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HomeMy WebLinkAbout20230822_Corcoran 6 Unit_DGNRPT REV-322031 REV-3 Corcoran 6 Unit August 22, 2023 Noesis Engineering Services Ammon, ID Daren Wardell 19802 VIA REDONDA RD. SONORA, CA 95370 Re: Corcoran 6 Unit Per your request, Noesis Engineering Services (NES) has reviewed the truss plans received on 8/21/2023 located at 358 S. 3RD WEST in Rexburg, ID. With this revision, the roof beams above the porch have been removed, and the foundation spot footing sizes has been changed. The new truss calculation package shows that the trusses shall bear only on the exterior walls. Please see the drawings and calculations attached to this document. NES has verified that the truss plans match the design criteria specified on the structural drawings including the following: Roof Snow Load and Unbalanced Snow Loads Roof Live Load Roof Dead Load Wind Speed Ultimate Truss Span and new bearing points If you have any questions, please contact me at (208) 932-2720. Respectfully, David K. Boyter, P.E. Reviewed By: JL, EI NOESIS ENGINEERING SERVICES, P.C. 1712 Cabellaro Dr. Ammon, ID 83406 Attached: Drawings and Calculations 08/22/2023 NOESIS ENGINEERING SERVICES, PC _____________________________________________________________________________________ Structural Calculations Corcoran 6-Plex – Rexburg, ID Prepared For: Daren Wardell Prepared By: David K. Boyter, P.E. Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 1/32 08/22/2023 SCOPE:______________________________________________________________________________________ The scope of this project is to analyze the gravity loads (dead, live, snow) and the lateral loads (wind and seismic) to design the bearing wall and other framing members, shear wall sheathing and nailing requirements. The foundation shall be designed. The beams, columns and connections shall be designed. The construction shall follow all prescriptive requirements in the IRC and in the AWC Wood Construction Manual, unless otherwise noted in this design report. DESIGN CRITERIA:__________________________________________________________________________ International Building Code (IBC), 2018 American Society of Civil Engineers, Standard 7 2016 (ASCE7-16) American Wood Council, Special Design Provisions for Wind & Seismic 2015 (SDPWS)National Design Specification for Wood Construction 2018 (NDS) American Concrete Institute Building Code Requirements for Structural Concrete (ACI 318-14) SITE SPECIFIC LOADING ASSUMPTIONS:_____________________________________________________ VARIABLES FROM LOCAL BUILDING OFFICIALS:____________________________________________ This project is located in Rexburg of the state of Idaho. IS = 1 Importance Factor (ASCE 7-16 Table 1.5-2), based on Risk Category II (ASCE 7-16 Table 1.5-1, C1.5) Ie = 1 Seismic importance factor (ASCE 7-16 Table 1.5-2), based on Risk Category II (ASCE 7-16 Table 1.5-1, C1.5) Risk = 2 Risk Category for ASCE 7-16 Table 1.5-1, C1.5Siteclass = 6 Site Seismic Classification 1= A; 2 = B; 3= B Est; 4= C; 5=D stiff; 6 = D Default; 7 = E, 8 = F Flat Roof Snow Loads SLG = 50 psf Ground snow load Ce = 1 Exposure Factor (ASCE 7-16 Table 7-3-1), based on Partially exposed, terrain (surface roughness) B Ct1 = 1.1 Thermal Factor (ASCE 7-16 Table 7-3-2), based on unheated and open air structure SLFR = 0.7 * Ce * Ct1 * IS * SLG = 38.5 psf Flat roof snow load, ASCE 7-16, 7.3-1 Sloped Roof Snow Loads Cs1 = 1 Roof Slope Factor (ASCE 7-16 Figure 7.4-1), based on thermal factor, non-slippery surface of ASCE 7-16 SLSR = Cs1 * SLFR = 38.5 psf Thermal Factor (ASCE 7-16 Table 7-3-2), based on unheated and open air structure SLR1 = SLSR = 38.5 psf Importance Factor (ASCE 7-16 Table 1.5-2), based on Risk Category II SLR = SLR1 = 38.5 psf Roof snow load Vwind = 115 mph Ultimate Wind Speed Exposurewind = 1 Wind Exposure Category, 1 = B, 2 = C, 3, = D Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 2/32 PROJECT INFORMATION:____________________________________________________________________ Rrise = 6 Average roof slope, rise per 12 units hwall = 9 ft Height of wall hwall,2 = 8 ft Height of wall above Ltruss = 27.5 ft Length from outside of wall that the roof truss spans Struss = 2 ft Spacing of roof joists Depth = 70.5 ft Depth from outside of wall Eaveslength = 16 in Eave overhang fdepth = 36 in Frost depth Sstud = 16 in Stud spacing hpeak = Ltruss * Rrise 2 * 12 = 6.875 ft Roof peak height above wall Aspectratio = Depth Ltruss = 2.564: 1 NDS 2015 SDPWS, Table 4.2.4 VERTICAL CALCULATED LOAD ASSUMPTIONS:______________________________________________ DL = 15psf Roof and floor dead load RLL = 20 psf Roof live load (IBC Table 1607.1) LL = 40 psf Floor live load (IBC Table 1607.1) DLW = 12 psf Wall dead load (ASCE 7-10 Table C3-1) SLR = 38.5 psf Roof snow load used in design Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 3/32 SEISMIC CALCULATED LOAD ASSUMPTIONS:________________________________________________ Seismic Design Requirements for Structural Components ASCE 7-16 and corresponding Seismic (SEA) Design Map attached to this report Seismic Code = ASCE 7-16 Risk = 2 Risk Category for ASCE 7-16 Table 1.5-1, C1.5 Siteclass = 6 Site Seismic Classification 1= A; 2 = B; 3= B Est; 4= C; 5=D stiff; 6 = D Default; 7 = E, 8 = F Ie = 1 Seismic importance factor (ASCE 7-16 Table 1.5-2), based on Risk Category II (ASCE 7-16 Table 1.5-1, C1.5) hmean = hwall + hwall,2 + hpeak 2 = 20.438 ft Structural Height. The vertical distance from the base of main floor to the highest level of the seismic force-resisting system of the structure. For pitched or sloped roofs, the structural height is from the base to the mean roof height Inputs from ASCE 7: Ct = 0.02 ASCE Table 12.8-2 Approximate Period Parameter for "All other structural systems" x1 = 0.75 R = 6.5 ASCE 7 Table 12.2-1 Response Modification Coefficient for "Bearing Wall Systems", "light-frame (wood) walls sheathed with wood structural panels rated for shear resistance." Ω = 3 ASCE 7 Table 12.2-1 Over-strength Factor Cd = 4 ASCE 7 Table 12.2-1 Deflection Amplification Factor ρ = 1 ASCE 7 section 12.3.4 Redundancy Factor Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 4/32 Inputs from Seismic Design Map report (see attached): SS = 0.366 SEA Design Maps S1 = 0.142 SEA Design Maps SDS = 0.368 SEA Design Maps SDC = D Seismic Design Category Maps Short Period Response AccelerationFa = 1.507 SEA Design Maps Fv = 2.315 SEA Design Maps TL = 6 SEA Design Maps Calcs: SMS = Fa * SS = 0.552 ASCE 7:16 Equation 11.4-1 Spectral Response Acceleration Parameter for Short Periods SM1 = Fv * S1 = 0.329 ASCE 7:16 Equation 11.4-2 Spectral Response Acceleration Parameter for 1 Sec SD1 = 2 3 * SM1 = 0.22 ASCE 7:16 Equation 11.4-4 Spectral Response Acceleration Parameter for 1 Sec T = Ct * hmean 1ft x1 * 1 s = 0.192 s Approximate Fundamental Period CSTyp = SDS R Ie = 0.057 Seismic Response Coefficient Equation 12.8-2 ASCE 7 Chapter 12 Need not exceed: CSMax1 = SD1 T 1s * R Ie = 0.175 eq 12.8-3 Need not exceed: CSMax2 = SD1 T 1s * R Ie = 0.175 eq 12.8-4 Shall not be less than: CSMin1 = 0.044 * SDS * Ie = 0.016 eq 12.8-5 Shall not be less than, if S1 >0.6: S1 = 0.142 CSMin2 = 0.5 * S1 R Ie = 0.011 eq 12.8-5 Cs2 = CSTyp = 0.057 Seismic Response Coefficient Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 5/32 Risa 3D model Input: Seismic Weight LC: 70: Seismic Weight Seismic Code = ASCE 7-16 Model's Base Elevation = 0 ft S1 = 0.142 SD1 = 0.219 SDS = 0.368 TL = 6 T = 0.192 s T = 0.192 s Ct = 0.02 Ct = 0.02 x1 = 0.75 x1 = 0.75 R = 6.5 R = 6.5 Ω = 3 Ω = 3 Cd = 4 Cd = 4 ρ = 1 ρ = 1 Due to the high snow load, seismic loads calculations will include 20% of the snow loads per ASCE 7 12.7.2 & 12.7.2-footnote 4 Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 6/32 WIND INPUTS:_______________________________________________________________________________ Vwind = 115 mph Wind Speed (MPH) Exposurewind = 1 Wind Exposure Category, 1 = B, 2 = C, 3, = D If all the following conditions are meet then Kzt is used, if not Kzt=1 is not used. ASCE 7-16 26.8.1 Condition 1: No other hill, ridges etc are located upwind Condition 2: Hill, ridge, etc protrudes above the height of upwind features within 2 miles Condition 3: Building being designed is located at the top or within the upper 1/2 of the top of the hill, ridge, etc. Condition 4: H/L > or equal to 0.2 Condition 5: H is > or equal to 15ft for Exposure C & D and 60ft for Exposure B Does not apply because of Condition 1 Kzt = 1 Per ASCE7-16 section 26.8.2 since not all 5 conditions are meet Kzt is equal to 1 Angleroof1 = Atan 6 12 = 26.565 deg hmean = 20.438 ft λ = 1.21 Adjustment Factor for exposure and height, ASCE 7-16 Figure 28.5-1 Wind Loading Determination using ASCE7-16 Figure 28.5-1 and Equation 28.5-1: Wwall = 19.1 psf * Kzt * λ = 23.111 psf Wind Load on the Wall- ASCE7-16 figure 28.8-1, zone C Wroof = 12.9 psf * Kzt * λ = 15.609 psf Wind Load on the Roof - ASCE7-16 figure 28.8-1, zone D Wuplift = - 11.7 psf * Kzt * λ = -14.157 psf Wind Uplift Load on the Roof - ASCE7-16 figure 28.8-1, max of zone E or G WUpliftOH = - 21.8 psf * Kzt * λ = -26.378 psf Wind Uplift Load on the Roof - ASCE7-16 figure 28.8-1, max of zone EoH or GoH Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 7/32 FOUNDATION - FOOTING SIZING:____________________________________________________________ FC1.3 = 1800 plf FC1.5 = 2000 plf FC1.75 = 2400 plf FC2.0 = 2700 plf FC2.25 = 3000 plf FC2.5 = 3300 plf FC3.0 = 4000 plf FC3.25 = 4300 plf FC3.5 = 4600 plf FS1.5 = 2700 lbf FS1.75 = 3675 lbf FS2.0 = 4800 lbf FS2.25 = 6075 lbf FS2.5 = 7500 lbf FS2.75 = 9075 lbf FS3.0 = 10800 lbf FS3.25 = 12675 lbf FS3.5 = 14700 lbf FS3.75 = 16875 lbf FS4.0 = 19200 lbf FS4.25 = 21675 lbf FS4.5 = 24300 lbf FS4.75 = 27075 lbf FS5.0 = 30000 lbf FS5.25 = 33075 lbf FS5.5 = 36300 lbf FS5.75 = 39675 lbf FS6.0 = 43200 lbf Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 8/32 ROOF MAJOR TRIB LOADING: Inputs assumed: TribRoof1 = 27.5 ft 2 + Eaveslength = 15.083 ft Tributary width of roof above (if applicable) TribRoofAbv = hpeak 2 = 3.438 ft Tributary height of roof above (if applicable) DLvert = TribRoof1 * DL = 226.25 plf Roof dead Load RLLvert = TribRoof1 * RLL = 302 plf Roof live Load SLvert = TribRoof1 * SLR = 581 plf Roof snow Load WLvert = TribRoof1 * Wuplift = -210 plf Wind Uplift WLRoofLatNongable = TribRoofAbv * Wroof = 54 plf Wind roof lateral load (out of plane, applied to top of wall from roof, RISA will apply the wall wind load) ROOF MINOR TRIB LOADING: Inputs assumed: TribRoof2 = Struss 2 + Eaveslength = 2.333 ft Tributary width of roof above (if applicable) TribRoofAbv = 3.438 ft Tributary height of roof above (if applicable) DLvert2 = TribRoof2 * DL = 35 plf Roof dead Load RLLvert2 = TribRoof2 * RLL = 47 plf Roof live Load SLvert2 = TribRoof2 * SLR = 90 plf Roof snow Load WLvert2 = TribRoof2 * Wuplift = -33 plf Wind Uplift WLRoofLatNongable2 = TribRoofAbv * Wwall 2 = 40 plf Wind roof lateral load (out of plane, applied to top of wall from roof, RISA will apply the wall wind load) Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 9/32 SECOND FLOOR EXT. TRIB LOADING: Inputs assumed: TribFloor1 = 13.5 ft 2 = 6.75 ft Tributary width of roof above (if applicable) TribWallWood1 = hwall,2 = 8 ft Tributary height of wood wall above (if applicable) DLvert3 = TribFloor1 * DLf = 81 plf Floor dead Load LLvert3 = TribFloor1 * LL = 270 plf Floor live Load MAIN FLOOR EXT. TRIB LOADING: Inputs assumed: TribFloor2 = 13.5 ft 2 = 6.75 ft Tributary width of roof above (if applicable) TribWallWood2 = hwall = 9 ft Tributary height of wood wall above (if applicable) DLvert4 = TribFloor2 * DLf = 81 plf Floor dead Load LLvert4 = TribFloor2 * LL = 270 plf Floor live Load SECOND FLOOR MINOR TRIB LOADING: Inputs assumed: TribFloor3 = 16 in 2 = 0.667 ft Tributary width of roof above (if applicable) TribWallWood1 = 8 ft Tributary height of wood wall above (if applicable) DLvert5 = TribFloor3 * DLf = 8 plf Floor dead Load LLvert5 = TribFloor3 * LL = 26.667 plf Floor live Load MAIN FLOOR MINOR TRIB LOADING: Inputs assumed: TribFloor4 = 16 in 2 = 0.667 ft Tributary width of roof above (if applicable) TribWallWood2 = 9 ft Tributary height of wood wall above (if applicable) DLvert6 = TribFloor4 * DLf = 8 plf Floor dead Load LLvert6 = TribFloor4 * LL = 26.667 plf Floor live Load Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 10/32 (CENTER) SECOND/MAIN FLOOR MAJOR TRIB LOADING: Inputs assumed: TribFloor5 = 27.5 ft 2 = 13.75 ft Tributary width of roof above (if applicable) TribWallWood1 = 8 ft Tributary height of wood wall above (if applicable) DLvert7 = TribFloor5 * DLf = 165 plf Floor dead Load LLvert7 = TribFloor5 * LL = 550 plf Floor live Load FLOOR DECK TRIB LOADING: Inputs assumed: TribFloor6 = 4.25 ft 2 = 2.125 ft Tributary width of roof above (if applicable) TribWallWood1 = 8 ft Tributary height of wood wall above (if applicable) DLvert8 = TribFloor6 * DLf = 25.5 plf Floor dead Load LLvert8 = TribFloor6 * LL = 85 plf Floor live Load Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 11/32 FOOTING CHECK:___________________________________________________________________________ fdepth = 36 in Frost depth hconc,wall = fdepth - 10 in + 8 in = 34 in Height of conc. wall above footing assuming 10 inch thick continuous footing and building eight inches of soil above grade *Note, NES continuous footing schedule includes additional 10% reduction for factor of safety Footing16inch = 16 in * 1500 psf * 0.9 = 1800 plf Major Footing Soil Bearing Capacity Check: NES scope only includes the footing width check to ensure a minimum soil bearing capacity of 1,500 psf is not exceeded. Demand1 = DLvert + DLvert3 + DLvert4 + SLvert + hwall + hwall,2 * DLW + hconc,wall * 8 in * 145 pcf = 1446.847 plf Demand1.1 = DLvert + DLvert3 + DLvert4 + 0.75 * LLvert3 + LLvert4 + 0.75 * SLvert + hwall + hwall,2 * DLW + hconc,wall * 8 in * 145 pcf = 1706.670 plfCapacity1 = FC1.5 = 2000 plf See NES footing schedule Demand1.1 Capacity1 = 0.853 Minor Footing Soil Bearing Capacity Check: NES scope only includes the footing width check to ensure a minimum soil bearing capacity of 1,500 psf is not exceeded. Demand2 = DLvert2 + DLvert5 + DLvert6 + SLvert2 + hwall + hwall,2 * DLW + hconc,wall * 8 in * 145 pcf = 618.722 plf Demand2.1 = DLvert2 + DLvert5 + DLvert6 + 0.75 * LLvert5 + LLvert6 + 0.75 * SLvert2 + hwall + hwall,2 * DLW + hconc,wall * 8 in * 145 pcf = 636.264 plf Capacity2 = FC1.3 = 1800 plf See NES footing schedule Demand2.1 Capacity2 = 0.353 Other (Center) Footing Soil Bearing Capacity Check: NES scope only includes the footing width check to ensure a minimum soil bearing capacity of 1,500 psf is not exceeded. DLf = 12 psf Demand3 = 27.5 ft 2 * 2 * DLf + LL + DLW * hwall + hwall,2 + hconc,wall * 8 in * 145 pcf = 1907.889 plf Capacity3 = FC1.5 = 2000 plf See NES footing schedule Demand3 Capacity3 = 0.954 Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 12/32 MEMBER DESIGN - LOADING AND DESIGN:__________________________________________________ Member Design Criteria: DL = 15 psf hwall = 9 ft LL = 40 psf hwall,2 = 8 ft RLL = 20 psf SLR = 38.5 psf Wwall = 23.111 psf Wuplift = -14.157 psf Risa 3D Code Check and Member Deflection Results: Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 13/32 RISA 3D WALL MODEL RESULTS:_______________________________________________ Note: all hold-downs that are called out to resist less then 300 lbf force are not used. See calcs below for check. CDnds = 1.6 Load duration factor NDS Table 2.3.2 Vnail1 = 71 lbf Single shear strength of 8d, common mnail in DF NDS Table 12N Shear8d = CDnds * Vnail1 = 113.6 lbf 8d nail capacity in shear Capacity33 = 18 in 6in * Shear8d = 340.8 lbfDemand33 = 281 lbf per Risa Tie-Down force table Demand33 Capacity33 = 0.82 Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 14/32 Risa 3D Shear Check: Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 15/32 WALL TO ROOF VERTICAL AND LATERAL CONNECTION OPTIONS:_____________ Note: The Truss package including the truss to wall top plate is designed by others. This section is to design the rafter to Wall Top plate connection. 16d Toe Nail Connection: CDnds = 1.6 Load duration factor NDS Table 2.3.2 CtnLateral = 0.83 Toe-Nail factor for Lateral NDS 2018. For Shear. Vnail2 = 141 lbf Single shear strength of 16d, common nail in Douglas-Fir Larch NDS Table 12N Toenail16dShear = Vnail2 * CtnLateral * CDnds = 187.248 lbf 16d nail capacity in shear W16gNail = 40 lbf in Withdrawal Design of 16d common nail (.162) in Douglas-Fir Larch NDS Table 12.2C Embed16d = 3.2 in * 0.5 = 1.6 in Embedment into top plate CtnWithdrawl = 0.67 Toe-Nail factor for withdrawal NDS Toenail16dPullout = W16gNail * Embed16d * CtnWithdrawl * CDnds = 68.608 lbf 16d nail capacity in uplift (pull out) Simpson H2.5 Connection: H2.5F1 = 110 lbf Wall to roof connection capacity of Simpson H2.5 in F-1 Loading H2.5F2 = 110 lbf Wall to roof connection capacity of Simpson H2.5 in F-2 Loading H2.5uplift = 565 lbf Wall to roof connection capacity of Simpson H2.5 in uplift Loading Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 16/32 Simpson H8 Connection: H8F1 = 95 lbf Wall to roof connection capacity of Simpson H8 in F-1 Loading H8F2 = 90 lbf Wall to roof connection capacity of Simpson H8 in F-2 Loading H8uplift = 780 lbf Wall to roof connection capacity of Simpson H8 in uplift Loading Simpson SDWC TWO-SCREW Connection: SDWC2TrussScrewF1 = 535 lbf Wall to roof connection capacity of Simpson SDWC truss screw (min of A, B,C, or D) in F-1 Loading, configuration C was used as minimum capacity SDWC2TrussScrewF2 = 790 lbf Wall to roof connection capacity of Simpson SDWC truss screw screw (min of A, B,C, or D) in F-2 Loading, configuration C was used as minimum capacity SDWC22TrussScrewUplift = 905 lbf Wall to roof connection capacity of Simpson SDWC truss screw screw (min of A, B,C, or D) in uplift Loading, configuration C was used as minimum capacity Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 17/32 Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 18/32 Simpson SDWC ONE-SCREW Connection: SDWC1TrussScrewF1 = 130 lbf Wall to roof connection capacity of Simpson SDWC truss screw in F-1 Loading SDWC1TrussScrewF2 = 225 lbf Wall to roof connection capacity of Simpson SDWC truss screw screw in F-2 Loading SDWC21TrussScrewUplift = 615 lbf Wall to roof connection capacity of Simpson SDWC truss screw screw in uplift Loading Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 19/32 Wall to Roof Connection Options:________________________________________________________________ ForceWallRoofF2 = Wwall * hwall,2 2 * Struss = 184.888 lbf Load the connection from the wall to the roof truss from wind load applied perpendicular to the wall (Simpson F-2) ForceWallRoofF1 = hpeak * Ltruss 2 + hwall,2 2 * Ltruss 2 * Wwall * Struss Depth = 98.037 lbf Load the connection between the wall and the roof truss must handle from wind load applied co-linear to the wall (Simpson F-1) Eaveslength2 = 1.333 ft Length of eaves Tribuplift = Ltruss 2 + Eaveslength2 * Struss = 30.166 ft2 Tributary areas on which wind pressure applies. Tribedgeuplift = Eaveslength2 * Struss = 2.666 ft2 WindRoofUplift = Wuplift = -14.157 psf forceuplift = Tribuplift * - WindRoofUplift - DL * 0.6 = 155.566 lbf Force connection is required to hold Simpson H2.5a with (3) 16d toe nails PASSES ConnF2 = ForceWallRoofF2 H2.5_F2 + 3 * Toenail16dShear = 0.275 < 1.0 OK Design Check for Wall to Roof Connection F-2. ConnF1 = ForceWallRoofF1 H2.5_F1 + 3 * Toenail16dShear = 0.15 < 1.0 OK Design Check for Wall to Roof Connection F-1. Connuplift1 = forceuplift H2.5uplift + 3 * Toenail16dPullout = 0.202 < 1.0 OK Design Check for Uplift Simpson H8 with (3) 16d toe nails PASSES ConnF2.1 = ForceWallRoofF2 H8F2 + 3 * Toenail16dShear = 0.284 < 1.0 OK Design Check for Wall to Roof Connection F-2. ConnF1.1 = ForceWallRoofF1 H8F1 + 3 * Toenail16dShear = 0.15 < 1.0 OK Design Check for Wall to Roof Connection F-1. Connuplift2 = forceuplift H8uplift + 3 * Toenail16dPullout = 0.158 < 1.0 OK Design Check for Uplift Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 20/32 Simpson One SDWC Truss Screw PASSES ConnF2.2 = ForceWallRoofF2 SDWC1TrussScrewF2 = 0.822 < 1.0 OK Design Check for Wall to Roof Connection F-2. ConnF1.2 = ForceWallRoofF1 SDWC1TrussScrewF1 = 0.754 < 1.0 OK Design Check for Wall to Roof Connection F-1. Connuplift3 = forceuplift SDWC21TrussScrewUplift = 0.253 < 1.0 OK Design Check for Uplift Simpson TWO SDWC Truss Screws in Configuration A, B, C or D PASSES ConnF2.3 = ForceWallRoofF2 SDWC2TrussScrewF2 = 0.234 < 1.0 OK Design Check for Wall to Roof Connection F-2. ConnF1.3 = ForceWallRoofF1 SDWC2TrussScrewF1 = 0.183 < 1.0 OK Design Check for Wall to Roof Connection F-1. Connuplift4 = forceuplift SDWC22TrussScrewUplift = 0.172 < 1.0 OK Design Check for Uplift Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 21/32 ROOF DIAPHRAGM DESIGN:_________________________________________________________________ FWindRoof = Wroof * hpeak * Depth * 0.60 = 4539 lbf Wind Force from Roof Diaphragm Forceshear = 9440 lbf * 0.60 = 5664 lbf Total shear force applied to building from Risa FWindWall = Forceshear 2 = 2832 lbf Wind Force in the Transverse Direction from RISA Model FWindPlf = FWindWall + FWindRoof Min Ltruss, Depth = 268 plf Linear Wind Load Acting on the Roof Diaphragm NDS SDPWS 2015 Table 4.2 Nominal Unit Shear Capacities for Wood -Frame Diaphragms Roof7168Dnail6inASD = 645 plf 2 = 323 plf Per NDS 2015 SDPWS seciton 4.2.3 for ASD allowable capacity Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 22/32 Porch Design: DLvert,porch,fl = DLf * 4.25 ft 2 = 25.5 plf Floor dead load LLvert,porch,fl = LL * 4.25 ft 2 = 85 plf Floor live load DLvert = 226.25 plf Roof dead load DLvert,wall = hwall,2 * DLW = 96 plf Wuplift,vert = Ltruss * Wuplift 2 = -194.659 plf Wind uplift Risa 3D Code Check and Member Deflection Results: Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 23/32 Porch Foundation: Diameter = 18in CapacityOption1Uplift = Diameter 2 2 * pi * 36 in * 145 pcf = 768.708 lbf Uplift Capacity of sonotube type footing Demanduplift CapacityOption1Uplift = 0 CapacityOption1VertDown = Diameter 2 2 * pi * 1500 psf = 2650.719 lbf Downward Capacity of sonotube type footing DemandVertDown CapacityOption1VertDown = 0.483 Squareside = 18 in CapacityOption2Uplift = Squareside 2 * 36 in * 115 pcf = 776.25 lbf Uplift Capacity of sq type spot footing Demanduplift CapacityOption2Uplift = 0 CapacityOption2VertDown = Squareside 2 * 1500 psf = 3375 lbf Downward Capacity of sq type spot footing DemandVertDown CapacityOption2VertDown = 0.379 NES scope only includes checking the footing bearing area to ensure soil bearing capacity doesn't exceed 1,500 psf (code min). See IRC prescriptive code and local building department for additional requirements (frost depth, concrete, rebar...). Two options are possible for the front porch Foundation: 18" dia. sonotube or1. 18"x18" square spot footing with 12" dia. sonotube2. Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 24/32 Post Base: Demanduplift = 0 lbf DemandVertDown = 1279 lbf Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 25/32 Post Cap: Any of the following highlighted post caps are approved for this use: Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 26/32 Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 27/32 Floor Joist Design: 9-1/2" TJI 100 or better floor joists @ 16" O.C. Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 28/32 P.T. 2x6 DF #2 or better floor joists @ 16" O.C. Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 29/32 Stairs Design: Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 30/32 Lstairs = 15 ft Wstairs = 4 ft LLstairs = 100psf DLf = 12 psf Demandstairs = Lstairs * Wstairs * LLstairs + DLf 4 = 1680 lbf Demand load at each connection ReqNo,bolts = 3 Boltcapacity,5,8 = 710 lbf Capacitybolts = Boltcapacity,5,8 * ReqNo,bolts = 2130 lbf Demandstairs Capacitybolts = 0.789 < 1 therefore install (3) 5/8" bolts from plate to 6x12 beam DLvert,stringer = DLf * Wstairs 2 = 24 plf LLvert,stringer = LL * Wstairs 2 = 80 plf 4 * 5/8 * 1 in = 2 1/2 in spacing for 4D minimum end and edge distance Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 31/32 Project Number:22031 REV­3 DESIGN ENGINEER: Project Name: David K. Boyter, P.E.Corcoran 6­Plex 358 S. 3rd West Rexburg, ID 83440 REVIEWED BY: Date: 08/22/2023 Noesis Engineering Services, P.C. 208­932­2720 office 1712 Cabellaro Dr. Ammon, ID 83406 Jake Lucido, EI 32/32 Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 8/22/2023 2:18:15 PM RISA-3D Version 21 [ 22031 Corcoran Porch - REV3.r3d ] Page 1 Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N20 20 0 0 2 N21 20 8 0 3 N23 20 0 -9.25 4 N24 20 8 -9.25 5 N25 20 0 -18.333 6 N26 20 8 -18.333 7 N27 20 0 -27.5 8 N28 20 8 -27.5 Node Boundary Conditions Node Label X [lb/in] Y [lb/in] Z [lb/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad] 1 N20 Reaction Reaction Reaction Reaction Reaction Reaction 2 N21 Reaction Reaction 3 N23 Reaction Reaction Reaction Reaction Reaction Reaction 4 N24 Reaction 5 N25 Reaction Reaction Reaction Reaction Reaction Reaction 6 N26 Reaction 7 N27 Reaction Reaction Reaction Reaction Reaction Reaction 8 N28 Reaction Member Point Loads No Data to Print... Nodal Loads and Enforced Displacements No Data to Print... Member Distributed Loads (BLC 2 : Dead Load) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M24 Y -25.5 -25.5 0 %100 2 M25 Y -25.5 -25.5 0 %100 3 M26 Y -25.5 -25.5 0 %100 Member Distributed Loads (BLC 3 : Live Load) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M24 Y -85 -85 0 %100 2 M25 Y -85 -85 0 %100 3 M26 Y -85 -85 0 %100 Basic Load Cases BLC Description Category Y Gravity Distributed 1 Self Weight DL -1 2 Dead Load DL 3 3 Live Load LL 3 4 Roof Live Load RLL 5 Snow Load SL 6 Wind Y Misc WLY 7 Wind X Misc WLX 8 Wind Z Misc WLZ Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 8/22/2023 2:18:15 PM RISA-3D Version 21 [ 22031 Corcoran Porch - REV3.r3d ] Page 2 Basic Load Cases (Continued) BLC Description Category Y Gravity Distributed 9 Wind Load Z WLZ 10 Wind Load X WLX 11 Partial Z Wind Load 1 WLZP1 12 Partial Z Wind Load 2 WLZP2 13 Partial X Wind Load 1 WLXP1 14 Partial X Wind Load 2 WLXP2 15 Earthquake Load Z ELZ 16 Earthquake Load X ELX 17 Earthquake Load Z Plus X Eccentr ELZ+X 18 Earthquake Load Z Minus X Eccent ELZ-X 19 Earthquake Load X Plus Z Eccentr ELX+Z 20 Earthquake Load X Minus Z Eccent ELX-Z Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 ASCE ASD 1 Yes Y DL 1 5 ASCE ASD 2 Yes Y DL 1 LL 1 LLS 1 6 ASCE ASD 3 (a)Yes Y DL 1 RLL 1 7 ASCE ASD 3 (b)Yes Y DL 1 SL 1 SLN 1 8 ASCE ASD 4 (a)Yes Y DL 1 LL 0.75 LLS 0.75 RLL 0.75 9 ASCE ASD 4 (b)Yes Y DL 1 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 10 ASCE ASD 5 (a) (a)Yes Y DL 1 WLX 0.6 WLY 0.6 11 ASCE ASD 5 (a) (b)Yes Y DL 1 WLZ 0.6 WLY 0.6 12 ASCE ASD 5 (a) (c)Yes Y DL 1 WLX -0.6 WLY -0.6 13 ASCE ASD 5 (a) (d)Yes Y DL 1 WLZ -0.6 WLY -0.6 14 ASCE ASD 6 (a) (a)Yes Y DL 1 WLX 0.45 WLY 0.45 LL 0.75 LLS 0.75 RLL 0.75 15 ASCE ASD 6 (a) (b)Yes Y DL 1 WLZ 0.45 WLY 0.45 LL 0.75 LLS 0.75 RLL 0.75 16 ASCE ASD 6 (a) (c)Yes Y DL 1 WLX -0.45 WLY -0.45 LL 0.75 LLS 0.75 RLL 0.75 17 ASCE ASD 6 (a) (d)Yes Y DL 1 WLZ -0.45 WLY -0.45 LL 0.75 LLS 0.75 RLL 0.75 18 ASCE ASD 6 (c) (a)Yes Y DL 1 WLX 0.45 WLY 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 19 ASCE ASD 6 (c) (b)Yes Y DL 1 WLZ 0.45 WLY 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 20 ASCE ASD 6 (c) (c)Yes Y DL 1 WLX -0.45 WLY -0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 21 ASCE ASD 6 (c) (d)Yes Y DL 1 WLZ -0.45 WLY -0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 22 ASCE ASD 6 (e) (a)Yes Y DL 1 WLX 0.45 WLY 0.45 LL 0.75 LLS 0.75 23 ASCE ASD 6 (e) (b)Yes Y DL 1 WLZ 0.45 WLY 0.45 LL 0.75 LLS 0.75 24 ASCE ASD 6 (e) (c)Yes Y DL 1 WLX -0.45 WLY -0.45 LL 0.75 LLS 0.75 25 ASCE ASD 6 (e) (d)Yes Y DL 1 WLZ -0.45 WLY -0.45 LL 0.75 LLS 0.75 26 ASCE ASD 7 (a)Yes Y DL 0.6 WLX 0.6 WLY 0.6 27 ASCE ASD 7 (b)Yes Y DL 0.6 WLZ 0.6 WLY 0.6 28 ASCE ASD 7 (c)Yes Y DL 0.6 WLX -0.6 WLY -0.6 29 ASCE ASD 7 (d)Yes Y DL 0.6 WLZ -0.6 WLY -0.6 30 ASCE ASD 5 (b) (a)Yes Y DL 1 Rho*ELX 0.7 31 ASCE ASD 5 (b) (b)Yes Y DL 1 Rho*ELZ 0.7 32 ASCE ASD 5 (b) (c)Yes Y DL 1 Rho*ELX -0.7 33 ASCE ASD 5 (b) (d)Yes Y DL 1 Rho*ELZ -0.7 34 ASCE ASD 6 (b) (a)Yes Y DL 1 Rho*ELX 0.525 LL 0.75 LLS 0.75 RLL 0.75 35 ASCE ASD 6 (b) (b)Yes Y DL 1 Rho*ELZ 0.525 LL 0.75 LLS 0.75 RLL 0.75 36 ASCE ASD 6 (b) (c)Yes Y DL 1 Rho*ELX-0.525 LL 0.75 LLS 0.75 RLL 0.75 37 ASCE ASD 6 (b) (d)Yes Y DL 1 Rho*ELZ-0.525 LL 0.75 LLS 0.75 RLL 0.75 38 ASCE ASD 6 (d) (a)Yes Y DL 1 Rho*ELX 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 39 ASCE ASD 6 (d) (b)Yes Y DL 1 Rho*ELZ 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 40 ASCE ASD 6 (d) (c)Yes Y DL 1 Rho*ELX-0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 8/22/2023 2:18:15 PM RISA-3D Version 21 [ 22031 Corcoran Porch - REV3.r3d ] Page 3 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 41 ASCE ASD 6 (d) (d)Yes Y DL 1 Rho*ELZ-0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 42 ASCE ASD 6 (f) (a)Yes Y DL 1 Rho*ELX 0.525 LL 0.75 LLS 0.75 43 ASCE ASD 6 (f) (b)Yes Y DL 1 Rho*ELZ 0.525 LL 0.75 LLS 0.75 44 ASCE ASD 6 (f) (c)Yes Y DL 1 Rho*ELX-0.525 LL 0.75 LLS 0.75 45 ASCE ASD 6 (f) (d)Yes Y DL 1 Rho*ELZ-0.525 LL 0.75 LLS 0.75 46 ASCE ASD 8 (a)Yes Y DL 0.6 Rho*ELX 0.7 47 ASCE ASD 8 (b)Yes Y DL 0.6 Rho*ELZ 0.7 48 ASCE ASD 8 (c)Yes Y DL 0.6 Rho*ELX -0.7 49 ASCE ASD 8 (d)Yes Y DL 0.6 Rho*ELZ -0.7 50 ASCE ASD 5 (b) (os-a)Yes Y DL 1 Om*ELX 0.7 51 ASCE ASD 5 (b) (os-b)Yes Y DL 1 Om*ELZ 0.7 52 ASCE ASD 5 (b) (os-c)Yes Y DL 1 Om*ELX -0.7 53 ASCE ASD 5 (b) (os-d)Yes Y DL 1 Om*ELZ -0.7 54 ASCE ASD 6 (b) (os-a)Yes Y DL 1 Om*ELX 0.525 LL 0.75 LLS 0.75 RLL 0.75 55 ASCE ASD 6 (b) (os-b)Yes Y DL 1 Om*ELZ 0.525 LL 0.75 LLS 0.75 RLL 0.75 56 ASCE ASD 6 (b) (os-c)Yes Y DL 1 Om*ELX -0.525 LL 0.75 LLS 0.75 RLL 0.75 57 ASCE ASD 6 (b) (os-d)Yes Y DL 1 Om*ELZ -0.525 LL 0.75 LLS 0.75 RLL 0.75 58 ASCE ASD 6 (d) (os-a)Yes Y DL 1 Om*ELX 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 59 ASCE ASD 6 (d) (os-b)Yes Y DL 1 Om*ELZ 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 60 ASCE ASD 6 (d) (os-c)Yes Y DL 1 Om*ELX -0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 61 ASCE ASD 6 (d) (os-d)Yes Y DL 1 Om*ELZ -0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 62 ASCE ASD 6 (f) (os-a)Yes Y DL 1 Om*ELX 0.525 LL 0.75 LLS 0.75 63 ASCE ASD 6 (f) (os-b)Yes Y DL 1 Om*ELZ 0.525 LL 0.75 LLS 0.75 64 ASCE ASD 6 (f) (os-c)Yes Y DL 1 Om*ELX -0.525 LL 0.75 LLS 0.75 65 ASCE ASD 6 (f) (os-d)Yes Y DL 1 Om*ELZ -0.525 LL 0.75 LLS 0.75 66 ASCE ASD 8 (os-a)Yes Y DL 0.6 Om*ELX 0.7 67 ASCE ASD 8 (os-b)Yes Y DL 0.6 Om*ELZ 0.7 68 ASCE ASD 8 (os-c)Yes Y DL 0.6 Om*ELX -0.7 69 ASCE ASD 8 (os-d)Yes Y DL 0.6 Om*ELZ -0.7 70 Seismic Weight Yes Y DL 1 SL 0.2 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 N20 max 0 70 481.779 5 -1.419 49 0 70 0 70 0 70 2 min 0 1 98.783 26 -8.02 3 0 1 0 1 0 1 3 N21 max 0 70 0 70 -4.319 49 0 70 0 70 0 70 4 min 0 1 0 1 -24.43 3 0 1 0 1 0 1 5 N23 max 0 70 1278.661 5 10.546 5 0 70 0 70 0 70 6 min 0 1 251.022 26 1.864 26 0 1 0 1 0 1 7 N24 max 0 70 0 70 0 70 0 70 0 70 0 70 8 min 0 1 0 1 0 1 0 1 0 1 0 1 9 N25 max 0 70 1231.476 5 -1.531 49 0 70 0 70 0 70 10 min 0 1 242.684 26 -8.657 3 0 1 0 1 0 1 11 N26 max 0 70 0 70 0 70 0 70 0 70 0 70 12 min 0 1 0 1 0 1 0 1 0 1 0 1 13 N27 max 0 70 531.091 5 30.561 5 0 70 0 70 0 70 14 min 0 1 118.815 26 5.405 26 0 1 0 1 0 1 15 N28 max 0 70 0 70 0 70 0 70 0 70 0 70 16 min 0 1 0 1 0 1 0 1 0 1 0 1 17 Totals:max 0 70 3523.008 5 0 49 18 min 0 1 711.305 26 0 2 Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 8/22/2023 2:18:15 PM RISA-3D Version 21 [ 22031 Corcoran Porch - REV3.r3d ] Page 4 Envelope AWC NDS-15 / SDPWS-15 ASD Member Wood Code Checks MemberShapeCode CheckLoc[ft] LC Shear CheckLoc[ft] Dir LC Fc' [psi]Ft' [psi]Fb1' [psi]Fb2' [psi]Fv' [psi] RB CL CP Eqn 1 M19 2-2X6 0.07 8 5 0.004 8 z 5 881.922 747.5 1163.726 1345.5 180 7.6590.9950.5943.9-3 2 M20 6X6 0.071 0 5 0.003 8 z 5 596.224 475 750 750 170 4.178 1 0.8523.6.3 3 M21 6X6 0.068 0 5 0.003 8 z 5 596.224 475 750 750 170 4.178 1 0.8523.6.3 4 M22 6X6 0.142 8 5 0.009 8 z 5 596.224 475 750 750 170 4.178 1 0.8523.9-3 5 M24 6X8 0.33 9.25 5 0.142 9.25 y 5 630.864 475 748.596 750 170 5.2460.9980.9013.9-3 6 M25 6X8 0.304 0 5 0.119 0 y 5 633.839 475 748.622 750 170 5.1980.9980.9053.9-3 7 M26 6X8 0.305 0 5 0.135 0 y 5 632.354 475 748.609 750 170 5.2220.9980.9033.9-3 Envelope Beam Deflections Member Label Span Location [ft] y' [in] (n) L'/y' Ratio LC 1 M24 1 max 0.096 -0.001 NC 2 2 1 min 4.143 -0.038 2897 3 3 M25 1 max 5.582 -0.001 NC 49 4 1 min 0 0 NC 1 5 M26 1 max 0.955 -0.001 NC 49 6 1 min 4.965 -0.032 3394 3 Envelope Member Section Deflections - Service No Data to Print... Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 5/31/2023 1:58:03 PM RISA-3D Version 21 [ 20230531_Corcoran 6_plex SHEAR - R… Page 1 Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 0 0 0 2 N2 70.5 0 0 3 N4 0 0 27.5 4 N5 0 8 0 5 N6 70.5 8 0 6 N8 0 8 27.5 7 N9 0 17 0 8 N10 70.5 17 0 9 N12 0 17 27.5 10 N13 24.25 0 27.5 11 N14 24.25 0 23.25 12 N15 70.5 0 23.25 13 N16 24.25 8 27.5 14 N17 24.25 8 23.25 15 N18 70.5 8 23.25 16 N19 24.25 17 27.5 17 N20 24.25 17 23.25 18 N21 70.5 17 23.25 19 N22 12.5 0 27.5 20 N23 18.5 0 27.5 21 N24 34.17 0 23.25 22 N25 40.17 0 23.25 23 N26 41.92 0 23.25 24 N27 44.92 0 23.25 25 N28 46.25 0 23.25 26 N29 49.25 0 23.25 27 N30 53 0 23.25 28 N31 59 0 23.25 29 N32 12.5 6.67 27.5 30 N33 18.5 6.67 27.5 31 N34 34.17 6.67 23.25 32 N35 40.17 6.67 23.25 33 N36 41.92 6.67 23.25 34 N37 44.92 6.67 23.25 35 N38 46.25 6.67 23.25 36 N39 49.25 6.67 23.25 37 N40 50 6.67 23.25 38 N41 55 6.67 23.25 39 N42 12.5 2.67 27.5 40 N43 18.5 2.67 27.5 41 N44 34.17 2.67 23.25 42 N45 40.17 2.67 23.25 43 N46 50 2.67 23.25 44 N47 55 2.67 23.25 45 N48 12.5 14.67 27.5 46 N49 18.5 14.67 27.5 47 N50 34.17 14.67 23.25 48 N51 40.17 14.67 23.25 49 N52 53 14.67 23.25 50 N53 59 14.67 23.25 51 N54 12.5 8 27.5 52 N55 18.5 8 27.5 53 N56 34.17 8 23.25 54 N57 40.17 8 23.25 55 N58 53 8 23.25 Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 5/31/2023 1:58:03 PM RISA-3D Version 21 [ 20230531_Corcoran 6_plex SHEAR - R… Page 2 Node Coordinates (Continued) Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 56 N59 59 8 23.25 57 N60 12.5 10.67 27.5 58 N61 18.5 10.67 27.5 59 N62 34.17 10.67 23.25 60 N63 40.17 10.67 23.25 61 N64 53 10.67 23.25 62 N65 59 10.67 23.25 63 N66 41.92 8 23.25 64 N67 44.92 8 23.25 65 N68 46.25 8 23.25 66 N69 49.25 8 23.25 67 N70 41.92 14.67 23.25 68 N71 44.92 14.67 23.25 69 N72 46.25 14.67 23.25 70 N73 49.25 14.67 23.25 71 N74 69.75 0 0 72 N75 63.75 0 0 73 N76 52.5 0 0 74 N77 48.5 0 0 75 N78 38.75 0 0 76 N79 34.75 0 0 77 N80 21.25 0 0 78 N81 17.25 0 0 79 N82 52.5 6.67 0 80 N83 48.5 6.67 0 81 N84 38.75 6.67 0 82 N85 34.75 6.67 0 83 N86 21.25 6.67 0 84 N87 17.25 6.67 0 85 N88 52.5 14.67 0 86 N89 48.5 14.67 0 87 N90 38.75 14.67 0 88 N91 34.75 14.67 0 89 N92 21.25 14.67 0 90 N93 17.25 14.67 0 91 N94 52.5 2.67 0 92 N95 48.5 2.67 0 93 N96 38.75 2.67 0 94 N97 34.75 2.67 0 95 N98 21.25 2.67 0 96 N99 17.25 2.67 0 97 N100 52.5 10.67 0 98 N101 48.5 10.67 0 99 N102 38.75 10.67 0 100 N103 34.75 10.67 0 101 N104 21.25 10.67 0 102 N105 17.25 10.67 0 103 N106 69.75 6.67 0 104 N107 63.75 6.67 0 105 N108 0 0 25 106 N109 0 0 21 107 N110 0 0 8.75 108 N111 0 0 4.75 109 N112 0 6.67 25 110 N113 0 6.67 21 Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 5/31/2023 1:58:03 PM RISA-3D Version 21 [ 20230531_Corcoran 6_plex SHEAR - R… Page 3 Node Coordinates (Continued) Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 111 N114 0 6.67 8.75 112 N115 0 6.67 4.75 113 N116 0 14.67 25 114 N117 0 14.67 21 115 N118 0 14.67 8.75 116 N119 0 14.67 4.75 117 N120 0 2.67 25 118 N121 0 2.67 21 119 N122 0 2.67 8.75 120 N123 0 2.67 4.75 121 N124 0 10.67 25 122 N125 0 10.67 21 123 N126 0 10.67 8.75 124 N127 0 10.67 4.75 125 N128 70.5 0 20.25 126 N129 70.5 0 16.25 127 N130 70.5 0 7.5 128 N131 70.5 0 3.5 129 N132 70.5 6.67 20.25 130 N133 70.5 6.67 16.25 131 N134 70.5 6.67 7.5 132 N135 70.5 6.67 3.5 133 N136 70.5 14.67 20.25 134 N137 70.5 14.67 16.25 135 N138 70.5 14.67 7.5 136 N139 70.5 14.67 3.5 137 N140 70.5 2.67 20.25 138 N141 70.5 2.67 16.25 139 N142 70.5 2.67 7.5 140 N143 70.5 2.67 3.5 141 N144 70.5 10.67 20.25 142 N145 70.5 10.67 16.25 143 N146 70.5 10.67 7.5 144 N147 70.5 10.67 3.5 145 N155 34.975722 17 12.442297 146 N156 34.827617 8 12.423133 147 N157 38.500722 17 12.442297 148 N158 38.352617 8 12.423133 149 N159 31.450722 17 12.442297 150 N160 31.302617 8 12.423133 151 N161 34.975722 17 13.817297 152 N162 34.827617 8 13.798133 153 N163 34.975722 17 11.067297 154 N164 34.827617 8 11.048133 155 N165 24.25 0 26.83 156 N167 24.25 0 23.83 157 N157A 35.25 17 13.75 158 N158A 35.25 8 13.75 159 N159A 24.675 17 13.75 160 N160A 24.675 8 13.75 161 N161A 45.825 17 13.75 162 N162A 45.825 8 13.75 163 N163A 35.25 17 9.625 164 N164A 35.25 8 9.625 165 N165A 35.25 17 17.875 Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 5/31/2023 1:58:03 PM RISA-3D Version 21 [ 20230531_Corcoran 6_plex SHEAR - R… Page 4 Node Coordinates (Continued) Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 166 N166 35.25 8 17.875 Wall Panel Distributed Loads (BLC 2 : Dead Load) Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)] 1 WP1(8ft)Y -81 -81 0 24.25 2 WP2(8ft)Y -8 -8 0 4.25 3 WP11(9ft)Y -226.25 -226.25 0 70.5 4 WP9(9ft)Y -226.25 -226.25 0 46.25 5 WP10(9ft)Y -35 -35 0 23.25 6 WP3(8ft)Y -81 -81 0 46.25 7 WP7(9ft)Y -226.25 -226.25 0 24.25 8 WP10(0ft)Y -8 -8 0 23.25 9 WP12(0ft)Y -8 -8 0 27.5 10 WP12(9ft)Y -35 -35 0 27.5 11 WP5(8ft)Y -81 -81 0 70.5 12 WP8(9ft)Y -35 -35 0 4.25 13 WP1(8ft)Y -81 -81 0 24.25 14 WP3(8ft)Y -81 -81 0 46.25 15 WP5(8ft)Y -81 -81 0 70.5 Wall Panel Distributed Loads (BLC 3 : Live Load) Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)] 1 WP3(8ft)Y -270 -270 0 46.25 2 WP7(0ft)Y -270 -270 0 24.25 3 WP10(0ft)Y -27 -27 0 23.25 4 WP11(0ft)Y -270 -270 0 70.5 5 WP8(0ft)Y -27 -27 0 4.25 6 WP6(8ft)Y -27 -27 0 27.5 7 WP7(0ft)Y -270 -270 0 24.25 8 WP3(8ft)Y -270 -270 0 46.25 9 WP11(0ft)Y -270 -270 0 70.5 Wall Panel Distributed Loads (BLC 4 : Roof Live Load) Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)] 1 WP9(9ft)Y -302 -302 0 46.25 2 WP7(9ft)Y -302 -302 0 24.25 3 WP11(9ft)Y -302 -302 0 70.5 4 WP10(9ft)Y -47 -47 0 23.25 5 WP12(9ft)Y -47 -47 0 27.5 6 WP8(9ft)Y -47 -47 0 4.25 Wall Panel Distributed Loads (BLC 5 : Snow Load) Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)] 1 WP8(9ft)Y -90 -90 0 4.25 2 WP11(9ft)Y -581 -581 0 70.5 3 WP10(9ft)Y -90 -90 0 23.25 4 WP9(9ft)Y -581 -581 0 46.25 5 WP12(9ft)Y -90 -90 0 27.5 6 WP7(9ft)Y -581 -581 0 24.25 Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 5/31/2023 1:58:03 PM RISA-3D Version 21 [ 20230531_Corcoran 6_plex SHEAR - R… Page 5 Wall Panel Distributed Loads (BLC 6 : Wind Y Misc) Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)] 1 WP11(9ft)Y 210 210 0 70.5 2 WP10(9ft)Y 33 33 0 23.25 3 WP9(9ft)Y 210 210 0 46.25 4 WP7(9ft)Y 210 210 0 24.25 5 WP8(9ft)Y 33 33 0 4.25 6 WP12(9ft)Y 33 33 0 27.5 Wall Panel Distributed Loads (BLC 7 : Wind X Misc) Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)] 1 WP12(9ft)X 40 40 0 27.5 Wall Panel Distributed Loads (BLC 8 : Wind Z Misc) Wall Label Direction Start Magnitude [lb/ft, F] End Magnitude [lb/ft, F] Start Location [(ft, %)] End Location [(ft, %)] 1 WP11(9ft)Z 54 54 0 70.5 Basic Load Cases BLC Description Category Y Gravity Nodal Distributed 1 Self Weight DL -1 2 Dead Load DL 15 3 Live Load LL 9 4 Roof Live Load RLL 6 5 Snow Load SL 6 6 Wind Y Misc WLY 6 7 Wind X Misc WLX 1 8 Wind Z Misc WLZ 1 9 Wind Load Z WLZ 2 10 Wind Load X WLX 2 11 Partial Z Wind Load 1 WLZP1 2 12 Partial Z Wind Load 2 WLZP2 2 13 Partial X Wind Load 1 WLXP1 2 14 Partial X Wind Load 2 WLXP2 2 15 Earthquake Load Z ELZ 2 16 Earthquake Load X ELX 2 17 Earthquake Load Z Plus X Eccentr ELZ+X 2 18 Earthquake Load Z Minus X Eccent ELZ-X 2 19 Earthquake Load X Plus Z Eccentr ELX+Z 2 20 Earthquake Load X Minus Z Eccent ELX-Z 2 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 ASCE ASD 1 Yes Y DL 1 5 ASCE ASD 2 Yes Y DL 1 LL 1 LLS 1 6 ASCE ASD 3 (a)Yes Y DL 1 RLL 1 7 ASCE ASD 3 (b)Yes Y DL 1 SL 1 SLN 1 8 ASCE ASD 4 (a)Yes Y DL 1 LL 0.75 LLS 0.75 RLL 0.75 9 ASCE ASD 4 (b)Yes Y DL 1 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 5/31/2023 1:58:03 PM RISA-3D Version 21 [ 20230531_Corcoran 6_plex SHEAR - R… Page 6 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 10 ASCE ASD 5 (a) (a)Yes Y DL 1 WLX 0.6 WLY 0.6 11 ASCE ASD 5 (a) (b)Yes Y DL 1 WLZ 0.6 WLY 0.6 12 ASCE ASD 5 (a) (c)Yes Y DL 1 WLX -0.6 WLY -0.6 13 ASCE ASD 5 (a) (d)Yes Y DL 1 WLZ -0.6 WLY -0.6 14 ASCE ASD 6 (a) (a)Yes Y DL 1 WLX 0.45 WLY 0.45 LL 0.75 LLS 0.75 RLL 0.75 15 ASCE ASD 6 (a) (b)Yes Y DL 1 WLZ 0.45 WLY 0.45 LL 0.75 LLS 0.75 RLL 0.75 16 ASCE ASD 6 (a) (c)Yes Y DL 1 WLX -0.45 WLY -0.45 LL 0.75 LLS 0.75 RLL 0.75 17 ASCE ASD 6 (a) (d)Yes Y DL 1 WLZ -0.45 WLY -0.45 LL 0.75 LLS 0.75 RLL 0.75 18 ASCE ASD 6 (c) (a)Yes Y DL 1 WLX 0.45 WLY 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 19 ASCE ASD 6 (c) (b)Yes Y DL 1 WLZ 0.45 WLY 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 20 ASCE ASD 6 (c) (c)Yes Y DL 1 WLX -0.45 WLY -0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 21 ASCE ASD 6 (c) (d)Yes Y DL 1 WLZ -0.45 WLY -0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 22 ASCE ASD 6 (e) (a)Yes Y DL 1 WLX 0.45 WLY 0.45 LL 0.75 LLS 0.75 23 ASCE ASD 6 (e) (b)Yes Y DL 1 WLZ 0.45 WLY 0.45 LL 0.75 LLS 0.75 24 ASCE ASD 6 (e) (c)Yes Y DL 1 WLX -0.45 WLY -0.45 LL 0.75 LLS 0.75 25 ASCE ASD 6 (e) (d)Yes Y DL 1 WLZ -0.45 WLY -0.45 LL 0.75 LLS 0.75 26 ASCE ASD 7 (a)Yes Y DL 0.6 WLX 0.6 WLY 0.6 27 ASCE ASD 7 (b)Yes Y DL 0.6 WLZ 0.6 WLY 0.6 28 ASCE ASD 7 (c)Yes Y DL 0.6 WLX -0.6 WLY -0.6 29 ASCE ASD 7 (d)Yes Y DL 0.6 WLZ -0.6 WLY -0.6 30 ASCE ASD 5 (b) (a)Yes Y DL 1 Rho*ELX 0.7 31 ASCE ASD 5 (b) (b)Yes Y DL 1 Rho*ELZ 0.7 32 ASCE ASD 5 (b) (c)Yes Y DL 1 Rho*ELX -0.7 33 ASCE ASD 5 (b) (d)Yes Y DL 1 Rho*ELZ -0.7 34 ASCE ASD 6 (b) (a)Yes Y DL 1 Rho*ELX 0.525 LL 0.75 LLS 0.75 RLL 0.75 35 ASCE ASD 6 (b) (b)Yes Y DL 1 Rho*ELZ 0.525 LL 0.75 LLS 0.75 RLL 0.75 36 ASCE ASD 6 (b) (c)Yes Y DL 1 Rho*ELX-0.525 LL 0.75 LLS 0.75 RLL 0.75 37 ASCE ASD 6 (b) (d)Yes Y DL 1 Rho*ELZ-0.525 LL 0.75 LLS 0.75 RLL 0.75 38 ASCE ASD 6 (d) (a)Yes Y DL 1 Rho*ELX 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 39 ASCE ASD 6 (d) (b)Yes Y DL 1 Rho*ELZ 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 40 ASCE ASD 6 (d) (c)Yes Y DL 1 Rho*ELX-0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 41 ASCE ASD 6 (d) (d)Yes Y DL 1 Rho*ELZ-0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 42 ASCE ASD 6 (f) (a)Yes Y DL 1 Rho*ELX 0.525 LL 0.75 LLS 0.75 43 ASCE ASD 6 (f) (b)Yes Y DL 1 Rho*ELZ 0.525 LL 0.75 LLS 0.75 44 ASCE ASD 6 (f) (c)Yes Y DL 1 Rho*ELX-0.525 LL 0.75 LLS 0.75 45 ASCE ASD 6 (f) (d)Yes Y DL 1 Rho*ELZ-0.525 LL 0.75 LLS 0.75 46 ASCE ASD 8 (a)Yes Y DL 0.6 Rho*ELX 0.7 47 ASCE ASD 8 (b)Yes Y DL 0.6 Rho*ELZ 0.7 48 ASCE ASD 8 (c)Yes Y DL 0.6 Rho*ELX -0.7 49 ASCE ASD 8 (d)Yes Y DL 0.6 Rho*ELZ -0.7 50 ASCE ASD 5 (b) (os-a)Yes Y DL 1 Om*ELX 0.7 51 ASCE ASD 5 (b) (os-b)Yes Y DL 1 Om*ELZ 0.7 52 ASCE ASD 5 (b) (os-c)Yes Y DL 1 Om*ELX -0.7 53 ASCE ASD 5 (b) (os-d)Yes Y DL 1 Om*ELZ -0.7 54 ASCE ASD 6 (b) (os-a)Yes Y DL 1 Om*ELX 0.525 LL 0.75 LLS 0.75 RLL 0.75 55 ASCE ASD 6 (b) (os-b)Yes Y DL 1 Om*ELZ 0.525 LL 0.75 LLS 0.75 RLL 0.75 56 ASCE ASD 6 (b) (os-c)Yes Y DL 1 Om*ELX -0.525 LL 0.75 LLS 0.75 RLL 0.75 57 ASCE ASD 6 (b) (os-d)Yes Y DL 1 Om*ELZ -0.525 LL 0.75 LLS 0.75 RLL 0.75 58 ASCE ASD 6 (d) (os-a)Yes Y DL 1 Om*ELX 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 59 ASCE ASD 6 (d) (os-b)Yes Y DL 1 Om*ELZ 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 60 ASCE ASD 6 (d) (os-c)Yes Y DL 1 Om*ELX -0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 61 ASCE ASD 6 (d) (os-d)Yes Y DL 1 Om*ELZ -0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 62 ASCE ASD 6 (f) (os-a)Yes Y DL 1 Om*ELX 0.525 LL 0.75 LLS 0.75 63 ASCE ASD 6 (f) (os-b)Yes Y DL 1 Om*ELZ 0.525 LL 0.75 LLS 0.75 64 ASCE ASD 6 (f) (os-c)Yes Y DL 1 Om*ELX -0.525 LL 0.75 LLS 0.75 Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 5/31/2023 1:58:03 PM RISA-3D Version 21 [ 20230531_Corcoran 6_plex SHEAR - R… Page 7 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 65 ASCE ASD 6 (f) (os-d)Yes Y DL 1 Om*ELZ -0.525 LL 0.75 LLS 0.75 66 ASCE ASD 8 (os-a)Yes Y DL 0.6 Om*ELX 0.7 67 ASCE ASD 8 (os-b)Yes Y DL 0.6 Om*ELZ 0.7 68 ASCE ASD 8 (os-c)Yes Y DL 0.6 Om*ELX -0.7 69 ASCE ASD 8 (os-d)Yes Y DL 0.6 Om*ELZ -0.7 70 Seismic Weight Yes Y DL 1 SL 0.2 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 WP1 max 621.112 28 32335.005 20 22.738 27 0 70 318.459 27 23337.886 21 2 min -689.204 10 3549.48 26 -64.141 21 0 1 -699.761 21 -16322.114 27 3 WP3 max 1018.215 12 62446.435 20 34.761 27 0 70 1918.038 21 35758.105 27 4 min -1017.296 26 5929.933 26 -84.871 21 0 1 -1048.309 27 -51166.037 21 5 WP4 max 0.656 27 9427.566 21 5402.574 29 47791.153 21 553.172 21 0 70 6 min -148.228 21 862.373 27 -5429.463 11 -26537.3 27 -190.974 27 0 1 7 WP5 max 1817.264 12 94719.923 21 130.814 39 0 70 2176.629 27 -441.19 26 8 min -1766.878 26 6549.016 27 -39.612 49 0 1 -2639.278 13 -98294.748 20 9 WP6 max 170.229 20 7720.016 20 5706.481 13 33034.103 13 281.781 27 0 70 10 min 13.864 26 800.137 26 -5677.606 27 -31485.62 27 -323.917 13 0 1 11 Totals:max 3458.047 12 203917.26 21 11012.422 13 12 min -3458.018 26 21333.186 26 -11012.418 27 Envelope Wall Panel Forces Wall Label Elevation [ft] Axial [lb] LC x Shear [lb] LC z Shear [lb] LC x-x Moment [lb-ft] LC z-z Moment [lb-ft] LC 1 WP1 0 max 32335.005 20 1849.043 68*65.232 67*0.056 53*24062.661 61* 2 0 min 3549.48 26 -1917.136 50*-96.012 61*-0.045 67*-17289.003 67* 3 WP3 0 max 62446.435 20 2918.159 52*112.964 67*0.084 53*37713.52 67* 4 0 min 5929.933 26 -2917.24 66*-143.523 61*-0.069 67*-52632.464 61* 5 WP4 0 max 9574.509 58*5429.463 11 0.656 27 0.069 60*48587.15 61* 6 0 min 666.449 68*-5402.574 29 -148.228 21 -0.01 66*-27598.233 67* 7 WP5 0 max 94719.923 21 5280.51 66*157.922 69*0.124 51*110637.909 60* 8 0 min 6549.016 27 -5330.897 52*-219.547 59*-0.1 69*-16016.956 66* 9 WP6 0 max 7954.03 60*5706.481 13 -13.864 26 0.081 58*35175.743 67* 10 0 min 488.117 66*-5677.606 27 -170.229 20 -0.007 68*-36723.29 53* 11 WP7 8 max 19793.652 7 1444.78 68*84.461 69*503.686 69*12560.454 58* 12 8 min -144.585 2 -1565.1 50*-154.941 59*-564.958 51*-7635.538 68* 13 WP9 8 max 37888.606 7 2304.62 52*118.661 27 685.237 69*15291.11 67* 14 8 min -179.201 2 -2227.15 66*-156.472 13 -717.734 51*-27341.985 61* 15 WP10 8 max 6474.456 21 3824.693 51*6.786 26 92.833 26 27818.704 61* 16 8 min 501.76 27 -3744.107 69*-748.308 20 -848.48 20 -10926.043 67* 17 WP11 8 max 56625.724 7 4424.267 66*127.404 29 1258.47 67*69506.477 60* 18 8 min -1000.638 2 -4570.075 52*-391.604 19 -1430.341 53*-8245.196 66* 19 WP12 8 max 5320.018 20 4031.254 53*42.879 68*166.769 68*15895.357 67* 20 8 min 291.667 2 -4016.489 67*-555.476 58*-785.921 58*-16808.546 53* AWC NDS-15 / SDPWS-15 ASD Wall Panel Wood Code Checks (Axial) Wall Panel Region Stud Size Stud Spacing[in] Axial Check Gov LC Chord Size Chord Axial Check Gov LC 1 WP1 N/A 2X6 16 0.244 9 2-2X6 0.138 21 2 WP3 N/A 2X6 16 0.429 9 2-2X6 0.178 21 3 WP4 N/A 2X6 16 0.109 9 2-2X6 0.227 21 4 WP5 N/A 2X6 16 0.251 9 2-2X6 0.176 21 5 WP6 N/A 2X6 16 0.054 9 2-2X6 0.107 29 Company Designer Job Number Model Name : : : : Noesis Engineering Services David K. Boyter, PE 22031 Corcoran 6-Plex Checked By : 5/31/2023 1:58:03 PM RISA-3D Version 21 [ 20230531_Corcoran 6_plex SHEAR - R… Page 8 AWC NDS-15 / SDPWS-15 ASD Wall Panel Wood Code Checks (Axial) (Continued) Wall Panel Region Stud Size Stud Spacing[in] Axial Check Gov LC Chord Size Chord Axial Check Gov LC 6 WP7 N/A 2X6 16 0.178 7 2-2X6 0.094 7 7 WP9 N/A 2X6 16 0.336 7 2-2X6 0.113 7 8 WP10 N/A 2X6 16 0.086 9 2-2X6 0.128 21 9 WP11 N/A 2X6 16 0.175 7 2-2X6 0.123 7 10 WP12 N/A 2X6 16 0.042 7 2-2X6 0.042 21 AWC NDS-15 / SDPWS-15 ASD Wall Panel Wood Code Checks (In-Plane) Wall PanelShear Panel LabelRegionShear CheckShear Force[lb/ft]Gov LC Hold-Down Label Chord Strap Label Tension CheckTie-Down Force[lb]Gov LC 1 WP1 RS_7/16_8d@6 N/A 0.147 44.02 12 Not Req'd NC NC NC NC 2 WP3 RS_7/16_8d@6 N/A 0.269 49.203 38 Not Req'd NC NC NC NC 3 WP4 RS_7/16_8d@3 N/A 0.78 445.885 11 HDU2-SDS2.5_DF-SP NC 0.583 1794.259 27 4 WP5 RS_7/16_8d@6 N/A 0.156 43.129 12 Not Req'd NC NC NC NC 5 WP6 RS_7/16_8d@3 N/A 0.606 343.547 13 HDU2-SDS2.5_DF-SP NC 0.417 1283.791 27 6 WP7 RS_7/16_8d@6 N/A 0.154 34.206 38 NC MSTC28_18_SPF/HF_Nail 0.293 181.946 2 7 WP9 RS_7/16_8d@6 N/A 0.183 36.038 32 NC MSTC28_18_SPF/HF_Nail 0.432 268.693 2 8 WP10 RS_7/16_8d@6 N/A 0.674 221.621 11 NC MSTC28_18_SPF/HF_Nail 0.401 398.888 27 9 WP11 RS_7/16_8d@6 N/A 0.126 28.615 32 NC MSTC28_16_DF/SP_Nail 0.996 955.81 2 10 WP12 RS_7/16_8d@6 N/A 0.543 166.314 13 NC MSTC28_18_SPF/HF_Nail 0.3 298.497 27 AWC NDS-15 / SDPWS-15 ASD Wall Panel Wood Code Checks (Header) Wall Panel Header Label Design Rule Size Bend UC Shear UC Gov LC 1 WP1 H1 Typical 2-2X10 0.286 0.613 9 (shear) 2 WP3 H2 Typical 2-2X10 0.295 0.604 9 (shear) 3 H3 Typical 2-2X10 0.183 0.473 9 (shear) 4 H4 Typical 2-2X10 0.197 0.593 9 (shear) 5 H5 Typical 2-2X10 0.348 0.798 9 (shear) 6 WP4 H6 7/16 8d@3 2-2X10 0.03 0.062 9 (shear) 7 H7 7/16 8d@3 2-2X10 0.036 0.077 9 (shear) 8 WP5 H8 Typical 2-2X10 0.25 0.55 9 (shear) 9 H9 Typical 2-2X10 0.175 0.36 9 (shear) 10 H10 Typical 2-2X10 0.183 0.361 9 (shear) 11 H11 Typical 2-2X10 0.183 0.353 9 (shear) 12 WP6 H12 7/16 8d@3 2-2X10 0.028 0.051 9 (shear) 13 H13 7/16 8d@3 2-2X10 0.031 0.065 9 (shear) 14 WP7 H14 Typical 2-2X10 0.322 0.288 7 (bending) 15 WP9 H15 Typical 2-2X10 0.289 0.292 7 (shear) 16 H16 Typical 2-2X10 0.136 0.323 7 (shear) 17 H17 Typical 2-2X10 0.129 0.336 7 (shear) 18 H18 Typical 2-2X10 0.322 0.3 7 (bending) 19 WP10 H19 Typical 2-2X10 0.048 0.065 7 (shear) 20 H20 Typical 2-2X10 0.041 0.054 7 (shear) 21 WP11 H21 Typical 2-2X10 0.213 0.312 7 (shear) 22 H22 Typical 2-2X10 0.234 0.333 7 (shear) 23 H23 Typical 2-2X10 0.207 0.304 7 (shear) 24 WP12 H24 Typical 2-2X10 0.042 0.059 7 (shear) 25 H25 Typical 2-2X10 0.042 0.057 7 (shear) Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 9:53:51 AM RISA-3D Version 21 [ Trib A_Member Design Tool.r3d ] Page 1 Node Coordinates Label X [ft] Y [ft] Z [ft]Detach From Diaphragm 1 N1 0 0 0 2 N2 0 9 0 3 N8 0 0 10.5 4 N9 0 8 10.5 5 N10 0 0 10 6 N11 0 6.667 10 7 N12 4.25 6.667 10 8 N14 0 6.667 10.5 9 N21 0 0 23 10 N22 0 9 23 11 N23 0 0 22.5 12 N24 0 6.667 22.5 13 N25 6.25 6.667 22.5 14 N26 0 6.667 23 15 N27 0 0 18.5 16 N28 0 9 18.5 17 N29 0 0 18 18 N30 0 6.667 18 19 N31 4.25 6.667 18 20 N32 0 6.667 18.5 21 N33 0 0 -5 22 N34 0 9 -5 23 N35 0 0 13 24 N36 0 8 13 25 N37 0 0 12.5 26 N38 0 6.667 12.5 27 N39 6.25 6.667 12.5 28 N40 0 6.667 13 29 N41 0 0 21 30 N42 0 9 21 31 N43 0 0 20.5 32 N44 0 6.667 20.5 33 N45 5.25 6.667 20.5 34 N46 0 6.667 21 Node Boundary Conditions Node Label X [lb/in] Y [lb/in] Z [lb/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad] 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction 2 N2 Reaction Reaction 3 N8 Reaction Reaction Reaction Reaction Reaction Reaction 4 N9 Reaction Reaction 5 N10 Reaction Reaction Reaction Reaction Reaction Reaction 6 N11 7 N12 Reaction Reaction Reaction Reaction Reaction Reaction 8 N14 9 N21 Reaction Reaction Reaction Reaction Reaction Reaction 10 N22 Reaction Reaction 11 N23 Reaction Reaction Reaction Reaction Reaction Reaction 12 N24 13 N25 Reaction Reaction Reaction Reaction Reaction Reaction 14 N26 15 N27 Reaction Reaction Reaction Reaction Reaction Reaction 16 N28 Reaction Reaction 17 N29 Reaction Reaction Reaction Reaction Reaction Reaction Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 9:53:51 AM RISA-3D Version 21 [ Trib A_Member Design Tool.r3d ] Page 2 Node Boundary Conditions (Continued) Node Label X [lb/in] Y [lb/in] Z [lb/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad] 18 N30 19 N31 Reaction Reaction Reaction Reaction Reaction Reaction 20 N32 21 N33 Reaction Reaction Reaction Reaction Reaction Reaction 22 N34 Reaction Reaction 23 N35 Reaction Reaction Reaction Reaction Reaction Reaction 24 N36 Reaction Reaction 25 N37 Reaction Reaction Reaction Reaction Reaction Reaction 26 N38 27 N39 Reaction Reaction Reaction Reaction Reaction Reaction 28 N40 29 N41 Reaction Reaction Reaction Reaction Reaction Reaction 30 N42 Reaction Reaction 31 N43 Reaction Reaction Reaction Reaction Reaction Reaction 32 N44 33 N45 Reaction Reaction Reaction Reaction Reaction Reaction 34 N46 Member Point Loads No Data to Print... Node Loads and Enforced Displacements (BLC 2 : Dead Load) Node Label L, D, M Direction Magnitude [(lb, lb-ft), (in, rad), (lb*s²/ft, lb*s²*ft)] 1 N9 L Y -275 2 N22 L Y -628 3 N2 L Y -628 4 N28 L Y -628 5 N34 L Y -403 6 N36 L Y -275 7 N42 L Y -628 Node Loads and Enforced Displacements (BLC 3 : Live Load) Node Label L, D, M Direction Magnitude [(lb, lb-ft), (in, rad), (lb*s²/ft, lb*s²*ft)] 1 N22 L Y -600 2 N2 L Y -600 3 N28 L Y -600 4 N34 L Y -733.33 5 N42 L Y -600 Node Loads and Enforced Displacements (BLC 4 : Roof Live Load) Node Label L, D, M Direction Magnitude [(lb, lb-ft), (in, rad), (lb*s²/ft, lb*s²*ft)] 1 N9 L Y -367 2 N2 L Y -367 3 N22 L Y -367 4 N28 L Y -367 5 N36 L Y -367 6 N42 L Y -367 Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 9:53:51 AM RISA-3D Version 21 [ Trib A_Member Design Tool.r3d ] Page 3 Node Loads and Enforced Displacements (BLC 5 : Snow Load) Node Label L, D, M Direction Magnitude [(lb, lb-ft), (in, rad), (lb*s²/ft, lb*s²*ft)] 1 N9 L Y -706 2 N2 L Y -706 3 N22 L Y -706 4 N28 L Y -706 5 N36 L Y -706 6 N42 L Y -706 Member Distributed Loads (BLC 1 : Self Weight) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1STUD CHECK Y 0 0 0 %100 Member Distributed Loads (BLC 2 : Dead Load) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 HEADER4 ABV Y -206.25 -206.25 0 %100 2HEADER6 BLW Y -471 -471 0 %100 3HEADER4 BLW Y -471 -471 0 %100 4 HEADER6 ABV Y -206.25 -206.25 0 %100 5HEADER5 BLW Y -471 -471 0 %100 Member Distributed Loads (BLC 3 : Live Load) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1HEADER6 BLW Y -450 -450 0 %100 2HEADER4 BLW Y -450 -450 0 %100 3HEADER5 BLW Y -450 -450 0 %100 Member Distributed Loads (BLC 4 : Roof Live Load) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 HEADER4 ABV Y -275 -275 0 %100 2HEADER6 BLW Y -275 -275 0 %100 3HEADER4 BLW Y -275 -275 0 %100 4 HEADER6 ABV Y -275 -275 0 %100 5HEADER5 BLW Y -275 -275 0 %100 Member Distributed Loads (BLC 5 : Snow Load) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 HEADER4 ABV Y -530 -530 0 %100 2HEADER6 BLW Y -530 -530 0 %100 3HEADER4 BLW Y -530 -530 0 %100 4 HEADER6 ABV Y -530 -530 0 %100 5HEADER5 BLW Y -530 -530 0 %100 Member Distributed Loads (BLC 6 : Wind Load) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)]End Location [(ft, %)] 1 HEADER4 ABV Y 99 99 0 %100 2 HEADER4 ABV Z 28 28 0 %100 3 KING4 Z 9 9 0 %100 Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 9:53:51 AM RISA-3D Version 21 [ Trib A_Member Design Tool.r3d ] Page 4 Member Distributed Loads (BLC 6 : Wind Load) (Continued) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)]End Location [(ft, %)] 4 STUD CHECK Z 9 9 0 %100 5 HEADER6 BLW Y 99 99 0 %100 6 KING6.1 Z 9 9 0 %100 7 HEADER6 BLW Z 31.6 31.6 0 %100 8 HEADER4 BLW Y 99 99 0 %100 9 HEADER4 BLW Z 31.6 31.6 0 %100 10 KING4.1 Z 9 9 0 %100 11 KING6 Z 9 9 0 %100 12 HEADER6 ABV Z 28 28 0 %100 13 HEADER6 ABV Y 99 99 0 %100 14HEADER5 BLW Y 99 99 0 %100 15HEADER5 BLW Z 31.6 31.6 0 %100 16 KING5 Z 9 9 0 %100 Basic Load Cases BLC Description Category Y Gravity Nodal Distributed 1 Self Weight DL -1 1 2 Dead Load DL 7 5 3 Live Load LL 5 3 4 Roof Live Load RLL 6 5 5 Snow Load SL 6 5 6 Wind Load WL 16 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 WL 0.6 2 Deflection 2 Yes Y LL 1 WL 0.6 3 Deflection 3 Yes Y DL 1 LL 1 4 IBC 16-8 Yes Y DL 1 5 IBC 16-9 Yes Y DL 1 LL 1 LLS 1 6 IBC 16-10 (a)Yes Y DL 1 RLL 1 7 IBC 16-10 (b)Yes Y DL 1 SL 1 SLN 1 8 IBC 16-11 (a)Yes Y DL 1 LL 0.75 LLS 0.75 RLL 0.75 9 IBC 16-11 (b)Yes Y DL 1 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 10 IBC 16-12 (a)Yes Y DL 1 WL 0.6 11 IBC 16-13 (a)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 RLL 0.75 12 IBC 16-13 (b)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 13 IBC 16-13 (c)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 14 IBC 16-15 Yes Y DL 0.6 WL 0.6 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 N1 max 0 14 1625.547 12 0 9 0 14 0 14 0 14 2 min 0 1 387.628 14 -24.3 1 0 1 0 1 0 1 3 N2 max 0 14 0 14 0 9 LOCKED 0 14 LOCKED 4 min 0 1 0 1 -24.3 1 LOCKED 0 1 LOCKED 5 N8 max 0 14 997.042 7 0 9 0 9 0 14 0 14 6 min 0 1 0.005 2 -27.557 1 0 1 0 1 0 1 7 N9 max 0 14 0 14 0 9 LOCKED 0 14 LOCKED 8 min 0 1 0 1 -51.401 1 LOCKED 0 1 LOCKED 9 N10 max 0 14 1592.233 7 0.159 12 0 9 0 14 0 14 10 min 0 1 -126.23 2 -0.022 2 0 1 0 1 0 1 Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 9:53:51 AM RISA-3D Version 21 [ Trib A_Member Design Tool.r3d ] Page 5 Envelope Node Reactions (Continued) Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 11 N12 max 0 14 1578.864 7 0 9 0 14 0 14 0 14 12 min 0 1 -126.225 2 -35.7 1 0 1 0 1 0 1 13 N21 max 0 12 1625.547 9 0 9 0 9 0 14 0 14 14 min 0 14 387.608 14 -39.856 1 0 1 0 1 0 1 15 N22 max 0 14 0 14 0 9 LOCKED 0 14 LOCKED 16 min 0 9 0 1 -68.769 1 LOCKED 0 1 LOCKED 17 N23 max 0 12 3820.571 9 1.66 12 0 9 0 14 0 14 18 min 0 9 728.613 14 0 3 0 1 0 1 0 1 19 N25 max 0 9 3807.202 9 0 9 0 14 0 14 0 14 20 min 0 12 720.571 14 -59.25 1 0 1 0 1 0 1 21 N27 max 0 14 1625.547 9 0 9 0 9 0 14 0 14 22 min 0 1 387.624 14 -34.849 1 0 1 0 1 0 1 23 N28 max 0 14 0 14 0 9 LOCKED 0 14 LOCKED 24 min 0 1 0 1 -54.459 1 LOCKED 0 1 LOCKED 25 N29 max 0 14 2590.451 9 0.899 12 0 9 0 14 0 14 26 min 0 1 490.925 14 0 3 0 1 0 1 0 1 27 N31 max 0 14 2577.083 9 0 9 0 14 0 14 0 14 28 min 0 1 482.9 14 -40.29 1 0 1 0 1 0 1 29 N33 max 0 14 1147.814 5 0 14 0 14 0 14 0 14 30 min 0 1 248.691 14 0 1 0 1 0 1 0 1 31 N34 max 0 14 0 14 0 14 LOCKED 0 14 LOCKED 32 min 0 1 0 1 0 1 LOCKED 0 1 LOCKED 33 N35 max 0 7 997.042 7 0 9 0 9 0 14 0 14 34 min 0 2 0.01 2 -30.364 1 0 1 0 1 0 1 35 N36 max 0 2 0 14 0 9 LOCKED 0 14 LOCKED 36 min 0 7 0 1 -65.441 1 LOCKED 0 1 LOCKED 37 N37 max 0 12 2345.766 7 0.285 12 0 9 0 14 0 14 38 min 0 7 -185.635 2 -0.039 2 0 1 0 1 0 1 39 N39 max 0 2 2332.397 7 0 9 0 14 0 14 0 14 40 min 0 12 -185.625 2 -52.5 1 0 1 0 1 0 1 41 N41 max 0 14 1625.547 9 0 9 0 9 0 14 0 14 42 min 0 1 387.617 14 -37.349 1 0 1 0 1 0 1 43 N42 max 0 14 0 14 0 9 LOCKED 0 14 LOCKED 44 min 0 1 0 1 -61.605 1 LOCKED 0 1 LOCKED 45 N43 max 0 14 3205.676 9 1.252 12 0 9 0 14 0 14 46 min 0 1 609.867 14 0 3 0 1 0 1 0 1 47 N45 max 0 14 3192.308 9 0 9 0 14 0 14 0 14 48 min 0 1 601.835 14 -49.77 1 0 1 0 1 0 1 49 Totals:max 0 11 34759.054 9 0 9 50 min 0 9 6529.984 14 -755.82 14 Envelope AWC NDS-15 / SDPWS-15 ASD Member Wood Code Checks Member ShapeCode CheckLoc[ft]LCShear CheckLoc[ft]DirLCFc' [psi]Ft' [psi]Fb1' [psi]Fb2' [psi]Fv' [psi]RB CL CP Eqn 1 STUD CHECK 2X6 0.211 0 12 0.025 9 y 14931.948747.51128.351 1170 180 16.2480.9640.6283.6.3 2 KING4 2X6 0.114 0 7 0.052 8 y 101056.355747.51135.237 1170 180 15.3190.970.7113.6.3 3 TRIM4 2X6 0.16 0 7 0 6.667 z 141209.376747.51143.252 1170 180 13.9840.9770.8143.6.3 4 HEADER4 ABV 2-2X10 0.477 2.125 7 0.474 4.25 y 7 613.713632.5 986.078 990 180 7.24 0.9960.4553.9-3 5 KING6.1 2X6 0.237 6.65612 0.071 9 y 10931.948747.51128.351 1170 180 16.2480.9640.6283.9-3 6 TRIM6.1 2X6 0.383 0 9 0 6.667 z 141209.376747.51143.252 1170 180 13.9840.9770.8143.6.3 7 HEADER6 BLW 3-2X12 0.838 3.125 9 0.627 6.25 y 9 622.927 575 897.473 900 180 6.4550.9970.4613.9-3 8 HEADER4 BLW 2-2X10 0.779 2.125 9 0.774 4.25 y 9 613.713632.5 986.078 990 180 7.24 0.9960.4553.9-3 9 TRIM4.1 2X6 0.26 0 9 0 6.667 z 141209.376747.51143.252 1170 180 13.9840.9770.8143.6.3 10 KING4.1 2X6 0.211 0 9 0.056 9 y 10931.948747.51128.351 1170 180 16.2480.9640.6283.6.3 11 STUD CHECK INT. BEARING WALL 2X4 0.47 0 5 0 9 z 14464.856862.5 1319.512 1350 180 12.9610.9770.2993.6.3 12 KING6 2X6 0.123 5.66710 0.066 8 y 101056.355747.51135.237 1170 180 15.3190.970.7113.9-3 Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 9:53:51 AM RISA-3D Version 21 [ Trib A_Member Design Tool.r3d ] Page 6 Envelope AWC NDS-15 / SDPWS-15 ASD Member Wood Code Checks (Continued) Member ShapeCode CheckLoc[ft]LCShear CheckLoc[ft]DirLCFc' [psi]Ft' [psi]Fb1' [psi]Fb2' [psi]Fv' [psi]RB CL CP Eqn 13 TRIM6 2X6 0.235 0 7 0 6.667 z 141209.376747.51143.252 1170 180 13.9840.9770.8143.6.3 14 HEADER6 ABV 3-2X10 0.69 3.125 7 0.467 6.25 y 7 622.927632.5 987.498 990 180 5.8530.9970.4613.9-3 15 HEADER5 BLW 3-2X10 0.793 2.625 9 0.639 5.25 y 9 688.704632.5 987.913 990 180 5.3640.9980.513.9-3 16 TRIM5 2X6 0.321 0 9 0 6.667 z 141209.376747.51143.252 1170 180 13.9840.9770.8143.6.3 17 KING5 2X6 0.215 6.65612 0.063 9 y 10931.948747.51128.351 1170 180 16.2480.9640.6283.9-3 Envelope Beam Deflections Member Label Span Location [ft] y' [in] (n) L'/y' Ratio LC 1 HEADER4 ABV 1 max 3.143 0.001 NC 2 2 1 min 2.125 -0.017 2960 7 3 HEADER6 BLW 1 max 6.185 -0.001 NC 6 4 1 min 3.125 -0.049 1531 9 5 HEADER4 BLW 1 max 0.266 -0.001 NC 14 6 1 min 2.125 -0.028 1813 9 7 HEADER6 ABV 1 max 5.859 -0.001 NC 14 8 1 min 3.125 -0.054 1389 7 9 HEADER5 BLW 1 max 5.141 -0.001 NC 10 10 1 min 2.625 -0.044 1439 9 Envelope Member Section Deflections - Service Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 1 STUD CHECK 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max-0.001 14 0.017 14 0 14 0 14 NC 9 NC 14 4 min -0.003 9 0 3 0 1 0 1 6327.186 1 NC 1 5 3 max-0.002 14 0.024 14 0 14 0 14 NC 9 NC 14 6 min -0.007 9 0 3 0 1 0 1 4508.12 1 NC 1 7 4 max-0.002 14 0.017 14 0 14 0 14 NC 9 NC 14 8 min -0.01 9 0 3 0 1 0 1 6327.186 1 NC 1 9 5 max-0.003 14 0 14 0 14 0 14 NC 14 NC 14 10 min -0.013 9 0 1 0 1 0 1 NC 1 NC 1 11 KING4 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 12 min 0 1 0 1 0 1 0 1 NC 1 NC 1 13 2 max 0 2 0.017 10 0 14 0 14 NC 9 NC 14 14 min -0.002 7 0 3 0 1 0 1 5725.369 1 NC 1 15 3 max 0 2 0.025 10 0 14 0 14 NC 9 NC 14 16 min -0.004 7 0 3 0 1 0 1 3889.318 1 NC 1 17 4 max 0 2 0.019 10 0 14 0 14 NC 9 NC 14 18 min -0.005 7 0 3 0 1 0 1 5050.214 1 NC 1 19 5 max 0 2 0 14 0 14 0 14 NC 14 NC 14 20 min -0.007 7 0 1 0 1 0 1 NC 1 NC 1 21 TRIM4 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 22 min 0 1 0 1 0 1 0 1 NC 1 NC 1 23 2 max 0 2 0.003 10 0 14 0 14 NC 14 NC 14 24 min -0.002 7 0 3 0 1 0 1 NC 1 NC 1 25 3 max 0 2 0.007 10 0 14 0 14 NC 14 NC 14 26 min -0.005 7 0 3 0 1 0 1 NC 1 NC 1 27 4 max 0.001 2 0.01 10 0 14 0 14 NC 14 NC 14 28 min -0.007 7 0 3 0 1 0 1 NC 1 NC 1 29 5 max 0.001 2 0.014 10 0 14 0 14 NC 14 NC 14 30 min -0.01 7 0 3 0 1 0 1 NC 1 NC 1 31 HEADER4 ABV 1 max 0 14 0.001 2 0.014 10 0 14 NC 14 NC 14 32 min 0 1 -0.01 7 0 3 0 1 NC 1 NC 1 Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 9:53:51 AM RISA-3D Version 21 [ Trib A_Member Design Tool.r3d ] Page 7 Envelope Member Section Deflections - Service (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 33 2 max 0 14 0.002 2 0.013 10 0 14 NC 14 NC 14 34 min 0 1 -0.019 7 0 3 0 1 4154.765 7 NC 1 35 3 max 0 14 0.002 2 0.011 10 0 14 NC 14 NC 14 36 min 0 1 -0.022 7 0 3 0 1 2960.27 7 NC 1 37 4 max 0 14 0.001 2 0.006 10 0 14 NC 14 NC 14 38 min 0 1 -0.015 7 0 3 0 1 4154.765 7 NC 1 39 5 max 0 14 0 14 0 14 0 14 NC 14 NC 14 40 min 0 1 0 1 0 1 0 1 NC 1 NC 1 41 KING6.1 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 42 min 0 1 0 1 0 1 0 1 NC 1 NC 1 43 2 max-0.001 14 0.039 10 0 14 0 14 NC 9 NC 14 44 min -0.003 9 0 3 0 1 0 1 2763.417 1 NC 1 45 3 max-0.002 14 0.059 10 0 14 0 14 NC 9 NC 14 46 min -0.007 9 0 3 0 1 0 1 1844.176 1 NC 1 47 4 max-0.002 14 0.045 10 0 14 0 14 NC 9 NC 14 48 min -0.01 9 0 3 0 1 0 1 2378.536 1 NC 1 49 5 max-0.003 14 0 14 0 14 0 14 NC 14 NC 14 50 min -0.013 9 0 1 0 1 0 1 NC 1 NC 1 51 TRIM6.1 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 52 min 0 1 0 1 0 1 0 1 NC 1 NC 1 53 2 max-0.001 14 0.012 10 0 14 0 14 NC 14 NC 14 54 min -0.006 9 0 3 0 1 0 1 NC 1 NC 1 55 3 max-0.002 14 0.023 10 0 14 0 14 NC 14 NC 14 56 min -0.012 9 0 3 0 1 0 1 NC 1 NC 1 57 4 max-0.003 14 0.035 10 0 14 0 14 NC 14 NC 14 58 min -0.017 9 0 3 0 1 0 1 NC 1 NC 1 59 5 max-0.004 14 0.047 10 0 14 0 14 NC 14 NC 14 60 min -0.023 9 0 3 0 1 0 1 NC 1 NC 1 61 HEADER6 BLW 1 max 0 14 -0.004 14 0.047 10 0 14 NC 14 NC 14 62 min 0 1 -0.023 9 0 3 0 1 NC 1 NC 1 63 2 max 0 14 -0.01 14 0.038 10 0 14 NC 14 NC 14 64 min 0 1 -0.052 9 0 3 0 1 2149.942 9 NC 1 65 3 max 0 14 -0.011 14 0.028 10 0 14 8093.578 14 NC 14 66 min 0 1 -0.061 9 0 3 0 1 1531.834 9 NC 1 67 4 max 0 14 -0.008 14 0.015 10 0 14 NC 14 NC 14 68 min 0 1 -0.041 9 0 3 0 1 2149.942 9 NC 1 69 5 max 0 14 0 14 0 14 0 14 NC 14 NC 14 70 min 0 1 0 1 0 1 0 1 NC 1 NC 1 71 HEADER4 BLW 1 max 0 14 -0.003 14 0.037 10 0 14 NC 14 NC 14 72 min 0 1 -0.016 9 0 3 0 1 NC 1 NC 1 73 2 max 0 14 -0.006 14 0.031 10 0 14 NC 14 NC 14 74 min 0 1 -0.032 9 0 3 0 1 2545.44 9 NC 1 75 3 max 0 14 -0.007 14 0.023 10 0 14 9678.749 14 NC 14 76 min 0 1 -0.036 9 0 3 0 1 1813.626 9 NC 1 77 4 max 0 14 -0.004 14 0.012 10 0 14 NC 14 NC 14 78 min 0 1 -0.024 9 0 3 0 1 2545.44 9 NC 1 79 5 max 0 14 0 14 0 14 0 14 NC 14 NC 14 80 min 0 1 0 1 0 1 0 1 NC 1 NC 1 81 TRIM4.1 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 82 min 0 1 0 1 0 1 0 1 NC 1 NC 1 83 2 max-0.001 14 0.009 10 0 14 0 14 NC 14 NC 14 84 min -0.004 9 0 3 0 1 0 1 NC 1 NC 1 85 3 max-0.001 14 0.019 10 0 14 0 14 NC 14 NC 14 86 min -0.008 9 0 3 0 1 0 1 NC 1 NC 1 87 4 max-0.002 14 0.028 10 0 14 0 14 NC 14 NC 14 Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 9:53:51 AM RISA-3D Version 21 [ Trib A_Member Design Tool.r3d ] Page 8 Envelope Member Section Deflections - Service (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 88 min -0.012 9 0 3 0 1 0 1 NC 1 NC 1 89 5 max-0.003 14 0.037 10 0 14 0 14 NC 14 NC 14 90 min -0.016 9 0 3 0 1 0 1 NC 1 NC 1 91 KING4.1 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 92 min 0 1 0 1 0 1 0 1 NC 1 NC 1 93 2 max-0.001 14 0.032 10 0 14 0 14 NC 9 NC 14 94 min -0.003 9 0 3 0 1 0 1 3366.946 1 NC 1 95 3 max-0.002 14 0.048 10 0 14 0 14 NC 9 NC 14 96 min -0.007 9 0 3 0 1 0 1 2270.982 1 NC 1 97 4 max-0.002 14 0.036 10 0 14 0 14 NC 9 NC 14 98 min -0.01 9 0 3 0 1 0 1 2965.963 1 NC 1 99 5 max-0.003 14 0 14 0 14 0 14 NC 14 NC 14 100 min -0.013 9 0 1 0 1 0 1 NC 1 NC 1 101 STUD CHECK INT. BEARING WALL 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 102 min 0 1 0 1 0 1 0 1 NC 1 NC 1 103 2 max-0.001 14 0 14 0 14 0 14 NC 14 NC 14 104 min -0.004 3 0 1 0 1 0 1 NC 1 NC 1 105 3 max-0.002 14 0 14 0 14 0 14 NC 14 NC 14 106 min -0.007 3 0 1 0 1 0 1 NC 1 NC 1 107 4 max-0.002 14 0 14 0 14 0 14 NC 14 NC 14 108 min -0.011 3 0 1 0 1 0 1 NC 1 NC 1 109 5 max-0.003 14 0 14 0 14 0 14 NC 14 NC 14 110 min -0.015 3 0 1 0 1 0 1 NC 1 NC 1 111 KING6 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 112 min 0 1 0 1 0 1 0 1 NC 1 NC 1 113 2 max 0 2 0.02 10 0 14 0 14 NC 9 NC 14 114 min -0.002 7 0 3 0 1 0 1 4892.344 1 NC 1 115 3 max 0 2 0.029 10 0 14 0 14 NC 9 NC 14 116 min -0.004 7 0 3 0 1 0 1 3285.143 1 NC 1 117 4 max 0 2 0.023 10 0 14 0 14 NC 9 NC 14 118 min -0.005 7 0 3 0 1 0 1 4193.568 1 NC 1 119 5 max 0 2 0 14 0 14 0 14 NC 14 NC 14 120 min -0.007 7 0 1 0 1 0 1 NC 1 NC 1 121 TRIM6 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 122 min 0 1 0 1 0 1 0 1 NC 1 NC 1 123 2 max 0 2 0.004 10 0 14 0 14 NC 14 NC 14 124 min -0.004 7 0 3 0 1 0 1 NC 1 NC 1 125 3 max 0.001 2 0.008 10 0 14 0 14 NC 14 NC 14 126 min -0.007 7 0 3 0 1 0 1 NC 1 NC 1 127 4 max 0.001 2 0.013 10 0 14 0 14 NC 14 NC 14 128 min -0.011 7 0 3 0 1 0 1 NC 1 NC 1 129 5 max 0.001 2 0.017 10 0 14 0 14 NC 14 NC 14 130 min -0.014 7 0 3 0 1 0 1 NC 1 NC 1 131 HEADER6 ABV 1 max 0 14 0.001 2 0.017 10 0 14 NC 14 NC 14 132 min 0 1 -0.014 7 0 3 0 1 NC 1 NC 1 133 2 max 0 14 0.004 2 0.016 10 0 14 NC 14 NC 14 134 min 0 1 -0.049 7 0 3 0 1 1950.732 7 NC 1 135 3 max 0 14 0.005 2 0.014 10 0 14 NC 14 NC 14 136 min 0 1 -0.061 7 0 3 0 1 1389.897 7 NC 1 137 4 max 0 14 0.003 2 0.008 10 0 14 NC 14 NC 14 138 min 0 1 -0.042 7 0 3 0 1 1950.732 7 NC 1 139 5 max 0 14 0 14 0 14 0 14 NC 14 NC 14 140 min 0 1 0 1 0 1 0 1 NC 1 NC 1 141 HEADER5 BLW 1 max 0 14 -0.004 14 0.042 10 0 14 NC 14 NC 14 142 min 0 1 -0.019 9 0 3 0 1 NC 1 NC 1 Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 9:53:51 AM RISA-3D Version 21 [ Trib A_Member Design Tool.r3d ] Page 9 Envelope Member Section Deflections - Service (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 143 2 max 0 14 -0.009 14 0.034 10 0 14 NC 14 NC 14 144 min 0 1 -0.046 9 0 3 0 1 2019.933 9 NC 1 145 3 max 0 14 -0.01 14 0.024 10 0 14 7633.952 14 NC 14 146 min 0 1 -0.053 9 0 3 0 1 1439.202 9 NC 1 147 4 max 0 14 -0.007 14 0.013 10 0 14 NC 14 NC 14 148 min 0 1 -0.036 9 0 3 0 1 2019.933 9 NC 1 149 5 max 0 14 0 14 0 14 0 14 NC 14 NC 14 150 min 0 1 0 1 0 1 0 1 NC 1 NC 1 151 TRIM5 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 152 min 0 1 0 1 0 1 0 1 NC 1 NC 1 153 2 max-0.001 14 0.01 10 0 14 0 14 NC 14 NC 14 154 min -0.005 9 0 3 0 1 0 1 NC 1 NC 1 155 3 max-0.002 14 0.021 10 0 14 0 14 NC 14 NC 14 156 min -0.01 9 0 3 0 1 0 1 NC 1 NC 1 157 4 max-0.003 14 0.031 10 0 14 0 14 NC 14 NC 14 158 min -0.015 9 0 3 0 1 0 1 NC 1 NC 1 159 5 max-0.004 14 0.042 10 0 14 0 14 NC 14 NC 14 160 min -0.019 9 0 3 0 1 0 1 NC 1 NC 1 161 KING5 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 162 min 0 1 0 1 0 1 0 1 NC 1 NC 1 163 2 max-0.001 14 0.036 10 0 14 0 14 NC 9 NC 14 164 min -0.003 9 0 3 0 1 0 1 3035.86 1 NC 1 165 3 max-0.002 14 0.053 10 0 14 0 14 NC 9 NC 14 166 min -0.007 9 0 3 0 1 0 1 2035.719 1 NC 1 167 4 max-0.002 14 0.041 10 0 14 0 14 NC 9 NC 14 168 min -0.01 9 0 3 0 1 0 1 2640.342 1 NC 1 169 5 max-0.003 14 0 14 0 14 0 14 NC 14 NC 14 170 min -0.013 9 0 1 0 1 0 1 NC 1 NC 1 Level Member Name Results Current Solution Comments Floor: Joist Passed 1 piece(s) 9 1/2" TJI® 110 @ 16" OC Floor: Joist P.T. Deck Passed 1 piece(s) 2 x 6 DF No.2 @ 16" OC Corcoran REV-2 JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 5/31/2023 8:07:39 PM UTCJacob LucidoNoesis Engineering Services(208) 932-2720 jlucido@noesis.us ForteWEB v3.5 File Name: Corcoran REV-2 Page 1 / 3 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)485 @ 3 1/2"910 (1.75")Passed (53%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)485 @ 3 1/2"1220 Passed (40%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1699 @ 7' 3 1/2"2500 Passed (68%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.258 @ 7' 3 1/2"0.467 Passed (L/650)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.336 @ 7' 3 1/2"0.700 Passed (L/500)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 41 Any Passed ---- System : Floor Member Type : Joist 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. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 5/8" Gypsum ceiling. • 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. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on DF studWall 3.50"Hanger¹1.75" / - ²117 389 506 See note ¹ 2 - Hanger on 9 1/2" DF beam 3.50"Hanger¹1.75" / - ²117 389 506 See note ¹ •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 9" o/c Bottom Edge (Lu)14' o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger ITS1.81/9.5 2.00"4-10d 2-10d 2-Strong-Grip 2 - Face Mount Hanger IUS1.81/9.5 2.00"N/A 8-10dx1.5 2-Strong-Grip •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 14' 7"16"12.0 40.0 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 isresponsible 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 atWeyerhaeuser 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-1387and/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) 9 1/2" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 5/31/2023 8:07:39 PM UTCJacob LucidoNoesis Engineering Services (208) 932-2720jlucido@noesis.us ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: Corcoran REV-2 Page 2 / 3 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)150 @ 4' 6 1/2"1406 (1.50")Passed (11%)--1.0 D + 1.0 L (All Spans) Shear (lbs)118 @ 4' 1"990 Passed (12%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)163 @ 2' 4 1/2"848 Passed (19%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.013 @ 2' 4 1/2"0.144 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.017 @ 2' 4 1/2"0.217 Passed (L/999+)--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 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. •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 Factored Accessories 1 - Stud wall - DF 3.50"2.25"1.50"38 127 165 1 1/4" Rim Board 2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"39 131 170 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 5" o/c Bottom Edge (Lu)4' 5" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 4' 10"16"12.0 40.0 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 warrantiesrelated 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 isresponsible 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 atWeyerhaeuser 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 towww.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 P.T. Deck 1 piece(s) 2 x 6 DF No.2 @ 16" OC ForteWEB Software Operator Job Notes 5/31/2023 8:07:39 PM UTCJacob LucidoNoesis Engineering Services (208) 932-2720jlucido@noesis.us ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: Corcoran REV-2 Page 3 / 3 Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 4:16:45 PM RISA-3D Version 21 [ Stairs 22031.r3d ] Page 1 Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 0 0 0 2 N2 0 0 4 3 N3 0 8 0 4 N4 0 8 4 5 N5 15 0 0 6 N6 15 0 4 Node Boundary Conditions Node Label X [lb/in] Y [lb/in] Z [lb/in] X Rot [k-ft/rad] Y Rot [k-ft/rad] Z Rot [k-ft/rad] 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction Reaction Reaction Reaction 3 N3 Reaction Reaction 4 N4 Reaction 5 N5 Reaction Reaction Reaction Reaction Reaction Reaction 6 N6 Reaction Reaction Reaction Reaction Reaction Reaction Hot Rolled Steel Properties Label E [psi] G [psi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [lb/ft³] Yield [psi] Ry Fu [psi] Rt 1 A992 2.9e+7 1.115e+7 0.3 0.65 490 50000 1.1 65000 1.1 2 A36 Gr.36 2.9e+7 1.115e+7 0.3 0.65 490 36000 1.5 58000 1.2 3 A572 Gr.50 2.9e+7 1.115e+7 0.3 0.65 490 50000 1.1 65000 1.1 4 A500 Gr.B RND 2.9e+7 1.115e+7 0.3 0.65 527 42000 1.4 58000 1.3 5 A500 Gr.B Rect 2.9e+7 1.115e+7 0.3 0.65 527 46000 1.4 58000 1.3 6 A53 Gr.B 2.9e+7 1.115e+7 0.3 0.65 490 35000 1.6 60000 1.2 7 A1085 2.9e+7 1.115e+7 0.3 0.65 490 50000 1.4 65000 1.3 Wood Properties Label Type Database Species Grade Cm Ci EmodNuTherm. Coeff. [1e⁵°F⁻¹] Density [lb/ft³] 1 DF#2 Solid Sawn Visually Graded Douglas Fir-Larch No.2 1 0.3 0.3 35 2 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E_DF_BAL na 1 0.3 0.3 35 3 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E_DF_UNBAL na 1 0.3 0.3 35 4 2.0E Microlam TrusJoist SCL TrusJoist 2.0E_DF/LP/WH Microllam LVL na 1 0.3 0.3 35 5 1.3E Timberstrand LSL SCL TrusJoist 1.3E TimberStrand LSL na 1 0.3 0.3 35 6 1.7E Versa Stud Boise Cascade SCL Boise Cascade 1.7E-2400F_VERSALAM na 1 0.3 0.3 35 7 LVL 1.9E SCL Boise Cascade 1.9E-2600F_VERSALAM na 1 0.3 0.3 35 Member Primary Data Label I Node J Node Section/Shape Type Design List Material Design Rule 1 M1 N4 N3 6X12 Beam Rectangular DF#2 Typical 2 M2 N2 N4 6X6 Column Rectangular DF#2 Typical 3 M3 N1 N3 6X6 Column Rectangular DF#2 Typical 4 M4 N6 N4 C10X15.3 Beam Channel A992 Typical 5 M5 N5 N3 C10X15.3 Beam Channel A992 Typical Member Advanced Data Label I Release J Release Physical Deflection Ratio Options Seismic DR 1 M1 Yes Default None 2 M2 BenPIN Yes ** NA **None Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 4:16:45 PM RISA-3D Version 21 [ Stairs 22031.r3d ] Page 2 Member Advanced Data (Continued) Label I Release J Release Physical Deflection Ratio Options Seismic DR 3 M3 BenPIN Yes ** NA **None 4 M4 BenPIN BenPIN Yes Default None 5 M5 BenPIN BenPIN Yes Default None Hot Rolled Steel Design Parameters Label Shape Length [ft] Lcomp top [ft] Channel Conn. a [ft] Function 1 M4 C10X15.3 17 Lbyy N/A N/A Lateral 2 M5 C10X15.3 17 Lbyy N/A N/A Lateral Wood Design Parameters Label Shape Length [ft] le2 [ft] le-bend top [ft] Cr y sway z sway 1 M1 6X12 4 1 Lbyy 2 M2 6X6 8 1 Lbyy 3 M3 6X6 8 1 Lbyy Member Point Loads No Data to Print... Nodal Loads and Enforced Displacements No Data to Print... Member Distributed Loads (BLC 2 : Dead Load) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M1 Y -90 -90 0 %100 2 M4 Y -24 -24 0 %100 3 M5 Y -24 -24 0 %100 Member Distributed Loads (BLC 3 : Live Load) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M1 Y -750 -750 0 %100 2 M4 Y -80 -80 0 %100 3 M5 Y -80 -80 0 %100 Basic Load Cases BLC Description Category Y Gravity Distributed 1 Self Weight DL -1 2 Dead Load DL 3 3 Live Load LL 3 4 Roof Live Load RLL 5 Snow Load SL 6 Wind Load WL Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 WL 0.6 2 Deflection 2 Yes Y LL 1 WL 0.6 Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 4:16:45 PM RISA-3D Version 21 [ Stairs 22031.r3d ] Page 3 Load Combinations (Continued) Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 3 Deflection 3 Yes Y DL 1 LL 1 4 IBC 16-8 Yes Y DL 1 5 IBC 16-9 Yes Y DL 1 LL 1 LLS 1 6 IBC 16-10 (a)Yes Y DL 1 RLL 1 7 IBC 16-10 (b)Yes Y DL 1 SL 1 SLN 1 8 IBC 16-11 (a)Yes Y DL 1 LL 0.75 LLS 0.75 RLL 0.75 9 IBC 16-11 (b)Yes Y DL 1 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 10 IBC 16-12 (a)Yes Y DL 1 WL 0.6 11 IBC 16-13 (a)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 RLL 0.75 12 IBC 16-13 (b)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 13 IBC 16-13 (c)Yes Y DL 1 WL 0.45 LL 0.75 LLS 0.75 14 IBC 16-15 Yes Y DL 0.6 WL 0.6 Envelope Node Reactions Node Label X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 N1 max 0 14 2188.498 5 10.782 5 0 14 -0.001 14 0 14 2 min 0 3 287.547 14 0.797 14 0 1 -0.01 3 0 1 3 N2 max 0 14 2188.492 5 -0.797 14 0 14 0.01 5 0 14 4 min 0 3 287.546 14 -10.781 3 0 1 0.001 14 0 1 5 N3 max 1115.066 5 0 14 0 14 0 14 0 14 0 14 6 min 139.389 14 0 1 -0.002 3 0 1 0 1 0 1 7 N4 max 1115.063 5 0 14 0 14 0 14 0 14 0 14 8 min 139.388 14 0 1 0 1 0 1 0 1 0 1 9 N5 max -139.389 14 1608.227 5 0 5 -0.018 14 0.132 5 0 14 10 min -1115.066 3 274.486 14 0 14 -0.248 3 0.01 14 0 1 11 N6 max -139.388 14 1608.226 5 0 14 0.248 5 -0.01 14 0 14 12 min -1115.063 3 274.486 14 0 3 0.018 14 -0.132 3 0 1 13 Totals:max 0 14 7593.443 5 0 13 14 min 0 3 1124.066 14 0 2 Envelope Member End Reactions Member Member End Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb-ft] LC y-y Moment[lb-ft] LC z-z Moment[lb-ft] LC 1 M1 I max 10.781 5 1710.742 5 0 14 0 14 -0.009 14 86.491 5 2 min 0.797 14 126.448 14 0 1 0 1 -0.123 3 6.393 14 3 J max 10.781 5 -126.448 14 0 14 0 14 -0.009 14 86.507 5 4 min 0.797 14 -1710.751 3 0 1 0 1 -0.123 3 6.394 14 5 M2 I max 2188.492 5 0 14 -0.797 14 0.01 5 0 14 0 14 6 min 287.546 14 0 1 -10.78 3 0.001 14 0 1 0 1 7 J max 2129.672 5 0 14 -0.797 14 0.01 5 -6.375 14 0 14 8 min 252.255 14 0 1 -10.78 3 0.001 14 -86.243 3 0 1 9 M3 I max 2188.498 5 0 14 10.782 5 -0.001 14 0 14 0 14 10 min 287.547 14 0 1 0.797 14 -0.01 3 0 1 0 1 11 J max 2129.679 5 0 14 10.782 5 -0.001 14 86.259 5 0 14 12 min 252.255 14 0 1 0.797 14 -0.01 3 6.376 14 0 1 13 M4 I max 1740.691 5 894.333 5 0 14 -0.021 14 0 14 0 14 14 min 252.16 14 176.6 14 0 1 -0.281 3 0 1 0 1 15 J max 786.735 5 -176.6 14 0 14 -0.021 14 0 14 0 14 16 min 63.786 14 -894.333 3 0 1 -0.281 3 0 1 0 1 17 M5 I max 1740.695 5 894.333 5 0 14 0.281 5 0 14 0 14 18 min 252.16 14 176.6 14 0 1 0.021 14 0 1 0 1 19 J max 786.739 5 -176.6 14 0 14 0.281 5 0 14 0 14 20 min 63.787 14 -894.333 3 0 1 0.021 14 0 1 0 1 Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 4:16:45 PM RISA-3D Version 21 [ Stairs 22031.r3d ] Page 4 Envelope Maximum Member Section Forces Member Axial[lb]Loc[ft]LCy Shear[lb]Loc[ft]LCz Shear[lb]Loc[ft]LCTorque[lb-ft]Loc[ft]LCy-y Moment[lb-ft]Loc[ft]LCz-z Moment[lb-ft]Loc[ft]LC 1 M1 max 10.781 4 5 1710.742 0 5 0 4 14 0 4 14 -0.009 4 14 86.507 4 5 2 min 0.797 0 14-1710.751 4 3 0 0 1 0 0 1 -0.123 0 3 -1624.247 2 3 3 M2 max2188.492 0 5 0 8 14 -0.797 8 14 0.01 8 5 0 0 14 0 8 14 4 min252.255 8 14 0 0 1 -10.78 0 3 0.001 0 14 -86.243 8 3 0 0 1 5 M3 max2188.498 0 5 0 8 14 10.782 8 5 -0.001 8 14 86.259 8 5 0 8 14 6 min252.255 8 14 0 0 1 0.797 0 14 -0.01 0 3 0 0 1 0 0 1 7 M4 max1740.691 0 5 894.333 0 5 0 17 14 -0.021 17 14 0 17 14 0 17 14 8 min 63.786 17 14 -894.333 17 3 0 0 1 -0.281 0 3 0 0 1 -3800.917 8.5 3 9 M5 max1740.695 0 5 894.333 0 5 0 17 14 0.281 17 5 0 17 14 0 17 14 10 min 63.787 17 14 -894.333 17 3 0 0 1 0.021 0 14 0 0 1 -3800.917 8.5 3 Envelope AISC 14TH (360-10): ASD Member Steel Code Checks Member Shape Code CheckLoc[ft] LC Shear CheckLoc[ft] Dir LC Pnc/om [lb]Pnt/om [lb]Mnyy/om [lb-ft]Mnzz/om [lb-ft] Cb Eqn 1 M4 C10X15.3 0.408 8.146 5 0.021 17 y 5 8198.726 134131.737 4609.296 11524.917 1.136H1-1b 2 M5 C10X15.3 0.408 8.146 5 0.021 17 y 5 8198.726 134131.737 4609.296 11524.917 1.136H1-1b Envelope AWC NDS-15 / SDPWS-15 ASD Member Wood Code Checks Member ShapeCode CheckLoc[ft] LC Shear CheckLoc[ft] Dir LC Fc' [psi]Ft' [psi]Fb1' [psi]Fb2' [psi]Fv' [psi] RB CL CP Eqn 1 M1 6X12 0.184 2 5 0.239 4 y 5 596.735 425 874.692 875 170 2.136 1 0.9953.9-3 2 M2 6X6 0.121 0 5 0.003 8 z 5 596.224 475 750 750 170 4.178 1 0.8523.6.3 3 M3 6X6 0.121 0 5 0.003 8 z 5 596.224 475 750 750 170 4.178 1 0.8523.6.3 Envelope Member Section Deflections - Service Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 1 M1 1 max 0 5 -0.001 14 0 14 0 14 NC 14 NC 14 2 min 0 14 -0.005 3 0 1 0 1 NC 1 NC 1 3 2 max 0 5 -0.001 14 0 5 0 14 NC 14 NC 14 4 min 0 14 -0.009 3 0 14 0 1 NC 1 NC 1 5 3 max 0 5 -0.001 14 0 5 0 14 NC 14 NC 14 6 min 0 14 -0.01 3 0 14 0 1 9398.648 3 NC 1 7 4 max 0 5 -0.001 14 0 5 0 14 NC 14 NC 14 8 min 0 14 -0.009 3 0 14 0 1 NC 1 NC 1 9 5 max 0 14 -0.001 14 0 14 0 14 NC 14 NC 14 10 min 0 1 -0.005 3 0 1 0 1 NC 1 NC 1 11 M2 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 12 min 0 1 0 1 0 1 0 1 NC 1 NC 1 13 2 max 0 14 0 14 0.004 5 0 14 NC 14 NC 14 14 min -0.001 3 0 1 0 14 0 3 NC 1 NC 1 15 3 max 0 14 0 14 0.006 5 0 14 NC 14 NC 14 16 min -0.003 3 0 1 0 14 0 3 NC 1 NC 1 17 4 max 0 14 0 14 0.005 5 0 14 NC 14 NC 14 18 min -0.004 3 0 1 0 14 0 3 NC 1 NC 1 19 5 max -0.001 14 0 14 0 14 0 14 NC 14 NC 14 20 min -0.005 3 0 1 0 3 0 3 NC 1 NC 1 21 M3 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 22 min 0 1 0 1 0 1 0 1 NC 1 NC 1 23 2 max 0 14 0 14 0 14 0 5 NC 14 NC 14 24 min -0.001 3 0 1 -0.004 3 0 1 NC 1 NC 1 25 3 max 0 14 0 14 0 14 0 5 NC 14 NC 14 26 min -0.003 3 0 1 -0.006 3 0 1 NC 1 NC 1 27 4 max 0 14 0 14 0 14 0 5 NC 14 NC 14 Company Designer Job Number Model Name : : : : Noesis Engineering Services, P.C. David Boyter, PE 22031 TRIB A - MEMBER DESIGN MO… Checked By : 5/31/2023 4:16:45 PM RISA-3D Version 21 [ Stairs 22031.r3d ] Page 5 Envelope Member Section Deflections - Service (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 28 min -0.004 3 0 1 -0.005 3 0 1 NC 1 NC 1 29 5 max -0.001 14 0 14 0 14 0 5 NC 14 NC 14 30 min -0.005 3 0 1 0 1 0 1 NC 1 NC 1 31 M4 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 32 min 0 1 0 1 0 1 0 1 NC 1 NC 1 33 2 max 0 14 -0.018 14 0 5 0 5 NC 14 NC 14 34 min -0.001 3 -0.091 3 0 14 0 14 2260.943 3 NC 1 35 3 max 0 14 -0.025 14 0 5 0 5 8157.991 14 NC 14 36 min -0.001 3 -0.129 3 0 14 0 14 1610.922 3 NC 1 37 4 max 0 14 -0.018 14 0 5 0 5 NC 14 NC 14 38 min -0.002 3 -0.094 3 0 14 0 14 2260.943 3 NC 1 39 5 max 0 14 -0.001 14 0 5 0 5 NC 14 NC 14 40 min -0.002 3 -0.005 3 0 14 0 14 NC 1 NC 1 41 M5 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 42 min 0 1 0 1 0 1 0 1 NC 1 NC 1 43 2 max 0 14 -0.018 14 0 14 0 14 NC 14 NC 14 44 min -0.001 3 -0.091 3 0 1 0 3 2260.943 3 NC 1 45 3 max 0 14 -0.025 14 0 14 0 14 8157.991 14 NC 14 46 min -0.001 3 -0.129 3 0 1 0 3 1610.922 3 NC 1 47 4 max 0 14 -0.018 14 0 14 0 14 NC 14 NC 14 48 min -0.002 3 -0.094 3 0 1 0 3 2260.943 3 NC 1 49 5 max 0 14 -0.001 14 0 14 0 14 NC 14 NC 14 50 min -0.002 3 -0.005 3 0 1 0 3 NC 1 NC 1