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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 19-00780 - 500 N 2nd E - DL Evans Bank Date: 12/20/2019 PERMIT STRUCTURAL CALCULATIONS JOB TITLE: DL EVANS REXBURG ADDRESS: NNA NORTH 2ND STREET REXBURG, ID 83440 Axiom Job Number: A19-121 Prepared for: Erstad Architects 310 N. 5th street 208.331.9031 Prepared by: Axiom PLLC 121 N 9th St, Suite 401 Boise, ID 83702 208.639.4520 ext. 4542 S K E L T O N YRRAL 16200 AL ENGI N E E R NOISSEFORP SNEDECIL FO I D A HO ETATS 12/20/2019 121 N. 9th St. STE. #401 · Boise, Idaho 83702 · (208) 639-4520 Project Name: Job Number: Engineer: Date: Reviewer: STRUCTURAL ENGINEERING CALCULATIONS Page 2 DL Evans Rexburg A19-121 12/20/2019 NB KR TABLE OF CONTENTS DESIGN CRITERIA...............................................................3 GRAVITY DESIGN...............................................................15 LATERAL DESIGN..............................................................36 SNOW DRIFT......................................................................53 DESIGN NARRATIVE Axiom is providing drawings and calculations for the proposed new DL Evans Bank in Rexburg, ID. The bank is to be a single story wood building, with a drive through canopy and a high roof above the entry way. The gravity system is to be wood bearing walls, supporting pre-engineered trusses. The lateral system is to be wood shear walls. Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:###### GOVERNIG CODE:IBC 2015 BUILDING DEPARTMENT OR AHJ:Rexburg, ID RISK CATEGORY OF BUILDING (IBC TABLE 1604.5):II MEAN ROOF HEIGHT:16 ft Roof Slope (ENTER AS VERTICAL RISE:12"):0.0:12 θ=0.00° ANALYSIS PROCEDURE USED: BASIC WIND SPEED (ATC WIND MAPS):115 mph EXPOSURE CATEGORY (SECTION 26.7.3): B TOPOGRAPHIC FACTOR (Kzt) (SECTION 26.8):1.0 WIND DIRECTIONALITY FACTOR (Kd) (TABLE 26.6-1)0.85 INTERNAL PRESSURE COEFF (Gcpi) (TABLE 26.11-1):0.18 VELOCITY PRESSURE EXP COEFF(Kz) (TABLE 28.3-1)0.70 VELOCITY PRESSURE (qz) (EQN 28.3-1):20.1 PSF ANALYSIS PROCEDURE USED (TABLE 20.3-1): SOIL SITE CLASSIFICATION:D MAPPED MCE (PER USGS):Ss=0.447g S1=0.157g DESIGN SPECTRAL ACCELERATION (PER USGS):SDS=0.430g SD1=0.228g SEISMIC DESIGN CATEGORY (SDC) (USGS):D SEISMIC IMPORTANCE FACTOR (Ie) (TABLE 1.5-2):1.00 SEISMIC FORCE RESISTING SYSTEM: RESPONSE MODIFICATION COEFF (R) (TABLE 12.2-1)6.5 0.02 OVERSTRENGTH FACTOR (Ω) (TABLE 12.2-1):3 0.75 DEFLECTION AMP FACTOR (Cd) (TABLE 12.2-1):4 4 sec REDUNDANCY (ρ):1.0 SEISMIC RESPONSE COEFF (Cs) (SECTION 12.8):0.066 GROUND SNOW LOAD (Pg) (FIGURE 7-1):50 PSF Pf=35 PSF (EQN 7.3-1) SNOW EXPOSURE FACTOR (Ce) (TABLE 7-2):1.0 Pm=35 PSF (SECTION 7.3.4) THERMAL FACTOR (Ct) (TABLE 7-3):1.0 Ps=35 PSF (EQN 7.4-1) SLOPE FACTOR (Cs) (FIGURE 7-2):1.0 ϒ=21 PCF (EQN 7.7-1) IMPORTANCE FACTOR (Is) (TABLE 1.5-2):1.00 hb=1.7 ft (EQN 7.3-1) MIN. SNOW LOAD PER AHJ: 35 PSF ALLOWABLE FOUNDATION BEARING PRESSURE:4000 PSF EQUIVALENT FLUID PRESSURE (UNCONSTRAINED): EQUIVALENT FLUID PRESSURE (CONSTRAINED): PASSIVE PRESSURE:200 PCF COEFFICIENT OF SLIDING FRICTION:0.35 DEAD ROOF 18 PSF LIVE (TABLE 4-1) GENERAL EQUIVALENT LATERAL FORCE LFWS ENVELOPE PROCEDURE PART 1 (PER ASCE 7-10 CH. 28.2; H<60') Ct: (TABLE 12.8-2) X: (SECTION 11.4.5) TL: (SECTION 11.4.5) Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 REMARKS & NOTES 20 PSF SNOW LOAD - ASCE 7 CHAPTER 7 SOILS & FOUNDATIONS - IBC CHAPTER 18 GEOTECH FIRM: REPORT #: Structural Engineering Calculations DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 DESIGN CRITERIA AND LOADS GRAVITY LOADS - ASCE 7 CHAPTER 3 & 4 E170107g MIN CONT FTG WIDTH: MIN SPREAD FTG DIMS: 6/23/2017 36 1.5 ft 2.5 ft REPORT DATE: FROST DEPTH: WIND DESIGN - ASCE 7 CHAPTER 26 SEISMIC DESIGN - ASCE 7 CHAPTER 11 & 12 MTI Page 3 Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:####### SLAB/DECK:NO FRAMING:NO COLUMNS:NO WALLS:NO Structural Engineering Calculations DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 Roof DEAD LOAD - ASCE 7 CHAPTER 3 SOFTWARE AUTO CALCULATION: Insulation 3 PSF 3 PSF 3 PSF PLYWOOD 3 PSF 3 PSF 3 PSF GRAVITY LOAD TAKE-OFF DEAD LOAD: CONST DEAD LOAD: SEISMIC DEAD LOAD: Roofing 3 PSF 3 PSF 3 PSF Sprinklers 2 PSF 2 PSF 2 PSF MISC 1 PSF 1 PSF 1 PSF FRAMING 0 PSF 0 PSF 0 PSF MEP 2 PSF 2 PSF 2 PSF FRAMING 4 PSF 4 PSF 4 PSF TOTAL DEAD LOAD FOR GSN=18 PSF 18 PSF 18 PSF DECK DEAD LOAD= 14 PSF 14 PSF 14 PSF SEISMIC LOAD TAKE-OFF TYPICAL GRAVITY 18 PSF 18 PSF COLUMNS 0 PSF 0 PSF 28 PSF LIVE LOAD - ASCE 7 CHAPTER 4 TABLE 4-1 REDUCIBLE: WALLS 5 PSF 5 PSF PARTITIONS 5 PSF 5 PSF ROOF LIVE LOAD 20 PSF YES TOTAL SEISMIC DEAD LOAD= 28 PSF SOFTWARE SEISMIC DL= Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 Page 4 Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:####### Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 TOTAL WALL DL =7 PSF MISC:MISC 1 PSF MEP MEP ALLOWANCE 1 PSF SIDING 7/16" PLYWOOD + 1 LAYER OF 5/8" GYP 4 PSF Structural Engineering Calculations DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 TYPICAL INTERIOR WALL LOADS DEAD LOAD - ASCE 7 CHAPTER 3 NOTES: WEIGHT: FRAMING:2x4 STUD @ 16" O.C. 1.3 PSF Page 5 Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:####### NOTES: 7/16" PLYWOOD + 1 LAYER OF 5/8" GYP 6" BATT 2x6 STUD @ 16" O.C. MISC Exterior Finishes WEIGHT: 4 PSF 0.4 PSF 2 PSF 1 PSF 8 PSF 15 PSFTOTAL WALL DL = FINISH Structural Engineering Calculations DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 TYPICAL EXTERIOR WALL LOADS DEAD LOAD - ASCE 7 CHAPTER 3 SIDING INSULATION: FRAMING: MISC: Page 6 Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:12/10/2019 D Ss= 0.447 S1= 0.157 SDS= 0.430g SD1= 0.228g D 1.00 6.5 0.02 3 0.75 4 4 sec 1.0 0.16 sec 0.066 0.219 Cs = 0.066 0.019 LEVEL h w Cvx Fx ROOF 16 ft 234k 1.000 15k 0 0 ft 0k 0.000 0k 0 0 ft 0k 0.000 0k 0 0 ft 0k 0.000 0k 0 0 ft 0k 0.000 0k Σ=234k Σ=15k LEVEL Fpx Fpx,min Fpx,max Fpx ROOF 15k 20k 40k 20k 0 0k 0k 0k 0k 0 0k 0k 0k 0k 0 0k 0k 0k 0k 0 0k 0k 0k 0k Rf 1.632352 L3 0 L2 0 Cs,min (EQN 12.8-5,6) = Ta (EQN 12.8-7) = PERIOD DETERMINATION (12.8.2.1) SEISMIC RESPONSE COEFFICIENT DETERMINATION (12.8.1.1) Cs (EQN 12.8-2) = Cs,max (EQN 12.8-3,4) = Vseismic = 15.5k LFWS EQUIVALENT LATERAL FORCE EQUIVALENT LATERAL FORCE PER ASCE 7 SECTION 12.8 SEISMIC IMPORTANCE FACTOR (Ie) (TABLE 1.5-2) SEISMIC FORCE RESISTING SYSTEM: RESPONSE MODIFICATION COEFF (R) (TABLE 12.2-1) OVERSTRENGTH FACTOR (Ω) (TABLE 12.2-1): DEFLECTION AMP FACTOR (Cd) (TABLE 12.2-1): DIAPHRAGM FORCES (ASCE 7 SECTION 12.10.1.1) Structural Engineering Calculations DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 DESIGN SEISMIC LOADS - GENERAL Ct: (TABLE 12.8-2) X: (SECTION 11.4.5) TL: (SECTION 11.4.5) ANALYSIS PROCEDURE USED (TABLE 20.3-1): SOIL SITE CLASSIFICATION: MAPPED MCE (PER USGS): DESIGN SPECTRAL ACCELERATION (PER USGS): SEISMIC DESIGN CATEGORY (SDC) (USGS): VERTICAL DISTRIBUTION OF SEISMIC FORCES (ASCE 7 SECTION 12.8.3) REDUNDANCY (ρ): 15k 0k 0k 0k 0k ROOF 0 0 0 0 SEISMIC FORCE DIST 20k 0k 0k 0k 0k ROOF 0 0 0 0 DIAPHRAGM FORCE DIST Page 7 Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:12/10/2019 ENVELOPE PROCEDURE PART 1 (PER ASCE 7-10 CH. 28.2; H<60') 115 mph B 1.0 θ=0.00° 0.85 0.18 a =5.5 ft 0.70 2a =11 ft 20.1 PSF ZONE 1: 4.43 PSF ZONE 1E: 8.66 PSF ZONE 2:-17.53 PSF ZONE 2E: -25.18 PSF ZONE 4: -9.47 PSF ZONE 4E: -12.29 PSF ZONE 3:-11.08 PSF ZONE 3E: -14.30 PSF 16.00 PSF 20.95 PSF 8.00 PSF 10.88 PSF ZONE 1: 11.68 PSF ZONE 1E: 15.91 PSF ZONE 2:-10.27 PSF ZONE 2E: -17.93 PSF ZONE 4: -2.22 PSF ZONE 4E: -5.04 PSF ZONE 3:-3.83 PSF ZONE 3E: -7.05 PSF 16.00 PSF 20.95 PSF 8.00 PSF 10.88 PSF ZONE 1: -12.69 PSF ZONE 1E: -13.30 PSF ZONE 2:-17.53 PSF ZONE 2E: -25.18 PSF ZONE 4: -12.69 PSF ZONE 4E: -13.30 PSF ZONE 3:-11.08 PSF ZONE 3E: -14.30 PSF 16.00 PSF 16.00 PSF 8.00 PSF 10.88 PSF ZONE 5: 4.43 PSF ZONE 5E: 8.66 PSF ZONE 6: -9.47 PSF ZONE 6E: -12.29 PSF 16.00 PSF 20.95 PSF ZONE 1: -5.44 PSF ZONE 1E: -6.04 PSF ZONE 2:-10.27 PSF ZONE 2E: -17.93 PSF ZONE 4: -5.44 PSF ZONE 4E: -6.04 PSF ZONE 3:-3.83 PSF ZONE 3E: -7.05 PSF 16.00 PSF 16.00 PSF 8.00 PSF 10.88 PSF ZONE 5: 11.68 PSF ZONE 5E: 15.91 PSF ZONE 6: -2.22 PSF ZONE 6E: -5.04 PSF 16.00 PSF 20.95 PSF Wind Governs both directions N/S:Vw =29.85 kips VE =15.5 kips E/W:Vw =22.46 kips VE =15.5 kips Structural Engineering Calculations DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 WALLS DESIGN WIND LOADS - GENERAL ANALYSIS PROCEDURE USED: BASIC WIND SPEED (ATC WIND MAPS): EXPOSURE CATEGORY (SECTION 26.7.3): TOPOGRAPHIC FACTOR (Kzt) (SECTION 26.8): WIND DIRECTIONALITY FACTOR (Kd) (TABLE 26.6-1): INTERNAL PRESSURE COEFF (Gcpi) (TABLE 26.11-1): LOAD CASE A: p = qh [(GC pf )-(+GC pi )] (EQN 28.3-1; GCpf PER FIGURE 28.4-1): p = q h [(GC pf )-(-GC pi )] (EQN 28.3-1; GCpf PER FIGURE 28.4-1): VELOCITY PRESSURE EXP COEFF(Kz) (TABLE 28.3-1): VELOCITY PRESSURE (qz) (EQN 28.3-1): MWFRS PER ASCE 7 SECTION 28.4 WALLS ROOF: ROOF: LOAD CASE B: p = q h [(GC pf )-(+GC pi )] (GCpf PER FIGURE 28.4-1): WALLS ROOF: p = q h [(GC pf )-(-GCpi )] (GCpf PER FIGURE 28.4-1): WALLS ROOF: Page 8 Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:####### Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 Structural Engineering Calculations DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 Page 9 Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:12/10/2019 115 mph B 1.0 θ=0.00° 0.85 0.18 0.70 20.1 PSF - - -58 PSF -56 PSF -85 PSF -43 PSF - - - - Parapets (PSF) ROOF SURFACES: WALL SURFACES: 23.8 PSF Structural Engineering Calculations DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 DESIGN WIND LOADS - GENERAL BASIC WIND SPEED (ATC WIND MAPS): EXPOSURE CATEGORY (SECTION 26.7.3): TOPOGRAPHIC FACTOR (Kzt) (SECTION 26.8): WIND DIRECTIONALITY FACTOR (Kd) (TABLE 26.6-1) INTERNAL PRESSURE COEFF (Gcpi) (TABLE 26.11-1): VELOCITY PRESSURE EXP COEFF(Kz) (TABLE 28.3-1) VELOCITY PRESSURE (qz) (EQN 28.3-1): C&C PER ASCE 7 SECTION 30.4 p = q h [(GC pf )-(+/-GC pi )] (EQN 30.4-1; GCpf PER FIG 30.4-1 & FIG 30.4-2A): Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 EFFECTIVE WIND AREA (FT2) 23.3 PSF 23.8 PSF 23.3 PSF -24 PSF10 100 10 POSITIVE PRESSURE (PSF) NEGATIVE PRESSURE (PSF) 16.0 PSF 16.0 PSF 16.0 PSF -22 PSF -40 PSF 100 10 100 10 50 10 50 -26 PSF -60 PSF -26 PSF -28 PSF -27 PSF -32 PSF -31 PSF 16.0 PSF 16.0 PSF 16.0 PSF Page 10 Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:12/10/2019 Structural Engineering Calculations DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 Page 11 Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:12/10/2019 Structural Engineering Calculations DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 Page 12 Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:12/10/2019 DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 Structural Engineering Calculations Page 13 Project Name: Job #:A19-121 Engineer:NB Reviewer:KR Date:12/10/2019 Structural Engineering Calculations DL Evans Rexburg 121 N 9th St, Suite 401 Boise, ID 83702 Tel.208.639.4520 Boise, ID Salt Lake City, UT Albuquerque, NM 121 N. 9th Street, Suite 401 Boise, ID 83702 Office 208-639-4520 Page 14 121 N. 9th St. STE. #401 · Boise, Idaho 83702 · (208) 639-4520 Project Name: Job Number: Engineer: Date: Reviewer: STRUCTURAL ENGINEERING CALCULATIONS Page 15 DL Evans Rexburg A19-121 12/20/2019 NB KR GRAVITY DESIGN Steel Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :Steel B01 (W10x) Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method :ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Load Resistance Factor Design Fy : Steel Yield :50.0 ksiBeam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loadingLoads on all spans...Uniform Load on ALL spans : D = 0.0180, Lr = 0.020, S = 0.0350, W = -0.030 ksf, Tributary Width = 13.50 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.469: 1 Load Combination +1.20D+1.60S-0.50W+1.60H Span # where maximum occurs Span # 1 Location of maximum on span 14.667ft 13.816 k Mn * Phi : Allowable 137.250 k-ft Vn * Phi : Allowable W10x30Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +1.20D+1.60S-0.50W+1.60H 94.50 k Section used for this span W10x30 Mu : Applied Maximum Shear Stress Ratio =0.146 : 1 14.667 ft 64.305 k-ft Vu : Applied 711 >=360356Ratio =3638 >=180 Maximum DeflectionMax Downward Transient Deflection 0.394 in 609Ratio =>=360Max Upward Transient Deflection -0.337 in Ratio = Max Downward Total Deflection 0.674 in Ratio =>=180Max Upward Total Deflection -0.066 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios M V max Mu -max Mu +Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length +1.40D+1.60H Dsgn. L = 14.67 ft 1 0.139 0.043 2.94 -19.11 19.11 152.50 137.25 1.00 1.00 4.11 94.50 94.50 Dsgn. L = 10.00 ft 2 0.139 0.040 -19.11 19.11 152.50 137.25 1.00 1.00 3.82 94.50 94.50 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 14.67 ft 1 0.169 0.053 3.56 -23.13 23.13 152.50 137.25 1.00 1.00 4.97 94.50 94.50 Dsgn. L = 10.00 ft 2 0.169 0.049 -23.13 23.13 152.50 137.25 1.00 1.00 4.63 94.50 94.50 +1.20D+1.60L+0.50S+1.60H Dsgn. L = 14.67 ft 1 0.205 0.064 4.34 -28.19 28.19 152.50 137.25 1.00 1.00 6.06 94.50 94.50 Dsgn. L = 10.00 ft 2 0.205 0.060 -28.19 28.19 152.50 137.25 1.00 1.00 5.64 94.50 94.50 +1.20D+1.60Lr+L+1.60H Dsgn. L = 14.67 ft 1 0.277 0.086 5.85 -37.98 37.98 152.50 137.25 1.00 1.00 8.16 94.50 94.50 Dsgn. L = 10.00 ft 2 0.277 0.080 -37.98 37.98 152.50 137.25 1.00 1.00 7.60 94.50 94.50 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 14.67 ft 1 0.203 0.063 4.29 -27.86 27.86 152.50 137.25 1.00 1.00 5.98 94.50 94.50 Dsgn. L = 10.00 ft 2 0.203 0.059 -27.86 27.86 152.50 137.25 1.00 1.00 5.57 94.50 94.50 +1.20D+1.60Lr-0.50W+1.60HDsgn. L = 14.67 ft 1 0.350 0.109 7.41 -48.11 48.11 152.50 137.25 1.00 1.00 10.34 94.50 94.50Dsgn. L = 10.00 ft 2 0.350 0.102 -48.11 48.11 152.50 137.25 1.00 1.00 9.62 94.50 94.50+1.20D+L+1.60S+1.60HDsgn. L = 14.67 ft 1 0.395 0.123 8.34 -54.18 54.18 152.50 137.25 1.00 1.00 11.64 94.50 94.50Dsgn. L = 10.00 ft 2 0.395 0.115 -54.18 54.18 152.50 137.25 1.00 1.00 10.84 94.50 94.50+1.20D+1.60S+0.50W+1.60HDsgn. L = 14.67 ft 1 0.321 0.100 6.79 -44.06 44.06 152.50 137.25 1.00 1.00 9.47 94.50 94.50 Page 16 Steel Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :Steel B01 (W10x) Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios M V max Mu -max Mu +Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length Dsgn. L = 10.00 ft 2 0.321 0.093 -44.06 44.06 152.50 137.25 1.00 1.00 8.81 94.50 94.50 +1.20D+1.60S-0.50W+1.60H Dsgn. L = 14.67 ft 1 0.469 0.146 9.90 -64.31 64.31 152.50 137.25 1.00 1.00 13.82 94.50 94.50 Dsgn. L = 10.00 ft 2 0.469 0.136 -64.31 64.31 152.50 137.25 1.00 1.00 12.86 94.50 94.50 +1.20D+0.50Lr+L+W+1.60H Dsgn. L = 14.67 ft 1 0.021 0.007 0.44 -2.88 2.88 152.50 137.25 1.00 1.00 0.62 94.50 94.50 Dsgn. L = 10.00 ft 2 0.021 0.006 -2.88 2.88 152.50 137.25 1.00 1.00 0.58 94.50 94.50 +1.20D+0.50Lr+L-W+1.60H Dsgn. L = 14.67 ft 1 0.316 0.099 6.68 -43.38 43.38 152.50 137.25 1.00 1.00 9.32 94.50 94.50 Dsgn. L = 10.00 ft 2 0.316 0.092 -43.38 43.38 152.50 137.25 1.00 1.00 8.68 94.50 94.50 +1.20D+L+0.50S+W+1.60H Dsgn. L = 14.67 ft 1 0.058 0.018 1.22 -7.94 7.94 152.50 137.25 1.00 1.00 1.71 94.50 94.50 Dsgn. L = 10.00 ft 2 0.058 0.017 -7.94 7.94 152.50 137.25 1.00 1.00 1.59 94.50 94.50 +1.20D+L+0.50S-W+1.60H Dsgn. L = 14.67 ft 1 0.353 0.110 7.46 -48.44 48.44 152.50 137.25 1.00 1.00 10.41 94.50 94.50 Dsgn. L = 10.00 ft 2 0.353 0.103 -48.44 48.44 152.50 137.25 1.00 1.00 9.69 94.50 94.50 +0.90D+W+1.60H Dsgn. L = 14.67 ft 1 0.058 0.018 7.97 -1.23 7.97 152.50 137.25 1.00 1.00 1.71 94.50 94.50 Dsgn. L = 10.00 ft 2 0.058 0.017 7.97 7.97 152.50 137.25 1.00 1.00 1.59 94.50 94.50 +0.90D-W+1.60H Dsgn. L = 14.67 ft 1 0.237 0.074 5.01 -32.54 32.54 152.50 137.25 1.00 1.00 6.99 94.50 94.50 Dsgn. L = 10.00 ft 2 0.237 0.069 -32.54 32.54 152.50 137.25 1.00 1.00 6.51 94.50 94.50 +1.20D+L+0.20S+E+1.90H Dsgn. L = 14.67 ft 1 0.154 0.048 3.25 -21.11 21.11 152.50 137.25 1.00 1.00 4.53 94.50 94.50 Dsgn. L = 10.00 ft 2 0.154 0.045 -21.11 21.11 152.50 137.25 1.00 1.00 4.22 94.50 94.50 +0.90D+E+0.90H Dsgn. L = 14.67 ft 1 0.090 0.028 1.89 -12.29 12.29 152.50 137.25 1.00 1.00 2.64 94.50 94.50 Dsgn. L = 10.00 ft 2 0.090 0.026 -12.29 12.29 152.50 137.25 1.00 1.00 2.46 94.50 94.50 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750S-0.450W+H+D+0.750S-0.450W+H 1 0.0042 2.464 -0.0453 11.382 +D+0.750S-0.450W+H 2 0.6744 10.000 0.0000 11.382 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.177 16.794 Overall MINimum 0.118 0.622 +D+H 1.071 5.663 +D+L+H 1.071 5.663 +D+Lr+H 2.131 11.263 +D+S+H 2.926 15.464 +D+0.750Lr+0.750L+H 1.866 9.863 +D+0.750L+0.750S+H 2.462 13.013 +D+0.60W+H 0.118 0.622 +D-0.60W+H 2.025 10.703 +D+0.750Lr+0.450W+H 1.151 6.083 +D+0.750Lr-0.450W+H 2.581 13.643 +D+0.750S+0.450W+H 1.747 9.233 +D+0.750S-0.450W+H 3.177 16.794 +0.60D+0.60W+0.60H -0.311 -1.643 +0.60D-0.60W+0.60H 1.596 8.438 +D+0.70E+0.60H 1.071 5.663 +D+0.750L+0.750S+0.5250E+H 2.462 13.013 +0.60D+0.70E+H 0.643 3.398 D Only 1.071 5.663 Lr Only 1.060 5.600 L Only S Only 1.854 9.801 W Only -1.589 -8.401 -W 1.589 8.401 E Only H Only Page 17 Steel Column Licensee : LH EngineeringLic. # : KW-06009264 Description :Steel C01 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . .Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 16.0Overall Column Height ft Top & Bottom FixityLoad Resistance Factor Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 50.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Lu for X-X Axis buckling : K = 1.0 Lu for Y-Y Axis buckling : K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 249.920 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 16.0 ft, Yecc = 1.0 in, D = 5.497, LR = 5.60, S = 9.810, W = 8.401 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.3543 Location of max.above base 16.0 ft 26.793 k 93.847 k -2.208 k-ft Load Combination +1.20D+1.60S+0.50W+1.60H Load Combination +1.20D+1.60S+0.50W+1.60H 28.538 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.1380 k 0.003060 : 1 Location of max.above base 0.0 ftAt maximum location values are . . . : 1 At maximum location values are . . . k Pu 0.9 * Pn Mu-x Vu : AppliedVn * Phi : Allowable 0.9 * Mn-x : 0.9 * Mn-y : Mu-y 28.538 k-ft 0.0 k-ft Maximum Load Reactions . . (see tab for all) Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.08664 k Bottom along Y-Y 0.08664 k Maximum Load Deflections . . . Along Y-Y -0.08552 in at 9.342ft above base for load combination :+D+0.750S+0.450W+H Along X-X 0.0 in at 0.0ft above base for load combination : 45.096 . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosLoad Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry +1.40D+1.60H PASS PASS0.00 0.001 0.00 ftft0.086 0.00 1.00 99.48 99.48+1.20D+0.50Lr+1.60L+1.60H PASS PASS0.00 0.001 0.00 ftft0.103 0.00 1.00 99.48 99.48+1.20D+1.60L+0.50S+1.60H PASS PASS0.00 0.001 0.00 ftft0.126 0.00 1.00 99.48 99.48 +1.20D+1.60Lr+L+1.60H PASS PASS0.00 0.002 0.00 ftft0.169 0.00 1.00 99.48 99.48 +1.20D+1.60Lr+0.50W+1.60H PASS PASS16.00 0.002 0.00 ftft0.265 1.66 1.00 99.48 99.48+1.20D+1.60Lr-0.50W+1.60H PASS PASS0.00 0.001 0.00 ftft0.124 0.00 1.00 99.48 99.48 +1.20D+L+1.60S+1.60H PASS PASS16.00 0.003 0.00 ftft0.299 1.66 1.00 99.48 99.48 +1.20D+1.60S+0.50W+1.60H PASS PASS16.00 0.003 0.00 ftft0.354 1.66 1.00 99.48 99.48+1.20D+1.60S-0.50W+1.60H PASS PASS0.00 0.002 0.00 ftft0.196 0.00 1.00 99.48 99.48+1.20D+0.50Lr+L+W+1.60H PASS PASS0.00 0.002 0.00 ftft0.193 0.00 1.00 99.48 99.48 +1.20D+0.50Lr+L-W+1.60H PASS PASS0.00 0.000 0.00 ftft0.014 0.00 1.00 99.48 99.48 +1.20D+L+0.50S+W+1.60H PASS PASS16.00 0.002 0.00 ftft0.267 1.66 1.00 99.48 99.48+1.20D+L+0.50S-W+1.60H PASS PASS0.00 0.000 0.00 ftft0.036 0.00 1.00 99.48 99.48 +0.90D+W+1.60H PASS PASS0.00 0.002 0.00 ftft0.145 0.00 1.00 99.48 99.48 +0.90D-W+1.60H PASS PASS16.00 0.000 0.00 ftft0.027 1.66 1.00 99.48 99.48+1.20D+L+0.20S+E+1.90H PASS PASS0.00 0.001 0.00 ftft0.094 0.00 1.00 99.48 99.48+0.90D+E+0.90H PASS PASS0.00 0.001 0.00 ftft0.055 0.00 1.00 99.48 99.48 . Page 18 Steel Column Licensee : LH EngineeringLic. # : KW-06009264 Description :Steel C01 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments +D+H 0.0295.747 -0.029 +D+L+H 0.0295.747 -0.029 +D+Lr+H 0.05811.347 -0.058 +D+S+H 0.08015.557 -0.080 +D+0.750Lr+0.750L+H 0.0519.947 -0.051 +D+0.750L+0.750S+H 0.06713.104 -0.067 +D+0.60W+H 0.05510.788 -0.055 +D-0.60W+H 0.0020.706 -0.002 +D+0.750Lr+0.450W+H 0.07013.727 -0.070 +D+0.750Lr-0.450W+H 0.0316.166 -0.031 +D+0.750S+0.450W+H 0.08716.885 -0.087 +D+0.750S-0.450W+H 0.0479.324 -0.047 +0.60D+0.60W+0.60H 0.0438.489 -0.043 +0.60D-0.60W+0.60H -0.009-1.592 0.009 +D+0.70E+0.60H 0.0295.747 -0.029 +D+0.750L+0.750S+0.5250E+H 0.06713.104 -0.067 +0.60D+0.70E+H 0.0173.448 -0.017 D Only 0.0295.747 -0.029 Lr Only 0.0295.600 -0.029 L Only S Only 0.0519.810 -0.051 W Only 0.0448.401 -0.044 -W -0.044-8.401 0.044 E Only H Only k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 0.08716.885 -0.087 -1.386 Minimum"-0.044-8.401 0.044 0.700MaximumReaction, X-X Axis Base 0.0295.747 -0.029 -0.458Minimum"0.0295.747 -0.029 -0.458 MaximumReaction, Y-Y Axis Base -0.044-8.401 0.044 0.700 Minimum"0.08716.885 -0.087 -1.386MaximumReaction, X-X Axis Top 0.0295.747 -0.029 -0.458 Minimum"0.0295.747 -0.029 -0.458 MaximumReaction, Y-Y Axis Top 0.0295.747 -0.029 -0.458Minimum"-0.009-1.592 0.009 0.145MaximumMoment, X-X Axis Base 0.0295.747 -0.029 -0.458 Minimum"0.0295.747 -0.029 -0.458 MaximumMoment, Y-Y Axis Base 0.0295.747 -0.029 -0.458Minimum"0.0295.747 -0.029 -0.458 MaximumMoment, X-X Axis Top -0.044-8.401 0.044 0.700 Minimum"0.08716.885 -0.087 -1.386MaximumMoment, Y-Y Axis Top 0.0295.747 -0.029 -0.458 Minimum"0.0295.747 -0.029 -0.458 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 -0.028 9.342 ftftinin0.000 +D+L+H 0.0000 -0.028 9.342 ftftinin0.000 +D+Lr+H 0.0000 -0.057 9.342 ftftinin0.000 +D+S+H 0.0000 -0.079 9.342 ftftinin0.000 +D+0.750Lr+0.750L+H 0.0000 -0.050 9.342 ftftinin0.000 +D+0.750L+0.750S+H 0.0000 -0.066 9.342 ftftinin0.000 +D+0.60W+H 0.0000 -0.054 9.342 ftftinin0.000 +D-0.60W+H 0.0000 -0.002 9.342 ftftinin0.000 +D+0.750Lr+0.450W+H 0.0000 -0.069 9.342 ftftinin0.000 Page 19 Steel Column Licensee : LH EngineeringLic. # : KW-06009264 Description :Steel C01 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+0.750Lr-0.450W+H 0.0000 -0.030 9.342 ftftinin0.000 +D+0.750S+0.450W+H 0.0000 -0.086 9.342 ftftinin0.000 +D+0.750S-0.450W+H 0.0000 -0.047 9.342 ftftinin0.000 +0.60D+0.60W+0.60H 0.0000 -0.043 9.342 ftftinin0.000 +0.60D-0.60W+0.60H 0.0000 0.009 9.342 ftftinin0.000 +D+0.70E+0.60H 0.0000 -0.028 9.342 ftftinin0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 -0.066 9.342 ftftinin0.000 +0.60D+0.70E+H 0.0000 -0.017 9.342 ftftinin0.000 D Only 0.0000 -0.028 9.342 ftftinin0.000 Lr Only 0.0000 -0.029 9.342 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 -0.050 9.342 ftftinin0.000 W Only 0.0000 -0.043 9.342 ftftinin0.000 -W 0.0000 0.043 9.342 ftftinin0.000 E Only 0.0000 0.000 0.000 ftftinin0.000 H Only 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :HSS5x5x1/4 R xx = 1.930 in Depth =5.000 in R yy = 1.930 in J =25.800 in^4 Width =5.000 in Wall Thick = 0.250 in Zx =7.610 in^3 Area = 4.300 in^2 Weight =15.620 plf I xx =16.00 in^4 S xx =6.41 in^3Design Thick =0.233 in I yy =16.000 in^4 C =10.500 in^3 S yy =6.410 in^3 Ycg =0.000 in Sketches Page 20 General Footing Licensee : LH EngineeringLic. # : KW-06009264 Description :F4 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-107 11th and Main Remodel\Engineering\EnercalcEnercalc . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.0 Analysis Settings 250.0ksiNo ksfAllowable Soil Bearing == 3.0 60.03,122.0145.0 =0.350 Flexure =0.90 Shear = ValuesM 0.00180 1.50 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =0.0 ksfwhen max. length or width is greater than =0.0 ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below 0.0 ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff.Ec : Concrete Elastic Modulus = =Footing base depth below soil surface 4.0 ft=Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 4 ft Length parallel to Z-Z Axis = 4.0 ft =Pedestal dimensions...px : parallel to X-X Axis 0.0 inpz : parallel to Z-Z Axis 0.0 inHeight== 0.0 in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 5Number of Bars =4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =5Number of Bars =4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 5.497 5.60 0.0 9.810 8.401 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x ==0.0 k0.0 0.0 0.0 0.0 0.0 0.0V-z 0.0 k0.0 0.0 0.0 0.0 0.00.0 0.0 0.0M-xx =0.0 k-ft=0.0 0.00.0 k-ft0.00.0 0.00.0 0.0 0.0 0.0 0.0 H = Page 21 General Footing Licensee : LH EngineeringLic. # : KW-06009264 Description :F4 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-107 11th and Main Remodel\Engineering\EnercalcEnercalc . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.1771 Soil Bearing 1.240 ksf 7.0 ksf +D+0.750S+0.450W+H 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 1.035 Uplift 5.041 k 5.218 k +0.60D+0.60W+0.60H PASS 0.2730 Z Flexure (+X)3.312 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S+0.50W+1.60H PASS 0.2730 Z Flexure (-X)3.312 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S+0.50W+1.60H PASS 0.2730 X Flexure (+Z)3.312 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S+0.50W+1.60H PASS 0.2730 X Flexure (-Z)3.312 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S+0.50W+1.60H PASS 0.2314 1-way Shear (+X)19.011 psi 82.158 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2314 1-way Shear (-X)19.011 psi 82.158 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2314 1-way Shear (+Z)19.011 psi 82.158 psi +1.20D+1.60S+0.50W+1.60H PASS 0.2314 1-way Shear (-Z)19.011 psi 82.158 psi +1.20D+1.60S+0.50W+1.60H PASS 0.4815 2-way Punching 79.119 psi 164.317 psi +1.20D+1.60S+0.50W+1.60H Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, +D+H 7.0 n/a0.5436 0.5436 n/a 0.0780.0n/aX-X, +D+L+H 7.0 n/a0.5436 0.5436 n/a 0.0780.0n/aX-X, +D+Lr+H 7.0 n/a0.8936 0.8936 n/a 0.1280.0n/aX-X, +D+S+H 7.0 n/a1.157 1.157 n/a 0.1650.0n/aX-X, +D+0.750Lr+0.750L+H 7.0 n/a0.8061 0.8061 n/a 0.1150.0n/aX-X, +D+0.750L+0.750S+H 7.0 n/a1.003 1.003 n/a 0.1430.0n/aX-X, +D+0.60W+H 7.0 n/a0.8586 0.8586 n/a 0.1230.0n/aX-X, +D-0.60W+H 7.0 n/a0.2285 0.2285 n/a 0.0330.0n/aX-X, +D+0.750Lr+0.450W+H 7.0 n/a1.042 1.042 n/a 0.1490.0n/aX-X, +D+0.750Lr-0.450W+H 7.0 n/a0.5698 0.5698 n/a 0.0810.0n/aX-X, +D+0.750S+0.450W+H 7.0 n/a1.240 1.240 n/a 0.1770.0n/aX-X, +D+0.750S-0.450W+H 7.0 n/a0.7671 0.7671 n/a 0.1100.0n/aX-X, +0.60D+0.60W+0.60H 7.0 n/a0.6412 0.6412 n/a 0.0920.0n/aX-X, +0.60D-0.60W+0.60H 7.0 n/a0.01110 0.01110 n/a 0.0020.0n/aX-X, +D+0.70E+0.60H 7.0 n/a0.5436 0.5436 n/a 0.0780.0n/aX-X, +D-0.70E+0.60H 7.0 n/a0.5436 0.5436 n/a 0.0780.0n/aX-X, +D+0.750L+0.750S+0.5250E+H 7.0 n/a1.003 1.003 n/a 0.1430.0n/aX-X, +D+0.750L+0.750S-0.5250E+H 7.0 n/a1.003 1.003 n/a 0.1430.0n/aX-X, +0.60D+0.70E+H 7.0 n/a0.3261 0.3261 n/a 0.0470.0n/aX-X, +0.60D-0.70E+H 7.0 n/a0.3261 0.3261 n/a 0.0470.0n/aZ-Z, +D+H 7.0 0.5436n/a n/a 0.5436 0.078n/a0.0Z-Z, +D+L+H 7.0 0.5436n/a n/a 0.5436 0.078n/a0.0Z-Z, +D+Lr+H 7.0 0.8936n/a n/a 0.8936 0.128n/a0.0Z-Z, +D+S+H 7.0 1.157n/a n/a 1.157 0.165n/a0.0Z-Z, +D+0.750Lr+0.750L+H 7.0 0.8061n/a n/a 0.8061 0.115n/a0.0Z-Z, +D+0.750L+0.750S+H 7.0 1.003n/a n/a 1.003 0.143n/a0.0Z-Z, +D+0.60W+H 7.0 0.8586n/a n/a 0.8586 0.123n/a0.0Z-Z, +D-0.60W+H 7.0 0.2285n/a n/a 0.2285 0.033n/a0.0Z-Z, +D+0.750Lr+0.450W+H 7.0 1.042n/a n/a 1.042 0.149n/a0.0Z-Z, +D+0.750Lr-0.450W+H 7.0 0.5698n/a n/a 0.5698 0.081n/a0.0Z-Z, +D+0.750S+0.450W+H 7.0 1.240n/a n/a 1.240 0.177n/a0.0Z-Z, +D+0.750S-0.450W+H 7.0 0.7671n/a n/a 0.7671 0.110n/a0.0Z-Z, +0.60D+0.60W+0.60H 7.0 0.6412n/a n/a 0.6412 0.092n/a0.0Z-Z, +0.60D-0.60W+0.60H 7.0 0.01110n/a n/a 0.01110 0.002n/a0.0Z-Z, +D+0.70E+0.60H 7.0 0.5436n/a n/a 0.5436 0.078n/a0.0Z-Z, +D-0.70E+0.60H 7.0 0.5436n/a n/a 0.5436 0.078n/a0.0Z-Z, +D+0.750L+0.750S+0.5250E+H 7.0 1.003n/a n/a 1.003 0.143n/a0.0Z-Z, +D+0.750L+0.750S-0.5250E+H 7.0 1.003n/a n/a 1.003 0.143n/a0.0Z-Z, +0.60D+0.70E+H 7.0 0.3261n/a n/a 0.3261 0.047n/a0.0Z-Z, +0.60D-0.70E+H 7.0 0.3261n/a n/a 0.3261 0.047n/a0.0 Page 22 General Footing Licensee : LH EngineeringLic. # : KW-06009264 Description :F4 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-107 11th and Main Remodel\Engineering\EnercalcEnercalc . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ftAs Req'd Footing Flexure Tensionk-ft Actual As StatusMuSideSurfaceGvrn. As Phi*Mn X-X, +1.40D+1.60H 0.9620 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.40D+1.60H 0.9620 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60L+1.60H 1.175 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60L+1.60H 1.175 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60L+0.50S+1.60H 1.438 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60L+0.50S+1.60H 1.438 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60Lr+L+1.60H 1.945 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60Lr+L+1.60H 1.945 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60Lr+0.50W+1.60H 2.470 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60Lr+0.50W+1.60H 2.470 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60Lr-0.50W+1.60H 1.419 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60Lr-0.50W+1.60H 1.419 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+L+1.60S+1.60H 2.787 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+L+1.60S+1.60H 2.787 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60S+0.50W+1.60H 3.312 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60S+0.50W+1.60H 3.312 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60S-0.50W+1.60H 2.261 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+1.60S-0.50W+1.60H 2.261 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+0.50Lr+L+W+1.60H 2.225 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+0.50Lr+L+W+1.60H 2.225 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+0.50Lr+L-W+1.60H 0.1244 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+0.50Lr+L-W+1.60H 0.1244 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+L+0.50S+W+1.60H 2.488 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+L+0.50S+W+1.60H 2.488 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+L+0.50S-W+1.60H 0.3876 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+L+0.50S-W+1.60H 0.3876 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +0.90D+W+1.60H 1.669 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +0.90D+W+1.60H 1.669 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +0.90D-W+1.60H 0.4317 +Z Top 0.2592 Min Temp %0.310 12.131 OKX-X, +0.90D-W+1.60H 0.4317 -Z Top 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+L+0.20S+E+1.90H 1.070 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+L+0.20S+E+1.90H 1.070 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+L+0.20S-E+1.90H 1.070 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +1.20D+L+0.20S-E+1.90H 1.070 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +0.90D+E+0.90H 0.6184 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +0.90D+E+0.90H 0.6184 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +0.90D-E+0.90H 0.6184 +Z Bottom 0.2592 Min Temp %0.310 12.131 OKX-X, +0.90D-E+0.90H 0.6184 -Z Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.40D+1.60H 0.9620 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.40D+1.60H 0.9620 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60L+1.60H 1.175 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60L+1.60H 1.175 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+1.60L+0.50S+1.60H 1.438 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+1.60L+0.50S+1.60H 1.438 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+1.60Lr+L+1.60H 1.945 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+1.60Lr+L+1.60H 1.945 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.50W+1.60H 2.470 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.50W+1.60H 2.470 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.50W+1.60H 1.419 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.50W+1.60H 1.419 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+L+1.60S+1.60H 2.787 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+L+1.60S+1.60H 2.787 +X Bottom 0.2592 Min Temp %0.310 12.131 OK Page 23 General Footing Licensee : LH EngineeringLic. # : KW-06009264 Description :F4 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-107 11th and Main Remodel\Engineering\EnercalcEnercalc . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Flexure Axis & Load Combination in^2 in^2 in^2 k-ftAs Req'd Footing Flexure Tensionk-ft Actual As StatusMuSideSurfaceGvrn. As Phi*Mn Z-Z, +1.20D+1.60S+0.50W+1.60H 3.312 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+1.60S+0.50W+1.60H 3.312 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+1.60S-0.50W+1.60H 2.261 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+1.60S-0.50W+1.60H 2.261 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+0.50Lr+L+W+1.60H 2.225 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+0.50Lr+L+W+1.60H 2.225 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+0.50Lr+L-W+1.60H 0.1244 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+0.50Lr+L-W+1.60H 0.1244 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+L+0.50S+W+1.60H 2.488 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+L+0.50S+W+1.60H 2.488 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+L+0.50S-W+1.60H 0.3876 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+L+0.50S-W+1.60H 0.3876 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +0.90D+W+1.60H 1.669 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +0.90D+W+1.60H 1.669 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +0.90D-W+1.60H 0.4317 -X Top 0.2592 Min Temp %0.310 12.131 OKZ-Z, +0.90D-W+1.60H 0.4317 +X Top 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+L+0.20S+E+1.90H 1.070 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+L+0.20S+E+1.90H 1.070 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+L+0.20S-E+1.90H 1.070 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +1.20D+L+0.20S-E+1.90H 1.070 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +0.90D+E+0.90H 0.6184 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +0.90D+E+0.90H 0.6184 +X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +0.90D-E+0.90H 0.6184 -X Bottom 0.2592 Min Temp %0.310 12.131 OKZ-Z, +0.90D-E+0.90H 0.6184 +X Bottom 0.2592 Min Temp %0.310 12.131 OKOne Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D+1.60H 5.52 5.52 5.52 5.52 5.52 82.16 0.07psipsipsipsipsipsi OK+1.20D+0.50Lr+1.60L+1.60H 6.74 6.74 6.74 6.74 6.74 82.16 0.08psipsipsipsipsipsi OK+1.20D+1.60L+0.50S+1.60H 8.25 8.25 8.25 8.25 8.25 82.16 0.10psipsipsipsipsipsi OK +1.20D+1.60Lr+L+1.60H 11.16 11.16 11.16 11.16 11.16 82.16 0.14psipsipsipsipsipsi OK+1.20D+1.60Lr+0.50W+1.60H 14.18 14.18 14.18 14.18 14.18 82.16 0.17psipsipsipsipsipsi OK+1.20D+1.60Lr-0.50W+1.60H 8.15 8.15 8.15 8.15 8.15 82.16 0.10psipsipsipsipsipsi OK +1.20D+L+1.60S+1.60H 16.00 16.00 16.00 16.00 16.00 82.16 0.19psipsipsipsipsipsi OK+1.20D+1.60S+0.50W+1.60H 19.01 19.01 19.01 19.01 19.01 82.16 0.23psipsipsipsipsipsi OK+1.20D+1.60S-0.50W+1.60H 12.98 12.98 12.98 12.98 12.98 82.16 0.16psipsipsipsipsipsi OK+1.20D+0.50Lr+L+W+1.60H 12.77 12.77 12.77 12.77 12.77 82.16 0.16psipsipsipsipsipsi OK +1.20D+0.50Lr+L-W+1.60H 0.71 0.71 0.71 0.71 0.71 82.16 0.01psipsipsipsipsipsi OK+1.20D+L+0.50S+W+1.60H 14.28 14.28 14.28 14.28 14.28 82.16 0.17psipsipsipsipsipsi OK+1.20D+L+0.50S-W+1.60H 2.23 2.23 2.23 2.23 2.23 82.16 0.03psipsipsipsipsipsi OK +0.90D+W+1.60H 9.58 9.58 9.58 9.58 9.58 82.16 0.12psipsipsipsipsipsi OK+0.90D-W+1.60H 2.48 2.48 2.48 2.48 2.48 82.16 0.03psipsipsipsipsipsi OK+1.20D+L+0.20S+E+1.90H 6.14 6.14 6.14 6.14 6.14 82.16 0.07psipsipsipsipsipsi OK+1.20D+L+0.20S-E+1.90H 6.14 6.14 6.14 6.14 6.14 82.16 0.07psipsipsipsipsipsi OK +0.90D+E+0.90H 3.55 3.55 3.55 3.55 3.55 82.16 0.04psipsipsipsipsipsi OK+0.90D-E+0.90H 3.55 3.55 3.55 3.55 3.55 82.16 0.04psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D+1.60H 22.98 164.32 0.1399 OKpsipsi+1.20D+0.50Lr+1.60L+1.60H 28.06 164.32 0.1708 OKpsipsi+1.20D+1.60L+0.50S+1.60H 34.35 164.32 0.209 OKpsipsi+1.20D+1.60Lr+L+1.60H 46.46 164.32 0.2827 OKpsipsi+1.20D+1.60Lr+0.50W+1.60H 59.00 164.32 0.3591 OKpsipsi+1.20D+1.60Lr-0.50W+1.60H 33.91 164.32 0.2064 OKpsipsi+1.20D+L+1.60S+1.60H 66.57 164.32 0.4052 OKpsipsi+1.20D+1.60S+0.50W+1.60H 79.12 164.32 0.4815 OKpsipsi+1.20D+1.60S-0.50W+1.60H 54.03 164.32 0.3288 OKpsipsi+1.20D+0.50Lr+L+W+1.60H 53.15 164.32 0.3235 OKpsipsi+1.20D+0.50Lr+L-W+1.60H 2.97 164.32 0.01809 OKpsipsi+1.20D+L+0.50S+W+1.60H 59.44 164.32 0.3617 OKpsipsi+1.20D+L+0.50S-W+1.60H 9.26 164.32 0.05635 OKpsipsi Page 24 General Footing Licensee : LH EngineeringLic. # : KW-06009264 Description :F4 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-107 11th and Main Remodel\Engineering\EnercalcEnercalc . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +0.90D+W+1.60H 39.86 164.32 0.2426 OKpsipsi+0.90D-W+1.60H 10.31 164.32 0.06277 OKpsipsi+1.20D+L+0.20S+E+1.90H 25.56 164.32 0.1555 OKpsipsi+1.20D+L+0.20S-E+1.90H 25.56 164.32 0.1555 OKpsipsi+0.90D+E+0.90H 14.78 164.32 0.08992 OKpsipsi+0.90D-E+0.90H 14.78 164.32 0.08992 OKpsipsi Page 25 Wood Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :H01 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 7.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.201: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000ft 27.07 psi= = FB : Allowable 1,127.39psi Fv : Allowable 2-2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H= = = 207.00 psi== Section used for this span 2-2x10 fb : Actual Maximum Shear Stress Ratio 0.131 : 1 3.241ft= = 226.37psi fv : Actual Maximum Deflection 0 <3606500Ratio =0 <180 Max Downward Transient Deflection 0.005 in 9991Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.007 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.000.99Length = 4.0 ft 1 0.089 0.058 0.90 1.100 1.00 1.00 1.00 0.28 79.11 884.44 0.17 162.001.00 9.46 0.99+D+L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 4.0 ft 1 0.081 0.053 1.00 1.100 1.00 1.00 1.00 0.28 79.11 981.79 0.17 180.001.00 9.460.99+D+Lr+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 4.0 ft 1 0.133 0.087 1.25 1.100 1.00 1.00 1.00 0.58 163.26 1224.18 0.36 225.001.00 19.52 0.99+D+S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 4.0 ft 1 0.201 0.131 1.15 1.100 1.00 1.00 1.00 0.81 226.37 1127.39 0.50 207.001.00 27.070.99+D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 4.0 ft 1 0.116 0.076 1.25 1.100 1.00 1.00 1.00 0.51 142.22 1224.18 0.31 225.001.00 17.00 0.99+D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Page 26 Wood Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :H01 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99Length = 4.0 ft 1 0.168 0.109 1.15 1.100 1.00 1.00 1.00 0.68 189.55 1127.39 0.42 207.001.00 22.660.99+D+0.60W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 4.0 ft 1 0.051 0.033 1.60 1.100 1.00 1.00 1.00 0.28 79.11 1560.96 0.17 288.001.00 9.46 0.99+D+0.750Lr+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 4.0 ft 1 0.091 0.059 1.60 1.100 1.00 1.00 1.00 0.51 142.22 1560.96 0.31 288.001.00 17.00 0.99+D+0.750S+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 4.0 ft 1 0.121 0.079 1.60 1.100 1.00 1.00 1.00 0.68 189.55 1560.96 0.42 288.001.00 22.660.99+0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 4.0 ft 1 0.030 0.020 1.60 1.100 1.00 1.00 1.00 0.17 47.46 1560.96 0.10 288.001.00 5.68 0.99+D+0.70E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 4.0 ft 1 0.051 0.033 1.60 1.100 1.00 1.00 1.00 0.28 79.11 1560.96 0.17 288.001.00 9.460.99+D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 4.0 ft 1 0.121 0.079 1.60 1.100 1.00 1.00 1.00 0.68 189.55 1560.96 0.42 288.001.00 22.66 0.99+0.60D+0.70E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 4.0 ft 1 0.030 0.020 1.60 1.100 1.00 1.00 1.00 0.17 47.46 1560.96 0.10 288.001.00 5.68 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0074 2.015 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.807 0.807 Overall MINimum 0.525 0.525 +D+H 0.282 0.282 +D+L+H 0.282 0.282 +D+Lr+H 0.582 0.582 +D+S+H 0.807 0.807 +D+0.750Lr+0.750L+H 0.507 0.507 +D+0.750L+0.750S+H 0.676 0.676 +D+0.60W+H 0.282 0.282 +D+0.750Lr+0.450W+H 0.507 0.507 +D+0.750S+0.450W+H 0.676 0.676 +0.60D+0.60W+0.60H 0.169 0.169 +D+0.70E+0.60H 0.282 0.282 +D+0.750L+0.750S+0.5250E+H 0.676 0.676 +0.60D+0.70E+H 0.169 0.169 D Only 0.282 0.282 Lr Only 0.300 0.300 L Only S Only 0.525 0.525 W Only E Only H Only Page 27 Wood Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :H01(b) Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900.0900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 6.625 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.317: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 2.667ft 36.82 psi= = FB : Allowable 1,122.80psi Fv : Allowable 2-2x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H= = = 207.00 psi== Section used for this span 2-2x10 fb : Actual Maximum Shear Stress Ratio 0.178 : 1 4.574ft= = 356.14psi fv : Actual Maximum Deflection 0 <3603098Ratio =0 <180 Max Downward Transient Deflection 0.013 in 4772Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.021 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.000.99Length = 5.333 ft 1 0.142 0.080 0.90 1.100 1.00 1.00 1.00 0.45 124.91 881.86 0.24 162.001.00 12.92 0.99+D+L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 5.333 ft 1 0.128 0.072 1.00 1.100 1.00 1.00 1.00 0.45 124.91 978.49 0.24 180.001.00 12.920.99+D+Lr+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.98Length = 5.333 ft 1 0.211 0.118 1.25 1.100 1.00 1.00 1.00 0.92 257.04 1218.55 0.49 225.001.00 26.58 0.98+D+S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.99Length = 5.333 ft 1 0.317 0.178 1.15 1.100 1.00 1.00 1.00 1.27 356.14 1122.80 0.68 207.001.00 36.820.99+D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 5.333 ft 1 0.184 0.103 1.25 1.100 1.00 1.00 1.00 0.80 224.01 1218.55 0.43 225.001.00 23.16 0.98+D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Page 28 Wood Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :H01(b) Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.99Length = 5.333 ft 1 0.266 0.149 1.15 1.100 1.00 1.00 1.00 1.06 298.33 1122.80 0.57 207.001.00 30.850.99+D+0.60W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 5.333 ft 1 0.081 0.045 1.60 1.100 1.00 1.00 1.00 0.45 124.91 1550.48 0.24 288.001.00 12.92 0.98+D+0.750Lr+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.98Length = 5.333 ft 1 0.144 0.080 1.60 1.100 1.00 1.00 1.00 0.80 224.01 1550.48 0.43 288.001.00 23.16 0.98+D+0.750S+0.450W+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 5.333 ft 1 0.192 0.107 1.60 1.100 1.00 1.00 1.00 1.06 298.33 1550.48 0.57 288.001.00 30.850.98+0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.98Length = 5.333 ft 1 0.048 0.027 1.60 1.100 1.00 1.00 1.00 0.27 74.95 1550.48 0.14 288.001.00 7.75 0.98+D+0.70E+0.60H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 5.333 ft 1 0.081 0.045 1.60 1.100 1.00 1.00 1.00 0.45 124.91 1550.48 0.24 288.001.00 12.920.98+D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 5.333 ft 1 0.192 0.107 1.60 1.100 1.00 1.00 1.00 1.06 298.33 1550.48 0.57 288.001.00 30.85 0.98+0.60D+0.70E+H 1.100 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.98Length = 5.333 ft 1 0.048 0.027 1.60 1.100 1.00 1.00 1.00 0.27 74.95 1550.48 0.14 288.001.00 7.75 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0207 2.686 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.952 0.952 Overall MINimum 0.618 0.618 +D+H 0.334 0.334 +D+L+H 0.334 0.334 +D+Lr+H 0.687 0.687 +D+S+H 0.952 0.952 +D+0.750Lr+0.750L+H 0.599 0.599 +D+0.750L+0.750S+H 0.798 0.798 +D+0.60W+H 0.334 0.334 +D+0.750Lr+0.450W+H 0.599 0.599 +D+0.750S+0.450W+H 0.798 0.798 +0.60D+0.60W+0.60H 0.200 0.200 +D+0.70E+0.60H 0.334 0.334 +D+0.750L+0.750S+0.5250E+H 0.798 0.798 +0.60D+0.70E+H 0.200 0.200 D Only 0.334 0.334 Lr Only 0.353 0.353 L Only S Only 0.618 0.618 W Only E Only H Only Page 29 Wood Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :H02 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design iLevel Truss Joist MicroLam LVL 1.9 E 2,600.02,600.0 2,510.0 750.0 1,900.0 965.71 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 6.625 ft Point Load : D = 1.032, Lr = 1.147, S = 2.008 k @ 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.388: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1Location of maximum on span 2.005ft 116.44 psi= = FB : Allowable 2,938.58psi Fv : Allowable 2-1.75x9.5Section used for this span Span # where maximum occursLocation of maximum on span Span # 1= Load Combination +D+S+H= = = 327.75 psi== Section used for this span 2-1.75x9.5 fb : Actual Maximum Shear Stress Ratio 0.355 : 1 0.000ft== 1,139.29psi fv : Actual Maximum Deflection 0 <360 1385Ratio =0 <180 Max Downward Transient Deflection 0.030 in 2115Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.046 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 0.99Length = 5.333 ft 1 0.170 0.156 0.90 1.000 1.00 1.00 1.00 1.72 391.67 2310.42 0.89 256.501.00 40.080.99+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.99Length = 5.333 ft 1 0.153 0.141 1.00 1.000 1.00 1.00 1.00 1.72 391.67 2562.57 0.89 285.001.00 40.08 0.99+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 5.333 ft 1 0.257 0.235 1.25 1.000 1.00 1.00 1.00 3.59 818.76 3187.64 1.86 356.251.00 83.700.98+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 5.333 ft 1 0.388 0.355 1.15 1.000 1.00 1.00 1.00 5.00 1,139.29 2938.58 2.58 327.751.00 116.44 0.98+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Page 30 Wood Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :H02 Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.98Length = 5.333 ft 1 0.223 0.204 1.25 1.000 1.00 1.00 1.00 3.12 711.98 3187.64 1.61 356.251.00 72.800.98+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.98Length = 5.333 ft 1 0.324 0.297 1.15 1.000 1.00 1.00 1.00 4.18 952.38 2938.58 2.16 327.751.00 97.35 0.98+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.97Length = 5.333 ft 1 0.097 0.088 1.60 1.000 1.00 1.00 1.00 1.72 391.67 4047.59 0.89 456.001.00 40.08 0.97+D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.97Length = 5.333 ft 1 0.176 0.160 1.60 1.000 1.00 1.00 1.00 3.12 711.98 4047.59 1.61 456.001.00 72.800.97+D+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.97Length = 5.333 ft 1 0.235 0.213 1.60 1.000 1.00 1.00 1.00 4.18 952.38 4047.59 2.16 456.001.00 97.35 0.97+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.97Length = 5.333 ft 1 0.058 0.053 1.60 1.000 1.00 1.00 1.00 1.03 235.00 4047.59 0.53 456.001.00 24.050.97+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.97Length = 5.333 ft 1 0.097 0.088 1.60 1.000 1.00 1.00 1.00 1.72 391.67 4047.59 0.89 456.001.00 40.08 0.97+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.97Length = 5.333 ft 1 0.235 0.213 1.60 1.000 1.00 1.00 1.00 4.18 952.38 4047.59 2.16 456.001.00 97.350.97+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.97Length = 5.333 ft 1 0.058 0.053 1.60 1.000 1.00 1.00 1.00 1.03 235.00 4047.59 0.53 456.001.00 24.05 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0462 2.550 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.862 2.102 Overall MINimum 1.873 1.371 +D+H 0.989 0.731 +D+L+H 0.989 0.731 +D+Lr+H 2.059 1.514 +D+S+H 2.862 2.102 +D+0.750Lr+0.750L+H 1.791 1.318 +D+0.750L+0.750S+H 2.394 1.759 +D+0.60W+H 0.989 0.731 +D+0.750Lr+0.450W+H 1.791 1.318 +D+0.750S+0.450W+H 2.394 1.759 +0.60D+0.60W+0.60H 0.593 0.439 +D+0.70E+0.60H 0.989 0.731 +D+0.750L+0.750S+0.5250E+H 2.394 1.759 +0.60D+0.70E+H 0.593 0.439 D Only 0.989 0.731 Lr Only 1.070 0.783 L Only S Only 1.873 1.371 W Only E Only H Only Page 31 Wood Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :H02(c) Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design iLevel Truss Joist MicroLam LVL 1.9 E 2,600.02,600.0 2,510.0 750.0 1,900.0 965.71 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 6.875 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.450: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 5.500ft 79.94 psi= = FB : Allowable 2,864.47psi Fv : Allowable 2-1.75x9.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H= = = 327.75 psi== Section used for this span 2-1.75x9.5 fb : Actual Maximum Shear Stress Ratio 0.244 : 1 10.237ft= = 1,289.65psi fv : Actual Maximum Deflection 0 <360505Ratio =0 <180 Max Downward Transient Deflection 0.168 in 786Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.261 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.000.97Length = 11.0 ft 1 0.202 0.111 0.90 1.000 1.00 1.00 1.00 2.02 460.08 2273.07 0.63 256.501.00 28.52 0.97+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.97Length = 11.0 ft 1 0.183 0.100 1.00 1.000 1.00 1.00 1.00 2.02 460.08 2512.79 0.63 285.001.00 28.520.97+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.95Length = 11.0 ft 1 0.302 0.163 1.25 1.000 1.00 1.00 1.00 4.10 934.12 3092.69 1.28 356.251.00 57.90 0.95+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.96Length = 11.0 ft 1 0.450 0.244 1.15 1.000 1.00 1.00 1.00 5.66 1,289.65 2864.47 1.77 327.751.00 79.940.96+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.95Length = 11.0 ft 1 0.264 0.142 1.25 1.000 1.00 1.00 1.00 3.58 815.61 3092.69 1.12 356.251.00 50.56 0.95+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Page 32 Wood Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :H02(c) Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.96Length = 11.0 ft 1 0.378 0.205 1.15 1.000 1.00 1.00 1.00 4.75 1,082.26 2864.47 1.49 327.751.00 67.090.96+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.92Length = 11.0 ft 1 0.120 0.063 1.60 1.000 1.00 1.00 1.00 2.02 460.08 3838.80 0.63 456.001.00 28.52 0.92+D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.92Length = 11.0 ft 1 0.212 0.111 1.60 1.000 1.00 1.00 1.00 3.58 815.61 3838.80 1.12 456.001.00 50.56 0.92+D+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.92Length = 11.0 ft 1 0.282 0.147 1.60 1.000 1.00 1.00 1.00 4.75 1,082.26 3838.80 1.49 456.001.00 67.090.92+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.92Length = 11.0 ft 1 0.072 0.038 1.60 1.000 1.00 1.00 1.00 1.21 276.05 3838.80 0.38 456.001.00 17.11 0.92+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.92Length = 11.0 ft 1 0.120 0.063 1.60 1.000 1.00 1.00 1.00 2.02 460.08 3838.80 0.63 456.001.00 28.520.92+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.92Length = 11.0 ft 1 0.282 0.147 1.60 1.000 1.00 1.00 1.00 4.75 1,082.26 3838.80 1.49 456.001.00 67.09 0.92+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.92Length = 11.0 ft 1 0.072 0.038 1.60 1.000 1.00 1.00 1.00 1.21 276.05 3838.80 0.38 456.001.00 17.11 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.2609 5.540 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.057 2.057 Overall MINimum 1.323 1.323 +D+H 0.734 0.734 +D+L+H 0.734 0.734 +D+Lr+H 1.490 1.490 +D+S+H 2.057 2.057 +D+0.750Lr+0.750L+H 1.301 1.301 +D+0.750L+0.750S+H 1.727 1.727 +D+0.60W+H 0.734 0.734 +D+0.750Lr+0.450W+H 1.301 1.301 +D+0.750S+0.450W+H 1.727 1.727 +0.60D+0.60W+0.60H 0.440 0.440 +D+0.70E+0.60H 0.734 0.734 +D+0.750L+0.750S+0.5250E+H 1.727 1.727 +0.60D+0.70E+H 0.440 0.440 D Only 0.734 0.734 Lr Only 0.756 0.756 L Only S Only 1.323 1.323 W Only E Only H Only Page 33 Wood Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :H02(b) Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design iLevel Truss Joist MicroLam LVL 1.9 E 2,600.02,600.0 2,510.0 750.0 1,900.0 965.71 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb +psipsi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0180, Lr = 0.020, S = 0.0350 ksf, Tributary Width = 7.375 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.683: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 6.500ft 103.74 psi= = FB : Allowable 2,822.82psi Fv : Allowable 2-1.75x9.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H= = = 327.75 psi== Section used for this span 2-1.75x9.5 fb : Actual Maximum Shear Stress Ratio 0.317 : 1 12.241ft= = 1,928.85psi fv : Actual Maximum Deflection 0 <360286Ratio =0 <180 Max Downward Transient Deflection 0.351 in 444Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.545 in Ratio =>=180Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.000.96Length = 13.0 ft 1 0.304 0.144 0.90 1.000 1.00 1.00 1.00 3.01 685.93 2253.95 0.82 256.501.00 36.89 0.96+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.96Length = 13.0 ft 1 0.276 0.129 1.00 1.000 1.00 1.00 1.00 3.01 685.93 2486.34 0.82 285.001.00 36.890.96+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.93Length = 13.0 ft 1 0.460 0.211 1.25 1.000 1.00 1.00 1.00 6.13 1,396.17 3037.30 1.66 356.251.00 75.09 0.93+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.94Length = 13.0 ft 1 0.683 0.317 1.15 1.000 1.00 1.00 1.00 8.46 1,928.85 2822.82 2.30 327.751.00 103.740.94+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.93Length = 13.0 ft 1 0.401 0.184 1.25 1.000 1.00 1.00 1.00 5.35 1,218.61 3037.30 1.45 356.251.00 65.54 0.93+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Page 34 Wood Beam Licensee : LH EngineeringLic. # : KW-06009264 Description :H02(b) Project Title:Engineer:Project ID:Project Descr: File = Z:\Shared\Axiom Production\2019\A19-121 DL Evans Rexburg\Engineering\Enercalc\Structural Calculations.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Span # Moment ValuesLoad Combination C i C LCCCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length 0.94Length = 13.0 ft 1 0.573 0.266 1.15 1.000 1.00 1.00 1.00 7.10 1,618.12 2822.82 1.93 327.751.00 87.030.94+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.89Length = 13.0 ft 1 0.185 0.081 1.60 1.000 1.00 1.00 1.00 3.01 685.93 3703.53 0.82 456.001.00 36.89 0.89+D+0.750Lr+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.89Length = 13.0 ft 1 0.329 0.144 1.60 1.000 1.00 1.00 1.00 5.35 1,218.61 3703.53 1.45 456.001.00 65.54 0.89+D+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.89Length = 13.0 ft 1 0.437 0.191 1.60 1.000 1.00 1.00 1.00 7.10 1,618.12 3703.53 1.93 456.001.00 87.030.89+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.89Length = 13.0 ft 1 0.111 0.049 1.60 1.000 1.00 1.00 1.00 1.81 411.56 3703.53 0.49 456.001.00 22.14 0.89+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.89Length = 13.0 ft 1 0.185 0.081 1.60 1.000 1.00 1.00 1.00 3.01 685.93 3703.53 0.82 456.001.00 36.890.89+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 0.89Length = 13.0 ft 1 0.437 0.191 1.60 1.000 1.00 1.00 1.00 7.10 1,618.12 3703.53 1.93 456.001.00 87.03 0.89+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.000.89Length = 13.0 ft 1 0.111 0.049 1.60 1.000 1.00 1.00 1.00 1.81 411.56 3703.53 0.49 456.001.00 22.14 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.5450 6.547 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.604 2.604 Overall MINimum 1.678 1.678 +D+H 0.926 0.926 +D+L+H 0.926 0.926 +D+Lr+H 1.885 1.885 +D+S+H 2.604 2.604 +D+0.750Lr+0.750L+H 1.645 1.645 +D+0.750L+0.750S+H 2.184 2.184 +D+0.60W+H 0.926 0.926 +D+0.750Lr+0.450W+H 1.645 1.645 +D+0.750S+0.450W+H 2.184 2.184 +0.60D+0.60W+0.60H 0.556 0.556 +D+0.70E+0.60H 0.926 0.926 +D+0.750L+0.750S+0.5250E+H 2.184 2.184 +0.60D+0.70E+H 0.556 0.556 D Only 0.926 0.926 Lr Only 0.959 0.959 L Only S Only 1.678 1.678 W Only E Only H Only Page 35 121 N. 9th St. STE. #401 · Boise, Idaho 83702 · (208) 639-4520 Project Name: Job Number: Engineer: Date: Reviewer: STRUCTURAL ENGINEERING CALCULATIONS Page 36 DL Evans Rexburg A19-121 12/20/2019 NB KR LATERAL DESIGN Project Information Code:Date: Designer: Client: Project: Wall Line: V 1638 lbf Opening 1 Adj. Factor hwall 16.00 ft ha1 6.00 ft P1=ho1/L1=1.95 N/A L1 3.08 ft ho1 6.00 ft P2=ho1/L2= 1.75 N/A L2 3.42 ft hb1 4.00 ft Lwall 12.00 ft Lo1 5.50 ft 1. Hold-down forces: H = Vhwall/Lwall 2183 lbf 6. Unit shear beside opening 252 plf 2. Unit shear above + below opening 252 plf 218 plf 1638 lbf OK 3. Total boundary force above + below openings 7. Resistance to corner forces First opening: O1 = va1 x (Lo1) = 1201 lbf R1 = V1*L1 = 777 lbf R2 = V2*L2 = 861 lbf 4. Corner forces F1 = O1(L1)/(L1+L2) = 569 lbf 8. Difference corner force + resistance F2 = O1(L2)/(L1+L2) = 632 lbf R1-F1 = 207 lbf R2-F2 = 230 lbf 5. Tributary length of openings T1 = (L1*Lo1)/(L1+L2) = 2.61 ft 9. Unit shear in corner zones T2 = (L2*Lo1)/(L1+L2) = 2.89 ft vc1 = (R1-F1)/L1 = 67 plf vc2 = (R2-F2)/L2 = 67 plf Check Summary of Shear Values for One Opening Line 1: vc1(ha1+hb1)+V1(ho1)=H?672 1511 2183 lbf Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?2183 672 1511 0 Line 3: vc2(ha1+hb1)+V2(ho1)=H?672 1511 2183 lbf 252 lbf 0.362 in.0.418 in. 632 lbf 0.008 %0.009 % 2183 plf See Page 2 See Page 3 KR ASCE 7 NEU Input Variables V1 = (V/L)(L1+T1)/L1 = V2 = (V/L)(T2+L2)/L2 = Gridline A Gramercy Wall Pier Aspect Ratio Req. HD Force Design Summary Check V1*L1+V2*L2=V? Req. Sheathing Capacity 4-Term Deflection 3-Term Deflection Req. Strap Force 4-Term Story Drift %3-Term Story Drift % First opening: va1 = vb1 = H/(ha1+hb1) = Page 37 SW6 -FT HDU 2 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : 3 . 0 0 Lo c a t i o n : S e e A t t a c h e d P l a n Sh e a r W a l l L i n e L o a d i n g : La t e r a l L o a d s Win d ( l b ) : 7 , 5 0 3 A S D L e v e l S e i s m i c ( l b ) : 6 , 4 6 0 S t r e n g t h Le v e l H o u s e ? : N o Sh e a r W a l l L i n e I n f o r m a t i o n Lo a d s O v e r L e n g t h o f t h e W a l l L o a d s T r i b u t a r y t o E n d 1 L o a d s T r i b u t a r y t o E n d 2 SW Se g m e n t Ma r k l Se g ( f t ) h sw ( f t ) h SW /l Se g Wa l l Fr a m i n g Sp e c i e s Sp e c i f i c Gr a v i t y G Wa l l D e p t h In t e r s t o r y o f Ba s e ? Wa l l D L ( l b ) Wa l l Wa l l L L ( l b ) Wa l l Wa l l S L ( l b ) Wa l l Wa l l D L ( l b ) E n d 1 Wa l l L L ( l b ) En d 1 Wa l l S L ( l b ) En d 1 Wa l l D L ( l b ) En d 2 Wa l l L L ( l b ) En d 2 Wa l l S L ( l b ) En d 2 1 1 0 . 2 5 1 6 . 0 0 1 . 5 6 D F # 2 0 . 5 0 x 6 B a s e 1 0 8 2 4 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e l SW ( f t ) = 10 . 2 5 De p t h o f F l o o r F r a m i n g a t I n t e r s t o r y S W S e g m e n t s ( i n) = 12 . 0 0 Sh e a r W a l l S u m m a r y SW S e g m e n t Ma r k Sh e a r W a l l Ty p e Wa l l D e p t h # o f E n d St u d s Ho l d o w n 1 S W - 2 x 6 5 H D U 1 1 ( 5 ) S t u d s ( 1 1 1 7 5 D F , 8 0 4 5 H F ) 2 2 2 2 2 2 2 2 2 Page 38 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : 3 . 0 0 Lo c a t i o n : S e e A t t a c h e d P l a n Sh e a r W a l l S c h e d u l e Sh e a r W a l l F a c t o r s t o D e t e r m i n e D e f l e c t i o n Sh e a r W a l l Ty p e Pa n e l E d g e Na i l Sp a c i n g ( i n ) SW C a p a c i t y (p l f ) Sh e a t h i n g Sh e a r Sti f f n e s s , G t (l b / i n ) Fa s t e n e r Sli p S t r u c t I Fa c t o r Fa s t e n e r Sli p D e n o m - in a t o r Fa s t e n e r Sli p P o w e r Ma x F a s t e n e r S l i p (in ) SW - 6 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 6 24 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 4 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 4 35 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 3 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 3 45 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 2 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 2 58 5 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 4 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 4 76 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 3 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 3 98 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 2 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 2 12 8 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 De t e r m i n e S h e a r W a l l T y p e SW Se g m e n t Ma r k Se i s m i c Sh e a r ( p l f ) As p e c t Ra t i o Re d u c t i o n Sp e c i e s Re d u c t i o n Ad j u s t e d Se i s m i c Sh e a r ( p l f ) Win d S h e a r (p l f ) All o w a b l e Sh e a r In c r e a s e Ad j u s t e d Win d S h e a r (p l f ) Re q ' d S h e a r (p l f ) Sh e a r W a l l Ty p e Sh e a r W a l l Ca p a c i t y (p l f ) Ch e c k Co n t r o l l i n g Sh e a r 1.0 0 4 4 1 1 . 0 0 1 . 0 0 4 4 1 7 3 2 4 0 % 5 2 3 52 3 S W - 2 5 8 5 O K W i n d 40 % SW - 6 40 % SW - 4 40 % SW - 4 40 % SW - 4 40 % SW - 6 40 % SW - 6 40 % SW - 6 40 % SW - 4 40 % SW - 6 De t e r m i n e S h e a r W a l l O v e r t u r n i n g M o m e n t L e v e r A r m SW Se g m e n t Ma r k As s u m e d M OT Le v e r A r m ( f t ) Ac t u a l M OT Le v e r A r m (ft ) % D i f f e r e n t S t a t u s Ov e r r i d e Le v e r A r m ? Us e r I n p u t M OT L e v e r Ar m ( f t ) % D i f f e r e n t 1.0 0 9 . 2 3 8 . 8 9 3 . 8 2 % OK No ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o Sh e a t h i n g G r a d e , S h e a t h i n g T h i c k n e s s , & N a i l S i z e Page 39 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : 3 . 0 0 Lo c a t i o n : S e e A t t a c h e d P l a n De t e r m i n e C o n t r o l l i n g S h e a r W a l l E n d A x i a l C o m p r e s s io n L o a d SW Se g m e n t Ma r k Se i s m i c Co m p . ( l b ) Se i s m i c Co m p . Ab o v e ( l b ) Se i s m i c Co m p . T o t a l (lb ) Win d C o m p . (lb ) Win d C o m p . Ab o v e ( l b ) Win d C o m p . To t a l ( l b ) En d 1 D e a d (lb ) En d 1 L i v e (lb ) En d 1 S n o w (lb ) En d 2 D e a d (lb ) En d 2 L i v e ( l b ) En d 2 S n o w (lb ) En d 1 Eq . 1 6 - 1 2 En d 1 Eq . 1 6 - 1 3 En d 2 Eq . 1 6 - 1 2 En d 2 Eq . 1 6 - 1 3 Co n t r o l l - i n g Co m p . L o a d (lb ) Co n t r o l l - i n g La t e r a l L o a d 1.0 0 7 8 4 3 0 7 8 4 3 1 3 0 1 3 0 1 3 0 1 3 8 8 0 0 0 8 8 0 0 0 1 3 8 9 3 1 0 6 4 0 1 3 8 9 3 1 0 64 0 13 8 9 3 W i n d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 De t e r m i n e N u m b e r o f S h e a r W a l l E n d C o m p r e s s i o n S t u d s C D = 1. 6 0 C M = 1. 0 0 C t = 1. 0 0 c = 0 . 8 C b = 1. 0 0 SW Se g m e n t Ma r k d ( i n ) C F F c (p s i ) F * c (p s i ) l e /d E ' min (p s i ) F cE ( p s i ) C P F'c (p s i ) P ' c ( l b ) F c┴ (p s i ) F ' c┴ (p s i ) P ' c┴ (l b ) P All p e r S t u d (l b ) # o f E n d Stu d s R e q ' d 1.0 0 5 . 5 0 1 . 1 0 1 3 5 0 2 3 7 6 3 3 . 9 1 5 8 0 0 0 0 4 1 5 0 . 1 6 7 7 3 9 9 3 2 8 8 6 2 5 6 25 5 1 5 6 3 2 8 8 5 2 2 2 2 2 2 2 2 2 De t e r m i n e C o n t r o l l i n g S h e a r W a l l E n d A x i a l T e n s i o n Lo a d a n d R e q u i r e d H o l d o w n SW Se g m e n t Ma r k Se i s m i c T e n . To t a l ( l b ) Win d T e n . To t a l ( l b ) En d 1 D e a d (lb ) En d 2 D e a d (lb ) En d 1 E q . 1 6 - 14 En d 1 E q . 1 6 - 15 En d 2 E q . 1 6 - 14 En d 2 E q . 1 6 - 15 Co n t r o l l - i n g Te n . L o a d (lb ) Co n t r o l l - i n g La t e r a l L o a d Ho l d o w n Ca p a c i t y ( l b ) Sta t u s 1.0 0 - 7 8 4 3 - 1 3 0 1 3 5 4 1 2 5 4 1 2 - 9 7 6 6 - 4 5 9 6 - 9 7 6 6 - 4 5 9 6 -9 7 6 6 W i n d -1 1 1 7 5 O K Ho l d o w n HD U 1 1 ( 5 ) S t u d s ( 1 1 1 7 5 D F , 8 0 4 5 H F ) No H D No H D No H D No H D No H D No H D No H D No H D No H D Page 40 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : 1 0 . 0 0 Lo c a t i o n : S e e A t t a c h e d P l a n Sh e a r W a l l L i n e L o a d i n g : La t e r a l L o a d s Win d ( l b ) : 7 , 1 3 0 A S D L e v e l S e i s m i c ( l b ) : 6 , 1 3 8 S t r e n g t h Le v e l H o u s e ? : N o Sh e a r W a l l L i n e I n f o r m a t i o n Lo a d s O v e r L e n g t h o f t h e W a l l L o a d s T r i b u t a r y t o E n d 1 L o a d s T r i b u t a r y t o E n d 2 SW Se g m e n t Ma r k l Se g ( f t ) h sw ( f t ) h SW /l Se g Wa l l Fr a m i n g Sp e c i e s Sp e c i f i c Gr a v i t y G Wa l l D e p t h In t e r s t o r y o f Ba s e ? Wa l l D L ( l b ) Wa l l Wa l l L L ( l b ) Wa l l Wa l l S L ( l b ) Wa l l Wa l l D L ( l b ) E n d 1 Wa l l L L ( l b ) En d 1 Wa l l S L ( l b ) En d 1 Wa l l D L ( l b ) En d 2 Wa l l L L ( l b ) En d 2 Wa l l S L ( l b ) En d 2 1 1 1 . 5 0 1 6 . 0 0 1 . 3 9 D F # 2 0 . 5 0 x 6 B a s e 1 2 1 4 4 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e l SW ( f t ) = 11 . 5 0 De p t h o f F l o o r F r a m i n g a t I n t e r s t o r y S W S e g m e n t s ( i n) = 12 . 0 0 Sh e a r W a l l S u m m a r y SW S e g m e n t Ma r k Sh e a r W a l l Ty p e Wa l l D e p t h # o f E n d St u d s Ho l d o w n 1 S W - 3 x 6 4 H D U 8 ( 3 ) S t u d s ( 7 8 7 0 D F , 5 6 6 5 H F ) 2 2 2 2 2 2 2 2 2 Page 41 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : 1 0 . 0 0 Lo c a t i o n : S e e A t t a c h e d P l a n Sh e a r W a l l S c h e d u l e Sh e a r W a l l F a c t o r s t o D e t e r m i n e D e f l e c t i o n Sh e a r W a l l Ty p e Pa n e l E d g e Na i l Sp a c i n g ( i n ) SW C a p a c i t y (p l f ) Sh e a t h i n g Sh e a r Sti f f n e s s , G t (l b / i n ) Fa s t e n e r Sli p S t r u c t I Fa c t o r Fa s t e n e r Sli p D e n o m - in a t o r Fa s t e n e r Sli p P o w e r Ma x F a s t e n e r S l i p (in ) SW - 6 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 6 24 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 4 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 4 35 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 3 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 3 45 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 2 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 2 64 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 4 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 4 76 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 3 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 3 98 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 2 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 2 12 8 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 De t e r m i n e S h e a r W a l l T y p e SW Se g m e n t Ma r k Se i s m i c Sh e a r ( p l f ) As p e c t Ra t i o Re d u c t i o n Sp e c i e s Re d u c t i o n Ad j u s t e d Se i s m i c Sh e a r ( p l f ) Win d S h e a r (p l f ) All o w a b l e Sh e a r In c r e a s e Ad j u s t e d Win d S h e a r (p l f ) Re q ' d S h e a r (p l f ) Sh e a r W a l l Ty p e Sh e a r W a l l Ca p a c i t y (p l f ) Ch e c k Co n t r o l l i n g Sh e a r 1.0 0 3 7 4 1 . 0 0 1 . 0 0 3 7 4 6 2 0 4 0 % 4 4 3 44 3 S W - 3 4 5 0 O K W i n d 40 % SW - 6 40 % SW - 4 40 % SW - 4 40 % SW - 4 40 % SW - 6 40 % SW - 6 40 % SW - 6 40 % SW - 4 40 % SW - 6 De t e r m i n e S h e a r W a l l O v e r t u r n i n g M o m e n t L e v e r A r m SW Se g m e n t Ma r k As s u m e d M OT Le v e r A r m ( f t ) Ac t u a l M OT Le v e r A r m (ft ) % D i f f e r e n t S t a t u s Ov e r r i d e Le v e r A r m ? Us e r I n p u t M OT L e v e r Ar m ( f t ) % D i f f e r e n t 1.0 0 1 0 . 3 5 1 0 . 3 9 0 . 3 4 % OK No ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o Sh e a t h i n g G r a d e , S h e a t h i n g T h i c k n e s s , & N a i l S i z e Page 42 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : 1 0 . 0 0 Lo c a t i o n : S e e A t t a c h e d P l a n De t e r m i n e C o n t r o l l i n g S h e a r W a l l E n d A x i a l C o m p r e s s io n L o a d SW Se g m e n t Ma r k Se i s m i c Co m p . ( l b ) Se i s m i c Co m p . Ab o v e ( l b ) Se i s m i c Co m p . T o t a l (lb ) Win d C o m p . (lb ) Win d C o m p . Ab o v e ( l b ) Win d C o m p . To t a l ( l b ) En d 1 D e a d (lb ) En d 1 L i v e (lb ) En d 1 S n o w (lb ) En d 2 D e a d (lb ) En d 2 L i v e ( l b ) En d 2 S n o w (lb ) En d 1 Eq . 1 6 - 1 2 En d 1 Eq . 1 6 - 1 3 En d 2 Eq . 1 6 - 1 2 En d 2 Eq . 1 6 - 1 3 Co n t r o l l - i n g Co m p . L o a d (lb ) Co n t r o l l - i n g La t e r a l L o a d 1.0 0 6 6 4 2 0 6 6 4 2 1 1 0 2 2 0 1 1 0 2 2 8 8 0 0 0 8 8 0 0 0 1 1 9 0 2 9 1 4 7 1 1 9 0 2 9 1 4 7 11 9 0 2 W i n d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 De t e r m i n e N u m b e r o f S h e a r W a l l E n d C o m p r e s s i o n S t u d s C D = 1. 6 0 C M = 1. 0 0 C t = 1. 0 0 c = 0 . 8 C b = 1. 0 0 SW Se g m e n t Ma r k d ( i n ) C F F c (p s i ) F * c (p s i ) l e /d E ' min (p s i ) F cE ( p s i ) C P F'c (p s i ) P ' c ( l b ) F c┴ (p s i ) F ' c┴ (p s i ) P ' c┴ (l b ) P All p e r S t u d (l b ) # o f E n d Stu d s R e q ' d 1.0 0 5 . 5 0 1 . 1 0 1 3 5 0 2 3 7 6 3 3 . 9 1 5 8 0 0 0 0 4 1 5 0 . 1 6 7 7 3 9 9 3 2 8 8 6 2 5 6 25 5 1 5 6 3 2 8 8 4 2 2 2 2 2 2 2 2 2 De t e r m i n e C o n t r o l l i n g S h e a r W a l l E n d A x i a l T e n s i o n Lo a d a n d R e q u i r e d H o l d o w n SW Se g m e n t Ma r k Se i s m i c T e n . To t a l ( l b ) Win d T e n . To t a l ( l b ) En d 1 D e a d (lb ) En d 2 D e a d (lb ) En d 1 E q . 1 6 - 14 En d 1 E q . 1 6 - 15 En d 2 E q . 1 6 - 14 En d 2 E q . 1 6 - 15 Co n t r o l l - i n g Te n . L o a d (lb ) Co n t r o l l - i n g La t e r a l L o a d Ho l d o w n Ca p a c i t y ( l b ) Sta t u s 1.0 0 - 6 6 4 2 - 1 1 0 2 2 6 0 7 2 6 0 7 2 - 7 3 7 9 - 2 9 9 9 - 7 3 7 9 - 2 9 9 9 -7 3 7 9 W i n d -7 8 7 0 O K Ho l d o w n HD U 8 ( 3 ) S t u d s ( 7 8 7 0 D F , 5 6 6 5 H F ) No H D No H D No H D No H D No H D No H D No H D No H D No H D Page 43 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By N B D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : 1 2 . 0 0 Lo c a t i o n : S e e A t t a c h e d P l a n Sh e a r W a l l L i n e L o a d i n g : La t e r a l L o a d s Win d ( l b ) : 1 , 6 6 9 A S D L e v e l S e i s m i c ( l b ) : 1 , 4 8 7 S t r e n g t h Le v e l H o u s e ? : N o Sh e a r W a l l L i n e I n f o r m a t i o n Lo a d s O v e r L e n g t h o f t h e W a l l L o a d s T r i b u t a r y t o E n d 1 L o a d s T r i b u t a r y t o E n d 2 SW Se g m e n t Ma r k l Se g ( f t ) h sw ( f t ) h SW /l Se g Wa l l Fr a m i n g Sp e c i e s Sp e c i f i c Gr a v i t y G Wa l l D e p t h In t e r s t o r y o f Ba s e ? Wa l l D L ( l b ) Wa l l Wa l l L L ( l b ) Wa l l Wa l l S L ( l b ) Wa l l Wa l l D L ( l b ) E n d 1 Wa l l L L ( l b ) En d 1 Wa l l S L ( l b ) En d 1 Wa l l D L ( l b ) En d 2 Wa l l L L ( l b ) En d 2 Wa l l S L ( l b ) En d 2 1 1 1 . 2 5 1 6 . 0 0 1 . 4 2 D F # 2 0 . 5 0 x 6 B a s e 1 1 8 8 0 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e l SW ( f t ) = 11 . 2 5 De p t h o f F l o o r F r a m i n g a t I n t e r s t o r y S W S e g m e n t s ( i n) = 0. 0 0 Sh e a r W a l l S u m m a r y SW S e g m e n t Ma r k Sh e a r W a l l Ty p e Wa l l D e p t h # o f E n d St u d s Ho l d o w n 1 S W - 6 x 6 2 N o H D 2 2 2 2 2 2 2 2 2 Page 44 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By N B D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : 1 2 . 0 0 Lo c a t i o n : S e e A t t a c h e d P l a n Sh e a r W a l l S c h e d u l e Sh e a r W a l l F a c t o r s t o D e t e r m i n e D e f l e c t i o n Sh e a r W a l l Ty p e Pa n e l E d g e Na i l Sp a c i n g ( i n ) SW C a p a c i t y (p l f ) Sh e a t h i n g Sh e a r Sti f f n e s s , G t (l b / i n ) Fa s t e n e r Sli p S t r u c t I Fa c t o r Fa s t e n e r Sli p D e n o m - in a t o r Fa s t e n e r Sli p P o w e r Ma x F a s t e n e r S l i p (in ) SW - 6 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 6 24 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 4 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 4 35 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 3 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 3 49 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 2 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 2 64 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 4 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 4 76 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 3 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 3 98 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 2 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 2 12 8 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 De t e r m i n e S h e a r W a l l T y p e SW Se g m e n t Ma r k Se i s m i c Sh e a r ( p l f ) As p e c t Ra t i o Re d u c t i o n Sp e c i e s Re d u c t i o n Ad j u s t e d Se i s m i c Sh e a r ( p l f ) Win d S h e a r (p l f ) All o w a b l e Sh e a r In c r e a s e Ad j u s t e d Win d S h e a r (p l f ) Re q ' d S h e a r (p l f ) Sh e a r W a l l Ty p e Sh e a r W a l l Ca p a c i t y (p l f ) Ch e c k Co n t r o l l i n g Sh e a r 1.0 0 9 3 1 . 0 0 1 . 0 0 9 3 1 4 8 4 0 % 1 0 6 10 6 S W - 6 2 4 0 O K W i n d 40 % SW - 6 40 % SW - 4 40 % SW - 4 40 % SW - 4 40 % SW - 6 40 % SW - 6 40 % SW - 6 40 % SW - 4 40 % SW - 6 De t e r m i n e S h e a r W a l l O v e r t u r n i n g M o m e n t L e v e r A r m SW Se g m e n t Ma r k As s u m e d M OT Le v e r A r m ( f t ) Ac t u a l M OT Le v e r A r m (ft ) % D i f f e r e n t S t a t u s Ov e r r i d e Le v e r A r m ? Us e r I n p u t M OT L e v e r Ar m ( f t ) % D i f f e r e n t 1.0 0 1 0 . 1 3 1 0 . 7 5 5 . 8 1 % OK Ye s 1 0 . 2 5 4 . 6 5 % ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o Sh e a t h i n g G r a d e , S h e a t h i n g T h i c k n e s s , & N a i l S i z e Page 45 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By N B D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : 1 2 . 0 0 Lo c a t i o n : S e e A t t a c h e d P l a n De t e r m i n e C o n t r o l l i n g S h e a r W a l l E n d A x i a l C o m p r e s s io n L o a d SW Se g m e n t Ma r k Se i s m i c Co m p . ( l b ) Se i s m i c Co m p . Ab o v e ( l b ) Se i s m i c Co m p . T o t a l (lb ) Win d C o m p . (lb ) Win d C o m p . Ab o v e ( l b ) Win d C o m p . To t a l ( l b ) En d 1 D e a d (lb ) En d 1 L i v e (lb ) En d 1 S n o w (lb ) En d 2 D e a d (lb ) En d 2 L i v e ( l b ) En d 2 S n o w (lb ) En d 1 Eq . 1 6 - 1 2 En d 1 Eq . 1 6 - 1 3 En d 2 Eq . 1 6 - 1 2 En d 2 Eq . 1 6 - 1 3 Co n t r o l l - i n g Co m p . L o a d (lb ) Co n t r o l l - i n g La t e r a l L o a d 1.0 0 1 6 2 5 0 1 6 2 5 2 6 0 5 0 2 6 0 5 8 8 0 0 0 8 8 0 0 0 3 4 8 5 2 8 3 4 3 4 8 5 2 8 3 4 34 8 5 W i n d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 De t e r m i n e N u m b e r o f S h e a r W a l l E n d C o m p r e s s i o n S t u d s C D = 1. 6 0 C M = 1. 0 0 C t = 1. 0 0 c = 0 . 8 C b = 1. 0 0 SW Se g m e n t Ma r k d ( i n ) C F F c (p s i ) F * c (p s i ) l e /d E ' min (p s i ) F cE ( p s i ) C P F'c (p s i ) P ' c ( l b ) F c┴ (p s i ) F ' c┴ (p s i ) P ' c┴ (l b ) P All p e r S t u d (l b ) # o f E n d Stu d s R e q ' d 1.0 0 5 . 5 0 1 . 1 0 1 3 5 0 2 3 7 6 3 4 . 0 9 5 8 0 0 0 0 4 1 0 0 . 1 6 6 0 3 9 5 3 2 5 5 6 2 5 6 25 5 1 5 6 3 2 5 5 2 2 2 2 2 2 2 2 2 2 De t e r m i n e C o n t r o l l i n g S h e a r W a l l E n d A x i a l T e n s i o n Lo a d a n d R e q u i r e d H o l d o w n SW Se g m e n t Ma r k Se i s m i c T e n . To t a l ( l b ) Win d T e n . To t a l ( l b ) En d 1 D e a d (lb ) En d 2 D e a d (lb ) En d 1 E q . 1 6 - 14 En d 1 E q . 1 6 - 15 En d 2 E q . 1 6 - 14 En d 2 E q . 1 6 - 15 Co n t r o l l - i n g Te n . L o a d (lb ) Co n t r o l l - i n g La t e r a l L o a d Ho l d o w n Ca p a c i t y ( l b ) Sta t u s 1.0 0 - 1 6 2 5 - 2 6 0 5 5 9 4 0 5 9 4 0 9 5 9 1 9 3 9 9 5 9 1 9 3 9 95 9 W i n d 0 O K Ho l d o w n No H D No H D No H D No H D No H D No H D No H D No H D No H D No H D Page 46 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By N B D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : L Lo c a t i o n : S e e A t t a c h e d P l a n Sh e a r W a l l L i n e L o a d i n g : La t e r a l L o a d s Win d ( l b ) : 6 , 7 5 0 A S D L e v e l S e i s m i c ( l b ) : 7 , 7 5 0 S t r e n g t h Le v e l H o u s e ? : N o Sh e a r W a l l L i n e I n f o r m a t i o n Lo a d s O v e r L e n g t h o f t h e W a l l L o a d s T r i b u t a r y t o E n d 1 L o a d s T r i b u t a r y t o E n d 2 SW Se g m e n t Ma r k l Se g ( f t ) h sw ( f t ) h SW /l Se g Wa l l Fr a m i n g Sp e c i e s Sp e c i f i c Gr a v i t y G Wa l l D e p t h In t e r s t o r y o f Ba s e ? Wa l l D L ( l b ) Wa l l Wa l l L L ( l b ) Wa l l Wa l l S L ( l b ) Wa l l Wa l l D L ( l b ) E n d 1 Wa l l L L ( l b ) En d 1 Wa l l S L ( l b ) En d 1 Wa l l D L ( l b ) En d 2 Wa l l L L ( l b ) En d 2 Wa l l S L ( l b ) En d 2 1 1 7 . 2 5 1 6 . 0 0 0 . 9 3 D F # 2 0 . 5 0 x 6 B a s e 1 8 2 1 6 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e l SW ( f t ) = 17 . 2 5 De p t h o f F l o o r F r a m i n g a t I n t e r s t o r y S W S e g m e n t s ( i n) = 0. 0 0 Sh e a r W a l l S u m m a r y SW S e g m e n t Ma r k Sh e a r W a l l Ty p e Wa l l D e p t h # o f E n d St u d s Ho l d o w n 1 S W - 4 x 6 3 H D U 2 ( 3 0 7 5 D F , 2 2 1 5 H F ) 2 2 2 2 2 2 2 2 2 Page 47 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By N B D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : L Lo c a t i o n : S e e A t t a c h e d P l a n Sh e a r W a l l S c h e d u l e Sh e a r W a l l F a c t o r s t o D e t e r m i n e D e f l e c t i o n Sh e a r W a l l Ty p e Pa n e l E d g e Na i l Sp a c i n g ( i n ) SW C a p a c i t y (p l f ) Sh e a t h i n g Sh e a r Sti f f n e s s , G t (l b / i n ) Fa s t e n e r Sli p S t r u c t I Fa c t o r Fa s t e n e r Sli p D e n o m - in a t o r Fa s t e n e r Sli p P o w e r Ma x F a s t e n e r S l i p (in ) SW - 6 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 6 24 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 4 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 4 35 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 3 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 3 45 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 2 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 2 64 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 4 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 4 76 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 3 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 3 98 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 2 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 2 12 8 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 De t e r m i n e S h e a r W a l l T y p e SW Se g m e n t Ma r k Se i s m i c Sh e a r ( p l f ) As p e c t Ra t i o Re d u c t i o n Sp e c i e s Re d u c t i o n Ad j u s t e d Se i s m i c Sh e a r ( p l f ) Win d S h e a r (p l f ) All o w a b l e Sh e a r In c r e a s e Ad j u s t e d Win d S h e a r (p l f ) Re q ' d S h e a r (p l f ) Sh e a r W a l l Ty p e Sh e a r W a l l Ca p a c i t y (p l f ) Ch e c k Co n t r o l l i n g Sh e a r 1.0 0 3 1 4 1 . 0 0 1 . 0 0 3 1 4 3 9 1 4 0 % 2 8 0 31 4 S W - 4 3 5 0 O K S e i s m i c 40 % SW - 6 40 % SW - 4 40 % SW - 4 40 % SW - 4 40 % SW - 6 40 % SW - 6 40 % SW - 6 40 % SW - 4 40 % SW - 6 De t e r m i n e S h e a r W a l l O v e r t u r n i n g M o m e n t L e v e r A r m SW Se g m e n t Ma r k As s u m e d M OT Le v e r A r m ( f t ) Ac t u a l M OT Le v e r A r m (ft ) % D i f f e r e n t S t a t u s Ov e r r i d e Le v e r A r m ? Us e r I n p u t M OT L e v e r Ar m ( f t ) % D i f f e r e n t 1.0 0 1 5 . 5 3 1 6 . 3 9 5 . 2 8 % OK Ye s 1 5 . 7 0 4 . 2 1 % ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o Sh e a t h i n g G r a d e , S h e a t h i n g T h i c k n e s s , & N a i l S i z e Page 48 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By N B D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : L Lo c a t i o n : S e e A t t a c h e d P l a n De t e r m i n e C o n t r o l l i n g S h e a r W a l l E n d A x i a l C o m p r e s s io n L o a d SW Se g m e n t Ma r k Se i s m i c Co m p . ( l b ) Se i s m i c Co m p . Ab o v e ( l b ) Se i s m i c Co m p . T o t a l (lb ) Win d C o m p . (lb ) Win d C o m p . Ab o v e ( l b ) Win d C o m p . To t a l ( l b ) En d 1 D e a d (lb ) En d 1 L i v e (lb ) En d 1 S n o w (lb ) En d 2 D e a d (lb ) En d 2 L i v e ( l b ) En d 2 S n o w (lb ) En d 1 Eq . 1 6 - 1 2 En d 1 Eq . 1 6 - 1 3 En d 2 Eq . 1 6 - 1 2 En d 2 Eq . 1 6 - 1 3 Co n t r o l l - i n g Co m p . L o a d (lb ) Co n t r o l l - i n g La t e r a l L o a d 1.0 0 5 5 2 9 0 5 5 2 9 6 8 7 9 0 6 8 7 9 8 8 0 0 0 8 8 0 0 0 7 7 5 9 6 0 3 9 7 7 5 9 6 0 3 9 77 5 9 W i n d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 De t e r m i n e N u m b e r o f S h e a r W a l l E n d C o m p r e s s i o n S t u d s C D = 1. 6 0 C M = 1. 0 0 C t = 1. 0 0 c = 0 . 8 C b = 1. 0 0 SW Se g m e n t Ma r k d ( i n ) C F F c (p s i ) F * c (p s i ) l e /d E ' min (p s i ) F cE ( p s i ) C P F'c (p s i ) P ' c ( l b ) F c┴ (p s i ) F ' c┴ (p s i ) P ' c┴ (l b ) P All p e r S t u d (l b ) # o f E n d Stu d s R e q ' d 1.0 0 5 . 5 0 1 . 1 0 1 3 5 0 2 3 7 6 3 3 . 9 1 5 8 0 0 0 0 4 1 5 0 . 1 6 7 7 3 9 9 3 2 8 8 6 2 5 6 25 5 1 5 6 3 2 8 8 3 2 2 2 2 2 2 2 2 2 De t e r m i n e C o n t r o l l i n g S h e a r W a l l E n d A x i a l T e n s i o n Lo a d a n d R e q u i r e d H o l d o w n SW Se g m e n t Ma r k Se i s m i c T e n . To t a l ( l b ) Win d T e n . To t a l ( l b ) En d 1 D e a d (lb ) En d 2 D e a d (lb ) En d 1 E q . 1 6 - 14 En d 1 E q . 1 6 - 15 En d 2 E q . 1 6 - 14 En d 2 E q . 1 6 - 15 Co n t r o l l - i n g Te n . L o a d (lb ) Co n t r o l l - i n g La t e r a l L o a d Ho l d o w n Ca p a c i t y ( l b ) Sta t u s 1.0 0 - 5 5 2 9 - 6 8 7 9 9 1 0 8 9 1 0 8 - 1 4 1 4 - 6 4 - 1 4 1 4 - 6 4 -1 4 1 4 W i n d -3 0 7 5 O K Ho l d o w n HD U 2 ( 3 0 7 5 D F , 2 2 1 5 H F ) No H D No H D No H D No H D No H D No H D No H D No H D No H D Page 49 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By N B D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : C Lo c a t i o n : S e e A t t a c h e d P l a n Sh e a r W a l l L i n e L o a d i n g : La t e r a l L o a d s Win d ( l b ) : 6 , 7 5 0 A S D L e v e l S e i s m i c ( l b ) : 7 , 7 5 0 S t r e n g t h Le v e l H o u s e ? : N o Sh e a r W a l l L i n e I n f o r m a t i o n Lo a d s O v e r L e n g t h o f t h e W a l l L o a d s T r i b u t a r y t o E n d 1 L o a d s T r i b u t a r y t o E n d 2 SW Se g m e n t Ma r k l Se g ( f t ) h sw ( f t ) h SW /l Se g Wa l l Fr a m i n g Sp e c i e s Sp e c i f i c Gr a v i t y G Wa l l D e p t h In t e r s t o r y o f Ba s e ? Wa l l D L ( l b ) Wa l l Wa l l L L ( l b ) Wa l l Wa l l S L ( l b ) Wa l l Wa l l D L ( l b ) E n d 1 Wa l l L L ( l b ) En d 1 Wa l l S L ( l b ) En d 1 Wa l l D L ( l b ) En d 2 Wa l l L L ( l b ) En d 2 Wa l l S L ( l b ) En d 2 1 1 1 . 2 5 1 6 . 0 0 1 . 4 2 D F # 2 0 . 5 0 x 6 B a s e 4 4 5 5 2 6 . 6 7 1 6 . 0 0 2 . 4 0 D F # 2 0 . 5 0 x 6 B a s e 2 6 4 1 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 DF # 2 x 6 B a s e 0 HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e HF # 2 Ba s e l SW ( f t ) = 17 . 9 2 De p t h o f F l o o r F r a m i n g a t I n t e r s t o r y S W S e g m e n t s ( i n) = 0. 0 0 Sh e a r W a l l S u m m a r y SW S e g m e n t Ma r k Sh e a r W a l l Ty p e Wa l l D e p t h # o f E n d St u d s Ho l d o w n 1 S W - 3 x 6 3 H D U 8 ( 5 9 8 0 D F , 4 3 0 5 H F ) 2 S W - 3 x 6 3 H D U 8 ( 5 9 8 0 D F , 4 3 0 5 H F ) 2 2 2 2 2 2 2 2 Page 50 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By N B D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : C Lo c a t i o n : S e e A t t a c h e d P l a n Sh e a r W a l l S c h e d u l e Sh e a r W a l l F a c t o r s t o D e t e r m i n e D e f l e c t i o n Sh e a r W a l l Ty p e Pa n e l E d g e Na i l Sp a c i n g ( i n ) SW C a p a c i t y (p l f ) Sh e a t h i n g Sh e a r Sti f f n e s s , G t (l b / i n ) Fa s t e n e r Sli p S t r u c t I Fa c t o r Fa s t e n e r Sli p D e n o m - in a t o r Fa s t e n e r Sli p P o w e r Ma x F a s t e n e r S l i p (in ) SW - 6 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 6 24 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 4 AP A R a t e d , 7 / 1 6 " , 8 d C o m m o n 4 35 0 34 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 3 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 3 49 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 SW - 2 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 2 64 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 4 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 4 76 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 3 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 3 98 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 2S W - 2 AP A R a t e d , 1 5 / 3 2 " , 8 d C o m m o n 2 12 8 0 38 0 0 0 1 . 2 6 1 6 3 . 0 1 8 0 . 0 5 3 6 6 1 De t e r m i n e S h e a r W a l l T y p e SW Se g m e n t Ma r k Se i s m i c Sh e a r ( p l f ) As p e c t Ra t i o Re d u c t i o n Sp e c i e s Re d u c t i o n Ad j u s t e d Se i s m i c Sh e a r ( p l f ) Win d S h e a r (p l f ) All o w a b l e Sh e a r In c r e a s e Ad j u s t e d Win d S h e a r (p l f ) Re q ' d S h e a r (p l f ) Sh e a r W a l l Ty p e Sh e a r W a l l Ca p a c i t y (p l f ) Ch e c k Co n t r o l l i n g Sh e a r 1.0 0 3 0 3 1 . 0 0 1 . 0 0 3 0 3 3 7 7 4 0 % 2 6 9 30 3 S W - 3 4 9 0 O K S e i s m i c 2.0 0 3 0 3 0 . 8 3 1 . 0 0 3 6 3 3 7 7 4 0 % 2 6 9 36 3 S W - 3 4 9 0 O K S e i s m i c 40 % SW - 4 40 % SW - 4 40 % SW - 4 40 % SW - 6 40 % SW - 6 40 % SW - 6 40 % SW - 4 40 % SW - 6 De t e r m i n e S h e a r W a l l O v e r t u r n i n g M o m e n t L e v e r A r m SW Se g m e n t Ma r k As s u m e d M OT Le v e r A r m ( f t ) Ac t u a l M OT Le v e r A r m (ft ) % D i f f e r e n t S t a t u s Ov e r r i d e Le v e r A r m ? Us e r I n p u t M OT L e v e r Ar m ( f t ) % D i f f e r e n t 1.0 0 1 0 . 1 3 1 0 . 3 9 2 . 5 1 % OK No 2.0 0 6 . 0 0 5 . 8 1 3 . 4 0 % OK No ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o ** * N A * * * N o Sh e a t h i n g G r a d e , S h e a t h i n g T h i c k n e s s , & N a i l S i z e Page 51 12 1 N 9 t h S t . , S u i t e 4 0 1 T . 2 0 8 . 6 3 9 . 4 5 2 0 Bo i s e , I D 8 3 7 0 2 Pr o j e c t D L E v a n s Jo b # A 1 9 - 1 2 1 P a g e o f Cli e n t By N B D a t e 1 2 / 1 5 / 1 9 Su b j e c t S h e a r W a l l Ch e c k e d D a t e Ba s e F l o o r W o o d S h e a r W a l l D e s i g n Pe r I B C 2 0 1 2 , A S C E 7 - 1 0 , & N D S 2 0 1 2 Str u c t u r e : M a i n B l d g Sh e a r W a l l L i n e : C Lo c a t i o n : S e e A t t a c h e d P l a n De t e r m i n e C o n t r o l l i n g S h e a r W a l l E n d A x i a l C o m p r e s s io n L o a d SW Se g m e n t Ma r k Se i s m i c Co m p . ( l b ) Se i s m i c Co m p . Ab o v e ( l b ) Se i s m i c Co m p . T o t a l (lb ) Win d C o m p . (lb ) Win d C o m p . Ab o v e ( l b ) Win d C o m p . To t a l ( l b ) En d 1 D e a d (lb ) En d 1 L i v e (lb ) En d 1 S n o w (lb ) En d 2 D e a d (lb ) En d 2 L i v e ( l b ) En d 2 S n o w (lb ) En d 1 Eq . 1 6 - 1 2 En d 1 Eq . 1 6 - 1 3 En d 2 Eq . 1 6 - 1 2 En d 2 Eq . 1 6 - 1 3 Co n t r o l l - i n g Co m p . L o a d (lb ) Co n t r o l l - i n g La t e r a l L o a d 1.0 0 5 3 8 2 0 5 3 8 2 6 6 9 6 0 6 6 9 6 3 3 0 0 0 3 3 0 0 0 7 0 2 6 5 3 5 2 7 0 2 6 5 3 5 2 70 2 6 W i n d 2.0 0 5 3 8 2 0 5 3 8 2 6 6 9 6 0 6 6 9 6 3 3 0 0 0 3 3 0 0 0 7 0 2 6 5 3 5 2 7 0 2 6 5 3 5 2 70 2 6 W i n d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 De t e r m i n e N u m b e r o f S h e a r W a l l E n d C o m p r e s s i o n S t u d s C D = 1. 6 0 C M = 1. 0 0 C t = 1. 0 0 c = 0 . 8 C b = 1. 0 0 SW Se g m e n t Ma r k d ( i n ) C F F c (p s i ) F * c (p s i ) l e /d E ' min (p s i ) F cE ( p s i ) C P F'c (p s i ) P ' c ( l b ) F c┴ (p s i ) F ' c┴ (p s i ) P ' c┴ (l b ) P All p e r S t u d (l b ) # o f E n d Stu d s R e q ' d 1.0 0 5 . 5 0 1 . 1 0 1 3 5 0 2 3 7 6 3 3 . 9 1 5 8 0 0 0 0 4 1 5 0 . 1 6 7 7 3 9 9 3 2 8 8 6 2 5 6 25 5 1 5 6 3 2 8 8 3 2.0 0 5 . 5 0 1 . 1 0 1 3 5 0 2 3 7 6 3 3 . 9 1 5 8 0 0 0 0 4 1 5 0 . 1 6 7 7 3 9 9 3 2 8 8 6 2 5 6 25 5 1 5 6 3 2 8 8 3 2 2 2 2 2 2 2 2 De t e r m i n e C o n t r o l l i n g S h e a r W a l l E n d A x i a l T e n s i o n Lo a d a n d R e q u i r e d H o l d o w n SW Se g m e n t Ma r k Se i s m i c T e n . To t a l ( l b ) Win d T e n . To t a l ( l b ) En d 1 D e a d (lb ) En d 2 D e a d (lb ) En d 1 E q . 1 6 - 14 En d 1 E q . 1 6 - 15 En d 2 E q . 1 6 - 14 En d 2 E q . 1 6 - 15 Co n t r o l l - i n g Te n . L o a d (lb ) Co n t r o l l - i n g La t e r a l L o a d Ho l d o w n Ca p a c i t y ( l b ) Sta t u s 1.0 0 - 5 3 8 2 - 6 6 9 6 2 2 2 8 2 2 2 8 - 5 3 6 0 - 4 0 4 5 - 5 3 6 0 - 4 0 4 5 -5 3 6 0 W i n d -5 9 8 0 O K 2.0 0 - 5 3 8 2 - 6 6 9 6 1 3 2 1 1 3 2 1 - 5 9 0 4 - 4 5 9 0 - 5 9 0 4 - 4 5 9 0 -5 9 0 4 W i n d -5 9 8 0 O K Ho l d o w n HD U 8 ( 5 9 8 0 D F , 4 3 0 5 H F ) HD U 8 ( 5 9 8 0 D F , 4 3 0 5 H F ) No H D No H D No H D No H D No H D No H D No H D No H D Page 52 121 N. 9th St. STE. #401 · Boise, Idaho 83702 · (208) 639-4520 Project Name: Job Number: Engineer: Date: Reviewer: STRUCTURAL ENGINEERING CALCULATIONS Page 53 DL Evans Rexburg A19-121 12/20/2019 NB KR SNOW DRIFT DRIFT A ≔pf 35 ――lb ft2 ≔hc 4.3 ft ≔hd 3.5 ft ≔w =⋅4 hd 14 ft ≔pg 50 ≔=⋅⎛⎝+⋅0.13 pg 14⎞⎠――lb ft3 20.5 ――lb ft3 ≔hb =―pf 1.707 ft ≔pdriftmax =⋅h d 71.75 ――lb ft2