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REVIEWED BLD2024-0316+Structural_Calculations+3.7.2024_3.41.49_PM+4112123CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Table of Contents STRUCTURAL CALCULATIONS BLD2024-0316 RECEIVED Mar 08 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED CITY OF EDMONDS C1 - C60 03/01 /2024 STRUCTURAL CALCULATIONS MACHUGA ADDITION EDMONDS, WA MARCH 1, 2024 Project #: 24-07 Caitlin Rose Engineering, LLC :: Po Box 151 :: Chelan, WA 98816 :: (509) 433-7763 :: www.caitlinroseengineering.com CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Design Criteria & Loads Machuga Addition Job #: 24-07 Date: February 27, 2024 C1 Project Summary Client: Tom Leren - The Leren Company, Inc. Project Address: 21127 96thy Ave W. Edmonds, WA 98020 Jurisdiction: City of Edmonds Project Structural Scope: Single Family Residential Remodel & Addition Site & Material Properties Soil Properties Soil Bearing Pressure (minimum per IBC 1806.2) Frost Depth Concrete Properties Compressive Strength Density - Normal Weight Reinforcing Steel, ASTM A615 Wood Properties Solid Sawn Lumber, 4x & Smaller Solid Sawn Lumber, 6x & Larger Glu-Lam Beams, Simple Span Glu-Lam Beams, Cantilevered or Continuous I -Joists LVL LSL PSL Deflection Criteria Roof Total Load Roof Live Load Floor Total Load Floor Live Load Large Span Operable Partition Headers Fbrg :=1500 psf dfrost:=18 in fc := 2500 psi yc :=150 pcf fy_reinf 60 ksi Hem Fir #2 Doug Fir #1 24F-V4 24F-V8 Trusjoist by Weyerhaeuser, TJI Trusjoist Microlam, 2.0E Trusjoist Timberstrand, 1.55E Trusjoist Parallam, 2.2E U240 U360 U360 U480 U720 or 0.25" max - whichever is less Page 1 of 4 CiAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Gravity Loading Roof Dead Load Take -Off Roofing :=1.5 psf Insulation := 2.0 psf Ceiling :=1.5 psf Sheathingroof:=1.6 psf Framingroof:= 2.8 psf Lights :=1.0 psf Mechanical :=1.5 psf Miscroof:=3.1 psf Machuga Addition Job #: 24-07 Date: February 27, 2024 DLRoof:=Roofing j =15 psf +Insulation+Ceiling j +Sheathingroof+Framingroof + Lights +Mechanical j + Mlscroof Floor Dead Load Take -Off Flooring :=1.5 psf Insulation = 2 psf Ceiling =1.5 psf Shea thingfloor:=2.4 psf Framingfloor:=1.9 psf Lights =1 psf Mechanical =1.5 psf MisCfloor:=3.2 psf DLFLooR := Flooring + Insulation + Ceiling j =15 psf +Sheathingfloor+Framingfloor J + Lights + Mechanical + Miscfloor Wall Dead Load DLEXT WALL := 10 psf DLINT WALL := 9 psf Live Loads LLRoof := 20 psf LLF10or:=40 psf LL peck := 60 psf SLGround := 25 psf C2 Page 2 of 4 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wind Loading Risk Category: Basic Wind Speed: Exposure Category: Topographic Factor Machuga Addition Job #: 24-07 Date: February 27, 2024 11 110 mph B KZt:=1.0 C3 Reference following pages for ASCE 7-16 Chapter 28, Envelope Procedure Wind Load Calculations Design Wind Pressures (LRFD) Zone A: PS A LRFD := 24.1 psf Zone B: PS B LRFD := 3.9 psf Zone C: PS C LRFD:=17.4 psf Zone D: PS D LRFD := 4.0 psf a:=3 ft Wind Zone Areas per architectural elevations North/South Direction ZoneNS MinNs RoofNS (psf) (ft2 ZoneA 16 25 ZoneB 8 33 Zonec 16 656 ZoneD 8 123 Wind Base Shears TotalNS := ZoneNS • (RoofNs) = 7.58 kip TotalEW:=ZoneEW• (RoofEw) =5.75 kip Design Wind Pressures (ASD) ZoneA := PS A LRFD • 0.6 =14.46 psf ZoneB := PS 8 LRFD • 0.6 = 2.34 psf Zonec := PS C LRFD • 0.6 =10.44 psf ZoneD := PS D LRFD • 0.6 = 2.4 psf East/West Direction ZoneEW MinEw RoofEw (psf) (ft2) ZoneA 16 34 ZoneB 8 31 Zonec 16 416 ZoneD 8 352 Wind Minimum Base Shears [ASCE 7-16 Section 28.3.4] inN := MinNS • 0.6 • (RoofNs) = 7.29 kip inE := MinEW • 0.6 • (RoofEw) = 6.16 kip WindNs := max MinNS, TotalNS= 7583 Ibf WindEw:= max MinEW, TotalE ') = 6158 Ibf Page 3 of 4 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Machuga Addition Job #: 24-07 Date: February 27, 2024 C4 Seismic Loading Risk Category: II Site Classification: D CS:=0.1315 Reference following pages for ASCE 7-16 Equivalent Lateral Force Calculations for Seismic Loads Baseseismic := 6.27 kip = 6270 Ibf LRFD Baseseismic := 0.7 • Baseseismic = 4389 Ibf ASD Controlling Lateral Load Check Lateral_Control:= if (Baseseismic > max (WindNS , WindEW) , "Seismic", if (Baseseis ,ic <min (WindNs , WindEw) , "Wind", "Directional")) Lateral Control = "Wind" Page 4 of 4 Project Title: Machuga Addition CAITLIN ROSE Engineer: CRW C5 Project I D:De 24-07 ENGINEERING, LLC Project scr: Caitlin R. Wilhelm, PE ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, DESCRIPTION: Typ MWFRS Wind General Design Values V : Basic Wind Speed per Sect 26.5-1 or 2 110.0 mph User specified minimum design pressu psf Occupancy per Table 1.5-1 II All Buildings and other structures except those listed Exposure Category per 26.7 Exposure B Topographic Factor Kzt per 26.8 1.00 Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Calculations per ASCE 7-16 Main Force Resisting System Valu Component & Cladding Values MRH : Mean Roof Height 15.0 ft Effective Wind Area of Component & Clad 10.0 ft^2 Roof Slope Angle 25 degrees Roof pitch for cladding pressu Flat/Hip/Gable Roof LHD : Least Horizontal Dimension 28.0 ft a = max (0.04 " LHD, 3, min(0.10 " LHD, 0.4"MRH)) 3.00 ft Lambda MWFRS: per Figure 26. 1.00 Lambda Component & Cladding : per Figure 0.82 Design Wind Pressures Horizontal Pressures ... Load Case # 1 ... Zone: A = 24.10 psf Zone: C = 17.40 psf Zone: B = 3.90 psf Zone: D = 4.00 psf Load Case # 2 ... Zone: A = 0.00 psf Zone: C = 0.00 psf Zone: B = 0.00 psf Zone: D = 0.00 psf Vertical Pressures ... Load Case # 1 ... Zone: E _ -10.70 psf Zone: G = -7.70 psf Zone: F = -14.60 psf Zone: H = -11.70 psf Load Case # 2 ... Zone: E _ -4.10 psf Zone: G = -1.10 psf Zone: F = -7.90 psf Zone: H = -5.10 psf Overhangs ... Load Case # 1 ... Zone: Eoh = -19.90 psf Zone: Goh = -17.00 psf Load Case # 2 ... Zone: Eoh = 0.00 psf Zone: Goh = 0.00 psf ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf. Project Title: Machuga Addition CAITLIN ROSE Engineer: CRW C6 Project De 24-07 ENGINEERING, LLC Project scr: ITR Caitlin R. Wilhelm, PE ASCE 7-16 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, DESCRIPTION: Typ MWFRS Wind Component & Cladding Design Wind Pres: Roof Pressures Positive Negative Zone 1 "' *** psf Zone 1' ""* *** psf Zone 2 *** **' psf Zone 2e *** *** psf Zone 2n *** """ psf Zone 2r *** *** psf Zone 3 *** *** psf Zone 3e *** *** psf Zone 3r "' *** psf Wall Pressures Wall Zone 4 : "** *** psf Wall Zone 5 : *** *** psf Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Design Wind Pressure = Lambda * Kzt * Ps30 pe, Overhang Pressures Negative Zone 1 *** psf Zone 1' *** psf Zone 2 "** psf Zone 2e *** psf Zone 2n """ psf Zone 2r *** psf Zone 3 *** psf Zone 3e """ psf Zone 3r *** psf '*** : There is no value in Figure 30.4-1 Tabular Values Project Title: Machuga Addition CAITLIN ROSE Engineer: CRW C7 Project I D:De 24-07 ENGINEERING, LLC Project scr: Caitlin R. Wilhelm, PE Printed: 1 MAR 2024, 10:40AM ASCE 7-16 Seismic Base Shear Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 DESCRIPTION: Seismic Base Shear Analysis Specific Description: Risk Category Calculations per ASCE 7-16 Risk Category of Building or Other Structure : "I I" : All Buildings and other structures except those listed as Category SCE 7-16, Page 4, Table 1.5-1 I, III, and IV Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2 Gridded Ss & S1values from ASCE 7-16 ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping Location Edmonds, WA 98020 S S = 1.281 g, 0.2 sec response - Latitude - 47.804 deg North S 1 = 0.450 g, 1.0 sec response Longitude = 122.371 deg West For the closest datapoint grid location ... Latitude = 47.800 deg North Longitude = 122.370 deg West Site Class, Site Coeff. and Design Category Classification: "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D (Based on Testing) ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.00 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table va) Fv = 1.85 Maximum Considered Earthquake Acceleral SMs = FaSs = 1.281 ASCE 7-16 Eq. 11.4-1 SM1 = Fv " S1 = 0.833 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration SDS- SMS * 2/3 = 0.854 ASCE 7-16 Eq. 11.4-3 S D1 = SM1 * 2/3 = 0.555 ASCE 7-16 Eq. 11.4-4 Seismic Design Category = D ISCE 7-16 Table 11.6-1 & -2 Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems 15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. Response Modification Coefficient " I = 6.50 Building height Limits : System Overstrength Factor " Wo " = 2.50 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd ' = 4.00 Category "C" Limit: No Limit Category "D" Limit: Limit = 65 NOTE! See ASCE 7-16 for all applicable footnc Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calcul All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest leve 15.0 ft " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct " (hn ^ x) = 0.152 sec "TL" : Long -period transition period per ASCE 7-16 Maps 22-14 -> 22-17 6.000 sec Building Period " Ta " Calculated from Approximate Method sell= 0.152 Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 SIDS: Short Period Design Spectral Response = 0.854 From Eq. 12.8-2, Preliminary Cs = 0.131 " R " : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not excee = 0.560 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.038 Cs : Seismic Response Coefficient = = 0.1314 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Machuga Addition Engineer: CRW Project ID: 24-07 Project Descr: C8 Printed: 1 MAR 2024, 10:40AM ASCE 7-16 Seismic Base Shear Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 DESCRIPTION: Seismic Base Shear Analysis Seismic Base Shear ASCE 7-16 Section 12.8.1 Cs = 0.1314 from 12.8.1.1 W ( see Sum Wi below) = 47.69 k Seismic Base Shear V = Cs' W = 6.27 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta = Table of building Weights by Floor Level... Level # Wi: Weight Hi: Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 1 47.69 12.00 572.28 1.0000 6.27 6.27 0.00 Sum Wi = 47.69 k Sum Wi * Hi = 572.28 k-ft Total Base Shear = 6.27 k Base Moment = 75.2 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 1 47.69 6.27 6.27 47.69 6.27 8.15 16.29 8.15 8.15 Wpx .................... Weight at level of diaphragm and other structure elements attached to it. Fi ...................... Design Lateral Force applied at the level. Sum Fi .................. Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ... 0.20 * S DS * I * Wpx MAX Req'd Force @ Level .. 0.40 * S DS * 1 * Wpx Fpx : Design Force @ Level . Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level C9 EXISTING I::I F'-UU P-00 `1 EXIISTING ill 1pn�T OF EXISTING 2x10 RAFTERS RIPPED TO MATCH FURRED DOWN RAFTERS P-00 - EXISTING POST ROOF PLAN REFER TO TRUSS FRAMING PLANS PER MANUFACTURER AND PREPARED BY A LICENSED TRUSS ENGINEER. ■ vv�J�o��� ■ Project Title: Machuga Addition CAITLIN ROSE Engineer: CRW C10 Project De 24-07 ENGINEERING, LLC Project scr: ITR Caitlin R. Wilhelm, PE Printed: 1 MAR 2024, 10:35AM Project Information Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-202: Project Title : Machuga Addition Description I. D. : 24-07 Address : 21127 96th Ave W., Edmonds, WA 98020 Project Leader : CRW Phone Fax eMail Project Notes CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-1 Project Title: Machuga Addition Engineer: CRW C11 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2400 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 1850 psi Ebend- xx 1800ksi Fc - Prll 1650 psi Eminbend - xx 950ksi Wood Species DF/DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade 24F-V4 Fv 265 psi Eminbend - yy 850ksi Ft 1100 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling f 5.5x18 Span = 23.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 11.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.4721 Maximum Shear Stress Ratio Section used for this span 5.5x18 Section used for this span fb: Actual = 1,227.22 psi fv: Actual F'b = 2,602.25psi F'v Load Combination +D+S Load Combination Location of maximum on span = 11.750ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.394 in Ratio = 714> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.631 in Ratio = 446 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Segment Length Span # M V CD CM Ct CLx Cv Cfu C i Cr D Only Length = 23.50 ft 1 0.226 0.108 0.90 1.00 1.00 1.00 0.943 1.00 1.00 1.00 +D+Lr 1.00 1.00 1.00 0.943 1.00 1.00 1.00 Length = 23.50 ft 1 0.380 0.181 1.25 1.00 1.00 1.00 0.943 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 0.943 1.00 1.00 1.00 Length = 23.50 ft 1 0.472 0.225 1.15 1.00 1.00 1.00 0.943 1.00 1.00 1.00 +D+0.750Lr 1.00 1.00 1.00 0.943 1.00 1.00 1.00 Length = 23.50 ft 1 0.325 0.155 1.25 1.00 1.00 1.00 0.943 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 0.943 1.00 1.00 1.00 Length = 23.50 ft 1 0.398 0.190 1.15 1.00 1.00 1.00 0.943 1.00 1.00 1.00 = 0.225 : 1 5.5x18 = 68.61 psi 304.75 psi +D+S = 0.000 ft = Span # 1 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 11.39 460.2 2,036.5 1.70 25.7 238.5 0.0 0.00 0.0 0.0 26.58 1,073.8 2,828.5 3.96 60.0 331.3 0.0 0.00 0.0 0.0 30.37 1,227.2 2,602.2 4.53 68.6 304.8 0.0 0.00 0.0 0.0 22.78 920.4 2,828.5 3.40 51.5 331.3 0.0 0.00 0.0 0.0 25.63 1,035.5 2,602.2 3.82 57.9 304.8 C!a CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Machuga Addition Engineer: CRW C12 Project ID: 24-07 Project Descr: Wood Beam LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, DESCRIPTION: BM-1 Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Moment Va- ues Shear Values Segment Length Span # M V CD CM Ct CLx CV Cfu C i C r M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 0.943 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 23.50 ft 1 0.076 0.036 1.60 1.00 1.00 1.00 0.943 1.00 1.00 1.00 6.83 276.1 3,620.5 1.02 15.4 424.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.6312 11.836 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.170 5.170 Max Upward from Load Combinations 5.170 5.170 Max Upward from Load Cases 3.231 3.231 D Only 1.939 1.939 +D+Lr 4.524 4.524 +D+S 5.170 5.170 +D+0.750Lr 3.878 3.878 +D+0.750S 4.362 4.362 +0.60D 1.163 1.163 Lr Only 2.585 2.585 S Only 3.231 3.231 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-2 Project Title: Machuga Addition Engineer: CRW C13 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling C�j0388�1-�(Bffi'o��C1z9� ) D(0.03) Lr(0.04) S(0.05) 5.5x13.5 Span = 16.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof) Point Load : D = 1.939, Lr = 2.585, S = 3.231 k @ 12.0 ft, (BM-1) Point Load : D = 0.8250, Lr = 1.10, S = 1.375 k @ 12.0 ft, ((E) Ridge) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.6831 Maximum Shear Stress Ratio Section used for this span 5.5x13.5 Section used for this span fb: Actual = 1,885.66 psi fv: Actual F'b = 2,760.00psi F'v Load Combination +D+S Load Combination Location of maximum on span = 11.984ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.317 in Ratio = 625> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.507 in Ratio = 390 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination 1Gfax Stress Ratios Segment Length Span # M V CD CM Ct CLx D Only 0.393 : 1 5.5x13.5 = 119.86 psi 304.75 psi +D+S = 15.416 ft = Span # 1 -----Moment Values CV Cfu C i C r M fb F'b Length = 16.50 ft 1 0.327 0.188 0.90 1.00 1.00 1.00 1.000 +D+Lr 1.00 1.00 1.00 1.000 Length = 16.50 ft 1 0.550 0.317 1.25 1.00 1.00 1.00 1.000 +D+S 1.00 1.00 1.00 1.000 Length = 16.50 ft 1 0.683 0.393 1.15 1.00 1.00 1.00 1.000 +D+0.750Lr 1.00 1.00 1.00 1.000 Length = 16.50 ft 1 0.471 0.271 1.25 1.00 1.00 1.00 1.000 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.85 1.00 1.00 1.00 1.00 1.00 1.00 22.97 1.00 1.00 1.00 1.00 1.00 1.00 26.25 1.00 1.00 1.00 1.00 1.00 1.00 19.69 1.00 1.00 1.00 0.0 707.2 2,160.0 0.0 1,650.0 3,000.0 0.0 1,885.7 2,760.0 0.0 1,414.3 3,000.0 0.0 Shear Values V fv F'v 0.00 0.0 0.0 2.23 45.0 238.5 0.00 0.0 0.0 5.19 104.9 331.3 0.00 0.0 0.0 5.93 119.9 304.8 0.00 0.0 0.0 4.45 89.9 331.3 0.00 0.0 0.0 CAITLIN ROSE Project Title: Engineer: Machuga Addition CRW C14 ENGINEERING, LLC Project ID:De 24-07 Project scr: Caitlin R. Wilhelm, PE Printed: 1 MAR 2024, 10:35AM Wood Beam Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 DESCRIPTION: BM-2 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Moment Va- ues Shear Values Segment Length Span # M V CD CM Ct CLx CV Cfu C i C r M fb F'b V fv F'v Length = 16.50 ft 1 0.576 0.332 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 22.15 1,591.0 2,760.0 5.01 101.1 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 16.50 ft 1 0.110 0.064 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.91 424.3 3,840.0 1.34 27.0 424.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+S 1 0.5066 9.093 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.670 6.020 Max Upward from Load Combinations 2.670 6.020 Max Upward from Load Cases 1.669 3.762 D Only 1.001 2.258 +D+Lr 2.336 5.268 +D+S 2.670 6.020 +D+0.750Lr 2.003 4.515 +D+0.750S 2.253 5.079 +0.60D 0.601 1.355 Lr Only 1.335 3.010 S Only 1.669 3.762 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-3 Project Title: Machuga Addition Engineer: CRW C15 Project ID: 24-07 Project Descr: ng, CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi Load Combination IBC 2021 Fb - 1,850.0 psi Fc - Prll 1,650.0 psi Wood Species DF/DF Fc - Perp 650.0 psi Wood Grade 24F-V4 Fv 265.0 psi Ft 1,100.0psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.66) Lr(0.88) S(1.1) 3.5x9 Span = 10.50 ft Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 E : Modulus of Elasticity Ebend-xx 1,800.Oksi Eminbend - xx 950.Oksi Ebend-yy 1,600.Oksi Eminbend - yy 850.Oksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 4.0 ft, (Roof) Point Load : D = 0.660, Lr = 0.880, S = 1.10 k @ 5.50 ft, ((E) Ridge) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.625: 1 Maximum Shear Stress Ratio Section used for this span 3.5x9 Section used for this span fb: Actual = 1,725.33 psi fv: Actual F'b = 2,760.00psi F'v Load Combination +D+S Load Combination Location of maximum on span = 5.480ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.192 in Ratio = 656> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.307 in Ratio = 410 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx Cv D Only Length = 10.50 ft 1 0.300 0.123 0.90 1.00 1.00 1.00 1.000 +D+Lr 1.00 1.00 1.00 1.000 Length = 10.50 ft 1 0.503 0.207 1.25 1.00 1.00 1.00 1.000 +D+S 1.00 1.00 1.00 1.000 Length = 10.50 ft 1 0.625 0.257 1.15 1.00 1.00 1.00 1.000 +D+0.750Lr 1.00 1.00 1.00 1.000 Length = 10.50 ft 1 0.431 0.177 1.25 1.00 1.00 1.00 1.000 +D+0.750S 1.00 1.00 1.00 1.000 = 0.257 : 1 3.5x9 78.35 psi = 304.75 psi +D+S 9.772 ft Span # 1 Cfu C i C r Moment M Values fb F'b Shear V Values fv F'v 0.0 0.00 0.0 0.0 1.00 1.00 1.00 2.55 647.0 2,160.0 0.62 29.4 238.5 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 5.94 1,509.7 3,000.0 1.44 68.6 331.3 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 6.79 1,725.3 2,760.0 1.65 78.4 304.8 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 5.10 1,294.0 3,000.0 1.23 58.8 331.3 1.00 1.00 1.00 0.0 0.00 0.0 0.0 CAITLIN ROSE Project Title: Engineer: Machuga Addition CRW C16 ENGINEERING, LLC Project ID:De 24-07 Project scr: Caitlin R. Wilhelm, PE Printed: 1 MAR 2024, 10:35AM Wood Beam Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 DESCRIPTION: BM-3 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Moment Va- ues Shear Values Segment Length Span # M V CD CM Ct CLx CV Cfu C i C r M fb F'b V fv F'v Length = 10.50 ft 1 0.527 0.217 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.73 1,455.7 2,760.0 1.39 66.1 304.8 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.50 ft 1 0.101 0.042 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.53 388.2 3,840.0 0.37 17.6 424.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+S 1 0.3071 5.327 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.678 1.762 Max Upward from Load Combinations 1.678 1.762 Max Upward from Load Cases 1.049 1.101 D Only 0.629 0.661 +D+Lr 1.468 1.542 +D+S 1.678 1.762 +D+0.750Lr 1.259 1.321 +D+0.750S 1.416 1.487 +0.60D 0.378 0.396 Lr Only 0.839 0.881 S Only 1.049 1.101 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-4 Project Title: Machuga Addition Engineer: CRW C17 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470ksi Wood Species Hem -Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525psi Density 26.84pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 9) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (Roof) Point Load : D = 1.001, Lr = 1.335, S = 1.669 k @ 5.50 ft, (BM-2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.379 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 444.94psi fv: Actual F'b = 1,173.00psi F'v Load Combination +D+S Load Combination Location of maximum on span = 3.920ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 2819> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.041 in Ratio = 1762>=180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF D Only Length = 6.0 ft 1 0.182 0.098 0.90 1.00 1.00 1.00 1.200 +D+Lr 1.00 1.00 1.00 1.200 Length = 6.0 ft 1 0.305 0.164 1.25 1.00 1.00 1.00 1.200 +D+S 1.00 1.00 1.00 1.200 Length = 6.0 ft 1 0.379 0.204 1.15 1.00 1.00 1.00 1.200 +D+0.750Lr 1.00 1.00 1.00 1.200 Length = 6.0 ft 1 0.262 0.141 1.25 1.00 1.00 1.00 1.200 +D+0.750S 1.00 1.00 1.00 1.200 = 0.204 : 1 4x10 35.15 psi = 172.50 psi +D+S 0.000 ft Span # 1 Cfu C i C r Moment M Values fb F'b 6near V Values fv F'v 0.0 0.00 0.0 0.0 1.00 1.00 1.00 0.69 166.8 918.0 0.28 13.2 135.0 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 1.62 389.3 1,275.0 0.66 30.8 187.5 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 1.85 444.9 1,173.0 0.76 35.1 172.5 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 1.39 333.7 1,275.0 0.57 26.4 187.5 1.00 1.00 1.00 0.0 0.00 0.0 0.0 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08.30 DESCRIPTION: BM-4 Project Title: Machuga Addition Engineer: CRW C1 g Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Moment Values Shear a ues Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v Length = 6.0 ft 1 0.320 0.172 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.56 375.4 1,173.0 0.64 29.7 172.5 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.061 0.033 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.42 100.1 1,632.0 0.17 7.9 240.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0408 3.197 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.943 3.168 Max Upward from Load Combinations 0.943 3.168 Max Upward from Load Cases 0.589 1.980 D Only 0.353 1.188 +D+Lr 0.825 2.771 +D+S 0.943 3.168 +D+0.750Lr 0.707 2.375 +D+0.750S 0.795 2.673 +0.60D 0.212 0.713 Lr Only 0.471 1.584 S Only 0.589 1.980 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-5 Project Title: Machuga Addition Engineer: CRW C19 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling ) S(1.101) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof) Point Load : D = 0.6610, Lr = 0.8810, S = 1.101 k @ 2.250 ft, (BM-3) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.045: 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 57.78psi fv: Actual F'b = 1,270.75psi F'v Load Combination +D+S Load Combination Location of maximum on span = 1.922ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0 in Ratio = 0 <360 n/a Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.001 in Ratio = 29372>=180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF D Only Length = 2.330 ft 1 0.022 0.017 0.90 1.00 1.00 1.00 1.300 +D+Lr 1.00 1.00 1.00 1.300 Length = 2.330 ft 1 0.037 0.029 1.25 1.00 1.00 1.00 1.300 +D+S 1.00 1.00 1.00 1.300 Length = 2.330 ft 1 0.045 0.036 1.15 1.00 1.00 1.00 1.300 +D+0.750Lr 1.00 1.00 1.00 1.300 Length = 2.330 ft 1 0.031 0.025 1.25 1.00 1.00 1.00 1.300 +D+0.750S 1.00 1.00 1.00 1.300 = 0.036 : 1 4x8 6.23 psi = 172.50 psi +D+S 0.000 ft Span # 1 Cfu C i C r Moment M Values fb F'b 6near V Values fv F'v 0.0 0.00 0.0 0.0 1.00 1.00 1.00 0.06 21.7 994.5 0.04 2.3 135.0 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 0.13 50.6 1,381.3 0.09 5.5 187.5 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 0.15 57.8 1,270.8 0.11 6.2 172.5 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 0.11 43.3 1,381.3 0.08 4.7 187.5 1.00 1.00 1.00 0.0 0.00 0.0 0.0 CAITLIN ROSE Project Title: Engineer: Machuga Addition CRW C20 ENGINEERING, LLC Project ID:De 24-07 Project scr: Caitlin R. Wilhelm, PE Printed: 1 MAR 2024, 10:35AM Wood Beam Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 DESCRIPTION: BM-5 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Moment Va- ues Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v Length = 2.330 ft 1 0.038 0.030 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.12 48.8 1,270.8 0.09 5.3 172.5 +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 2.330 ft 1 0.007 0.006 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.03 13.0 1,768.0 0.02 1.4 240.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+° Defl Location in Span +D+S 1 0.0010 1.276 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.154 1.795 Max Upward from Load Combinations 0.154 1.795 Max Upward from Load Cases 0.096 1.121 D Only 0.058 0.673 +D+Lr 0.134 1.571 +D+S 0.154 1.795 +D+0.750Lr 0.115 1.346 +D+0.750S 0.130 1.514 +0.60D 0.035 0.404 Lr Only 0.077 0.897 S Only 0.096 1.121 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-6 Project Title: Machuga Addition Engineer: CRW C21 Project ID: 24-07 Project Descr: ng, CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi Load Combination IBC 2021 Fb - 850.0 psi Fc - Prll 1,300.0 psi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.09) Lr(0.12) S(0.15) 4x10 Span = 6.0 ft Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 E : Modulus of Elasticity Ebend-xx 1,300.Oksi Eminbend - xx 470.Oksi Density 26.840pcf D(0.27) Lr(0.36) S(0.45) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (Roof) Point Load : D = 0.270, Lr = 0.360, S = 0.450 k @ 5.750 ft, (Ridge) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.240.1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 281.75psi fv: Actual F'b = 1,173.00psi F'v Load Combination +D+S Load Combination Location of maximum on span = 3.131 ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio = 4465> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.026 in Ratio = 2790>=180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CF D Only Length = 6.0 ft 1 0.115 0.073 0.90 1.00 1.00 1.00 1.200 +D+Lr 1.00 1.00 1.00 1.200 Length = 6.0 ft 1 0.193 0.122 1.25 1.00 1.00 1.00 1.200 +D+S 1.00 1.00 1.00 1.200 Length = 6.0 ft 1 0.240 0.152 1.15 1.00 1.00 1.00 1.200 +D+0.750Lr 1.00 1.00 1.00 1.200 Length = 6.0 ft 1 0.166 0.105 1.25 1.00 1.00 1.00 1.200 +D+0.750S 1.00 1.00 1.00 1.200 = 0.152 : 1 4x10 26.23 psi = 172.50 psi +D+S 0.000 ft Span # 1 Cfu C i C r Moment M Values fb F'b Shear V Values fu F'v 0.0 0.00 0.0 0.0 1.00 1.00 1.00 0.44 105.7 918.0 0.21 9.8 135.0 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 1.03 246.5 1,275.0 0.50 22.9 187.5 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 1.17 281.7 1,173.0 0.57 26.2 172.5 1.00 1.00 1.00 0.0 0.00 0.0 0.0 1.00 1.00 1.00 0.88 211.3 1,275.0 0.42 19.7 187.5 1.00 1.00 1.00 0.0 0.00 0.0 0.0 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08.30 DESCRIPTION: BM-6 Project Title: Machuga Addition Engineer: CRW C22 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Moment Values Shear a ues Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v Length = 6.0 ft 1 0.203 0.128 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.99 237.7 1,173.0 0.48 22.1 172.5 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.039 0.025 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.26 63.4 1,632.0 0.13 5.9 240.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0258 3.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.750 1.410 Max Upward from Load Combinations 0.750 1.410 Max Upward from Load Cases 0.469 0.881 D Only 0.281 0.529 +D+Lr 0.656 1.234 +D+S 0.750 1.410 +D+0.750Lr 0.563 1.058 +D+0.750S 0.633 1.190 +0.60D 0.169 0.317 Lr Only 0.375 0.705 S Only 0.469 0.881 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-7 Project Title: Machuga Addition Engineer: CRW C23 Project ID: 24-07 Project Descr: ng, CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination IBC 2021 Fb - Fc - Prll Wood Species Hem -Fir Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.09) W0.12) S(0.15) 4x10 Span = 6.60 ft Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 850.0 psi E : Modulus of Elasticity 850.0psi Ebend-xx 1,300.Oksi 1,300.0 psi Eminbend - xx 470.Oksi 405.0 psi 150.0 psi 525.0psi Density 26.840pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.268 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 314.19psi fv: Actual F'b = 1,173.00psi F'v Load Combination +D+S Load Combination Location of maximum on span = 3.300ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio = 3689> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.034 in Ratio = 2306 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr D Only Length = 6.60 ft 1 0.128 0.078 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 6.60 ft 1 0.216 0.131 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 6.60 ft 1 0.268 0.163 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 6.60 ft 1 0.185 0.112 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 6.60 ft 1 0.226 0.138 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 = 0.163 : 1 4x10 28.12 psi 172.50 psi +D+S = 0.000 ft = Span # 1 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 0.49 117.8 918.0 0.23 10.5 135.0 0.0 0.00 0.0 0.0 1.14 274.9 1,275.0 0.53 24.6 187.5 0.0 0.00 0.0 0.0 1.31 314.2 1,173.0 0.61 28.1 172.5 0.0 0.00 0.0 0.0 0.98 235.6 1,275.0 0.46 21.1 187.5 0.0 0.00 0.0 0.0 1.10 265.1 1,173.0 0.51 23.7 172.5 C!a CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Machuga Addition Engineer: CRW C24 Project ID: 24-07 Project Descr: Wood Beam LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, DESCRIPTION: BM-7 Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Moment a� Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.60 ft 1 0.043 0.026 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.29 70.7 1,632.0 0.14 6.3 240.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0343 3.324 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.792 0.792 Max Upward from Load Combinations 0.792 0.792 Max Upward from Load Cases 0.495 0.495 D Only 0.297 0.297 +D+Lr 0.693 0.693 +D+S 0.792 0.792 +D+0.750Lr 0.594 0.594 +D+0.750S 0.668 0.668 +0.60D 0.178 0.178 Lr Only 0.396 0.396 S Only 0.495 0.495 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-8 Project Title: Machuga Addition Engineer: CRW C25 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling I 4x10 Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 6.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.444 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 521.12psi fv: Actual F'b = 1,173.00psi F'v Load Combination +D+S Load Combination Location of maximum on span = 4.250ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.059 in Ratio = 1727> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.094 in Ratio = 1079 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr D Only Length = 8.50 ft 1 0.213 0.108 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 8.50 ft 1 0.358 0.182 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 8.50 ft 1 0.444 0.226 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 8.50 ft 1 0.307 0.156 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 8.50 ft 1 0.375 0.191 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 .- • = 0.226 : 1 4x10 38.98 psi 172.50 psi +D+S = 0.000 ft = Span # 1 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 0.81 195.4 918.0 0.32 14.6 135.0 0.0 0.00 0.0 0.0 1.90 456.0 1,275.0 0.74 34.1 187.5 0.0 0.00 0.0 0.0 2.17 521.1 1,173.0 0.84 39.0 172.5 0.0 0.00 0.0 0.0 1.63 390.8 1,275.0 0.63 29.2 187.5 0.0 0.00 0.0 0.0 1.83 439.7 1,173.0 0.71 32.9 172.5 C!a CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Machuga Addition Engineer: CRW C26 Project ID: 24-07 Project Descr: Wood Beam LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, DESCRIPTION: BM-8 Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Moment a� Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.50 ft 1 0.072 0.037 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.49 117.3 1,632.0 0.19 8.8 240.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0945 4.281 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.020 1.020 Max Upward from Load Combinations 1.020 1.020 Max Upward from Load Cases 0.638 0.638 D Only 0.383 0.383 +D+Lr 0.893 0.893 +D+S 1.020 1.020 +D+0.750Lr 0.765 0.765 +D+0.750S 0.861 0.861 +0.60D 0.230 0.230 Lr Only 0.510 0.510 S Only 0.638 0.638 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-10 Project Title: Machuga Addition Engineer: CRW C27 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 1350 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 1350 psi Ebend- xx 1600ksi Fc - Prll 925 psi Eminbend - xx 580ksi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.1 Fv 170 psi Ft 675 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 6x10 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 4.50 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.4121 Maximum Shear Stress Ratio Section used for this span 6x10 Section used for this span fb: Actual = 639.68psi fv: Actual F'b = 1,552.50 psi F'v Load Combination +D+S Load Combination Location of maximum on span = 7.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.156 in Ratio = 1079> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.249 in Ratio = 674 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations = 0.165 : 1 6x10 32.21 psi 195.50 psi +D+S = 13.234 ft = Span # 1 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b D Only 0.0 Length = 14.0 ft 1 0.197 0.079 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.65 239.9 1,215.0 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 Length = 14.0 ft 1 0.332 0.133 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.86 559.7 1,687.5 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 Length = 14.0 ft 1 0.412 0.165 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.41 639.7 1,552.5 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 Length = 14.0 ft 1 0.284 0.114 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.31 479.8 1,687.5 +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 Length = 14.0 ft 1 0.348 0.139 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.72 539.7 1,552.5 shear Values V fv F'v 0.00 0.0 0.0 0.42 12.1 153.0 0.00 0.0 0.0 0.98 28.2 212.5 0.00 0.0 0.0 1.12 32.2 195.5 0.00 0.0 0.0 0.84 24.2 212.5 0.00 0.0 0.0 0.95 27.2 195.5 C!a CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Machuga Addition Engineer: CRW C28 Project ID: 24-07 Project Descr: Wood Beam LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, DESCRIPTION: BM-10 Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Momen Values Shear a ues Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.0 ft 1 0.067 0.027 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.99 143.9 2,160.0 0.25 7.2 272.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.2489 7.051 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.260 1.260 Max Upward from Load Combinations 1.260 1.260 Max Upward from Load Cases 0.788 0.788 D Only 0.473 0.473 +D+Lr 1.103 1.103 +D+S 1.260 1.260 +D+0.750Lr 0.945 0.945 +D+0.750S 1.063 1.063 +0.60D 0.284 0.284 Lr Only 0.630 0.630 S Only 0.788 0.788 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-11 Project Title: Machuga Addition Engineer: CRW C29 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x8 Span = 4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 5.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.156 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 198.13psi fv: Actual F'b = 1,270.75psi F'v Load Combination +D+S Load Combination Location of maximum on span = 2.250ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio = 6726> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.013 in Ratio = 4203 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations = 0.114 : 1 4x8 19.61 psi 172.50 psi +D+S = 3.909 ft = Span # 1 Load Combination Max tress atios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.075 0.054 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.19 74.3 994.5 0.12 7.4 135.0 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.126 0.092 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.44 173.4 1,381.3 0.29 17.2 187.5 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.156 0.114 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.51 198.1 1,270.8 0.33 19.6 172.5 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.108 0.078 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.38 148.6 1,381.3 0.25 14.7 187.5 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.132 0.096 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.43 167.2 1,270.8 0.28 16.5 172.5 C!a CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Machuga Addition Engineer: CRW C30 Project ID: 24-07 Project Descr: Wood Beam LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, DESCRIPTION: BM-11 Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Momen Values Shear a ues Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.025 0.018 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.11 44.6 1,768.0 0.07 4.4 240.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0128 2.266 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.450 0.450 Max Upward from Load Combinations 0.450 0.450 Max Upward from Load Cases 0.281 0.281 D Only 0.169 0.169 +D+Lr 0.394 0.394 +D+S 0.450 0.450 +D+0.750Lr 0.338 0.338 +D+0.750S 0.380 0.380 +0.60D 0.101 0.101 Lr Only 0.225 0.225 S Only 0.281 0.281 1:iRCAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Beam Analysis LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rc DESCRIPTION: BM-13 -GIRDER TRUSS RXN ONLY General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 16.50 ft D(0.499) LrO.¢65) S(0.831) Project Title: Machuga Addition Engineer: CRW C31 Project ID: 24-07 Project Descr: Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 ng, Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.03) Lr(0.04) S(0.05) Span = 16.50 ft X Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof) Point Load : D = 0.4990, Lr = 0.6650, S = 0.8310 k @ 1.50 ft, (BM-12 RXN) DESIGN SUMMARY Maximum Bending = 3.811 k-ft Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 6.765ft Maximum Deflection Max Downward Transient Deflection 0.042 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 0.067 in Max Upward Total Deflection 0.000 in Maximum Forces & Stresses for Load Combinations Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 4746 0 2966 790158 1.869 k +D+S Span # 1 0.000 ft Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma -Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega VVCI[III IVIMAIIIIUIII CIIVCIVIIC Dsgn. L = 16.50 ft 1 D Only Dsgn. L = 16.50 ft 1 +D+Lr Dsgn. L = 16.50 ft 1 +D+S Dsgn. L = 16.50 ft 1 +D+0.750Lr Dsgn. L = 16.50 ft 1 +D+0.750S Dsgn. L = 16.50 ft 1 +0.60D Dsgn. L = 16.50 ft 1 Overall Maximum Deflections Load Combination Span +D+S 1 Vertical Reactions Load Combination Support 1 Overall MAXimum 1.869 Overall MINimum D Only 0.701 +D+Lr 1.636 +D+S 1.869 +D+0.750Lr 1.402 +D+0.750S 1.577 +0.60D 0.421 3.81 3.81 1.87 1.43 1.43 0.70 3.34 3.34 1.64 3.81 3.81 1.87 2.86 2.86 1.40 3.22 3.22 1.58 0.86 0.86 0.42 Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0668 7.920 Support notation : Far left is #' Support 2 0.781 0.293 0.683 0.781 0.586 0.659 0.176 0.0000 0.000 Values in KIPS CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Beam Analysis Project Title: Machuga Addition Engineer: CRW C32 Project ID: 24-07 Project Descr: LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC DESCRIPTION: BM-13 -GIRDER TRUSS RXN ONLY Vertical Reactions Support notation : Far left is #' Load Combination Support 1 Support 2 Lr Only 0.935 0.390 S Only 1.168 0.488 Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Values in KIPS CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-14 Project Title: Machuga Addition Engineer: CRW C33 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470ksi Wood Species Hem -Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525psi Density 26.84pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x10 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 3.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.4431 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 519.32psi fv: Actual F'b = 1,173.00psi F'v Load Combination +D+S Load Combination Location of maximum on span = 6.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.117 in Ratio = 1227> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.188 in Ratio = 767 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr D Only Length = 12.0 ft 1 0.212 0.081 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 12.0 ft 1 0.356 0.136 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 12.0 ft 1 0.443 0.169 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 12.0 ft 1 0.305 0.117 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 12.0 ft 1 0.374 0.143 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 = 0.169 : 1 4x10 29.22 psi 172.50 psi +D+S = 0.000 ft = Span # 1 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 0.81 194.7 918.0 0.24 11.0 135.0 0.0 0.00 0.0 0.0 1.89 454.4 1,275.0 0.55 25.6 187.5 0.0 0.00 0.0 0.0 2.16 519.3 1,173.0 0.63 29.2 172.5 0.0 0.00 0.0 0.0 1.62 389.5 1,275.0 0.47 21.9 187.5 0.0 0.00 0.0 0.0 1.82 438.2 1,173.0 0.53 24.7 172.5 C!a CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Machuga Addition Engineer: CRW C34 Project ID: 24-07 Project Descr: Wood Beam LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, DESCRIPTION: BM-14 Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Moment a� Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.072 0.027 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.49 116.8 1,632.0 0.14 6.6 240.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1877 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.720 0.720 Max Upward from Load Combinations 0.720 0.720 Max Upward from Load Cases 0.450 0.450 D Only 0.270 0.270 +D+Lr 0.630 0.630 +D+S 0.720 0.720 +D+0.750Lr 0.540 0.540 +D+0.750S 0.608 0.608 +0.60D 0.162 0.162 Lr Only 0.360 0.360 S Only 0.450 0.450 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-15 Project Title: Machuga Addition Engineer: CRW C35 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.015) Lr(0.02) S(0.025) 4x8 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.2221 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 281.79psi fv: Actual F'b = 1,270.75psi F'v Load Combination +D+S Load Combination Location of maximum on span = 6.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.081 in Ratio = 1773> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.130 in Ratio = 1108 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr D Only Length = 12.0 ft 1 0.106 0.036 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 12.0 ft 1 0.179 0.060 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 12.0 ft 1 0.222 0.074 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 12.0 ft 1 0.153 0.051 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 12.0 ft 1 0.187 0.063 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 = 0.074 :1 4x8 12.84 psi 172.50 psi +D+S = 0.000 ft = Span # 1 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 0.27 105.7 994.5 0.08 4.8 135.0 0.0 0.00 0.0 0.0 0.63 246.6 1,381.3 0.19 11.2 187.5 0.0 0.00 0.0 0.0 0.72 281.8 1,270.8 0.22 12.8 172.5 0.0 0.00 0.0 0.0 0.54 211.3 1,381.3 0.16 9.6 187.5 0.0 0.00 0.0 0.0 0.61 237.8 1,270.8 0.18 10.8 172.5 C!a CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Machuga Addition Engineer: CRW C36 Project ID: 24-07 Project Descr: Wood Beam LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, DESCRIPTION: BM-15 Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Momen Values Shear a ues Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.036 0.012 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.16 63.4 1,768.0 0.05 2.9 240.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1299 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.240 0.240 Max Upward from Load Combinations 0.240 0.240 Max Upward from Load Cases 0.150 0.150 D Only 0.090 0.090 +D+Lr 0.210 0.210 +D+S 0.240 0.240 +D+0.750Lr 0.180 0.180 +D+0.750S 0.203 0.203 +0.60D 0.054 0.054 Lr Only 0.120 0.120 S Only 0.150 0.150 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-16 Project Title: Machuga Addition Engineer: CRW C37 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x8 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.099.1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 125.24psi fv: Actual F'b = 1,270.75psi F'v Load Combination +D+S Load Combination Location of maximum on span = 4.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio = 5985> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.026 in Ratio = 3740 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations = 0.047 :1 4x8 8.08 psi 172.50 psi +D+S = 7.416 ft = Span # 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.047 0.022 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.12 47.0 994.5 0.05 3.0 135.0 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.079 0.038 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.28 109.6 1,381.3 0.12 7.1 187.5 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.099 0.047 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.32 125.2 1,270.8 0.14 8.1 172.5 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.068 0.032 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.24 93.9 1,381.3 0.10 6.1 187.5 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.083 0.040 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.27 105.7 1,270.8 0.12 6.8 172.5 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08.30 DESCRIPTION: BM-16 Project Title: Machuga Addition Engineer: CRW C38 Project ID: 24-07 Project Descr: ng, Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 8.0 ft 1 0.016 0.008 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Overall Maximum Deflections Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Moment a M fb F'b 0.0 0.07 28.2 1.768.0 Shear Values 0.00 0.0 0.0 0.03 1.8 240.0 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0257 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.160 0.160 Max Upward from Load Combinations 0.160 0.160 Max Upward from Load Cases 0.100 0.100 D Only 0.060 0.060 +D+Lr 0.140 0.140 +D+S 0.160 0.160 +D+0.750Lr 0.120 0.120 +D+0.750S 0.135 0.135 +0.60D 0.036 0.036 Lr Only 0.080 0.080 S Only 0.100 0.100 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-17 Project Title: Machuga Addition Engineer: CRW C39 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x8 Span = 3.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 14.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.194 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 246.56psi fv: Actual F'b = 1,270.75psi F'v Load Combination +D+S Load Combination Location of maximum on span = 1.500ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 8107> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.007 in Ratio = 5067 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr D Only Length = 3.0 ft 1 0.093 0.083 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 3.0 ft 1 0.156 0.139 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 3.0 ft 1 0.194 0.172 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 3.0 ft 1 0.134 0.119 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 3.0 ft 1 0.164 0.145 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 = 0.172 : 1 4x8 29.72 psi 172.50 psi +D+S = 0.000 ft = Span # 1 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 0.24 92.5 994.5 0.19 11.1 135.0 0.0 0.00 0.0 0.0 0.55 215.7 1,381.3 0.44 26.0 187.5 0.0 0.00 0.0 0.0 0.63 246.6 1,270.8 0.50 29.7 172.5 0.0 0.00 0.0 0.0 0.47 184.9 1,381.3 0.38 22.3 187.5 0.0 0.00 0.0 0.0 0.53 208.0 1,270.8 0.42 25.1 172.5 C!a CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Machuga Addition Engineer: CRW C40 Project ID: 24-07 Project Descr: Wood Beam LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, DESCRIPTION: BM-17 Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Moment a� Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 3.0 ft 1 0.031 0.028 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.14 55.5 1,768.0 0.11 6.7 240.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0071 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.840 0.840 Max Upward from Load Combinations 0.840 0.840 Max Upward from Load Cases 0.525 0.525 D Only 0.315 0.315 +D+Lr 0.735 0.735 +D+S 0.840 0.840 +D+0.750Lr 0.630 0.630 +D+0.750S 0.709 0.709 +0.60D 0.189 0.189 Lr Only 0.420 0.420 S Only 0.525 0.525 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-18 Project Title: Machuga Addition Engineer: CRW C41 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 4x8 Span = 4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 14.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.4371 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 554.77psi fv: Actual F'b = 1,270.75psi F'v Load Combination +D+S Load Combination Location of maximum on span = 2.250ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio = 2402> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.036 in Ratio = 1501 > 180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations = 0.318 : 1 4x8 54.91 psi 172.50 psi +D+S = 3.909 ft = Span # 1 Load Combination Max tress atios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.209 0.153 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.53 208.0 994.5 0.35 20.6 135.0 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.351 0.256 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.24 485.4 1,381.3 0.81 48.0 187.5 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.437 0.318 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.42 554.8 1,270.8 0.93 54.9 172.5 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.301 0.220 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.06 416.1 1,381.3 0.70 41.2 187.5 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.368 0.269 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.20 468.1 1,270.8 0.78 46.3 172.5 C!a CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Machuga Addition Engineer: CRW C42 Project ID: 24-07 Project Descr: Wood Beam LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, DESCRIPTION: BM-18 Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atlos Momen Values Shear a ues Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.50 ft 1 0.071 0.051 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.32 124.8 1,768.0 0.21 12.4 240.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0360 2.266 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.260 1.260 Max Upward from Load Combinations 1.260 1.260 Max Upward from Load Cases 0.788 0.788 D Only 0.473 0.473 +D+Lr 1.103 1.103 +D+S 1.260 1.260 +D+0.750Lr 0.945 0.945 +D+0.750S 1.063 1.063 +0.60D 0.284 0.284 Lr Only 0.630 0.630 S Only 0.788 0.788 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: BM-19 Project Title: Machuga Addition Engineer: CRW C43 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species Hem -Fir Fc - Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(0.225) Lr(0.3) S(0.375) 48 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 15.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8321 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 1,056.70 psi fv: Actual F'b = 1,270.75psi F'v Load Combination +D+S Load Combination Location of maximum on span = 3.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.076 in Ratio = 945> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.122 in Ratio = 591 > 180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr D Only Length = 6.0 ft 1 0.398 0.237 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 6.0 ft 1 0.669 0.399 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 6.0 ft 1 0.832 0.495 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+0.750Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 6.0 ft 1 0.574 0.342 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 Length = 6.0 ft 1 0.702 0.418 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 = 0.495 :1 4x8 = 85.43 psi 172.50 psi +D+S = 0.000 ft = Span # 1 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 1.01 396.3 994.5 0.54 32.0 135.0 0.0 0.00 0.0 0.0 2.36 924.6 1,381.3 1.26 74.8 187.5 0.0 0.00 0.0 0.0 2.70 1,056.7 1,270.8 1.45 85.4 172.5 0.0 0.00 0.0 0.0 2.03 792.5 1,381.3 1.08 64.1 187.5 0.0 0.00 0.0 0.0 2.28 891.6 1,270.8 1.22 72.1 172.5 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Wood Beam LIC# : KW-06012717, Build:20.23.08.30 DESCRIPTION: BM-19 Project Title: Machuga Addition Engineer: CRW C44 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Maximum Forces & Stresses for Load Combinations Load Combination Max tress atios Momen Values Shear a ues Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v +0.60D 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.134 0.080 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.61 237.8 1,768.0 0.33 19.2 240.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.1218 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.800 1.800 Max Upward from Load Combinations 1.800 1.800 Max Upward from Load Cases 1.125 1.125 D Only 0.675 0.675 +D+Lr 1.575 1.575 +D+S 1.800 1.800 +D+0.750Lr 1.350 1.350 +D+0.750S 1.519 1.519 +0.60D 0.405 0.405 Lr Only 0.900 0.900 S Only 1.125 1.125 a CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing LIC# : KW-06012717, Build:20.23.0 DESCRIPTION: SF-16 Project Title: Machuga Addition Engineer: CRW C45 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 2,880.95 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 1.330 ft Length parallel to Z-Z Axis = 1.0 ft Z Footing Thickness = 8.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 2.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 85.8 % # Bars required on each side of zone 14.2 % Applied Loads n P : Column Load = 0.3150 OB : Overburden = M-xx = M-zz = V-x = V-z = 051 NMIN on co X-X Section Looking to +Z Lr L S 0.30 0.240 0.3750 =q"s=�"s=ass"�'';sIV VI'x��sp� 014AR;s` Now NUMM Von MEMO -: EN IMME #4 B co Z-Z Section Looking g to +X W E H k ksf k-ft k-ft k k CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing LIC# : KW-06012717, Build:20.23.08.30 DESCRIPTION: SF-16 DESIGN SUMMARY Min. Ratio PASS 0.5147 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.02239 PASS 0.02239 PASS 0.01641 PASS 0.01641 PASS 0.04636 PASS 0.04636 PASS 0.01468 PASS 0.01468 PASS 0.06336 Detailed Results Soil Bearing Rotation Axis & Load Combination... X-X, D Only X-X, +D+L X-X, +D+Lr X-X, +D+S X-X, +D+0.750Lr+0.750L X-X, +D+0.750L+0.750S X-X, +0.60D Z-Z, D Only Z-Z, +D+L Z-Z, +D+Lr Z-Z, +D+S Z-Z, +D+0.750Lr+0.750L Z-Z, +D+0.750L+0.750S Z-Z, +0.60D Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure Project Title: Machuga Addition Engineer: CRW C46 Project ID: 24-07 Project Descr: Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 ng, s- . Item Applied Capacity Governing Load Combination Soil Bearing 0.7720 ksf 1.50 ksf +D+0.750L+0.750S about Z-Z axis Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning Sliding - X-X 0.0 k 0.0 k No Sliding Sliding - Z-Z 0.0 k 0.0 k No Sliding Uplift 0.0 k 0.0 k No Uplift Z Flexure (+X) 0.1825 k-ft/ft 8.153 k-ft/ft +1.20D+0.50L+1.60S Z Flexure (-X) 0.1825 k-ft/ft 8.153 k-ft/ft +1.20D+0.50L+1.60S X Flexure (+Z) 0.1032 k-ft/ft 6.288 k-ft/ft +1.20D+0.50L+1.60S X Flexure (-Z) 0.1032 k-ft/ft 6.288 k-ft/ft +1.20D+0.50L+1.60S 1-way Shear (+X) 3.477 psi 75.0 psi +1.20D+0.50L+1.60S 1-way Shear (-X) 3.477 psi 75.0 psi +1.20D+0.50L+1.60S 1-way Shear (+Z) 1.101 psi 75.0 psi +1.20D+0.50L+1.60S 1-way Shear (-Z) 1.101 psi 75.0 psi +1.20D+0.50L+1.60S 2-way Punching 9.504 psi 150.0 psi +1.20D+0.50L+1.60S Gross Allowable 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Xecc Zecc Actual Soil Bearing Stress @ Location (in) Bottom, -Z Top, +Z Left, -X Right, +X n/a 0.0 0.4252 0.4252 n/a n/a n/a 0.0 0.6056 0.6056 n/a n/a n/a 0.0 0.6507 0.6507 n/a n/a n/a 0.0 0.7071 0.7071 n/a n/a n/a 0.0 0.7297 0.7297 n/a n/a n/a 0.0 0.7720 0.7720 n/a n/a n/a 0.0 0.2551 0.2551 n/a n/a 0.0 n/a n/a n/a 0.4252 0.4252 0.0 n/a n/a n/a 0.6056 0.6056 0.0 n/a n/a n/a 0.6507 0.6507 0.0 n/a n/a n/a 0.7071 0.7071 0.0 n/a n/a n/a 0.7297 0.7297 0.0 n/a n/a n/a 0.7720 0.7720 0.0 n/a n/a n/a 0.2551 0.2551 Overturning Moment Sliding Force Actual / Allow Ratio 0.284 0.404 0.434 0.471 0.487 0.515 0.170 0.284 0.404 0.434 0.471 0.487 0.515 0.170 Resisting Moment Stability Ratio Status All units k Resisting Force Stability Ratio Status Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D 0.04145 +Z Bottom 0.1728 AsMin 0.3008 6.288 X-X, +1.40D 0.04145 -Z Bottom 0.1728 AsMin 0.3008 6.288 X-X, +1.20D+0.50Lr+1.60L 0.08571 +Z Bottom 0.1728 AsMin 0.3008 6.288 X-X, +1.20D+0.50Lr+1.60L 0.08571 -Z Bottom 0.1728 AsMin 0.3008 6.288 X-X, +1.20D+1.60L+0.50S 0.08924 +Z Bottom 0.1728 AsMin 0.3008 6.288 X-X, +1.20D+1.60L+0.50S 0.08924 -Z Bottom 0.1728 AsMin 0.3008 6.288 X-X, +1.20D+1.60Lr+0.50L 0.09192 +Z Bottom 0.1728 AsMin 0.3008 6.288 X-X, +1.20D+1.60Lr+0.50L 0.09192 -Z Bottom 0.1728 AsMin 0.3008 6.288 X-X, +1.20D+1.60Lr 0.08064 +Z Bottom 0.1728 AsMin 0.3008 6.288 X-X, +1.20D+1.60Lr 0.08064 -Z Bottom 0.1728 AsMin 0.3008 6.288 X-X, +1.20D+0.50L+1.60S 0.1032 +Z Bottom 0.1728 AsMin 0.3008 6.288 Status OK OK OK OK OK OK OK OK OK OK OK CAITLIN ROSE Project Title: Machuga Addition Engineer: CRW C47 ENGINEERING, LLC Project 24-07 Project De scr: Caitlin R. Wilhelm, PE Printed: 1 MAR 2024, 10:35AM General Footing Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 DESCRIPTION: SF-16 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.20D+0.50L+1.60S 0.1032 -Z Bottom 0.1728 AsMin 0.3008 6.288 OK X-X, +1.20D+1.60S 0.09192 +Z Bottom 0.1728 AsMin 0.3008 6.288 OK X-X, +1.20D+1.60S 0.09192 -Z Bottom 0.1728 AsMin 0.3008 6.288 OK X-X, +1.20D+0.50Lr+0.50L 0.06090 +Z Bottom 0.1728 AsMin 0.3008 6.288 OK X-X, +1.20D+0.50Lr+0.50L 0.06090 -Z Bottom 0.1728 AsMin 0.3008 6.288 OK X-X, +1.20D+0.50L+0.50S 0.06443 +Z Bottom 0.1728 AsMin 0.3008 6.288 OK X-X, +1.20D+0.50L+0.50S 0.06443 -Z Bottom 0.1728 AsMin 0.3008 6.288 OK X-X, +1.20D+0.50L+0.70S 0.07148 +Z Bottom 0.1728 AsMin 0.3008 6.288 OK X-X, +1.20D+0.50L+0.70S 0.07148 -Z Bottom 0.1728 AsMin 0.3008 6.288 OK X-X, +0.90D 0.02665 +Z Bottom 0.1728 AsMin 0.3008 6.288 OK X-X, +0.90D 0.02665 -Z Bottom 0.1728 AsMin 0.3008 6.288 OK Z-Z, +1.40D 0.07332 -X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.40D 0.07332 +X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+0.50Lr+1.60L 0.1516 -X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+0.50Lr+1.60L 0.1516 +X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+1.60L+0.50S 0.1579 -X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+1.60L+0.50S 0.1579 +X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+1.60Lr+0.50L 0.1626 -X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+1.60Lr+0.50L 0.1626 +X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+1.60Lr 0.1426 -X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+1.60Lr 0.1426 +X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+0.50L+1.60S 0.1825 -X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+0.50L+1.60S 0.1825 +X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+1.60S 0.1626 -X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+1.60S 0.1626 +X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+0.50Lr+0.50L 0.1077 -X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+0.50Lr+0.50L 0.1077 +X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+0.50L+0.50S 0.1140 -X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+0.50L+0.50S 0.1140 +X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+0.50L+0.70S 0.1264 -X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +1.20D+0.50L+0.70S 0.1264 +X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +0.90D 0.04713 -X Bottom 0.1728 AsMin 0.40 8.153 OK Z-Z, +0.90D 0.04713 +X Bottom 0.1728 AsMin 0.40 8.153 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 1.40 psi 1.40 psi 0.44 psi 0.44 psi 1.40 psi 75.00 psi 0.02 OK +1.20D+0.50Lr+1.60L 2.89 psi 2.89 psi 0.91 psi 0.91 psi 2.89 psi 75.00 psi 0.04 OK +1.20D+1.60L+0.50S 3.01 psi 3.01 psi 0.95 psi 0.95 psi 3.01 psi 75.00 psi 0.04 OK +1.20D+1.60Lr+0.50L 3.10 psi 3.10 psi 0.98 psi 0.98 psi 3.10 psi 75.00 psi 0.04 OK +1.20D+1.60Lr 2.72 psi 2.72 psi 0.86 psi 0.86 psi 2.72 psi 75.00 psi 0.04 OK +1.20D+0.50L+1.60S 3.48 psi 3.48 psi 1.10 psi 1.10 psi 3.48 psi 75.00 psi 0.05 OK +1.20D+1.60S 3.10 psi 3.10 psi 0.98 psi 0.98 psi 3.10 psi 75.00 psi 0.04 OK +1.20D+0.50Lr+0.50L 2.05 psi 2.05 psi 0.65 psi 0.65 psi 2.05 psi 75.00 psi 0.03 OK +1.20D+0.50L+0.50S 2.17 psi 2.17 psi 0.69 psi 0.69 psi 2.17 psi 75.00 psi 0.03 OK +1.20D+0.50L+0.70S 2.41 psi 2.41 psi 0.76 psi 0.76 psi 2.41 psi 75.00 psi 0.03 OK +0.90D 0.90 psi 0.90 psi 0.28 psi 0.28 psi 0.90 psi 75.00 psi 0.01 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 3.82 psi 150.00psi 0.02545 OK +1.20D+0.50Lr+1.60L 7.89 psi 150.00psi 0.05263 OK +1.20D+1.60L+0.50S 8.22 psi 150.00psi 0.05479 OK +1.20D+1.60Lr+0.50L 8.47 psi 150.00psi 0.05644 OK +1.20D+1.60Lr 7.43 psi 150.00psi 0.04951 OK +1.20D+0.50L+1.60S 9.50 psi 150.00psi 0.06336 OK +1.20D+1.60S 8.47 psi 150.00psi 0.05644 OK +1.20D+0.50Lr+0.50L 5.61 psi 150.00psi 0.03739 OK +1.20D+0.50L+0.50S 5.93 psi 150.00psi 0.03956 OK +1.20D+0.50L+0.70S 6.58 psi 150.00psi 0.04389 OK +0.90D 2.45 psi 150.00psi 0.01636 OK 1:iRCAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: F1 Project Title: Machuga Addition Engineer: CRW C48 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 2,880.95 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 1.0 ft Length parallel to Z-Z Axis = 1.0 ft Z Footing Thickness = 6.0 in Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis =_ Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = # Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = # Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 3.0 in 2.0 4 2.0 4 n/a n/a n/a M X-X Section Looking to +Z M w 0 rn w �e��a efflMe -I--- -�'uls�'uls�'ulffF�'ulffF�'um"'tim"'ti smm- as ofofME emmo o MME nna CO Z-Z Section Looking to +X D Lr L S W E H P : Column Load = 0.3830 0.510 0.6380 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: F1 DESIGN SUMMARY Min. Ratio PASS 0.8027 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.04064 PASS 0.04064 PASS 0.04064 PASS 0.04064 PASS 0.1371 PASS 0.1371 PASS 0.1371 PASS 0.1371 PASS 0.2570 Detailed Results Soil Bearing Rotation Axis & Load Combination... X-X, D Only X-X, +D+Lr X-X, +D+S X-X, +D+0.750Lr X-X, +D+0.750S X-X, +0.60D Z-Z, D Only Z-Z, +D+Lr Z-Z, +D+S Z-Z, +D+0.750Lr Z-Z, +D+0.750S Z-Z, +0.60D Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Project Title: Machuga Addition Engineer: CRW C49 Project ID: 24-07 Project Descr: Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 s- . Item Applied Capacity Governing Load Combination Soil Bearing 1.204 ksf 1.50 ksf +D+S about Z-Z axis Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning Sliding - X-X 0.0 k 0.0 k No Sliding Sliding - Z-Z 0.0 k 0.0 k No Sliding Uplift 0.0 k 0.0 k No Uplift Z Flexure (+X) 0.1851 k-ft/ft 4.553 k-ft/ft +1.20D+1.60S Z Flexure (-X) 0.1851 k-ft/ft 4.553 k-ft/ft +1.20D+1.60S X Flexure (+Z) 0.1851 k-ft/ft 4.553 k-ft/ft +1.20D+1.60S X Flexure (-Z) 0.1851 k-ft/ft 4.553 k-ft/ft +1.20D+1.60S 1-way Shear (+X) 10.281 psi 75.0 psi +1.20D+1.60S 1-way Shear (-X) 10.281 psi 75.0 psi +1.20D+1.60S 1-way Shear (+Z) 10.281 psi 75.0 psi +1.20D+1.60S 1-way Shear (-Z) 10.281 psi 75.0 psi +1.20D+1.60S 2-way Punching 38.552 psi 150.0 psi +1.20D+1.60S Gross Allowable 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Xecc Zecc Actual Soil Bearing Stress @ Location (in) Bottom, -Z Top, +Z Left, -X Right, +X n/a 0.0 0.5655 0.5655 n/a n/a n/a 0.0 1.076 1.076 n/a n/a n/a 0.0 1.204 1.204 n/a n/a n/a 0.0 0.9480 0.9480 n/a n/a n/a 0.0 1.044 1.044 n/a n/a n/a 0.0 0.3393 0.3393 n/a n/a 0.0 n/a n/a n/a 0.5655 0.5655 0.0 n/a n/a n/a 1.076 1.076 0.0 n/a n/a n/a 1.204 1.204 0.0 n/a n/a n/a 0.9480 0.9480 0.0 n/a n/a n/a 1.044 1.044 0.0 n/a n/a n/a 0.3393 0.3393 Actual / Allow Ratio 0.377 0.717 0.803 0.632 0.696 0.226 0.377 0.717 0.803 0.632 0.696 0.226 Overturning Moment Resisting Moment Stability Ratio Status All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D 0.06703 +Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +1.40D 0.06703 -Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +1.20D+0.50Lr 0.08933 +Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +1.20D+0.50Lr 0.08933 -Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +1.20D+0.50S 0.09733 +Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +1.20D+0.50S 0.09733 -Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +1.20D+1.60Lr 0.1595 +Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +1.20D+1.60Lr 0.1595 -Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +1.20D+1.60S 0.1851 +Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +1.20D+1.60S 0.1851 -Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +1.20D+0.70S 0.1133 +Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +1.20D+0.70S 0.1133 -Z Bottom 0.1296 AsMin 0.40 4.553 OK X-X, +0.90D 0.04309 +Z Bottom 0.1296 AsMin 0.40 4.553 OK CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: F1 Fnntinn FIPYura Flexure Axis & Load Combination X-X, +0.90D Z-Z, +1.40D Z-Z, +1.40D Z-Z, +1.20D+0.50Lr Z-Z, +1.20D+0.50Lr Z-Z, +1.20D+0.50S Z-Z, +1.20D+0.50S Z-Z, +1.20D+1.60Lr Z-Z, +1.20D+1.60Lr Z-Z, +1.20D+1.60S Z-Z, +1.20D+1.60S Z-Z, +1.20D+0.70S Z-Z, +1.20D+0.70S Z-Z, +0.90D Z-Z, +0.90D One Way Shear Load Combination... +1.40D +1.20D+0.50Lr +1.20D+0.50S +1.20D+1.60Lr +1.20D+1.60S +1.20D+0.70S +0.90D Two -Way "Punching" Shear Load Combination... +1.40D +1.20D+0.50Lr +1.20D+0.50S +1.20D+1.60Lr +1.20D+1.60S +1.20D+0.70S +0.90D Project Title: Machuga Addition Engineer: CRW C50 Project ID: 24-07 Project Descr: Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 ng, Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft 0.04309 -Z Bottom 0.1296 AsMin 0.40 4.553 OK 0.06703 -X Bottom 0.1296 AsMin 0.40 4.553 OK 0.06703 +X Bottom 0.1296 AsMin 0.40 4.553 OK 0.08933 -X Bottom 0.1296 AsMin 0.40 4.553 OK 0.08933 +X Bottom 0.1296 AsMin 0.40 4.553 OK 0.09733 -X Bottom 0.1296 AsMin 0.40 4.553 OK 0.09733 +X Bottom 0.1296 AsMin 0.40 4.553 OK 0.1595 -X Bottom 0.1296 AsMin 0.40 4.553 OK 0.1595 +X Bottom 0.1296 AsMin 0.40 4.553 OK 0.1851 -X Bottom 0.1296 AsMin 0.40 4.553 OK 0.1851 +X Bottom 0.1296 AsMin 0.40 4.553 OK 0.1133 -X Bottom 0.1296 AsMin 0.40 4.553 OK 0.1133 +X Bottom 0.1296 AsMin 0.40 4.553 OK 0.04309 -X Bottom 0.1296 AsMin 0.40 4.553 OK 0.04309 +X Bottom 0.1296 AsMin 0.40 4.553 OK Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max 3.72 psi 3.72 psi 3.72 psi 3.72 psi 3.72 psi 4.96 psi 4.96 psi 4.96 psi 4.96 psi 4.96 psi 5.41 psi 5.41 psi 5.41 psi 5.41 psi 5.41 psi 8.86 psi 8.86 psi 8.86 psi 8.86 psi 8.86 psi 10.28 psi 10.28 psi 10.28 psi 10.28 psi 10.28 psi 6.29 psi 6.29 psi 6.29 psi 6.29 psi 6.29 psi 2.39 psi 2.39 psi 2.39 psi 2.39 psi 2.39 psi Vu 13.96 psi 18.61 psi 20.28 psi 33.22 psi 38.55 psi 23.60 psi 8.98 psi Phi*Vn 150.00psi 150.00psi 150.00psi 150.00psi 150.00psi 150.00psi 150.00psi Vu / Phi*Vn 0.09309 0.1241 0.1352 0.2215 0.257 0.1573 0.05984 Phi Vn Vu / Phi*Vn Status 75.00 psi 0.05 OK 75.00 psi 0.07 OK 75.00 psi 0.07 OK 75.00 psi 0.12 OK 75.00 psi 0.14 OK 75.00 psi 0.08 OK 75.00 psi 0.03 OK All units k Status OK OK OK OK OK OK OK CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: F1.5 Project Title: Machuga Addition Engineer: CRW C51 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Code References Calculations perACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 2,880.95 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 1.50 ft Z Footing Thickness = 6.0 in Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis =_ Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = # Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = # Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 3.0 in 2.0 4 2.0 4 M "�_! n/a X-X Section Lookin to +Z n/a g n/a N_ 0 N O/ W Z-Z Sectlon�� ����� Looking to +X D Lr L S W E H P : Column Load = 0.6290 0.8390 1.049 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing LIC# : KW-06012717, Build:20.23.08.30 DESCRIPTION: F1.5 DESIGN SUMMARY Min. Ratio PASS 0.6189 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.09435 PASS 0.09435 PASS 0.09435 PASS 0.09435 PASS 0.1983 PASS 0.1983 PASS 0.1983 PASS 0.1983 PASS 0.4391 Detailed Results Soil Bearing Rotation Axis & Load Combination... X-X, D Only X-X, +D+Lr X-X, +D+S X-X, +D+0.750Lr X-X, +D+0.750S X-X, +0.60D Z-Z, D Only Z-Z, +D+Lr Z-Z, +D+S Z-Z, +D+0.750Lr Z-Z, +D+0.750S Z-Z, +0.60D Overturning Stability Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Item Soil Bearing Overturning - X-X Overturning - Z-Z Sliding - X-X Sliding - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear(+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Gross Allowable 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Project Title: Machuga Addition Engineer: CRW C52 Project ID: 24-07 Project Descr: Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 aitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 s- . Applied Capacity Governing Load Combination 0.9283 ksf 1.50 ksf +D+S about Z-Z axis 0.0 k-ft 0.0 k-ft No Overturning 0.0 k-ft 0.0 k-ft No Overturning 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Uplift 0.3042 k-ft/ft 3.224 k-ft/ft +1.20D+1.60S 0.3042 k-ft/ft 3.224 k-ft/ft +1.20D+1.60S 0.3042 k-ft/ft 3.224 k-ft/ft +1.20D+1.60S 0.3042 k-ft/ft 3.224 k-ft/ft +1.20D+1.60S 14.870 psi 75.0 psi +1.20D+1.60S 14.870 psi 75.0 psi +1.20D+1.60S 14.870 psi 75.0 psi +1.20D+1.60S 14.870 psi 75.0 psi +1.20D+1.60S 65.859 psi 150.0 psi +1.20D+1.60S Xecc Zecc Actual Soil Bearing Stress @ Location (in) Bottom, -Z Top, +Z Left, -X Right, +X n/a 0.0 0.4621 0.4621 n/a n/a n/a 0.0 0.8349 0.8349 n/a n/a n/a 0.0 0.9283 0.9283 n/a n/a n/a 0.0 0.7417 0.7417 n/a n/a n/a 0.0 0.8117 0.8117 n/a n/a n/a 0.0 0.2772 0.2772 n/a n/a 0.0 n/a n/a n/a 0.4621 0.4621 0.0 n/a n/a n/a 0.8349 0.8349 0.0 n/a n/a n/a 0.9283 0.9283 0.0 n/a n/a n/a 0.7417 0.7417 0.0 n/a n/a n/a 0.8117 0.8117 0.0 n/a n/a n/a 0.2772 0.2772 Actual / Allow Ratio 0.308 0.557 0.619 0.495 0.541 0.185 0.308 0.557 0.619 0.495 0.541 0.185 Overturning Moment Resisting Moment Stability Ratio Status All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D 0.1101 +Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +1.40D 0.1101 -Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +1.20D+0.50Lr 0.1468 +Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +1.20D+0.50Lr 0.1468 -Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +1.20D+0.50S 0.1599 +Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +1.20D+0.50S 0.1599 -Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +1.20D+1.60Lr 0.2622 +Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +1.20D+1.60Lr 0.2622 -Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +1.20D+1.60S 0.3042 +Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +1.20D+1.60S 0.3042 -Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +1.20D+0.70S 0.1861 +Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +1.20D+0.70S 0.1861 -Z Bottom 0.1296 AsMin 0.2667 3.224 OK X-X, +0.90D 0.07076 +Z Bottom 0.1296 AsMin 0.2667 3.224 OK CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: F1.5 Project Title: Machuga Addition Engineer: CRW C53 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:35AM Project File: 24-07 - machuga addition.ec6 Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +0.901) 0.07076 -Z Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.40D 0.1101 -X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.40D 0.1101 +X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.20D+0.50Lr 0.1468 -X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.20D+0.50Lr 0.1468 +X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.20D+0.50S 0.1599 -X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.20D+0.50S 0.1599 +X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.20D+1.60Lr 0.2622 -X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.20D+1.60Lr 0.2622 +X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.20D+1.60S 0.3042 -X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.20D+1.60S 0.3042 +X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.20D+0.70S 0.1861 -X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +1.20D+0.70S 0.1861 +X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +0.90D 0.07076 -X Bottom 0.1296 AsMin 0.2667 3.224 OK Z-Z, +0.90D 0.07076 +X Bottom 0.1296 AsMin 0.2667 3.224 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi" Vn Status +1.40D +1.20D+0.50Lr +1.20D+0.50S +1.20D+1.60Lr +1.20D+1.60S +1.20D+0.70S +0.90D Two -Way "Punching" Shear Load Combination... +1.40D +1.20D+0.50Lr +1.20D+0.50S +1.20D+1.60Lr +1.20D+1.60S +1.20D+0.70S +0.90D 5.38 psi 5.38 psi 5.38 psi 5.38 psi 5.38 psi 75.00 psi 0.07 OK 7.18 psi 7.18 psi 7.18 psi 7.18 psi 7.18 psi 75.00 psi 0.10 OK 7.82 psi 7.82 psi 7.82 psi 7.82 psi 7.82 psi 75.00 psi 0.10 OK 12.82 psi 12.82 psi 12.82 psi 12.82 psi 12.82 psi 75.00 psi 0.17 OK 14.87 psi 14.87 psi 14.87 psi 14.87 psi 14.87 psi 75.00 psi 0.20 OK 9.10 psi 9.10 psi 9.10 psi 9.10 psi 9.10 psi 75.00 psi 0.12 OK 3.46 psi 3.46 psi 3.46 psi 3.46 psi 3.46 psi 75.00 psi 0.05 A11 ....h.. 1, OK Vu Phi*Vn Vu / Phi*Vn Status 23.84 psi 150.00psi 0.1589 OK 31.78 psi 150.00psi 0.2119 OK 34.63 psi 150.00psi 0.2308 OK 56.76 psi 150.00psi 0.3784 OK 65.86 psi 150.00psi 0.4391 OK 40.31 psi 150.00psi 0.2687 OK 15.32 psi 150.00psi 0.1022 OK 1:iRCAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: F2 Project Title: Machuga Addition Engineer: CRW C54 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:36AM Project File: 24-07 - machuga addition.ec6 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 2,880.95 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 8.0 in Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis =_ Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = # Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = # Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 0 P : Column Load = 1.118 OB : Overburden = M-xx = M-zz = V-x = V-z = 3.0 in 2.0 4 2.0 4 n/a n/a n/a I: 2 - # 4 Bars X-X Section Looking to +Z 2 - # 4 Bars _ — e0 M Z-Z Section Looking to +X Lr L S W E H 2.816 k ksf k-ft k-ft k k CAITLIN ROSE EnPrgojec net Title: CRWuga Addition C55 ENGINEERING, LLC Project ID: 24-07 Project Descr: Caitlin R. Wilhelm, PE Printed: 1 MAR 2024, 10:36AM General Footing Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 DESCRIPTION: F2 DESIGN SUMMARY is= Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7813 Soil Bearing 1.172 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1704 Z Flexure (+X) 0.7309 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1704 Z Flexure (-X) 0.7309 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1704 X Flexure (+Z) 0.7309 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1704 X Flexure (-Z) 0.7309 k-ft/ft 4.288 k-ft/ft +1.20D+1.60L PASS 0.1884 1-way Shear (+X) 14.131 psi 75.0 psi +1.20D+1.60L PASS 0.1884 1-way Shear (-X) 14.131 psi 75.0 psi +1.20D+1.60L PASS 0.1884 1-way Shear (+Z) 14.131 psi 75.0 psi +1.20D+1.60L PASS 0.1884 1-way Shear (-Z) 14.131 psi 75.0 psi +1.20D+1.60L PASS 0.3742 2-way Punching 56.133 psi 150.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.4678 0.4678 n/a n/a 0.312 X-X, +D+L 1.50 n/a 0.0 1.172 1.172 n/a n/a 0.781 X-X, +D+0.750L 1.50 n/a 0.0 0.9958 0.9958 n/a n/a 0.664 X-X, +0.60D 1.50 n/a 0.0 0.2807 0.2807 n/a n/a 0.187 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.4678 0.4678 0.312 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 1.172 1.172 0.781 Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 0.9958 0.9958 0.664 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.2807 0.2807 0.187 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D 0.1957 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.40D 0.1957 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+1.60L 0.7309 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+1.60L 0.7309 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+0.50L 0.3437 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D+0.50L 0.3437 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D 0.1677 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +1.20D 0.1677 -Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +0.90D 0.1258 +Z Bottom 0.1728 AsMin 0.20 4.288 OK X-X, +0.90D 0.1258 -Z Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.40D 0.1957 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.40D 0.1957 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+1.60L 0.7309 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+1.60L 0.7309 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+0.50L 0.3437 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D+0.50L 0.3437 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +1.20D 0.1677 -X Bottom 0.1728 AsMin 0.20 4.288 OK CAITLIN 1:iR ROSE Project Title: Engineer: Machuga Addition CRW C56 ENGINEERING, LLC Project ID:De 24-07 Project scr: Caitlin R. Wilhelm, PE Printed: 1 MAR 2024, 10:36AM General Footing Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 DESCRIPTION: F2 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z, +1.20D 0.1677 +X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +0.90D 0.1258 -X Bottom 0.1728 AsMin 0.20 4.288 OK Z-Z, +0.90D 0.1258 +X Bottom 0.1728 AsMin 0.20 4.288 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 3.78 psi 3.78 psi 3.78 psi 3.78 psi 3.78 psi 75.00 psi 0.05 OK +1.20D+1.60L 14.13 psi 14.13 psi 14.13 psi 14.13 psi 14.13 psi 75.00 psi 0.19 OK +1.20D+0.50L 6.65 psi 6.65 psi 6.65 psi 6.65 psi 6.65 psi 75.00 psi 0.09 OK +1.20D 3.24 psi 3.24 psi 3.24 psi 3.24 psi 3.24 psi 75.00 psi 0.04 OK +0.90D 2.43 psi 2.43 psi 2.43 psi 2.43 psi 2.43 psi 75.00 psi 0.03 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.401D 15.03 psi 150.00psi 0.1002 OK +1.20D+1.60L 56.13 psi 150.00psi 0.3742 OK +1.20D+0.50L 26.40 psi 150.00psi 0.176 OK +1.20D 12.88 psi 150.00psi 0.08586 OK +0.90D 9.66 psi 150.00psi 0.0644 OK 1:iRCAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing LIC# : KW-06012717, Build:20.23.08. DESCRIPTION: F2.5 Project Title: Machuga Addition Engineer: CRW C57 Project ID: 24-07 Project Descr: ng, Printed: 1 MAR 2024, 10:36AM Project File: 24-07 - machuga addition.ec6 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 2,880.95 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thickness = 8.0 in Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis =_ Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = # Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = # Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 0 P : Column Load = 3.019 OB : Overburden = M-xx = M-zz = V-x = V-z = 3.0 in 3.0 4 3.0 4 n/a n/a n/a X 2'-6" - # 4 Bars co ih X-X Section Looking to +Z X 10 0 m LU w - # 4 Bars Z-Z Section Looking to +X Lr L S W E H 4.025 5.031 k ksf k-ft k-ft k k CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing Project Title: Machuga Addition Engineer: CRW C58 Project I D:De 24-07 Project scr: Printed: 1 MAR 2024, 10:36AM Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 DESCRIPTION: F2.5 DESIGN SUMMARY - . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9840 Soil Bearing 1.476 ksf 1.50 ksf +D+S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2864 Z Flexure (+X) 1.459 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.2864 Z Flexure (-X) 1.459 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.2864 X Flexure (+Z) 1.459 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.2864 X Flexure (-Z) 1.459 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.3424 1-way Shear (+X) 25.679 psi 75.0 psi +1.20D+1.60S PASS 0.3424 1-way Shear (-X) 25.679 psi 75.0 psi +1.20D+1.60S PASS 0.3424 1-way Shear (+Z) 25.679 psi 75.0 psi +1.20D+1.60S PASS 0.3424 1-way Shear (-Z) 25.679 psi 75.0 psi +1.20D+1.60S PASS 0.7582 2-way Punching 113.736 psi 150.0 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.6714 0.6714 n/a n/a 0.448 X-X, +D+Lr 1.50 n/a 0.0 1.315 1.315 n/a n/a 0.877 X-X, +D+S 1.50 n/a 0.0 1.476 1.476 n/a n/a 0.984 X-X, +D+0.750Lr 1.50 n/a 0.0 1.154 1.154 n/a n/a 0.769 X-X, +D+0.750S 1.50 n/a 0.0 1.275 1.275 n/a n/a 0.850 X-X, +0.60D 1.50 n/a 0.0 0.4028 0.4028 n/a n/a 0.269 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.6714 0.6714 0.448 Z-Z, +D+Lr 1.50 0.0 n/a n/a n/a 1.315 1.315 0.877 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 1.476 1.476 0.984 Z-Z, +D+0.750Lr 1.50 0.0 n/a n/a n/a 1.154 1.154 0.769 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.275 1.275 0.850 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.4028 0.4028 0.269 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.40D 0.5283 +Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.40D 0.5283 -Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+0.50Lr 0.7044 +Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+0.50Lr 0.7044 -Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+0.50S 0.7673 +Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+0.50S 0.7673 -Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+1.60Lr 1.258 +Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+1.60Lr 1.258 -Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+1.60S 1.459 +Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+1.60S 1.459 -Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+0.70S 0.8931 +Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +1.20D+0.70S 0.8931 -Z Bottom 0.1728 AsMin 0.240 5.095 OK X-X, +0.90D 0.3396 +Z Bottom 0.1728 AsMin 0.240 5.095 OK CAITLIN ROSE net Title: EnPrgojec CRWuga Addition C59 ENGINEERING, LLC Project ID: 24-07 Project Descr: Caitlin R. Wilhelm, PE Printed: 1 MAR 2024, 10:36AM General Footing Project File: 24-07 - machuga addition.ec6 LIC# : KW-06012717, Build:20.23.08.30 Caitlin Rose Engineering, LLC (c) ENERCALC INC 1983-2023 DESCRIPTION: F2.5 Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +0.90D 0.3396 -Z Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.40D 0.5283 -X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.40D 0.5283 +X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+0.50Lr 0.7044 -X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+0.50Lr 0.7044 +X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+0.50S 0.7673 -X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+0.50S 0.7673 +X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+1.60Lr 1.258 -X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+1.60Lr 1.258 +X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+1.60S 1.459 -X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+1.60S 1.459 +X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+0.70S 0.8931 -X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +1.20D+0.70S 0.8931 +X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +0.90D 0.3396 -X Bottom 0.1728 AsMin 0.240 5.095 OK Z-Z, +0.90D 0.3396 +X Bottom 0.1728 AsMin 0.240 5.095 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 9.30 psi 9.30 psi 9.30 psi 9.30 psi 9.30 psi 75.00 psi 0.12 OK +1.20D+0.50Lr 12.40 psi 12.40 psi 12.40 psi 12.40 psi 12.40 psi 75.00 psi 0.17 OK +1.20D+0.50S 13.50 psi 13.50 psi 13.50 psi 13.50 psi 13.50 psi 75.00 psi 0.18 OK +1.20D+1.60Lr 22.14 psi 22.14 psi 22.14 psi 22.14 psi 22.14 psi 75.00 psi 0.30 OK +1.20D+1.60S 25.68 psi 25.68 psi 25.68 psi 25.68 psi 25.68 psi 75.00 psi 0.34 OK +1.20D+0.70S 15.72 psi 15.72 psi 15.72 psi 15.72 psi 15.72 psi 75.00 psi 0.21 OK +0.90D 5.98 psi 5.98 psi 5.98 psi 5.98 psi 5.98 psi 75.00 psi 0.08 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 41.18 psi 150.00psi 0.2746 OK +1.20D+0.50Lr 54.91 psi 150.00psi 0.3661 OK +1.20D+0.50S 59.81 psi 150.00psi 0.3987 OK +1.20D+1.60Lr 98.05 psi 150.00psi 0.6537 OK +1.20D+1.60S 113.74 psi 150.00psi 0.7582 OK +1.20D+0.70S 69.62 psi 150.00psi 0.4641 OK +0.90D 26.48 psi 150.00psi 0.1765 OK Project: Machuga Addition Sheet #: Project #: 24-07 Date: 3/1/2024 By: CRW WOOD SHEAR WALL CALCULATIONS & SUMMARY C60 Wall Loading Wall Geometry Shear Wall Design OVERTURNING - Local Wall Only, Not Compounded WALL ID TYPE [FTAO/SEG] SHEAR FORCE (ASD) [0.6•W] LENGTH HEIGHT ASPECT RATIO A/R ADJ FACTOR UNIT SHEAR NAILING STRAP FORCE (FTAO ONLY) DEAD LOAD [PLF] COMPRESSION D+0.6W TENSION 0.6D+0.6W HOLDOWN HARDWARE [SIMPSON STRONG -TIE] SW -A SEG 568 6 7.67 1.28 1.00 95 SW-6 -- 166.7 1027 427 LSTHD8 SW-C SEG 2274 24 9 0.38 1.00 95 SW-6 120 1717 -11 NO HD REQ'D SW-D SEG 1800 15.5 9 0.58 1.00 116 SW-6 120 1603 487 LSTHD8 SW-E SEG 653 7.33 7.67 1.05 1.00 89 SW-6 211.7 1149 218 LSTHD8 SW-F SEG 119 2.33 7.67 3.29 0.84 61 SW-6 -- 106.7 465 316 LSTHD8 SW-G SEG 119 2.33 7.67 3.29 0.84 61 SW-6 106.7 465 316 LSTHD8 SW-H SEG 267 3 7.67 2.56 0.93 96 SW-6 -- 151.7 820 547 LSTHD8 SW -I SEG 312 3.5 9 2.57 0.93 96 SW-6 120 928 676 LSTHD8 SW-J SEG 894 6 9 1.50 1.00 149 SW-6 300 1882 802 LSTHD8 SW-K SEG 1789 12 9 0.75 1.00 149 SW-6 270 2314 370 LSTHD8 SW-L SEG 1458 18 7.67 0.43 1.00 81 SW-6 -- 196.7 1683 -441 NO HD REQ'D SW-M FTAO 720 39 9 0.23 1.00 18 SW-6 270 3325 -2993 NO HD REQ'D SW-N SEG 388 21 9 0.43 1.00 18 SW-6 -- 210 1489 -1157 NO HD REQ'D