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Fen Way Calcs_Combined_8-6-2021
JOB TITLE Fenway Duplexes JOB NO.6-21158 SHEET NO. CALCULATED BY KDO DATE 8/6/21 CHECKED BY DATE CS2018 Ver 2019.05.15 www.struware.com STRUCTURAL CALCULATIONS FOR Fenway Duplexes Great West Engineering JOB TITLE Fenway Duplexes 702 2nd Street South #2 Great Falls, MT JOB NO.6-21158 SHEET NO. 406-952-1109 CALCULATED BY KDO DATE 8/6/21 CHECKED BY DATE www.struware.com Code Search Code: Occupancy: Occupancy Group =R Risk Category & Importance Factors: Risk Category =II Wind factor =1.00 Snow factor =1.00 Seismic factor =1.00 Type of Construction: Fire Rating: Roof =0.0 hr Floor =0.0 hr Building Geometry: Roof angle (θ)3.00 / 12 14.0 deg Building length (L) 72.0 ft Least width (B) 24.0 ft Mean Roof Ht (h)31.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 40 psf Partitions N/A 0 0 psf 0 0 psf International Building Code 2018 Residential Great West Engineering JOB TITLE Fenway Duplexes 702 2nd Street South #2 Great Falls, MT JOB NO.6-21158 SHEET NO. 406-952-1109 CALCULATED BY KDO DATE 8/6/21 CHECKED BY DATE Wind Loads :ASCE 7- 16 Ultimate Wind Speed 116 mph Nominal Wind Speed 89.9 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd)0.85 Kh case 1 0.989 Kh case 2 0.989 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H)0.0 ft H<15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh =0.00 Use H/Lh =0.00 Modified Lh = 0.0 ft From top of crest: x =0.0 ft Bldg up/down wind?0 H/Lh=0.00 K1 =0.000 x/Lh =0.00 K2 =0.000 z/Lh =0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =31.0 ft If building h/B>4 then may be flexible and should be investigated. B =24.0 ft h/B =1.29 /z (0.6h) =18.6 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 34Natural Frequency (η1) =0.0 Hz ℓ =500 ft Damping ratio (β) =0 zmin =15 ft /b =0.65 c =0.20 /α =0.15 gQ, gv =3.4 Vz =101.3 Lz =446.0 ft N1 =0.00 Q =0.93 Rn =0.000 Iz =0.22 Rh =28.282 η =0.000 h =31.0 ft G =0.89 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R =0.000 Gf =0.000 Enclosure Classification Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller Great West Engineering JOB TITLE Fenway Duplexes 702 2nd Street South #2 Great Falls, MT JOB NO.6-21158 SHEET NO. 406-952-1109 CALCULATED BY KDO DATE 8/6/21 CHECKED BY DATE Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao Enclosed sf Ao ≥ 1.1Aoi #VALUE! Ag By sf Ao > 4' or 0.01Ag #VALUE! AoiObservation sf Aoi / Agi ≤ 0.20 NO #VALUE! Agi sf Partially Enclosed ERROR: Must enter value in all cells ERROR: Ag must be greater than Ao Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building:A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Ground Elevation Factor (Ke) Grd level above sea level =0.0 ft Ke =1.0000 Constant = 0.00256 Adj Constant =0.00256 Great West Engineering JOB TITLE Fenway Duplexes 702 2nd Street South #2 Great Falls, MT JOB NO.6-21158 SHEET NO. 406-952-1109 CALCULATED BY KDO DATE 8/6/21 CHECKED BY DATE Wind Loads - MWFRS all h (Except for Open Buildings) Kh (case 2) =0.99 h =31.0 ft GCpi =+/-0.18 Base pressure (qh) =29.0 psf ridge ht =32.5 ft G = 0.85 Roof Angle (θ) =14.0 deg L =72.0 ft qi = qh Roof tributary area - (h/2)*L:1118 sf B =24.0 ft (h/2)*B:373 sf Ultimate Wind Surface Pressures (psf) Wind Normal to Ridge Wind Parallel to Ridge B/L =0.33 h/L =1.29 L/B =3.00 h/L =0.43 Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.*Cp qhGCp w/ +qiGCpi w/ -qhGCpi Windward Wall (WW) 0.80 19.7 see table below 0.80 19.7 see table below Leeward Wall (LW) -0.50 -12.3 -17.5 -7.1 -0.25 -6.2 -11.4 -0.9 Side Wall (SW) -0.70 -17.2 -22.5 -12.0 -0.70 -17.2 -22.5 -12.0 Leeward Roof (LR) -0.62 -15.2 -20.5 -10.0 Included in windward roof Neg Windward Roof pressure -1.01 -24.8 -30.0 -19.6 0 to h/2*-0.90 -22.2 -27.4 -16.9 Pos/min Windward Roof press. -0.18 -4.4 -9.6 0.8 h/2 to h*-0.90 -22.2 -27.4 -16.9 h to 2h*-0.50 -12.3 -17.5 -7.1 > 2h*-0.30 -7.4 -12.6 -2.2 Min press.-0.18 -4.4 -9.6 0.8 *Horizontal distance from windward edge For monoslope roofs, entire roof surface is either windward or leeward surface. Windward Wall Pressures at "z" (psf)Combined WW + LW Windward Wall Normal Parallel z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge 0 to 15'0.85 1.00 16.9 11.7 22.1 29.2 23.1 20.0 ft 0.90 1.00 18.0 12.7 23.2 30.3 24.1 25.0 ft 0.95 1.00 18.8 13.6 24.0 31.1 25.0 30.0 ft 0.98 1.00 19.6 14.3 24.8 31.9 25.7 h=31.0 ft 0.99 1.00 19.7 14.5 24.9 32.0 25.9 ridge =32.5 ft 1.00 1.00 19.9 14.7 25.1 32.2 26.0 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz Kzt qp (psf) 0.0 ft 0.85 1.00 0.0 Windward parapet:0.0 psf (GCpn = +1.5) Leeward parapet:0.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) :19.7 psf (upward) Great West Engineering JOB TITLE Fenway Duplexes 702 2nd Street South #2 Great Falls, MT JOB NO.6-21158 SHEET NO. 406-952-1109 CALCULATED BY KDO DATE 8/6/21 CHECKED BY DATE Snow Loads :ASCE 7- 16 Nominal Snow Forces Roof slope =14.0 deg Horiz. eave to ridge dist (W) =12.0 ft Roof length parallel to ridge (L) =72.0 ft Type of Roof Hip and gable w/ trussed systems Ground Snow Load Pg =46.0 psf Risk Category =II Importance Factor I =1.0 Thermal Factor Ct =1.00 Exposure Factor Ce =1.0 Pf = 0.7*Ce*Ct*I*Pg =32.2 psf Unobstructed Slippery Surface no Sloped-roof Factor Cs =1.00 Balanced Snow Load =32.2 psf Near ground level surface balanced snow load = 46.0 psf Rain on Snow Surcharge Angle 0.24 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge =0.0 psf Ps plus rain surcharge =32.2 psf Minimum Snow Load Pm =20.0 psf Uniform Roof Design Snow Load =32.2 psf *40 PSF MIN CONTROLS Unbalanced Snow Loads - for Hip & Gable roofs only Required if slope is between 7 on 12 =30.26 deg and 2.38 deg =2.38 deg Unbalanced snow loads must be applied Windward snow load =9.7 psf = 0.3Ps Leeward snow load from ridge to 9.03' =49.1 psf = hdγ / √S + Ps Leeward snow load from 9.03' to the eave =32.2 psf = Ps Windward Snow Drifts 1 - Against walls, parapets, etc Upwind fetch lu =N/A Projection height h = Snow density g =20.0 pcf Balanced snow height hb =1.61 ft hd =#VALUE! hc =-1.61 ft hc/hb <0.2 =-1.0 Therefore, no drift #VALUE!=0.00 ft Drift width w =#VALUE! Surcharge load: pd = γ*hd =0.0 psf Balanced Snow load: =32.2 psf 32.2 psf Windward Snow Drifts 2 - Against walls, parapets, etc Upwind fetch lu =N/A Projection height h = Snow density g =20.0 pcf Balanced snow height hb =1.61 ft hd =#VALUE! hc =-1.61 ft hc/hb <0.2 =-1.0 Therefore, no drift #VALUE!=0.00 ft Drift width w =#VALUE! Surcharge load: pd = γ*hd =0.0 psf Balanced Snow load: =32.2 psf 32.2 psf Note: If bottom of projection is at least 2 feet above hb then snow drift is not required. NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. Great West Engineering JOB TITLE Fenway Duplexes 702 2nd Street South #2 Great Falls, MT JOB NO.6-21158 SHEET NO. 406-952-1109 CALCULATED BY KDO DATE 8/6/21 CHECKED BY DATE Snow Loads - from adjacent building or roof:ASCE 7- 16 Nominal Snow Forces Higher Roof Lower Roof Roof slope =14.0 deg 0.25 / 12 = 1.2 deg Horiz. eave to ridge dist (W) =24.0 ft 5.7 ft Roof length parallel to ridge (L) =72.0 ft 8.5 ft Projection height (roof step) h =22.5 ft Building separation s =0.0 ft Type of Roof Monoslope Monoslope Ground Snow Load Pg =46.0 psf 46.0 psf Risk Category =II II Importance Factor I =1.0 1.0 Thermal Factor Ct =1.00 1.20 Exposure Factor Ce =1.2 1.2 Pf = 0.7*Ce*Ct*I*Pg =38.6 psf 46.4 psf Unobstructed Slippery Surface no no Sloped-roof Factor Cs =1.00 1.00 Balanced Snow Load Ps =38.6 psf 46.4 psf Rain on Snow Surcharge Angle 0.48 deg 0.11 deg Code Maximum Rain Surcharge 5.0 psf 5.0 psf Rain on Snow Surcharge =0.0 psf 0.0 psf Ps plus rain surcharge =38.6 psf 46.4 psf Minimum Snow Load Pm =20.0 psf 20.0 psf Uniform Roof Design Snow Load =38.6 psf 46.4 psf Building Official Minimum = Leeward Snow Drifts - from adjacent higher roof Upper roof length lu =72.0 ft Snow density ɣ =20.0 pcf Balanced snow height hb =2.32 ft hc =20.18 ft hc/hb >0.2 =8.7 Therefore, design for drift Adj structure factor =1.00 Drift height (hd)=1.81 ft Drift width w =5.67 ft Surcharge load: pd = γ*hd =36.1 psf Balanced Snow load: =46.4 psf 82.5 psf Leeward drift controls Windward Snow Drifts - from low roof against high roof Lower roof length lu =5.7 ft Adj structure factor =1.00 Drift height hd =1.27 ft Drift width w =5.08 ft Surcharge load: pd = γ*hd =25.4 psf Balanced Snow load: =46.4 psf 71.7 psf Sliding Snow - onto lower roof Sliding snow = 0.4 Pf W =370.9 plf Distributed over 15 feet =24.7 psf hd + hb =3.56 ft hd + hb < =h therefore sliding snow =24.7 psf Balanced snow load =46.4 psf Uniform snow load within 15' of higher roof =71.1 psf w =5.67 ft NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code. Hazards by Location Search Information Address:Bozeman, MT, USA Coordinates:45.6769979, -111.0429339 Elevation:4834 ft Timestamp:2021-08-06T03:48:56.051Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:II Site Class:D Basic Parameters Name Value Description SS 0.681 MCER ground motion (period=0.2s) S1 0.214 MCER ground motion (period=1.0s) SMS 0.855 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 0.57 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.255 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.901 Coefficient of risk (0.2s) CR1 0.91 Coefficient of risk (1.0s) PGA 0.3 MCEG peak ground acceleration FPGA 1.3 Site amplification factor at PGA PGAM 0.39 Site modified peak ground acceleration 4834 ft Report a map errorMap data ©2021 Google TL 6 Long-period transition period (s) SsRT 0.681 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.756 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.214 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.235 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Great West Engineering JOB TITLE Fenway Duplexes 702 2nd Street South #2 Great Falls, MT JOB NO.6-21158 SHEET NO. 406-952-1109 CALCULATED BY KDO DATE 8/6/21 CHECKED BY DATE Seismic Loads:IBC 2018 Strength Level Forces Risk Category : II Importance Factor (I) : 1.00 Site Class :D Ss (0.2 sec) =68.10 %g S1 (1.0 sec) =21.40 %g Fa =1.255 Sms =0.855 SDS =0.570 Design Category =D Fv =2.172 Sm1 =0.465 SD1 =0.310 Design Category =D Seismic Design Category =D Redundancy Coefficient ρ =1.30 Number of Stories:3 Structure Type:Light Frame Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) =32.5 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) =6.5 Over-Strength Factor (Ωo) =2.5 Deflection Amplification Factor (Cd) =4 SDS =0.570 SD1 =0.310 Seismic Load Effect (E) = Eh +/-Ev = ρ QE +/- 0.2SDS D = 1.3Qe +/-0.114D Special Seismic Load Effect (Em) =Emh +/- Ev = Ωo QE +/- 0.2SDS D = 2.5Qe +/-0.114D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT) =0.020 Cu = 1.40 Approx fundamental period (Ta) =CThnx = 0.272 sec x= 0.75 Tmax = CuTa = 0.381 User calculated fundamental period (T) =sec Use T = 0.272 Long Period Transition Period (TL) =ASCE7 map =6 Seismic response coef. (Cs) =SDSI/R =0.088 need not exceed Cs =Sd1 I /RT =0.175 but not less than Cs =0.044SdsI =0.025 USE Cs =0.088 Design Base Shear V =0.088W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type:All other structures Allowable story drift Δa =0.020hsx where hsx is the story height below level x QE = horizontal seismic force Great West Engineering JOB TITLE Fenway Duplexes 702 2nd Street South #2 Great Falls, MT JOB NO.6-21158 SHEET NO. 406-952-1109 CALCULATED BY KDO DATE 8/6/21 CHECKED BY DATE Roof Design Loads Items Description Multiple psf (max)psf (min) 0.0 0.0 Roofing Asphalt Shingles w/roll roofing 3.0 2.0 Framing Wood Trusses @ 24"3.0 2.5 Insulation R-40 Fiberglass insul.1.3 1.2 Decking 5/8" plywood/OSB 2.2 1.8 Ceiling 5/8" gypsum 2.8 2.5 Mech & Elec Mech. & Elec.2.0 0.0 Misc.Misc.0.5 0.0 Actual Dead Load 14.8 10.0 Use this DL instead 15.0 10.0 Live Load 20.0 0.0 Snow Load *40 PSF MIN CONTROLS0.0 Ultimate Wind (zone 2 - 100sf)16.0 -40.0 ASD Loading D + S #VALUE!- D + 0.75(0.6*W + S) #VALUE!- 0.6*D + 0.6*W --18.0 LRFD Loading 1.2D + 1.6 S + 0.5W #VALUE!- 1.2D + 1.0W + 0.5S #VALUE!- 0.9D + 1.0W --31.0 Roof Live Load Reduction Roof angle 3.00 / 12 14.0 deg 0 to 200 sf: 20.0 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12.0 psf 300 sf 18.0 psf 400 sf 16.0 psf 500 sf 14.0 psf User Input: 450 sf 15.0 psf Great West Engineering JOB TITLE Fenway Duplexes 702 2nd Street South #2 Great Falls, MT JOB NO.6-21158 SHEET NO. 406-952-1109 CALCULATED BY KDO DATE 8/6/21 CHECKED BY DATE Floor Design Loads Items Description Multiple psf (max)psf (min) Flooring Carpet & pad 1.0 1.0 Framing TJI @ 24"/ Linoleum 2.0 1.0 Decking 3/4" plywood/OSB 2.7 2.3 Ceiling 5/8" gypsum 2.8 2.5 Insulation R-19 Fiberglass insul.0.6 0.6 Mech & Elec Mech. & Elec.2.0 0.0 Misc.Misc.0.5 0.0 0.0 0.0 0.0 0.0 Actual Dead Load 11.6 7.4 Use this DL instead 12.0 8.0 Partitions 15.0 0.0 Live Load 40.0 0.0 Total Live Load 55.0 0.0 Total Load 67.0 8.0 FLOOR LIVE LOAD REDUCTION (not including partitions) NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car garages, except may reduce members supporting 2 or more floors & non-assembly 20%. IBC alternate procedure Smallest of: L=Lo(0.25+15/√KLLAT)R= .08%(SF - 150) Unreduced design live load: Lo = 40 psf R= 23.1(1+D/L) =30.0% R= 40% member supports 1 floor Floor member & 1 floor cols KLL = 2 R= 60% member supports ≥2 floors Tributary Area AT = 300 sf R = 12.0% Reduced live load: L = 34.5 psf Reduced live load: L = 35.2 psf Columns (2 or more floors) KLL = 4 Tributary Area AT = 500 sf R = 28.0% Reduced live load: L = 23.4 psf Reduced live load: L = 28.8 psf Great West Engineering JOB TITLE Fenway Duplexes 702 2nd Street South #2 Great Falls, MT JOB NO.6-21158 SHEET NO. 406-952-1109 CALCULATED BY KDO DATE 8/6/21 CHECKED BY DATE Wall Design Loads Items Description Multiple psf (max)psf (min) Sheathing 7/16" plywood/OSB 1.6 1.4 Sheathing 5/8" gypsum 2.8 2.5 Framing 2x6 wood stud @ 16"2.0 1.1 Wall Covering 24 ga steel 1.3 1.2 Insulation R-11 Fiberglass insul.0.4 0.4 Mech & Elec Mech. & Elec.1.0 0.0 Misc.Misc.0.5 0.0 0.0 0.0 Actual Dead Load 9.6 6.6 Use this DL instead 10.0 6.5 Wall Design Loads Items Description Multiple psf (max)psf (min) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Actual Dead Load 0.0 0.0 Use this DL instead 50.0 40.0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)871 @ 5 1/2"1005 (1.75")Passed (87%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)871 @ 5 1/2"1655 Passed (53%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3647 @ 8' 10"3795 Passed (96%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.398 @ 8' 10"0.558 Passed (L/506)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.517 @ 8' 10"0.837 Passed (L/389)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 28 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Hanger on 11 7/8" DF beam 5.50"Hanger¹1.75" /1.75" ²212 707 919 See note ¹ 2 - Stud wall - HF 5.50"5.50"1.75"210 700 910 Blocking •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 8" o/c Bottom Edge (Lu)17' 1" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger IUS2.06/11.88 2.00"N/A 10-10dx1.5 2-Strong-Grip •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 17' 7"24"12.0 40.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer isresponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured atWeyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Fenway Duplex, J1 1 piece(s) 11 7/8" TJI® 210 @ 24" OC ForteWEB Software Operator Job Notes 8/6/2021 5:58:29 AM UTCKevin O'ConnorGreat West Engineering (406) 604-7546koconnor@greatwesteng.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Floor Joists Page 1 / 1 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1661 @ 4' 5 3/4"2950 (5.25")Passed (56%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)1106 @ 4' 8 1/2"1903 Passed (58%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)-2235 @ 4' 5 3/4"4364 Passed (51%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.063 @ 6' 8 1/2"0.200 Passed (2L/844)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.087 @ 6' 8 1/2"0.223 Passed (2L/618)--1.0 D + 1.0 S (All Spans) TJ-Pro™ Rating 72 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/0.2") and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •-491 lbs uplift at support located at 3". Strapping or other restraint may be required. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Hanger on 11 7/8" DF beam 3.00"Hanger¹1.75" /1.75" ²-107 125 -384 125/-491 See note ¹ 2 - Stud wall - HF 5.50"5.50"3.50"472 89 1189 1750 Blocking •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 6" o/c Bottom Edge (Lu)4' 11" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger BA2.1/11.88 3.00"6-10d 10-10d 8-10dx1.5 Web Stiffeners •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 4'16"12.0 40.0 -Interior Load 2 - Point (PLF)6' 6"16"226.2 -603.3 Exterior Load All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Fenway Duplex, J2 1 piece(s) 11 7/8" TJI® 210 @ 16" OC ForteWEB Software Operator Job Notes 8/6/2021 6:01:31 AM UTCKevin O'ConnorGreat West Engineering (406) 604-7546koconnor@greatwesteng.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Floor Joists Page 1 / 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer isresponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 8/6/2021 6:01:31 AM UTCKevin O'ConnorGreat West Engineering (406) 604-7546koconnor@greatwesteng.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Floor Joists Page 2 / 2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1521 @ 13' 11 3/4"2950 (5.25")Passed (52%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1214 @ 14' 2 1/2"1903 Passed (64%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)-2453 @ 13' 11 3/4"4364 Passed (56%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.115 @ 16' 2 1/2"0.200 Passed (2L/464)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.156 @ 16' 2 1/2"0.223 Passed (2L/342)--1.0 D + 1.0 S (All Spans) TJ-Pro™ Rating 52 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/0.2") and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - HF 3.00"3.00"1.75"53 377 -118 430/- 118 Blocking 2 - Stud wall - HF 5.50"5.50"3.50"572 343 922 1837 Blocking •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 7" o/c Bottom Edge (Lu)4' 8" o/c Dead Floor Live Snow Vertical Loads Location Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 13' 6"16"12.0 40.0 -Interior Load 2 - Point (PLF)16'16"307.0 -603.3 Exterior Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantiesrelated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer isresponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer towww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Fenway Duplex, J3 1 piece(s) 11 7/8" TJI® 210 @ 16" OC ForteWEB Software Operator Job Notes 8/6/2021 7:03:19 AM UTCKevin O'ConnorGreat West Engineering (406) 604-7546koconnor@greatwesteng.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Floor Joists Page 1 / 1 Wood Beam GREAT WEST ENGINEERINGLic. # : KW-06011984 DESCRIPTION:B1 Great West Engineering 702 2nd Street So Suite 2 0 0 0 0 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V8 2,400.0 2,400.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = -0.1185, L = 0.09380, S = -0.2880 k/ft Partial Length Uniform Load : D = 0.0120, L = 0.040 k/ft, Extent = 0.0 -->> 17.167 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.461: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 8.583ft 66.05 psi= = 2,760.00psi 5.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 304.75 psi== Section used for this span 5.5x12 Maximum Shear Stress Ratio 0.217 : 1 0.000 ft= = 1,273.20psi Maximum Deflection 518>=360 3591 Ratio =393>=240 Max Downward Transient Deflection 0.184 in 1116Ratio =>=360 Max Upward Transient Deflection -0.397 in Ratio = Max Downward Total Deflection 0.057 in Ratio =>=240 Max Upward Total Deflection -0.524 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H1 0.0000 0.000 -0.5242 8.646 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -3.263 -3.263 Overall MINimum 1.148 1.148 +D+H -0.791 -0.791 +D+L+H 0.357 0.357 +D+Lr+H -0.791 -0.791 +D+S+H -3.263 -3.263 +D+0.750Lr+0.750L+H 0.070 0.070 +D+0.750L+0.750S+H -1.784 -1.784 Wood Beam GREAT WEST ENGINEERINGLic. # : KW-06011984 DESCRIPTION:B1 Great West Engineering 702 2nd Street So Suite 2 0 0 0 0 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H -0.791 -0.791 +D+0.70E+H -0.791 -0.791 +D+0.750Lr+0.750L+0.450W+H 0.070 0.070 +D+0.750L+0.750S+0.450W+H -1.784 -1.784 +D+0.750L+0.750S+0.5250E+H -1.784 -1.784 +0.60D+0.60W+0.60H -0.475 -0.475 +0.60D+0.70E+0.60H -0.475 -0.475 D Only -0.791 -0.791 L Only 1.148 1.148 S Only -2.472 -2.472 H Only Wood Beam GREAT WEST ENGINEERINGLic. # : KW-06011984 DESCRIPTION:B2 Great West Engineering 702 2nd Street So Suite 2 0 0 0 0 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V8 2400 2400 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600ksi 850ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0120, L = 0.040 ksf, Tributary Width = 2.0 ft Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 5.917 ft, Tributary Width = 7.792 ft, (Floor Load) Point Load : D = -0.820, L = 1.180, S = -2.530 k @ 5.917 ft, (From B1) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.226: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 5.899ft 43.24 psi= = 2,760.00psi 5.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 265.00 psi== Section used for this span 5.5x12 Maximum Shear Stress Ratio 0.163 : 1 0.000 ft= = 623.14psi Maximum Deflection 1996>=360 1769 Ratio =1864>=240 Max Downward Transient Deflection 0.071 in 1672Ratio =>=360 Max Upward Transient Deflection -0.060 in Ratio = Max Downward Total Deflection 0.067 in Ratio =>=240 Max Upward Total Deflection -0.064 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections L Only 1 0.0712 4.958 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.414 1.651 Overall MINimum -1.021 -1.509 +D+H 0.247 -0.134 +D+L+H 2.414 1.517 +D+Lr+H 0.247 -0.134 +D+S+H -0.773 -1.644 Wood Beam GREAT WEST ENGINEERINGLic. # : KW-06011984 DESCRIPTION:B2 Great West Engineering 702 2nd Street So Suite 2 0 0 0 0 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750Lr+0.750L+H 1.872 1.104 +D+0.750L+0.750S+H 1.107 -0.028 +D+0.60W+H 0.247 -0.134 +D+0.70E+H 0.247 -0.134 +D+0.750Lr+0.750L+0.450W+H 1.872 1.104 +D+0.750L+0.750S+0.450W+H 1.107 -0.028 +D+0.750L+0.750S+0.5250E+H 1.107 -0.028 +0.60D+0.60W+0.60H 0.148 -0.081 +0.60D+0.70E+0.60H 0.148 -0.081 D Only 0.247 -0.134 L Only 2.167 1.651 S Only -1.021 -1.509 H Only Wood Beam GREAT WEST ENGINEERINGLic. # : KW-06011984 DESCRIPTION:D1 Great West Engineering 702 2nd Street So Suite 2 0 0 0 0 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem-Fir No.2 850 850 1300 405 1300 470 150 525 26.84 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0120 ksf, Tributary Width = 2.0 ft Varying Uniform Load : D= 0.0->0.0, S= 0.1650->0.0930 k/ft, Extent = 0.0 -->> 5.667 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.485: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 2.730ft 49.79 psi= = 1,173.00psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 172.50 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.289 : 1 0.000 ft= = 569.16psi Maximum Deflection 0<360 1163 Ratio =0<240 Max Downward Transient Deflection 0.049 in 1398Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.058 in Ratio =>=240 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0584 2.813 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.473 0.405 Overall MINimum 0.400 0.332 +D+H 0.074 0.074 +D+L+H 0.074 0.074 +D+Lr+H 0.074 0.074 +D+S+H 0.473 0.405 +D+0.750Lr+0.750L+H 0.074 0.074 Wood Beam GREAT WEST ENGINEERINGLic. # : KW-06011984 DESCRIPTION:D1 Great West Engineering 702 2nd Street So Suite 2 0 0 0 0 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Project Title: Engineer: Project ID: Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750L+0.750S+H 0.373 0.322 +D+0.60W+H 0.074 0.074 +D+0.70E+H 0.074 0.074 +D+0.750Lr+0.750L+0.450W+H 0.074 0.074 +D+0.750L+0.750S+0.450W+H 0.373 0.322 +D+0.750L+0.750S+0.5250E+H 0.373 0.322 +0.60D+0.60W+0.60H 0.044 0.044 +0.60D+0.70E+0.60H 0.044 0.044 D Only 0.074 0.074 S Only 0.400 0.332 H Only Wood Column GREAT WEST ENGINEERINGLic. # : KW-06011984 DESCRIPTION:Stud Pack Great West Engineering 702 2nd Street So Suite 2 0 0 0 0 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Project Title: Engineer: Project ID: Project Descr: .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Wood Section Name 3-2x4Analysis Method : 10Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Hem-Fir Wood Grade No.2 Fb +850 850psi 1300 405 150 525 26.84 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1300 470 1300 470 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.50 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 4.50 in Exact Depth 3.50 in Area 15.750 in^2 Ix 16.078 in^4 Iy 26.578 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression1.150 1300 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.50 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Fully braced against buckling ABOUT X-X Axis Fully braced against buckling ABOUT Y-Y Axis Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 29.356 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 10.0 ft, D = 1.0, L = 3.090 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.1749 Location of max.above base 0.0 ft Applied Axial 4.119 k Applied Mx 0.0 k-ft Load Combination +D+L+H Load Combination +0.60D+0.70E+0.60H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 240.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination :n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,495.0 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +D+H 0.900 PASS PASS0.0 0.0 10.0 ft1.000 ft0.04857 +D+L+H 1.000 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1749 +D+Lr+H 1.250 PASS PASS0.0 0.0 10.0 ft1.000 ft0.03497 +D+S+H 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.03801 +D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1137 +D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 10.0 ft1.000 ft0.1236 +D+0.60W+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.02732 +D+0.70E+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.02732 +D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.08884 +D+0.750L+0.750S+0.450W+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.08884 +D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.08884 +0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.01639 Wood Column GREAT WEST ENGINEERINGLic. # : KW-06011984 DESCRIPTION:Stud Pack Great West Engineering 702 2nd Street So Suite 2 0 0 0 0 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Project Title: Engineer: Project ID: Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D+0.70E+0.60H 1.600 PASS PASS0.0 0.0 10.0 ft1.000 ft0.01639 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +D+H 1.029 +D+L+H 4.119 +D+Lr+H 1.029 +D+S+H 1.029 +D+0.750Lr+0.750L+H 3.347 +D+0.750L+0.750S+H 3.347 +D+0.60W+H 1.029 +D+0.70E+H 1.029 +D+0.750Lr+0.750L+0.450W+H 3.347 +D+0.750L+0.750S+0.450W+H 3.347 +D+0.750L+0.750S+0.5250E+H 3.347 +0.60D+0.60W+0.60H 0.618 +0.60D+0.70E+0.60H 0.618 D Only 1.029 Lr Only L Only 3.090 S Only W Only E Only H Only .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.0000 0.000ftft inin 0.000 +D+L+H 0.0000 0.0000 0.000ftft inin 0.000 +D+Lr+H 0.0000 0.0000 0.000ftft inin 0.000 +D+S+H 0.0000 0.0000 0.000ftft inin 0.000 +D+0.750Lr+0.750L+H 0.0000 0.0000 0.000ftft inin 0.000 +D+0.750L+0.750S+H 0.0000 0.0000 0.000ftft inin 0.000 +D+0.60W+H 0.0000 0.0000 0.000ftft inin 0.000 +D+0.70E+H 0.0000 0.0000 0.000ftft inin 0.000 +D+0.750Lr+0.750L+0.450W+H 0.0000 0.0000 0.000ftft inin 0.000 +D+0.750L+0.750S+0.450W+H 0.0000 0.0000 0.000ftft inin 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.0000 0.000ftft inin 0.000 +0.60D+0.60W+0.60H 0.0000 0.0000 0.000ftft inin 0.000 +0.60D+0.70E+0.60H 0.0000 0.0000 0.000ftft inin 0.000 D Only 0.0000 0.0000 0.000ftft inin 0.000 Lr Only 0.0000 0.0000 0.000ftft inin 0.000 L Only 0.0000 0.0000 0.000ftft inin 0.000 S Only 0.0000 0.0000 0.000ftft inin 0.000 W Only 0.0000 0.0000 0.000ftft inin 0.000 E Only 0.0000 0.0000 0.000ftft inin 0.000 H Only 0.0000 0.0000 0.000ftft inin 0.000 7!,, #/.3425#4)/. ).4%2.!4)/.!, 2%3)$%.4)!, #/$%§ 4!",% 2 CONTINUED ')2$%2 30!.3A !.$ (%!$%2 30!.3A &/2 %84%2)/2 "%!2).' 7!,,3 -AXIMUM SPANS FOR $OUGLAS FIR LARCH HEM FIR 3OUTHERN PINE AND SPRUCE PINE FIRB AND REQUIRED NUMBER OF JACK STUDS &OR 3) INCH MM POUND PER SQUARE FOOT K0A A 3PANS ARE GIVEN IN FEET AND INCHES B 3PANS ARE BASED ON MINIMUM DESIGN PROPERTIES FOR .O GRADE LUMBER OF $OUGLAS FIR LARCH HEM FIR 3OUTHERN PINE AND SPRUCE PINE FIR C "UILDING WIDTH IS MEASURED PERPENDICULAR TO THE RIDGE &OR WIDTHS BETWEEN THOSE SHOWN SPANS ARE PERMITTED TO BE INTERPOLATED D .* .UMBER OF JACK STUDS REQUIRED TO SUPPORT EACH END 7HERE THE NUMBER OF REQUIRED JACK STUDS EQUALS ONE THE HEADER IS PERMITTED TO BE SUPPORTED BY AN APPROVED FRAMING ANCHOR ATTACHED TO THE FULL HEIGHT WALL STUD AND TO THE HEADER E 5SE PSF GROUND SNOW LOAD FOR CASES IN WHICH GROUND SNOW LOAD IS LESS THAN PSF AND THE ROOF LIVE LOAD IS EQUAL TO OR LESS THAN PSF F 3PANS ARE CALCULATED ASSUMING THE TOP OF THE HEADER OR GIRDER IS LATERALLY BRACED BY PERPENDICULAR FRAMING 7HERE THE TOP OF THE HEADER OR GIRDER IS NOT LATERALLY BRACED FOR EXAMPLE CRIPPLE STUDS BEARING ON THE HEADER TABULATED SPANS FOR HEADERS CONSISTING OF ¾ ¾ OR ¾ SIZES SHALL BE MULTIPLIED BY OR THE HEADER OR GIRDER SHALL BE DESIGNED ')2$%23 !.$ (%!$%23 3500/24).' 3):% '2/5.$ 3./7 ,/!$ PSF E "UILDING WIDTHC FEET 3PANF .*D 3PANF .*D 3PANF .*D 3PANF .*D 3PANF .*D 3PANF .*D 3PANF .*D 3PANF .*D 3PANF .*D 2OOF CEILING AND TWO CENTER BEARING FLOORS ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ 2OOF CEILING AND TWO CLEAR SPAN FLOORS ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ ¾ Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by Eric Fitch on Mar 20, 2018 11:27:43 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER. D$%$%$%20' - 0"11' - 0"1 CAR GARAGE9' - 0"18' - 0"PARKING SPOT9' - 0"18' - 0"PARKING SPOTFRONTING STREET ENTRY PORCHMIDDLE UNIT ENTRY PORCHINTERIOR END UNIT ENTRY PORCH20' - 0"21' - 0"6' - 0"24' - 0"24' - 0"x3' - 0"6' - 8"x3' -0" 6' -8"x3' - 0" 6' - 8"x3' - 0" 6' - 8"x3' -0" 6' -8"9'-0"x8'-0" O.H.D.5# 9'-3" Ceiling @ Slab High SideSlope Slab 1% toward O.H.D.CLOSETWATER HTR71' - 4"24' - 0"8' - 1"15' - 8 1/2"15' - 9 1/4"8' - 0"15' - 8 3/4"8' - 0 1/2"21' - 0"6' - 0"8' - 6"5' - 9"6LOO ) [ 2' - 0"20' - 0"SCALE:DATE:DRAWN BYPROJECT NO:SHEETNO.SHEETTITLE:PROJECT/CLIENTMILLERDESIGNBUILD,LLCBOZEMAN,MT59715406.531.9671millerdesignbuild@gmail.comSCOTT R. MILLERDESIGNERSTRUCTURALENGINEERDIXSON&COMPANY,INC.PoBox6099BOZEMAN,MT59771BUILDER406.388.7337dixsonandcompanyinc@gmail.comJOE DIXSON1/4" = 1'-0"a2.1Level 1 Plan TriplexCATTAIL DUPLEXESSM2-15-202106202979 & 2983 FEN WAYBozeman, MT 59718HOA Form A ReviewDIXSON & COMPANY, inc.5(9 '$7( 5(0$5.6 1Level 1 PlanPlease Note Duplex Unit is Similar Dimensions, Omit center unit of Triplex.4.16 ft3.83 ft7.72 ft3.83 ft7.68 ft5.95 ft1.83 ft 7!,, #/.3425#4)/. ).4%2.!4)/.!, 2%3)$%.4)!, #/$%§ &OR 3) FOOT MM &)'52% 2 "2!#%$ 7!,, ,).%3 4!",% 2 "2!#%$ 7!,, ,).% 30!#).' &OR 3) FOOT MM SQUARE FOOT M MILE PER HOUR MS !00,)#!4)/. #/.$)4)/. "5),$).' 490% "2!#%$ 7!,, ,).% 30!#).' #2)4%2)! -AXIMUM 3PACING %XCEPTION TO -AXIMUM 3PACING 7IND BRACING 5LTIMATE DESIGN WIND SPEED MPH TO MPH $ETACHED TOWNHOUSE FEET .ONE 3EISMIC BRACING 3$# ! n # $ETACHED 5SE WIND BRACING 3$# ! n " 4OWNHOUSE 5SE WIND BRACING 3$# # 4OWNHOUSE FEET 5P TO FEET WHEN LENGTH OF REQUIRED BRACING PER 4ABLE 2 IS ADJUSTED IN ACCORDANCE WITH 4ABLE 2 3$# $ $ $ $ETACHED TOWNHOUSES ONE AND TWO STORY ONLY FEET 5P TO FEET TO ALLOW FOR A SINGLE ROOM NOT TO EXCEED SQUARE FEET 3PACING OF ALL OTHER BRACED WALL LINES SHALL NOT EXCEED FEET 3$# $ $ $ $ETACHED TOWNHOUSE FEET 5P TO FEET WHEN LENGTH OF REQUIRED BRACING PER 4ABLE 2 IS ADJUSTED IN ACCORDANCE WITH 4ABLE 2 Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by Eric Fitch on Mar 20, 2018 11:27:43 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER. 7!,, #/.3425#4)/. ).4%2.!4)/.!, 2%3)$%.4)!, #/$%§ 4!",% 2 "2!#).' 2%15)2%-%.43 "!3%$ /. 7).$ 30%%$ (continued) v %80/352% #!4%'/29 " v &//4 -%!. 2//& (%)'(4 v &//4 7!,, (%)'(4 v "2!#%$ 7!,, ,).%3 -).)-5- 4/4!, ,%.'4( &%%4 /& "2!#%$ 7!,, 0!.%,3 2%15)2%$ !,/.' %!#( "2!#%$ 7!,, ,).%A 5LTIMATE $ESIGN 7IND 3PEED MPH 3TORY ,OCATION "RACED 7ALL ,INE 3PACINGC FEET -ETHOD ,)"B -ETHOD '" -ETHODS $7" 730 3&" 0"3 0#0 (03 "6 730 !"7 0&( 0&# #3 3&" -ETHODS #3 730 #3 ' #3 0& b .0 .0 .0 .0 .0 .0 b .0 .0 .0 .0 .0 .0 Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by Eric Fitch on Mar 20, 2018 11:27:43 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER. 7!,, #/.3425#4)/. ).4%2.!4)/.!, 2%3)$%.4)!, #/$%§ 4!",% 2 7).$ !$*534-%.4 &!#4/23 4/ 4(% 2%15)2%$ ,%.'4( /& 7!,, "2!#).' &OR 3) INCH MM FOOT MM POUND . A ,INEAR INTERPOLATION SHALL BE PERMITTED B 4HE TOTAL ADJUSTMENT FACTOR IS THE PRODUCT OF ALL APPLICABLE ADJUSTMENT FACTORS C 4HE ADJUSTMENT FACTOR IS PERMITTED TO BE WHEN DETERMINING BRACING AMOUNTS FOR INTERMEDIATE BRACED WALL LINES PROVIDED THE BRACING AMOUNTS ON ADJACENT BRACED WALL LINES ARE BASED ON A SPACING AND NUMBER THAT NEGLECTS THE INTERMEDIATE BRACED WALL LINE D 4HE SAME ADJUSTMENT FACTOR SHALL BE APPLIED TO ALL BRACED WALL LINES ON ALL FLOORS OF THE STRUCTURE BASED ON THE WORST CASE EXPOSURE CATEGORY )4%- .5-"%2 !$*534-%.4 "!3%$ /. 34/293500/24).' #/.$)4)/. !$*534-%.4 &!#4/2A B ;MULTIPLY LENGTH FROM 4ABLE 2 BY THIS FACTOR= !00,)#!",% -%4(/$3 %XPOSURE CATEGORY D /NE STORY STRUCTURE " !LL METHODS # $ 4WO STORY STRUCTURE " # $ 4HREE STORY STRUCTURE " # $ 2OOF EAVE TO RIDGE HEIGHT 2OOF ONLY b FEET FEET FEET FEET 2OOF FLOOR b FEET FEET FEET FEET 2OOF FLOORS b FEET FEET FEET FEET .OT PERMITTED 3TORY HEIGHT 3ECTION 2 !NY STORY FEET FEET FEET FEET FEET .UMBER OF BRACED WALL LINES PER PLAN DIRECTION C !NY STORY r !DDITIONAL POUND HOLD DOWN DEVICE 4OP STORY ONLY &ASTENED TO THE END STUDS OF EACH BRACED WALL PANEL AND TO THE FOUNDATION OR FRAMING BELOW $7" 730 3&" 0"3 0#0 (03 )NTERIOR GYPSUM BOARD FINISH OR EQUIVALENT !NY STORY /MITTED FROM INSIDE FACE OF BRACED WALL PANELS $7" 730 3&" 0"3 0#0 (03 #3 730 #3 ' #3 3&" 'YPSUM BOARD FASTENING !NY STORY INCHES OC AT PANEL EDGES INCLUDING TOP AND BOTTOM PLATES AND ALL HORIZONTAL JOINTS BLOCKED '" (ORIZONTAL BLOCKING !NY STORY (ORIZONTAL BLOCK IS OMITTED 730 #3 730 Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by Eric Fitch on Mar 20, 2018 11:27:43 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER. 7!,, #/.3425#4)/. ).4%2.!4)/.!, 2%3)$%.4)!, #/$%§ 4!",% 2 "2!#).' 2%15)2%-%.43 "!3%$ /. 3%)3-)# $%3)'. #!4%'/29 (continued) v 3/), #,!33 $B v 7!,, (%)'(4 &%%4 v 03& &,//2 $%!$ ,/!$ v 03& 2//&#%),).' $%!$ ,/!$ v "2!#%$ 7!,, ,).% 30!#).' b &%%4 -).)-5- 4/4!, ,%.'4( &%%4 /& "2!#%$ 7!,, 0!.%,3 2%15)2%$ !,/.' %!#( "2!#%$ 7!,, ,).%A F 3EISMIC $ESIGN #ATEGORY 3TORY ,OCATION "RACED 7ALL ,INE ,ENGTH FEET C -ETHOD ,)"D -ETHOD '" -ETHODS $7" 3&" 0"3 0#0 (03 #3 3&"E -ETHOD 730 -ETHODS #3 730 #3 ' #3 0& # TOWNHOUSES ONLY .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 $ .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by Eric Fitch on Mar 20, 2018 11:27:43 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER. 7!,, #/.3425#4)/. ).4%2.!4)/.!, 2%3)$%.4)!, #/$%§ 4!",% 2 CONTINUED "2!#).' 2%15)2%-%.43 "!3%$ /. 3%)3-)# $%3)'. #!4%'/29 &OR 3) INCH MM FOOT MM POUND PER SQUARE FOOT K0A .0 .OT 0ERMITTED A ,INEAR INTERPOLATION SHALL BE PERMITTED B 7ALL BRACING LENGTHS ARE BASED ON A SOIL SITE CLASS h$v )NTERPOLATION OF BRACING LENGTH BETWEEN THE SdS VALUES ASSOCIATED WITH THE SEISMIC DESIGN CATEGORIES SHALL BE PERMITTED WHEN A SITE SPECIFIC SdS VALUE IS DETERMINED IN ACCORDANCE WITH 3ECTION OF THE International Building Code C 7HERE THE BRACED WALL LINE LENGTH IS GREATER THAN FEET BRACED WALL LINES SHALL BE PERMITTED TO BE DIVIDED INTO SHORTER SEGMENTS HAVING LENGTHS OF FEET OR LESS AND THE AMOUNT OF BRACING WITHIN EACH SEGMENT SHALL BE IN ACCORDANCE WITH THIS TABLE D -ETHOD ,)" SHALL HAVE GYPSUM BOARD FASTENED TO NOT LESS THAN ONE SIDE WITH NAILS OR SCREWS IN ACCORDANCE WITH 4ABLE 2 FOR EXTERIOR SHEATHING OR 4ABLE 2 FOR INTERIOR GYPSUM BOARD 3PACING OF FASTENERS AT PANEL EDGES SHALL NOT EXCEED INCHES E -ETHODS 0&' AND #3 3&" DO NOT APPLY IN 3EISMIC $ESIGN #ATEGORIES $ $ AND $ F 7HERE MORE THAN ONE BRACING METHOD IS USED MIXING METHODS SHALL BE IN ACCORDANCE WITH 3ECTION 2 v 3/), #,!33 $B v 7!,, (%)'(4 &%%4 v 03& &,//2 $%!$ ,/!$ v 03& 2//&#%),).' $%!$ ,/!$ v "2!#%$ 7!,, ,).% 30!#).' b &%%4 -).)-5- 4/4!, ,%.'4( &%%4 /& "2!#%$ 7!,, 0!.%,3 2%15)2%$ !,/.' %!#( "2!#%$ 7!,, ,).%A F 3EISMIC $ESIGN #ATEGORY 3TORY ,OCATION "RACED 7ALL ,INE ,ENGTH FEET C -ETHOD ,)"D -ETHOD '" -ETHODS $7" 3&" 0"3 0#0 (03 #3 3&"E -ETHOD 730 -ETHODS #3 730 #3 ' #3 0& $ .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 $ .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 #RIPPLE WALL BELOW ONE OR TWO STORY DWELLING .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by Eric Fitch on Mar 20, 2018 11:27:43 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER. 7!,, #/.3425#4)/. ).4%2.!4)/.!, 2%3)$%.4)!, #/$%§ 4!",% 2 3%)3-)# !$*534-%.4 &!#4/23 4/ 4(% 2%15)2%$ ,%.'4( /& 7!,, "2!#).' &OR 3) FOOT MM POUND PER SQUARE FOOT K0A A ,INEAR INTERPOLATION SHALL BE PERMITTED B 4HE TOTAL LENGTH OF BRACING REQUIRED FOR A GIVEN WALL LINE IS THE PRODUCT OF ALL APPLICABLE ADJUSTMENT FACTORS C 4HE LENGTH TO WIDTH RATIO FOR THE FLOORROOF DIAPHRAGM SHALL NOT EXCEED D !PPLIES TO STONE OR MASONRY VENEER EXCEEDING THE FIRST STORY HEIGHT E 4HE ADJUSTMENT FACTOR FOR STONE OR MASONRY VENEER SHALL BE APPLIED TO ALL EXTERIOR BRACED WALL LINES AND ALL BRACED WALL LINES ON THE INTERIOR OF THE BUILDING BACKING OR PERPENDICULAR TO AND LATERALLY SUPPORTING VENEERED WALLS F 3EE 3ECTION 2 FOR REQUIREMENTS WHERE STONE OR MASONRY VENEER DOES NOT EXCEED THE FIRST STORY HEIGHT )4%- .5-"%2 !$*534-%.4 "!3%$ /.34/29 #/.$)4)/. !$*534-%.4 &!#4/2A B ;-ULTIPLY LENGTH FROM 4ABLE 2 BY THIS FACTOR= !00,)#!",% -%4(/$3 3TORY HEIGHT 3ECTION !NY STORY b FEET !LL METHODS FEET AND b FEET "RACED WALL LINE SPACING TOWNHOUSES IN 3$# # !NY STORY b FEET FEET AND b FEET "RACED WALL LINE SPACING IN 3$# $ $ $ C !NY STORY FEET AND b FEET FEET AND b FEET 7ALL DEAD LOAD !NY STORY PSF AND PSF PSF 2OOFCEILING DEAD LOAD FOR WALL SUPPORTING OR STORY BUILDING b PSF OR STORY BUILDING PSF AND b PSF STORY BUILDING OR TOP STORY PSF AND b PSF 7ALLS WITH STONE OR MASONRY VENEER TOWNHOUSES IN 3$# #D E !LL METHODS 7ALLS WITH STONE OR MASONRY VENEER DETACHED ONE AND TWO FAMILY DWELLINGS IN 3$# $ n $ D F !NY STORY 3EE 4ABLE 2 "6 730 7ALLS WITH STONE OR MASONRY VENEER DETACHED ONE AND TWO FAMILY DWELLINGS IN 3$# $ n $ D F &IRST AND SECOND STORY OF TWO STORY DWELLING 3EE 4ABLE 2730 #3 730 )NTERIOR GYPSUM BOARD FINISH OR EQUIVALENT !NY STORY /MITTED FROM INSIDE FACE OF BRACED WALL PANELS $7" 730 3&" 0"3 0#0 (03 #3 730 #3 ' #3 3&" (ORIZONTAL BLOCKING !NY STORY (ORIZONTAL BLOCKING OMITTED 730 #3 730 Copyright © 2017 ICC. ALL RIGHTS RESERVED. Accessed by Eric Fitch on Mar 20, 2018 11:27:43 AM pursuant to License Agreement with ICC. No further reproduction or distribution authorized. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER. C-C-2019 ©2019 SIMPSON STRONG-TIE COMPANY INC.Simpson Strong-Tie® Wood Construction Connectors 85Bases and CapsAC/LPCZ/LCE/RTC Post Caps (cont.) Model No. Dimensions (in.)Min. / Max. Total No. Fasteners (in.)Allowable Loads (DF/SP) (160)Code Ref.W L Beam Post Uplift Lateral AC4 3 9⁄16 6 1/2 Min. (8) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,745 1,610 IBC, FL, LA 3 9⁄16 6 1/2 Max.(14) 0.162 x 3 1/2 (14) 0.162 x 3 1/2 2,490 1,475 AC4RZ 4 7 Min.(8) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,745 1,610 4 7 Max.(14) 0.162 x 3 1/2 (14) 0.162 x 3 1/2 2,490 2,075 LCE4 —5 3⁄8 —(14) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 1,955 1,350 AC6 5 1/2 8 1/2 Min.(8) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,665 1,565 5 1/2 8 1/2 Max.(14) 0.162 x 3 1/2 (14) 0.162 x 3 1/2 2,815 2,075 AC6RZ 6 9 Min.(8) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,665 1,565 6 9 Max.(14) 0.162 x 3 1/2 (14) 0.162 x 3 1/2 3,055 2,450 LPC4Z 3 9⁄16 3 1/2 —(8) 0.148 x 3 (8) 0.148 x 3 755 760 LPC6Z 5 9⁄16 5 1/2 —(8) 0.148 x 3 (8) 0.148 x 3 920 885 1. Allowable loads have been increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. 2. Loads apply only when used in pairs. 3. LPCZ lateral load is in the direction parallel to the beam. 4. For minimum nailing quantity and load values, fill all round holes; for maximum nailing quantity and load values, fill all round and trianglular holes. 5. Uplift loads do not apply to spliced conditions. Spliced conditions must be detailed by the Designer to transfer tension loads between spliced members by means other than the post cap. 6. LCE4 uplift load for mitered-corner conditions is 985 lb. (DF/SP) or 845 lb. (SPF). Lateral loads do not apply. 7. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers known as the narrow face. Values in the tables reflect installation into the wide face. See technical bulletin T-C-SCLCLM at strongtie.com for load reductions resulting from narrow-face installations. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21–22 for fastener information. Model No. Dimensions (in.)Total No. of Fasteners (in.)DF/SP Uplift Loads SPF Uplift Loads W L Beam Post Side Beam Main Beam Post Side Beam Main Beam Post RTC441 (Mitered corner)3 9⁄16 4 3/4 (16) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 900 900 1,800 775 775 1,550 RTC442 (Square cut)3 9⁄16 4 3/4 (16) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 925 1,230 1,760 795 1,060 1,515 LCE4Z1 (Mitered corner)5 3⁄8 5 3⁄8 (14) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 ——985 ——845 1. The allowable download for the mitered RTC44 and LCE4Z connection is limited to the bearing of the mitered beams on the post and shall be determined by the Designer. 2. The allowable download for the main beam in the square-cut RTC44 connection is limited to the bearing of the beam on the post and shall be determined by the Designer. The side beam allowable download is 1,170 lb. 3. The combined uplift loads applied to all the beams must not exceed the post allowable uplift load listed in the table. 4. Connectors must be installed in pairs to achieve listed loads. Many of these products are approved for installation with Strong-Drive® SD Connector screws. See pp. 335–337 for more information. These products are available with additional corrosion protection. For more information, see p. 15. For stainless- steel fasteners, see p. 21. AC Post CapLPCZ Post CapLCE Post CapRTC Post Cap C-C-2019 ©2019 SIMPSON STRONG-TIE COMPANY INC.Simpson Strong-Tie® Wood Construction Connectors 149I-Joist, Glulam and Structural Composite Lumber ConnectorsFace-Mount Hangers — I-Joists, Glulam and SCL Codes: See p. 12 for Code Reference Key Chart. See footnotes on p. 150. Actual Joist Size (in.) Model No. Carried Member Dimensions (in.) Min./ Max. Fasteners (in.)Allowable Loads Code Ref.GlulamSCLI-joistWeb Stiff Reqd.W H B Face Joist DF/SP Species Header SPF/HF Species Header Uplift (160)Floor (100)Snow (115)Roof (125)Floor (100)Snow (115)Roof (125) 5 1⁄4 x 9 1/2 HU610 / HUC610 •—5 1/2 7 5/8 2 1/2 Min.(14) 0.162 x 3 1/2 (6) 0.162 x 3 1/2 1,345 2,085 2,350 2,530 1,795 2,025 2,180 IBC, FL, LA 5 1/2 7 5/8 2 1/2 Max.(18) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,795 2,680 3,020 3,250 2,305 2,605 2,800 HGUS5.50/10 •—5 1/2 8 15⁄16 4 —(46) 0.162 x 3 1/2 (16) 0.162 x 3 1/2 4,095 9,100 9,100 9,100 7,825 7,825 7,825 HHUS5.50/10 •—5 1/2 9 3 —(30) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 3,565 5,635 6,380 6,880 4,845 5,490 5,915 HUCQ610-SDS •—5 1/2 9 3 —(12) 1⁄4" x 2 1/2" SDS (6) 1⁄4" x 2 1/2" SDS 2,325 4,680 5,185 5,185 3,370 3,735 3,735 MGU5.50-SDS •—5 1/2 9 1⁄4 to 30 4 1/2 —(24) 1⁄4" x 2 1/2" SDS (16) 1⁄4" x 2 1/2" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 5 1⁄4 x 11 7⁄8 HHUS5.50/10 •—5 1/2 9 3 —(30) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 3,565 5,635 6,380 6,880 4,845 5,490 5,915 IBC, FL, LA MGU5.50-SDS —5 1/2 9 1⁄4 to 30 4 1/2 (24) 1⁄4" x 2 1/2" SDS (16) 1⁄4" x 2 1/2" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 HU612 / HUC612 •—5 1/2 9 3⁄8 2 1/2 Min.(16) 0.162 x 3 1/2 (6) 0.162 x 3 1/2 1,345 2,380 2,685 2,890 2,050 2,315 2,490 5 1/2 9 3⁄8 2 1/2 Max.(22) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,795 3,275 3,695 3,970 2,820 3,180 3,425 HGUS5.50/12 •—5 1/2 10 1/2 4 —(56) 0.162 x 3 1/2 (20) 0.162 x 3 1/2 5,040 9,400 9,400 9,400 8,085 8,085 8,085 HUCQ612-SDS •—5 1/2 11 3 —(14) 1⁄4" x 2 1/2" SDS (6) 1⁄4" x 2 1/2" SDS 2,325 5,185 5,185 5,185 3,735 3,735 3,735 5 1⁄4 x 14 HHUS5.50/10 •—5 1/2 9 3 —(30) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 3,565 5,635 6,380 6,880 4,845 5,490 5,915 MGU5.50-SDS —5 1/2 9 1⁄4 to 30 4 1/2 —(24) 1⁄4" x 2 1/2" SDS (16) 1⁄4" x 2 1/2" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 HUCQ612-SDS •—5 1/2 11 3 —(14) 1⁄4" x 2 1/2" SDS (6) 1⁄4" x 2 1/2" SDS 2,325 5,185 5,185 5,185 3,735 3,735 3,735 HGU5.50-SDS —5 1/2 11 to 30 5 1⁄4 —(36) 1⁄4" x 2 1/2" SDS (24) 1⁄4" x 2 1/2" SDS 9,460 13,160 13,160 13,160 9,475 9,475 9,475 HGUS5.50/14 •—5 1/2 12 1/2 4 —(66) 0.162 x 3 1/2 (22) 0.162 x 3 1/2 5,515 9,695 9,695 9,695 8,340 8,340 8,340 HU616 / HUC616 •—5 1/2 12 11⁄16 2 1/2 Min.(20) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,795 2,975 3,360 3,610 2,565 2,895 3,110 5 1/2 12 11⁄16 2 1/2 Max.(26) 0.162 x 3 1/2 (12) 0.162 x 3 1/2 2,695 3,870 4,365 4,695 3,330 3,760 4,045 HHGU5.50-SDS —5 1/2 13 to 30 5 1⁄4 —(44) 1⁄4" x 2 1/2" SDS (28) 1⁄4" x 2 1/2" SDS 14,145 17,345 17,345 17,345 12,490 12,490 12,490 5 1⁄4 x 16 HHUS5.50/10 •—5 1/2 9 3 —(30) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 3,565 5,635 6,380 6,880 4,845 5,490 5,915 MGU5.50-SDS —5 1/2 9 1⁄4 to 30 4 1/2 —(24) 1⁄4" x 2 1/2" SDS (16) 1⁄4" x 2 1/2" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 HUCQ612-SDS •—5 1/2 11 3 —(14) 1⁄4" x 2 1/2" SDS (6) 1⁄4" x 2 1/2" SDS 2,325 5,185 5,185 5,185 3,735 3,735 3,735 HGU5.50-SDS —5 1/2 11 to 30 5 1⁄4 —(36) 1⁄4" x 2 1/2" SDS (24) 1⁄4" x 2 1/2" SDS 9,460 13,160 13,160 13,160 9,475 9,475 9,475 HGUS5.50/14 •—5 1/2 12 1/2 4 —(66) 0.162 x 3 1/2 (22) 0.162 x 3 1/2 5,515 9,695 9,695 9,695 8,340 8,340 8,340 HU616 / HUC616 •—5 1/2 12 11⁄16 2 1/2 Min.(20) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,795 2,975 3,360 3,610 2,565 2,895 3,110 5 1/2 12 11⁄16 2 1/2 Max.(26) 0.162 x 3 1/2 (12) 0.162 x 3 1/2 2,695 3,870 4,365 4,695 3,330 3,760 4,045 HHGU5.50-SDS •—5 1/2 13 to 30 5 1⁄4 —(44) 1⁄4" x 2 1/2" SDS (28) 1⁄4" x 2 1/2" SDS 14,145 17,345 17,345 17,345 12,490 12,490 12,490 5 1⁄4 x 18 HHUS5.50/10 •—5 1/2 9 3 —(30) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 3,565 5,635 6,380 6,880 4,845 5,490 5,915 HUCQ612-SDS •—5 1/2 11 3 —(14) 1⁄4" x 2 1/2" SDS (6) 1⁄4" x 2 1/2" SDS 2,325 5,185 5,185 5,185 3,735 3,735 3,735 HGUS5.50/14 •—5 1/2 12 1/2 4 —(66) 0.162 x 3 1/2 (22) 0.162 x 3 1/2 5,515 9,695 9,695 9,695 8,340 8,340 8,340 HU616 / HUC616 •—5 1/2 12 11⁄16 2 1/2 Min.(20) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,795 2,975 3,360 3,610 2,565 2,895 3,110 5 1/2 12 11⁄16 2 1/2 Max.(26) 0.162 x 3 1/2 (12) 0.162 x 3 1/2 2,695 3,870 4,365 4,695 3,330 3,760 4,045 HGU5.50-SDS •—5 1/2 16 to 17 7⁄8 5 1⁄4 —(36) 1⁄4" x 2 1/2" SDS (24) 1⁄4" x 2 1/2" SDS 9,460 13,160 13,160 13,160 9,475 9,475 9,475 MGU5.50-SDS •—5 1/2 16 to 17 7⁄8 4 1/2 —(24) 1⁄4" x 2 1/2" SDS (16) 1⁄4" x 2 1/2" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 HHGU5.50-SDS •—5 1/2 16 to 17 7⁄8 5 1⁄4 —(44) 1⁄4" x 2 1/2" SDS (28) 1⁄4" x 2 1/2" SDS 14,145 17,345 17,345 17,345 12,490 12,490 12,490 5 1⁄4 x 20 to 30 MGU5.50-SDS •—5 1/2 18 to 30 4 1/2 —(24) 1⁄4" x 2 1/2" SDS (16) 1⁄4" x 2 1/2" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 HGU5.50-SDS •—5 1/2 18 to 30 5 1⁄4 —(36) 1⁄4" x 2 1/2" SDS (24) 1⁄4" x 2 1/2" SDS 9,460 13,160 13,160 13,160 9,475 9,475 9,475 HHGU5.50-SDS •—5 1/2 18 to 30 5 1⁄4 —(44) 1⁄4" x 2 1/2" SDS (28) 1⁄4" x 2 1/2" SDS 14,145 17,345 17,345 17,345 12,490 12,490 12,490 5 1/2 glulam HU610 / HUC610 •—5 1/2 7 5/8 2 1/2 Max.(18) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,795 2,680 3,020 3,250 2,305 2,605 2,800 HGUS5.50/10 •—5 1/2 8 15⁄16 4 —(46) 0.162 x 3 1/2 (16) 0.162 x 3 1/2 4,095 9,100 9,100 9,100 7,825 7,825 7,825 HUCQ610-SDS •—5 1/2 9 3 —(12) 1⁄4" x 2 1/2" SDS (6) 1⁄4" x 2 1/2" SDS 2,325 4,680 5,185 5,185 3,370 3,735 3,735 HHUS5.50/10 •—5 1/2 9 3 —(30) 0.162 x 3 1/2 (10) 0.162 x 3 1/2 3,565 5,635 6,380 6,880 4,845 5,490 5,915 MGU5.62-SDS •—5 5/8 9 1⁄4 to 30 4 1/2 —(24) 1⁄4" x 2 1/2" SDS (16) 1⁄4" x 2 1/2" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 HU612 / HUC612 •—5 1/2 9 3⁄8 2 1/2 Max.(22) 0.162 x 3 1/2 (8) 0.162 x 3 1/2 1,795 3,275 3,695 3,970 2,820 3,180 3,425 HUCQ612-SDS •—5 1/2 11 3 —(14) 1⁄4" x 2 1/2" SDS (6) 1⁄4" x 2 1/2" SDS 2,325 5,185 5,185 5,185 3,735 3,735 3,735 HGU5.62-SDS •—5 5/8 11 to 30 5 1⁄4 —(36) 1⁄4" x 2 1/2" SDS (24) 1⁄4" x 2 1/2" SDS 9,460 13,160 13,160 13,160 9,475 9,475 9,475 HGUS5.50/14 •—5 1/2 12 1/2 4 —(66) 0.162 x 3 1/2 (22) 0.162 x 3 1/2 5,515 9,695 9,695 9,695 8,340 8,340 8,340 HU616 / HUC616 •—5 1/2 12 11⁄16 2 1/2 Max.(26) 0.162 x 3 1/2 (12) 0.162 x 3 1/2 2,695 3,870 4,365 4,695 3,330 3,760 4,045 HHGU5.62-SDS •—5 5/8 13 to 30 5 1⁄4 —(44) 1⁄4" x 2 1/2" SDS (28) 1⁄4" x 2 1/2" SDS 14,145 17,345 17,345 17,345 12,490 12,490 12,490 These products are available with additional corrosion protection. For more information, see p. 15.For stainless-steel fasteners, see p. 21.