M'= 3.6 kip-in =SeFy1S2b,S2b=1.67 RBOT A= 0.39 in (U371) Maximum Deflection(Limit to U120) Stud Wall Top&Bot Track Connections(ASD) (d=0.157", F„=45 ksi,S2=3.0) Track= 33 mils t= 0.0346 in Track thickness(min) Pns/S2= 220 Lbs Metal shear capacity(bearing,AISI E4.3.1) =[2.7•d•t•F„]/0 Top Connection: (2)#8x1.5"wood screws stop= 24 in Anchor spacing at top of wall ntop= 2 Total number of anchors engaged at top of wall V= 30 Lbs/anchor =RTOP'(nst„d/ntop) V= 135 Lbs/anchor Shear capacity(ASD) To. Connection: Braced stop= 48 in Brace spacing at top of wall ntop= 1 Total number of braces engaged at top of wall V= 45 Lbs/brace =RpARTAL'(nstudlntop) Bottom Connection: (2)#8x1.5"wood screws snot= 24 in Anchors spacing at bottom of wall 32 of 32 ElI 5FA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING 21-081 PROJECT DATE WSHB Lobby Remodel 1/28/2022 SUBJECT BY Existing Structure lateral increase calculations per IBEC 2018 Section 503.4 CVG Total Structure Weight Comparison Weight of Existing Structure Added Weights Only Area Length Height Weight Total Weight Area Length Height Weight Total Weight Roof 8378 sq ft 15.2 psf 127034 lbs 1178 sq ft 1.61 psf 1895 lbs 2nd Level Exterior Walls 378 ft 16 ft 17.0 psf 102816 lbs 0 ft 16 ft 0.0 psf 0 lbs 2nd Level Interior Walls 866 ft 11 ft 8.0 psf 76186 lbs 23 ft 11 ft 0.0 psi 0 lbs 2nd Floor 8378 sq ft 15.0 psf 125670 lbs 19 sq ft 10.0 psf 193 lbs • 1st Level Exterior Walls 378 ft 13 ft 17.0 psf 84630 lbs 0 ft 13 ft 0.0 psf 0 lbs 1st Level Interior Walls 913 ft 11 ft 19.0 psf 190830 lbs 0 ft 11 ft 0.0 psf 0 lbs 1st Floor 8378 sq ft 15.0 psf 125670 lbs 0 sq ft 0.0 psf 0 lbs EXISTING RF WT: NEW RF WT: Area Weight Total Weight Area Weight Total Weight typ roof 7696 sq ft 15 psf 115440 lbs metal at typ roof 19 sq ft 10 psf 193 lbs vaulted roof 682 sq ft 17 psf 11594 lbs faux bm at vaulted roof 682 sq ft 1.1 psf 750 lbs 8378 sq ft 127034 lbs wood panels btwn faux bm's 476 sq ft 2 psf 952 lbs adjusted weight(used in above table) 15.2 psf 1178 sq ft 1895 lbs adjusted weight(used in above table) 1.61 psf Total Existing Structure Weight 832836 lbs Total Added Weight 2088 lbs Total New Structure Weight 834924 lbs Total Building Weight Increase 0.3% Weight increase less than 10% Story Force Distribution Comparison-ASCE 7-16 Section 12.8.3 Weight of Existing Structure Weight of New Structure H.(ft) W„(Ibs) C. F,(lbs) W,(Ibs) C,,,, F,(Ibs) %diff Roof 26.7 216535 0.554 461456 218430 0.556 464298 0.6% 2nd Floor 13.2 352901 0.446 832836 353094 0.444 834924 0.3% 1st Floor 0.0 263400 0.000 832836 263400 0.000 834924 0.3% Total 832836 1.000 834924 1.000 0.3% OK OK OK OK Worst Case Story Force Increase 0.6% Force increase less than 10% Diaphragm Force Distribution Comparison-ASCE 7-16 Section 12.10.1.1 I = 1.0 FP min= 0.138 WP SDS= 0.692 g FP max= 0.277 WP Weight of Existing Structure Weight of New Structure EW;(Ibs) S'F;(Ibs) coeff coeff' FP,(Ibs) Y'W;(Ibs) .`::F;(Ibs) coeff coeff' Fp,(Ibs) %diff Roof 216535 461456 2.131 0.277 59937 218430 464298 2.126 0.277 60462 0.9% 2nd Floor 569436 1294292 2.273 0.277 97683 353094 834924 2.365 0.277 97736 0.1% 1st Floor 0 0 0.000 0.138 0 0 0 0.000 0.138 0 0.0% , Worst Case Diaphragm Force Increase 0.9% Force increase less than 10% y