The URL can be used to link to this page

Home My WebLink AboutFLoat Specs - BLD Engineering / Geo-tech Reports - 5/10/2021 Brett Ross Residential Float 462 E Treasure Island Dr Allyn, WA 98524 CALCULATIONS PREPARED FOR MARINE FLOATS 313 EAST F STREET TACOMA, WA 98421 G. L I� WAsy 0 a � r a 0 35799 +t' TURAL NAL E�Gl 05/10/21 PREPARED BY Ep,9 SittS&hiii 4815 Center Street Tacoma, WA 98409 May 10, 2021 S& H Job Number: 19,193 SITTS&HILL ENGINEERS, INC. DESIGNED Tic DATE 4/12/2021 JOB 19,193 TACOMA,WASHINGTON (253)474-9449 CHECKED UT DATE 4/12/2021 PROJECT Brett Ross Residential Float CALCULATION INDEX BASIS 1 GEOMETRY 2 LOADING 3 GRAVITY DESIGN 4-6 LATERAL DESIGN 7-9 CONNECTION ANALYSIS 10-12 SITTS&HILL ENGINEERS, INC. DESIGNED TJC DATE 4/9/2021 JOB 19,193 TACOMA,WASHINGTON (2S3)474-9449 CHECKED CJT DATE 4/12/2021 PROJECT Brett Ross Residential Float PAGE 1 BASIS FOR DESIGN BUILDING CODE: 2018 Edition of the International Building Code with State of Washington amendments shall be used and supplemented with ASCE 7-16. GRAVITY LOADS: Float Dead Load= 10 psf Live Load=40 psf Buoyancy Live Load =20 psf LATERAL LOAD CRITERIA: Wind Speed = 110 mph, Exposure: D STRUCTURAL STEEL• Plates,Channels,Angles and Misc.Shapes: ASTM A36 (Fy= 36,000 psi). Bolts:ASTM A307 Unless Noted Otherwise WOOD: STRINGERS- DF#2 RFAMS• DF#2 QUI Sills8thill Designed: TJC Date:3 22 21 Project Number: 19,193 Tacoma,Washington 253-474-9449 Checked: CJT Date:3 22 21 2 Project: Brett Ross Residential Float Float Layout 20'-0* z'—o'lil a'—o' 2x8 BLOCKING GRATING PER DECKING MIN TYP. FLOAT TO 106 MARINE FLOATS PER GSN STRINGER TYP. AT CORNER 102 CONNECTION �- 4x10 D.F #2 P.T. FASCIA® ENDS o i N m 107 ANCHORAGE CONNECTION PER DETAIL AND NOTE 8 1 0 TYP. AT END 105 MEMBER 104 TYP AT BLOCKING 4x8 D.F #2 P.T. STRINGERS 101 CONNECTION J FLOTATION TUBS PER MARINE 2XIO D.F. 12 P.T.FLOATS DRAWINGS FASCIA, TYP. BLOCKING/END STRINGER CONNECTION, TYP. E� Designed: S�lls8ch�� TJC Date: 3 22 21 Project Number: 19.193 Tacoma,Washington 253-474-9449 Checked: CJT Date:3 22 21 3 Project: Brett Ross Residential Float Loading: Lfroat:=20 ft Length of Float H:=7 ft Wind projection height DL:=10 psf Dead load superimposed on framing members LL:=40 psf Float live load V:=110 mph Risk category II wind velocity KZ:=1.03 Velocity pressure coefficient per ASCE 7 Table 26.10-1, Exposure D KZt:=1.0 Topographic Factor per ASCE 7 Section 26.8.2 Kd:=0.85 Directionality factor per ASCE 7 Table 26.6-1 qZ:=0.00256•KZ•Kt-Kd• V psf=27.12 psf Velocity pressure ASCE 7 Equation 26.10-1 G:=0.85 Guest effect Factor per ASCE 7 Section 26.9 Cf:=1.39 Force coefficient per ASCE 7 Figure 29.3-1 WL:=0.6•qZ- G- Cf=19.2 psf Wind load per ASCE 7 Equation 29.4-1 WWL:= WL•H=134.6 p!f Lateral wind load Anchor Lateral Loading: WWL.(Lf(oatl=1346 lbf 2 NOTE: Design anchor 2000 lb lateral load in any direction. CpDesigned: S�lls8ch�� TJC Date:3 22 21 Project Number: 19,193 Tacoma,Washington 253-474-9449 Checked: CJT Date:3 22 21 4 Project: Brett Ross Residential Float GRAVITY DESIGN Typical 8'x20' Float Stringers: L:=8 ft Stringer span (between tubs) w:=3 ft Interior stringer tributary widths (max.) WDL:=DL• w=30.0 p[f Distributed dead load w«:=LL• w=120.0 plf Distributed live load Per attached Enercalc report, DF#2 4x8, P.T. OK Typical Joist: L:=4 ft Joist span (between tubs) W:=3 ft Tributary widths (max.) WDL:=DL• w=30.0 p!f Distributed dead load WLL:=LL• w=120.0 plf Distributed live load DF#2 2x8, P.T.OK Ep9 sitts& hill 5 Wood Beam File: 9193.eo6 Software copyright ENERCALC,INC.1983-2020,BiId:12.20.8.24 0.ii DESCRIPTION: Int Stringer 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.Oksi Fc-PHI 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No•2 si Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.03)L(0.12) 4x8 Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.120, Tributary Width=1.0 ft DESIGN SUMMARY - • Maximum Bending Stress Ratio = 0.520 1 Maximum Shear Stress Ratio = 0.218 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 486.86psi fv:Actual = 31.40 psi Fb:Allowable = 936.00psi Fv:Allowable = 144.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.000ft Location of maximum on span = 7.416ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.066 in Ratio= 1458> 360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.085 in Ratio= 1125-180 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 C r C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.132 0.055 0.90 1.300 0.80 1.00 1.00 1.00 1.00 0.28 111.15 842.40 0.12 7.17 129.60 +D+L 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.520 0.218 1.00 1.300 0.80 1.00 1.00 1.00 1.00 1.24 486.86 936.00 0.53 31.40 144.00 +D+0.750L 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.336 0.141 1.25 1.300 0.80 1.00 1.00 1.00 1.00 1.00 392.94 1170.00 0.43 25.34 180.00 +0.60D 1.300 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.045 0.019 1.60 1.300 0.80 1.00 1.00 1.00 1.00 0.17 66.69 1497.60 0.07 4.30 230.40 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.622 0.622 Overall MINimum 0.480 0.480 sitts&hill 6 Wood Beam FIe:19193.ec6 ' Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 0.i DESCRIPTION: Int Stringer Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 D Only - - - - - - 0.142 - 0.142 - - - - - ------ +D+L 0.622 0.622 +D+0.750L 0.502 0.502 +0.60D 0.085 0.085 L Only 0.480 0.480 CP' S�lls&h�ll Designed: TJC Date: 3 22 21 Project Number: 19,193 Checked: CJT Date: 3 22 21 7 Tacoma,Washington 253-474-9449 Project: Brett Ross Residential Float LATERAL DESIGN Typical Edge Stringer Chord Analysis: d:=8 ft Minimum depth of float Mf(oat:= z WwL-Lfroor =6728.8 ft. (bf 8 Pchore'= Mf�or =841 (bf Maximum chord force in float Per attached Enercalc reports, DF#2 4x8, P.T. edge stringer OK for chord forces - low utilizations indicate interaction between edge stringer gravity load and chord force is OK by inspection Ep9 sitts& hill B Wood Column FIe:19193.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 0.00 DESCRIPTION: Edge Stringer Chord 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 4x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 20 ft Wood Member Type Sawn slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.2 p 7.250 in Cf or Cv for Bending 1.30 Area 25.375 in12 Cf or Cv for Compression 1.050 Fb+ 900.0 psi Fv 180.0 psi Ix 111.148 inA4 Cf or Cv for Tension 1.20 Fb- 900.0 psi Ft 575.0 psi ly 25.904 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.210 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 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: Unbraced Length for buckling ABOUT Y-Y Axis=3 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=20 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 109.994 Ibs*Dead Load Factor AXIAL LOADS.. . Axial Load at 20.0 ft,W=0.8410 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.05893 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W 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 0.6146 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 410.992 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D Location of max.above base 20.0 ft Applied Design Shear 0.0 psi Allowable Shear 230.40 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 0.380 0.01118 PASS 0.0 ft 0.0 PASS 20.0 ft +D+0.60W 1.600 0,227 0.05893 PASS 0.0 ft 0.0 PASS 20.0 ft +D+0.45OW 1.600 0.227 0.04684 PASS 0.0 ft 0.0 PASS 20.0 ft +0.60D+0.60W 1.600 0.227 0.05471 PASS 0.0 ft 0.0 PASS 20.0 ft +0.60D 1.600 0.227 3.006328 PASS 0.0 ft 0.0 PASS 20.0 ft 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 0.110 +D+0.60W 0.615 Eg9, sitts& hill 9 Wood Column F1e:19193.ec6 Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 0. DESCRIPTION: Edge Stringer Chord Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction It 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+0.450W 0.488 +0.60D+0.60W 0.571 +0.60D 0.066 W Only 0.841 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.60W 0.0000 in 0.000 ft 0.0000 in 0.000 It +D+0.450W 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D+0.60W 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.0000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Eg.".1 sifts&hill Designed: TJC Date: 3 22 21 Project Number: 19,193 Tacoma,Washington 253-474-9449 Checked: CJT Date: 3 22 21 10 Project: Brett Ross Residential Float CONNECTION DESIGN CONNECTION LOADING: It:=10 ft Float length tributary to anchor Plat:=It' WwL=1346 lbf Prens:= Prat —5199.6 [bf Assuming minimum anchor line angle of 15 ° sin(15•deg) CHECK 1/2" BOLTS: n:=8 Number of bolts in connection WOOD CONNECTION CAPACITY ANALYSIS: Cd:=1.6 Load duration Factor Zpororre(:=830 !bf Strength of 1/2" diameter fasteners in single shear per NDS Table 12F zperp:=510 !bf Strength of 1/2" diameter fasteners in tension per NDS Table 12F Pot + Prens = 1.0,connection OK n•Zpara(le('Cd n-Zperp'Cd CHECK END BEAM: Ptens=5199.6 lbf Paxia('=Plat=1345.8 lbf Pwrt:= Pten'2 —P(atz =5022.4 lbf Per attached Enercalc, end beam OK sifts& hill 11 Wood Column Build: 9193.ec6 l'I Software copyright ENERCALC,INC.1983-2020, iId:12.20.8.24 r.rr DESCRIPTION: End Beam 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 4x10 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 4 ft Wood Member Type Sawn slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.2 p 9.250 in Cf or Cv for Bending 1.20 Area 32.375 in12 Cf or Cv for Compression 1.0 Fb+ 900.0 psi Fv 180.0 psi Ix 230.840 in14 Cf or Cv for Tension 1.10 Fb- 900.0 psi Ft 575.0 psi ly 33.049 in14 Cm:Wet Use Factor 1.0 Fc-PHI 1,350.0 psi Density 31.210 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 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 Y-Y Axis Y-Y(depth)axis: Fully braced against buckling ABOUT XA Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included:28.067 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 2.0 ft,Xecc=1.750 in,W=1.350 k BENDING LOADS. . . Lat. Point Load at 2.0 ft creatinq Mx-x,W=5.20 k DESIGN SUMMARY - Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9522:1 Maximum SERVICE Lateral Load Reactions.. Load Combination W Only Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Bending Only,Tension Side Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 2.013 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 0.0 k for load combination: n/a Applied Mx 5.165 k-ft Applied My 0.09778 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,728.0 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.5228 :1 Bending Compression Tension Load Combination W Only Location of max.above base 4.0 ft Applied Design Shear 120.463 psi Allowable Shear 230.40 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 W Only 1.600 1.000 0.9522 PASS 2.013 ft 0.5228 PASS 4.0 ft sifts& hill 'Z Wood Column File:19193.ec6 Software copyright ENERCALC,INC.1983 2020,BuiId:1220.8.24 i. DESCRIPTION: End Beam Sketches 0 Load 1 u7 N s.za 410 3.50 in