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HomeMy WebLinkAboutBLD2020-00281 - 07B Engineering STRUCTURAL CALCULATIONS For Jim Williams Deck Attached to House Project Location: 94 Gamble Ln. Port Ludlow, WA United Engineering Job Number 20-012 United Engineering, Inc. has been retained in limited capacity for this project. Both Design and Calculations have been based on information provided by the client, who is solely responsible for the accuracy of said information. The Engineer assumes no responsibility or liability for any element of this project not specifically addressed in or by these calculations, nor is any responsibility to be assigned to the Engineer. Any alterations to the design of this project MUST be brought to the attention of the engineer for consideration as to the impact that they will have to the engineered design. Any and all deviations from the engineered design, not approved in writing by the engineer, will make these calculations NULL and VOID. Digitally signed by Zachary N. Slota, P.E. DN: C=US, E=zachary@gounitedengineering.com, O="United Engineering, Inc.", CN="Zachary N. Slota, P.E." Date: 2022.10.06 12:20:49-07'00' Hazards by Location Search Information Coordinates:47.92746027339626, -122.68513653372956 Elevation:134 ft Timestamp:2022-06-13T20:24:03.601Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.312 MCER ground motion (period=0.2s) S1 0.471 MCER ground motion (period=1.0s) SMS 1.575 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.05 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.912 Coefficient of risk (0.2s) CR1 0.894 Coefficient of risk (1.0s) PGA 0.53 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.636 Site modified peak ground acceleration TL 6 Long-period transition period (s) 134 ft Report a map errorMap data ©2022 SsRT 1.312 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.44 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.471 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.527 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.606 Factored deterministic acceleration value (1.0s) PGAd 0.53 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. ASCE 7-16 Seismic Base Shear LIC# : KW-06012941, Build:20.22.5.16 United Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:Seismic Base Shear Analysis Project Title: Engineer: Project ID: Project Descr: Risk Category ASCE 7-16, Page 4, Table 1.5-1 Calculations per ASCE 7-16 "II" : All Buildings and other structures except those listed as Category I, III, and IV Risk Category of Building or Other Structure : Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2 Specific Description: USER DEFINED Ground Motion ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping : S =1.312 Longitude = 0.000 deg West S Latitude = 0.000 g, 0.2 sec response deg North S 0.47101 g, 1.0 sec response= Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculation of Cs. For the closest datapoint grid location . . . Site Class, Site Coeff. and Design Category Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fa =1.20 Fv =1.83 Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.574=MSS = Fv * S1 =0.861M1 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =1.050DS MS =0.574 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1 M1 Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=D (By Default per 11.4.3) Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System . . .Cantilevered column systems detailed to conform to specific classification 6.Timber frames NOTE! See ASCE 7-16 for all applicable footnotes. Building height Limits :Response Modification Coefficient " R "= 1.50 Category "A & B" Limit: Limit = 35System Overstrength Factor " Wo " = 1.50 Category "C" Limit: Limit = 35Deflection Amplification Factor " Cd "= 1.50 Category "D" Limit: Limit = 35 Category "E" Limit: Not Permitted Category "F" Limit: Not Permitted Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Use ASCE 12.8-7Determine Building Period Structure Type for Building Period Calculation :All Other Structural Systems " Ct " value 0.020= " x " value " hn " : Height from base to highest level =20.0 ft " Ta " Approximate fundemental period using Eq. 12.8-7 : 16.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec Ta = Ct * (hn ^ x) =0.189 0.75 sec = Building Period " Ta " Calculated from Approximate Method selected= 0.189 ASCE 7-16 Seismic Base Shear LIC# : KW-06012941, Build:20.22.5.16 United Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:Seismic Base Shear Analysis Project Title: Engineer: Project ID: Project Descr: " Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 S : Short Period Design Spectral Response 1.050 " R " : Response Modification Factor 1.50 " I " : Seismic Importance Factor =1 0.667From Eq. 12.8-2, Preliminary Cs = 2.024From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.044 DS =Cs : Seismic Response Coefficient =0.6667User has selected ASCE 12.8.1.3 : Regular structure, Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calculation = = Seismic Base Shear ASCE 7-16 Section 12.8.1 W ( see Sum Wi below ) =3.50 kCs = 0.6667 from 12.8.1.1 Seismic Base Shear V = Cs * W =2.33 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta =1.00 Table of building Weights by Floor Level... Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel # 2 2.10 20.00 42.00 0.6897 1.61 1.61 0.00 1 1.40 13.50 18.90 0.3103 0.72 2.33 10.46 Sum Wi = 3.50 k Total Base Shear =2.33 k Base Moment = 60.90 k-ftSum Wi * Hi = 42.0k-ft Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1 Level # Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min 2 2.10 1.61 1.61 2.10 1.61 0.44 0.88 0.88 1.61 1 1.40 0.72 2.33 3.50 0.93 0.29 0.59 0.59 0.72 Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above 0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level General Footing LIC# : KW-06012941, Build:20.22.5.16 United Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:Deck Footing Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-05 General Information Material Properties Soil Design Values 1.0 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 = 0.30 Flexure = 0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 1.0 ft Length parallel to Z-Z Axis = 1.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 3 Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = = k V-z k M-xx = k-ft= k-ft H = General Footing LIC# : KW-06012941, Build:20.22.5.16 United Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:Deck Footing Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.0 Soil Bearing 0.0 ksf 0.0 ksf 0.0 PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.0 Z Flexure (+X) 0.0 k-ft/ft 16.966 k-ft/ft 0.0 PASS 0.0 Z Flexure (-X) 0.0 k-ft/ft 16.966 k-ft/ft 0.0 PASS 0.0 X Flexure (+Z)0.0 k-ft/ft 22.712 k-ft/ft 0.0 PASS 0.0 X Flexure (-Z)0.0 k-ft/ft 22.712 k-ft/ft 0.0 PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.0 psi 82.158 psi 0.0 Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... ,0.000 , 0.0 deg CCW 1.0 0.00.0 0.0 0.0 0.0000.00.0 Rotation Axis & Overturning Stability Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X,0.0 +Z Bottom 0.2592 AsMin 0.60 22.712 OK X-X,0.0 -Z Bottom 0.2592 AsMin 0.60 22.712 OK Z-Z, 0.0 -X Bottom 0.2592 AsMin 0.440 16.966 OK Z-Z, 0.0 +X Bottom 0.2592 AsMin 0.440 16.966 OK One Way Shear Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVu Phi*VnLoad Combination... 0.00 164.32 0 OKpsipsi Wood Column LIC# : KW-06012941, Build:20.22.5.16 United Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:Main Columns Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 6x6Analysis Method : 22Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch (North) Wood Grade No.1 Fb + 1,200.0 1,200.0psi 1,000.0 625.0 170.0 825.0 30.590 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 14 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 14' ft, K = 1.0 Incising Factors : for Bending 0.80 for Elastic Modulus 0.95 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 141.373 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 22.0 ft, D = 0.6770, Lr = 1.470, S = 1.840, E = 0.250 k Axial Load at 14.0 ft, D = 0.6770, L = 2.940, E = 0.250 k BENDING LOADS . . . Lat. Point Load at 14.0 ft creating My-y, E = 0.360 k Lat. Point Load at 20.0 ft creating Mx-x, E = 0.810 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.7897 Location of max.above base 13.879 ft Applied Axial 5.343k Applied Mx 0.5366 k-ft Load Combination +D+0.750L+0.750S+0.5250E Load Combination +D+0.70E Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 25.560 psi 217.60Allowable Shear psi 0.1175 : 1 Bending Compression Tension Location of max.above base 22.0 ft : 1 At maximum location values are . . . Applied My 0.9539 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.7364 k Bottom along Y-Y 0.07364 k Top along X-X 0.2291 k Bottom along X-X 0.1309 kGoverning NDS ForumlaComp + Mxx + Myy, NDS Eq. 3.9- Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.7471 in at 12.698 ft above base for load combination : E Only Along X-X 1.088 in at 11.960 ft above base Fc : Allowable 459.513 psi Other Factors used to calculate allowable stresses . . . for load combination : E Only . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 22.0 ft0.564 ft0.1218 +D+L 1.000 PASS PASS0.0 0.0 22.0 ft0.524 ft0.350 +D+Lr 1.250 PASS PASS0.0 0.0 22.0 ft0.441 ft0.2221 +D+S 1.150 PASS PASS0.0 0.0 22.0 ft0.471 ft0.2543 +D+0.750Lr+0.750L 1.250 PASS PASS0.0 0.0 22.0 ft0.441 ft0.3598 +D+0.750L+0.750S 1.150 PASS PASS0.0 0.0 22.0 ft0.471 ft0.3873 +0.60D 1.600 PASS PASS0.0 0.0 22.0 ft0.359 ft0.06455 Wood Column LIC# : KW-06012941, Build:20.22.5.16 United Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:Main Columns Project Title: Engineer: Project ID: Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +D+0.70E 1.600 PASS PASS13.879 0.1175 22.0 ft0.359 ft0.6537 +D+0.750L+0.750S+0.5250E 1.600 PASS PASS13.879 0.08810 22.0 ft0.359 ft0.7897 +0.60D+0.70E 1.600 PASS PASS13.879 0.1175 22.0 ft0.359 ft0.6174 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 1.495 +D+L 4.435 +D+Lr 2.965 +D+S 3.335 +D+0.750Lr+0.750L 4.803 +D+0.750L+0.750S 5.080 +0.60D 0.897 +D+0.70E 0.515 1.8450.0520.092 0.160 +D+0.750L+0.750S+0.5250E 0.387 5.3430.0390.069 0.120 +0.60D+0.70E 0.515 1.2470.0520.092 0.160 Lr Only 1.470 L Only 2.940 S Only 1.840 E Only 0.736 0.5000.0740.131 0.229 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000ftft inin 0.000 +D+L 0.0000 0.000 0.000ftft inin 0.000 +D+Lr 0.0000 0.000 0.000ftft inin 0.000 +D+S 0.0000 0.000 0.000ftft inin 0.000 +D+0.750Lr+0.750L 0.0000 0.000 0.000ftft inin 0.000 +D+0.750L+0.750S 0.0000 0.000 0.000ftft inin 0.000 +0.60D 0.0000 0.000 0.000ftft inin 0.000 +D+0.70E 0.7614 0.523 12.698ftft inin 11.960 +D+0.750L+0.750S+0.5250E 0.5710 0.392 12.698ftft inin 11.960 +0.60D+0.70E 0.7614 0.523 12.698ftft inin 11.960 Lr Only 0.0000 0.000 0.000ftft inin 0.000 L Only 0.0000 0.000 0.000ftft inin 0.000 S Only 0.0000 0.000 0.000ftft inin 0.000 E Only 1.0877 0.747 12.698ftft inin 11.960 . Wood Column LIC# : KW-06012941, Build:20.22.5.16 United Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION:Main Columns Project Title: Engineer: Project ID: Project Descr: Sketches Level Member Name Results Current Solution Comments Floor: Joist Passed 1 piece(s) 2 x 8 DF No.2 @ 19.2" OC Floor: Drop Beam Passed 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam Free Standing Post Passed 1 piece(s) 6 x 6 DF No.1 Upper post Passed 1 piece(s) 6 x 6 DF No.1 Roof: Drop Beam Passed 1 piece(s) 4 x 8 DF No.2 20-012 - Jim Williams Deck JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 9/28/2022 10:09:07 PM UTC Zachary Slota United Engineering, Inc. (360) 477-7454 zachary@gounitedengineering.com ForteWEB v3.4 File Name: 20-012 - Jim Williams Deck P a g e 1 / 6 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)368 @ 1 1/2"1406 (1.50")Passed (26%)--1.0 D + 1.0 L (Alt Spans) Shear (lbs)377 @ 5' 11 1/4"1305 Passed (29%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-601 @ 6' 9 1/4"1360 Passed (44%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.111 @ 10'0.215 Passed (2L/700)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.116 @ 10'0.323 Passed (2L/670)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Seismic Factored Accessories 1 - Hanger on 7 1/4" DF ledgerOnMasonry 1.50"Hanger¹1.50"51 331/-63 28/-28 382/-12 See note ¹ 2 - Beam - DF 5.50"5.50"1.50"141 704 59/-59 845 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' 11" o/c Bottom Edge (Lu)9' 11" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Seismic Vertical Load Location (Side)Spacing (0.90)(1.00)(1.60)Comments 1 - Uniform (PSF)0 to 10'19.2"12.0 60.0 5.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Floor: Joist 1 piece(s) 2 x 8 DF No.2 @ 19.2" OC ForteWEB Software Operator Job Notes 9/28/2022 10:09:07 PM UTC Zachary Slota United Engineering, Inc. (360) 477-7454 zachary@gounitedengineering.com ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 File Name: 20-012 - Jim Williams Deck P a g e 2 / 6 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4698 @ 4"19663 (5.50")Passed (24%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3872 @ 1' 7"13118 Passed (30%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)19606 @ 9'33413 Passed (59%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.420 @ 9'0.578 Passed (L/495)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.522 @ 9'0.867 Passed (L/398)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 17' 4". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Seismic Factored Accessories 1 - Column - DF 5.50"5.50"1.50"918 3780 315/-315 4698 None 2 - Column - DF 5.50"5.50"1.50"918 3780 315/-315 4698 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)18' o/c Bottom Edge (Lu)18' o/c Dead Floor Live Seismic Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.60)Comments 0 - Self Weight (PLF)0 to 18'N/A 18.0 ---- 1 - Uniform (PSF)0 to 18' (Front)7'12.0 60.0 5.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Floor: Drop Beam 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 9/28/2022 10:09:07 PM UTC Zachary Slota United Engineering, Inc. (360) 477-7454 zachary@gounitedengineering.com ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 File Name: 20-012 - Jim Williams Deck P a g e 3 / 6 Post Height: 14' Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (61%)---- Compression (lbs)5196 14265 Passed (36%)1.60 1.0 D + 0.525 E + 0.75 L + 0.75 S Base Bearing (lbs)5196 18906 Passed (27%)--1.0 D + 0.525 E + 0.75 L + 0.75 S Bending/Compression 0.32 1 Passed (32%)1.15 1.0 D + 0.75 L + 0.75 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Beam Douglas Fir-Larch Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Floor Live Roof Live Snow Seismic Vertical Loads (0.90)(1.00)(non-snow: 1.25)(1.15)(1.60)Comments 1 - Point (lb)677 2940 --245 Default Load 2 - Point (lb)677 -1470 1840 245 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, Free Standing Post 1 piece(s) 6 x 6 DF No.1 ForteWEB Software Operator Job Notes 9/28/2022 10:09:07 PM UTC Zachary Slota United Engineering, Inc. (360) 477-7454 zachary@gounitedengineering.com ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 File Name: 20-012 - Jim Williams Deck P a g e 4 / 6 Post Height: 10' Design Results Actual Allowed Result LDF Load: Combination Slenderness 22 50 Passed (44%)---- Compression (lbs)2517 22314 Passed (11%)1.15 1.0 D + 1.0 S Base Bearing (lbs)2517 18906 Passed (13%)--1.0 D + 1.0 S Bending/Compression 0.08 1 Passed (8%)1.15 1.0 D + 1.0 S •Input axial load eccentricity for this design is 16.67% of applicable member side dimension. •Applicable calculations are based on NDS. Supports Type Material Base Plate Douglas Fir-Larch Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2018 Design Methodology : ASD Dead Roof Live Snow Seismic Vertical Load (0.90)(non-snow: 1.25)(1.15)(1.60)Comments 1 - Point (lb)677 1470 1840 245 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Level, Upper post 1 piece(s) 6 x 6 DF No.1 ForteWEB Software Operator Job Notes 9/28/2022 10:09:07 PM UTC Zachary Slota United Engineering, Inc. (360) 477-7454 zachary@gounitedengineering.com ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 File Name: 20-012 - Jim Williams Deck P a g e 5 / 6 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3095 @ 7' 6 1/4"12031 (5.50")Passed (26%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1444 @ 6' 8 1/4"3502 Passed (41%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)-2119 @ 7' 6 1/4"3438 Passed (62%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.068 @ 10' 9"0.323 Passed (2L/999+)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.103 @ 3' 7 3/4"0.490 Passed (L/859)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Seismic Factored Accessories 1 - Stud wall - DF 3.50"3.50"1.50"490 698 872 192/-192 1363 Blocking 2 - Column Cap - steel 5.50"5.50"1.50"1191 1523 1904 381/-381 3095 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' 9" o/c Bottom Edge (Lu)10' 9" o/c Dead Roof Live Snow Seismic Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)(1.15)(1.60)Comments 0 - Self Weight (PLF)0 to 10' 9"N/A 6.4 ------ 1 - Uniform (PSF)0 to 10' 9" (Front)10'15.0 20.0 25.0 5.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Roof: Drop Beam 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 9/28/2022 10:09:07 PM UTC Zachary Slota United Engineering, Inc. (360) 477-7454 zachary@gounitedengineering.com ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 File Name: 20-012 - Jim Williams Deck P a g e 6 / 6 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)778 @ 1 1/2"1406 (1.50")Passed (55%)--1.0 D + 1.0 L (All Spans) Shear (lbs)670 @ 1' 3/4"2025 Passed (33%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2624 @ 6' 10 1/2"3032 Passed (87%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.237 @ 6' 10 1/2"0.270 Passed (L/683)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.285 @ 6' 10 1/2"0.675 Passed (L/569)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/600) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Seismic Total Accessories 1 - Hanger on 11 1/4" DF ledgerOnMasonry 1.50"Hanger¹1.50"132 660 55/-55 847/-55 See note ¹ 2 - Beam - DF 5.50"4.00"1.50"137 684 57/-57 878/-57 1 1/2" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 7" o/c Bottom Edge (Lu)13' 9" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS210 1.75"N/A 8-10dx1.5 4-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Seismic Vertical Load Location (Side)Spacing (0.90)(1.00)(1.60)Comments 1 - Uniform (PSF)0 to 14'19.2"12.0 60.0 5.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Level, Floor: Joist 1 piece(s) 2 x 12 DF No.1 @ 19.2" OC ForteWEB Software Operator Job Notes 6/14/2022 3:03:15 PM UTC Zachary Slota United Engineering, Inc. (360) 477-7454 zachary@gounitedengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 20-012 - Jim Williams Deck P a g e 1 / 1