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REVIEWED BLD2024-0361 Revised Calculations - PF Edmonds, WAMJM Architects 2948 Sidco Dr Nashville, TN 37204 615.244.8170 1.griffith@mjmarch.com Revised 5/31 /2024 Date: 3/06/2024 MJM Job #: 23450 REVIEWED CITY OF EDMONDS Structural Calculations for Planet Fitness 22515 Highway 99 Edmonds, WA 98026 Snohomish County Structural Calculations by: Larry J. Griffith, PE CS2024 Ver 2024-01-10 JOB TITLE Planet Fitness Edmonds, WA JOB No. 23450 SHEET NO. CALCULATED BY DATE CHECKED BY DATE STRUCTURAL CALCULATIONS FOR Planet Fitness Edmonds, WA www.struware.com JOB TITLE Planet Fitness Edmonds, WA JOB NO. 23450 SHEET NO. CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2018 Occupancy: Occupancy Group = B Business Risk Category & Importance Factors: Risk Category = II Wind Factor = 1.00 use 0.60 NOTE: Output will be nominal wind pressures Importance Factor 1.00 Seismic Importance factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) 0.25 / 12 1.2 deg Building length 300.0 ft Least width 160.0 ft Mean Roof Ht (h) 20.0 ft Parapet ht above grd 20.0 ft Minimum parapet ht 0.0 ft hb for Elevated bldg 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 Roofs used for roof gardens 100 psf Floor: Typical Floor 50 psf Partitions 15 psf Corridors above first floor 80 psf Lobbies & first floor corridors 100 psf Stairs and exit ways 100 psf JOB TITLE Planet Fitness Wind Loads: ASCE 7- 16 Ultimate Wind Speed 100 mph Nominal Wind Speed 77.5 mph Risk Category 11 Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Bldg Directionality (Kd) 0.85 Kh MWFRS< 60 0.902 Kh all other 0.902 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K, = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.13 K3 = 1.000 At Mean Roof Ht: Kzt = (1+K,K2K3)12 = 1.00 Gust Effect Factor h = 20.0 ft B = 160.0 ft /z (0.6h) = 15.0 ft Edmonds, WA JOB No. 23450 CALCULATED BY CHECKED BY SHEET NO. DATE DATE I ESCARPMENT V(z) z - Speed-up VW x(upwind) x(downwind) H/2 H Lh , H/2 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). If building h/13>4 then may be flexible and should be investigated. h/B = 0.13 Rigid structure (low rise bldg) G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.20 Natural Frequency (qj) = 0.7 Hz f = 500 ft Damping ratio (p) = 0.01 Zmin = 15 ft /b = 0.650 c = 0.20 /a = 0.154 go, 9V = 3.4 Vz = 84.4 Lz = 427.1 ft N1 = 3.54 Q = 0.86 Kn = 0.063 Iz = 0.23 Rh = 0.639 n = 0.763 G = 0.85 RB = 0.150 rl = 6.101 RL = 0.026 n = 38.297 9R = 4.104 R = 0.573 Gf = 0.978 h = 20.0 ft JOB TITLE Planet Fitness Edmonds, WA JOB No. 23450 CALCULATED BY CHECKED BY Ground Elevation Factor (Ke) Grd level above sea level = 0 ft Constant = 0.00256 0.00256Ke = 0.00256 Enclosure Classification Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller 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 Ke = 1.0000 SHEET NO. DATE DATE Input Test Ao 500.0 sf Ao >_ 1.1Aoi NO Ag 600.0 sf Ao > 4sf or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi < 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao >_ 1.1 Aoi Ao > smaller of 4sf 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): SF Unpartitioned internal volume (Vi) : CF Ri = 1.00 JOB TITLE Planet Fitness Edmonds, WA JOB No. 23450 CALCULATED BY CHECKED BY Wind Loads - MWFRS h:560' (Low-rise Buildings) except for open buildings Kz = Kh = 0.902 Base pressure (qh) = 11.8 psf GCpi = +/-0.18 Wind Pressure Coefficients SHEET NO. DATE DATE Edge Strip (a) = 8.0 ft End Zone (2a) = 16.0 ft Zone 2 length = 50.0 ft CASE A CASE B 8 = 1.2 deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1 E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Nominal Wind Surface Pressures (psf) 1 6.8 2.6 -3.2 -7.4 2 -6.0 -10.2 -6.0 -1 0.2 3 -2.2 -6.5 -2.2 -6.5 4 -1.3 -5.5 -3.2 -7.4 5 6.8 2.6 6 -1.3 -5.5 1 E 9.3 5.1 -3.5 -7.8 2E -10.5 -14.7 -10.5 -14.7 3E -4.1 -8.4 -4.1 -8.4 4E -2.9 -7.2 -3.5 -7.8 5E 9.3 5.1 6E -2.9 -7.2 Parapet Windward parapet = 17.7 psf (GCpn = +1.5) Leeward parapet = -11.8 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 8.1 psf Roof -3.8 psf " End Zone: Wall 12.2 psf Roof -6.4 psf Longitudinal direction (parallel to L) Interior Zone: Wall 8.1 psf End Zone: Wall 12.2 psf " NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward roof overhangs = 8.2 psf (upward) add to windward roof pressure WINDWARD OVERHA140 WINDWARDROOF LEEWARD ROOF VERTICAL 8 ? 3 � TRANSVERSE ELEVATION WIND WARD ROOF LEEWARD ROOF 11 1 1 III 1 VERTICAL zLJ2 or ZONE 3 a LONGTTLTDINAL ELEVATION JOB TITLE Planet Fitness Edmonds, WA JOB No. 23450 CALCULATED BY CHECKED BY Wind Loads - h:560' Longitudinal Direction MWFRS On Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs SHEET NO. DATE DATE Base pressure (qh) = 11.8 psf ASCE 7-16+ procedure GCpf = +/-0.18 Enclosed bldg, procdure doesn't apply Roof Angle (0) = 1.2 deg B= 160.0 ft # of frames (n) = 4 Solid are of end wall including fascia (As) = 26.0 sf Roof ridge height = 21.7 ft Roof eave height = 20.0 ft Total end wall area if soild (Ae) = 3,333.3 sf Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward-(GCpf)leeward] KB Ks Solidarity ratio (0) = 0.008 n= 4 KB = 0.8 KS = 0.673 Zones 5 & 6 area = 3,170 sf 5E & 6E area = 163 sf (GCpf) windward - (GCpf) leeward] = 0.707 p = 4.5 psf Total force to be resisted by MWFRS (F) = 14.9 kips applied at the centroid of the end wall area Ae Note: The longidudinal force acts in combination with roof loads calculated elsewhere for an open or partially enclosed building. JOB TITLE Planet Fitness Edmonds, WA JOB No. 23450 CALCULATED BY CHECKED BY 4 3 ZONE 2: lessor of 0.5 B or 2.5 h /2 If 2 isnegative 3E '` �! 2E / � 7 1 CASE 1 (or A) Ll-41ND DIRECTION RANGE dE 2: lessor of 3 or 2.5 h i s negative I IVIND ] RANGI SHEET NO. DATE DATE c CASE 2 (or B) WIIND DIRECTION RANGE ricer, j k1yiCalyiV) RANcr: C:ANh 4 (1C)R�AUN) NOTE: Torsional loads are 25% of zones 1 - 6. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light -frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones 4 5 6 ZONE 2: lessor of 0.5 B or 2.5 h % A If 2 is negatii «T\TJ DIRECTION I %1ND DIRECnCN Transverse Direction Longitudinal Direction NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light -frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones 2/5/24, 10:29 AM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ L\TC Hazards by Location Search Information Coordinates: 47.79325334063564,-122.33354874550781 Elevation: 326 ft Ti mestam p: 2024-02-05T16:29:32.438Z Hazard Type: Wind ASCE 7-16 MRI10-Year___________________________________ 67 mph MRI25-Year----------------------------------- 73 mph MRI50-Year----------------------------------- 78 mph MRI 100-Year--------------------------------- 83 mph Risk Category l 92 mph Risk Category 11 97 mph Risk Category III 104 mph Risk Category IV 108 mph ASCE 7-10 V tp Harbor Freight Tools 99 Ranch Market26ft Esperance Mountla ISW O 22Rth st sw Recreate 3 Rain City Auto Salon �,C7O09le A.�/ 8allf M er Park p data ©2024 Google Report a map error MRI 10-Year ______________________________ 72 mph MRI 25-Year------------------------------ 79 mph MRI 50-Year------------------------------ 85 mph MRI100-Year ----------------------------- 91 mph Risk Category l _ 100 mph Risk Category 11 110 mph Risk Category III -IV 115 mph ASCE 7-05 ASCE 7-05 Wind Speed __________________ 85 mph 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. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions 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. https://hazards.atcouncil.org/#/wind?lat=47.79325334063564&ing=-1 22.33354874550781 &address= 1 /1 2/5/24, 10:29 AM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. L1TC Hazards by Location Search Information 7 Harbor 'ip Freight Tools P Coordinates: 47.79325334063564,-122.33354874550781 ? ? K ft 99 Ranch Market26 Elevation: 326 ft prance Timestamp: 2024-02-05T16:28:55.969Z 99� _ I Hazard Type: Snow 2281h St Sw ` ain City Auto Salon � Per Edmonds Goog le Ballinger Park Municipal Code, Map data ©2024 Google Report a map error Use 25 psf Ground Snow Load ASCE 7-16 (Non -Reducible) ASCE 7-10 ASCE 7-05 Ground Snow Load Ground Snow Load A 15 Ib/sqft Ground Snow Load A 15 Ib/sqft The reported ground snow load applies at The reported ground snow load The reported ground snow load applies at the query location of 326 feet up to a applies at the query location of 326 the query location of 326 feet up to a maximum elevation of 350 feet with a feet up to a maximum elevation of 400 maximum elevation of 400 feet. tolerance of 100 feet. feet. 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. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. 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. https:Hhazards.atcou ncil.org/#/snow?lat=47.79325334063564&ing=-1 22.33354874550781 &add ress= 1 /1 2/5/24, 10:32 AM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why L\TC Hazards by Location Search Information T � tp Harbor Freight Tools Coordinates: 47.79325334063564,-122.33354874550781 v Elevation: 326 ft 99 Ranch Market26ft f Esperance Mountla Timestamp: 2024-02-05T16:32:01.449Z Recreate Hazard Type: n sw Seismic 22B,h st sw 3 Reference Document: ASCE7-16 Rain City Auto Salon Risk Category: II \C7o0 le // Ballinger Park 9 i\ A.� Map data ©2024 Google Report a map error Site Class: D-default Basic Parameters Name Value Description SS 1.279 MCER ground motion (period=0.2s) S, 0.449 MCER ground motion (period=1.0s) SMS 1.534 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDS 1.023 Numeric seismic design value at 0.2s SA Sol * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.544 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.653 Site modified peak ground acceleration TL 6 Long -period transition period (a) SsRT 1.279 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.405 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.217 Factored deterministic acceleration value (0.2s) S1RT 0.449 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.502 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1 D 0.901 Factored deterministic acceleration value (1.0s) PGAd 0.779 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. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. https://hazards.atcouncil.org/#/seismic?lat=47.79325334063564&ing=-122.33354874550781 &address= 1 /2 2/5/24, 10:32 AM ATC Hazards by Location 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. https://hazards.atcouncil.org/#/seismic?lat=47.79325334063564&ing=-122.33354874550781 &address= 212 Project Title: Planet Fitness Engineer: Project ID: Project Descr: Printed: 31 MAY 2024, 10:26AM Wood Beam File: 23450 PF - Edmonds, WA.ec6 ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: new LVL at typ RTU CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2,600.0 psi Load Combination ASCE 7-16 Fb - 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1.75x14 Span = 20.0 ft E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,016.54 ksi Density 42.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.050, Lr = 0.080, S = 0.10 , Tributary Width =1.0 ft Point Load : D =1.0 k @ 10.0 ft, (RTU) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.896 1 Maximum Shear Stress Ratio = 0.343 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 2,623.91 psi fv: Actual = 112.39 psi Fb: Allowable = 2,927.97 psi Fv: Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.452 in Ratio = 530 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.040 in Ratio = 230 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.687 0.226 0.90 0.979 1.00 1.00 1.00 1.00 1.00 7.50 1,574.34 2291.45 0.95 57.87 256.50 +D+L+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.618 0.203 1.00 0.979 1.00 1.00 1.00 1.00 1.00 7.50 1,574.34 2546.06 0.95 57.87 285.00 +D+Lr+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.759 0.285 1.25 0.979 1.00 1.00 1.00 1.00 1.00 11.50 2,413.99 3182.57 1.66 101.49 356.25 +D+S+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.896 0.343 1.15 0.979 1.00 1.00 1.00 1.00 1.00 12.50 2,623.91 2927.97 1.84 112.39 327.75 +D+0.750Lr+0.750L+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.693 0.254 1.25 0.979 1.00 1.00 1.00 1.00 1.00 10.50 2,204.08 3182.57 1.48 90.59 356.25 +D+0.750L+0.750S+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.807 0.301 1.15 0.979 1.00 1.00 1.00 1.00 1.00 11.25 2,361.52 2927.97 1.61 98.76 327.75 +D+0.60W+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam DESCRIPTION: new LVL at typ RTU Project Title: Planet Fitness Engineer: Project ID: Project Descr: Printed: 31 MAY 2024, 10:26AM 234rin PF - F-dmnnric WA anR Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 20.0 ft 1 0.386 0.127 1.60 0.979 1.00 1.00 1.00 1.00 1.00 7.50 1,574.34 4073.70 0.95 57.87 456.00 +D+0.750Lr+0.750L+0.450W+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.541 0.199 1.60 0.979 1.00 1.00 1.00 1.00 1.00 10.50 2,204.08 4073.70 1.48 90.59 456.00 +D+0.750L+0.750S+0.450W+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.580 0.217 1.60 0.979 1.00 1.00 1.00 1.00 1.00 11.25 2,361.52 4073.70 1.61 98.76 456.00 +0.60D+0.60W+0.60H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.232 0.076 1.60 0.979 1.00 1.00 1.00 1.00 1.00 4.50 944.61 4073.70 0.57 34.72 456.00 +D+0.70E+0.60H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.386 0.127 1.60 0.979 1.00 1.00 1.00 1.00 1.00 7.50 1,574.34 4073.70 0.95 57.87 456.00 +D+0.750L+0.750S+0.5250E+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.580 0.217 1.60 0.979 1.00 1.00 1.00 1.00 1.00 11.25 2,361.52 4073.70 1.61 98.76 456.00 +0.60D+0.70E+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.232 0.076 1.60 0.979 1.00 1.00 1.00 1.00 1.00 4.50 944.61 4073.70 0.57 34.72 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 1.0405 10.073 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.000 1.000 +D+H 1.000 1.000 +D+L+H 1.000 1.000 +D+Lr+H 1.800 1.800 +D+S+H 2.000 2.000 +D+0.750Lr+0.750L+H 1.600 1.600 +D+0.750L+0.750S+H 1.750 1.750 +D+0.60W+H 1.000 1.000 +D+0.750Lr+0.750L+0.450W+H 1.600 1.600 +D+0.750L+0.750S+0.450W+H 1.750 1.750 +0.60D+0.60W+0.60H 0.600 0.600 +D+0.70E+0.60H 1.000 1.000 +D+0.750L+0.750S+0.5250E+H 1.750 1.750 +0.60D+0.70E+H 0.600 0.600 D Only 1.000 1.000 Lr Only 0.800 0.800 S Only 1.000 1.000 H Only Project Title: Planet Fitness Engineer: Project ID: Project Descr: Printed: 31 MAY 2024, 10:24AM Wood Beam File: 23450 PF - Edmonds, WA.ec6 I Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 i.0- :i DESCRIPTION: new LVL at typ RTU CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2,600.0 psi Load Combination ASCE 7-16 Fb - 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 1.75x14 Span = 20.0 ft E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,016.54 ksi Density 42.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.050, Lr = 0.080, S = 0.10 , Tributary Width =1.0 ft Point Load : D =1.0 k @ 4.0 ft, (RTU) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.691: 1 Maximum Shear Stress Ratio = 0.399 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 2,022.15psi fv: Actual = 130.76 psi Fb: Allowable = 2,927.97 psi Fv: Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.686ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.452 in Ratio = 530 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.885 in Ratio = 271 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.449 0.297 0.90 0.979 1.00 1.00 1.00 1.00 1.00 4.90 1,028.57 2291.45 1.25 76.24 256.50 +D+L+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.404 0.268 1.00 0.979 1.00 1.00 1.00 1.00 1.00 4.90 1,028.57 2546.06 1.25 76.24 285.00 +D+Lr+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.571 0.336 1.25 0.979 1.00 1.00 1.00 1.00 1.00 8.65 1,816.55 3182.57 1.96 119.86 356.25 +D+S+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.691 0.399 1.15 0.979 1.00 1.00 1.00 1.00 1.00 9.63 2,022.15 2927.97 2.14 130.76 327.75 +D+0.750Lr+0.750L+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.507 0.306 1.25 0.979 1.00 1.00 1.00 1.00 1.00 7.68 1,612.51 3182.57 1.78 108.95 356.25 +D+0.750L+0.750S+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.603 0.357 1.15 0.979 1.00 1.00 1.00 1.00 1.00 8.41 1,765.36 2927.97 1.91 117.13 327.75 +D+0.60W+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam DESCRIPTION: new LVL at typ RTU Project Title: Planet Fitness Engineer: Project ID: Project Descr: Printed: 31 MAY 2024, 10:24AM 234rin PF - F-dmnnric WA anR Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 20.0 ft 1 0.252 0.167 1.60 0.979 1.00 1.00 1.00 1.00 1.00 4.90 1,028.57 4073.70 1.25 76.24 456.00 +D+0.750Lr+0.750L+0.450W+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.396 0.239 1.60 0.979 1.00 1.00 1.00 1.00 1.00 7.68 1,612.51 4073.70 1.78 108.95 456.00 +D+0.750L+0.750S+0.450W+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.433 0.257 1.60 0.979 1.00 1.00 1.00 1.00 1.00 8.41 1,765.36 4073.70 1.91 117.13 456.00 +0.60D+0.60W+0.60H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.151 0.100 1.60 0.979 1.00 1.00 1.00 1.00 1.00 2.94 617.14 4073.70 0.75 45.74 456.00 +D+0.70E+0.60H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.252 0.167 1.60 0.979 1.00 1.00 1.00 1.00 1.00 4.90 1,028.57 4073.70 1.25 76.24 456.00 +D+0.750L+0.750S+0.5250E+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.433 0.257 1.60 0.979 1.00 1.00 1.00 1.00 1.00 8.41 1,765.36 4073.70 1.91 117.13 456.00 +0.60D+0.70E+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.151 0.100 1.60 0.979 1.00 1.00 1.00 1.00 1.00 2.94 617.14 4073.70 0.75 45.74 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.8855 9.708 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.000 1.000 +D+H 1.300 0.700 +D+L+H 1.300 0.700 +D+Lr+H 2.100 1.500 +D+S+H 2.300 1.700 +D+0.750Lr+0.750L+H 1.900 1.300 +D+0.750L+0.750S+H 2.050 1.450 +D+0.60W+H 1.300 0.700 +D+0.750Lr+0.750L+0.450W+H 1.900 1.300 +D+0.750L+0.750S+0.450W+H 2.050 1.450 +0.60D+0.60W+0.60H 0.780 0.420 +D+0.70E+0.60H 1.300 0.700 +D+0.750L+0.750S+0.5250E+H 2.050 1.450 +0.60D+0.70E+H 0.780 0.420 D Only 1.300 0.700 Lr Only 0.800 0.800 S Only 1.000 1.000 H Only Project Title: Planet Fitness Engineer: Project ID: Project Descr: Printed: 31 MAY 2024, 10:27AM Wood Beam File: 23450 PF - Edmonds, WA.ec6 ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: new LVL at new DOAS unit (total weight = 5000#) CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species : iLevel Truss Joist Fc - Perp Wood Grade : MicroLam LVL 2.0 E Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 6 D 1.75x16 Span = 20.0 ft Applied Loads Uniform Load : D = 0.050, Lr = 0.080, S = 0.10 , Uniform Load : D = 0.20 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span 1.75x16 +p+S+H 0.97a 1 2,812.50 psi 2,875.28 psi 10.000 ft Span # 1 2,600.0 psi 2,600.0 psi 2,510.0 psi 750.0 psi 285.0 psi 1,555.0 psi E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,016.54 ksi Density 42.010 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 791 >=360 Ratio = 0 <360 Ratio = 226 >=180 Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr +D+H Length = 20.0 ft 1 0.893 0.454 0.90 0.962 1.00 1.00 +D+L+H 0.962 1.00 1.00 Length = 20.0 ft 1 0.803 0.408 1.00 0.962 1.00 1.00 +D+Lr+H 0.962 1.00 1.00 Length = 20.0 ft 1 0.848 0.431 1.25 0.962 1.00 1.00 +D+S+H 0.962 1.00 1.00 Length = 20.0 ft 1 0.978 0.497 1.15 0.962 1.00 1.00 +D+0.750Lr+0.750L+H 0.962 1.00 1.00 Length = 20.0 ft 1 0.797 0.405 1.25 0.962 1.00 1.00 +D+0.750L+0.750S+H 0.962 1.00 1.00 Length = 20.0 ft 1 0.908 0.461 1.15 0.962 1.00 1.00 +D+0.60W+H 0.962 1.00 1.00 = 0.497 : 1 1.75x16 = 162.86 psi = 327.75 psi +p+S+H = 0.000 ft = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr +D+H Length = 20.0 ft 1 0.893 0.454 0.90 0.962 1.00 1.00 +D+L+H 0.962 1.00 1.00 Length = 20.0 ft 1 0.803 0.408 1.00 0.962 1.00 1.00 +D+Lr+H 0.962 1.00 1.00 Length = 20.0 ft 1 0.848 0.431 1.25 0.962 1.00 1.00 +D+S+H 0.962 1.00 1.00 Length = 20.0 ft 1 0.978 0.497 1.15 0.962 1.00 1.00 +D+0.750Lr+0.750L+H 0.962 1.00 1.00 Length = 20.0 ft 1 0.797 0.405 1.25 0.962 1.00 1.00 +D+0.750L+0.750S+H 0.962 1.00 1.00 Length = 20.0 ft 1 0.908 0.461 1.15 0.962 1.00 1.00 +D+0.60W+H 0.962 1.00 1.00 = 0.497 : 1 1.75x16 = 162.86 psi = 327.75 psi +p+S+H = 0.000 ft = Span # 1 = 0.497 : 1 1.75x16 = 162.86 psi = 327.75 psi +p+S+H = 0.000 ft = Span # 1 Moment Values Shear Values C m C t C L M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 12.50 2,008.93 2250.22 2.17 116.33 256.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 12.50 2,008.93 2500.24 2.17 116.33 285.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 16.50 2,651.79 3125.30 2.87 153.56 356.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 17.50 2,812.50 2875.28 3.04 162.86 327.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 15.50 2,491.07 3125.30 2.69 144.25 356.25 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 16.25 2,611.61 2875.28 2.82 151.23 327.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Tributary Width =1.0 ft Project Title: Planet Fitness Engineer: Project ID: Project Descr: Wood Beam DESCRIPTION: new LVL at new DOAS unit (total weight = 5000#) Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L Software Moment Values M fb F'b Printed: 31 MAY 2024, 10:27AM : 23450 PF - Edmonds, WA.ec6 -C, INC. 1983-2020, Build:12.20.8.24 Shear Values V fv F'v Length = 20.0 ft 1 0.502 0.255 1.60 0.962 1.00 1.00 1.00 1.00 1.00 12.50 2,008.93 4000.38 2.17 116.33 456.00 +D+0.750Lr+0.750L+0.450W+H 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.623 0.316 1.60 0.962 1.00 1.00 1.00 1.00 1.00 15.50 2,491.07 4000.38 2.69 144.25 456.00 +D+0.750L+0.750S+0.450W+H 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.653 0.332 1.60 0.962 1.00 1.00 1.00 1.00 1.00 16.25 2,611.61 4000.38 2.82 151.23 456.00 +0.60D+0.60W+0.60H 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.301 0.153 1.60 0.962 1.00 1.00 1.00 1.00 1.00 7.50 1,205.36 4000.38 1.30 69.80 456.00 +D+0.70E+0.60H 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.502 0.255 1.60 0.962 1.00 1.00 1.00 1.00 1.00 12.50 2,008.93 4000.38 2.17 116.33 456.00 +D+0.750L+0.750S+0.5250E+H 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.653 0.332 1.60 0.962 1.00 1.00 1.00 1.00 1.00 16.25 2,611.61 4000.38 2.82 151.23 456.00 +0.60D+0.70E+H 0.962 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.301 0.153 1.60 0.962 1.00 1.00 1.00 1.00 1.00 7.50 1,205.36 4000.38 1.30 69.80 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 1.0609 10.073 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.500 3.500 Overall MINimum 1.000 1.000 +D+H 2.500 2.500 +D+L+H 2.500 2.500 +D+Lr+H 3.300 3.300 +D+S+H 3.500 3.500 +D+0.750Lr+0.750L+H 3.100 3.100 +D+0.750L+0.750S+H 3.250 3.250 +D+0.60W+H 2.500 2.500 +D+0.750Lr+0.750L+0.450W+H 3.100 3.100 +D+0.750L+0.750S+0.450W+H 3.250 3.250 +0.60D+0.60W+0.60H 1.500 1.500 +D+0.70E+0.60H 2.500 2.500 +D+0.750L+0.750S+0.5250E+H 3.250 3.250 +0.60D+0.70E+H 1.500 1.500 D Only 2.500 2.500 Lr Only 0.800 0.800 S Only 1.000 1.000 H Only Project Title: Planet Fitness Engineer: Project ID: Project Descr: Printed: 31 MAY 2024, 10:29AM Wood Beam File: 23450 PF - Edmonds, WA.ec6 ' Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: new LVL at TV truss locations CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2,600.0 psi Load Combination ASCE 7-16 Fb - 2,600.0 psi Fc - Prll 2,510.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D0( 1t Lr(0.08) S(0.1 1.75x14 Span = 20.0 ft E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,016.54 ksi Density 42.010 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.050, Lr = 0.080, S = 0.10 , Tributary Width =1.0 ft Uniform Load : D = 0.10 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.896 1 Maximum Shear Stress Ratio = 0.416 : 1 Section used for this span 1.75x14 Section used for this span 1.75x14 fb: Actual = 2,623.91 psi fv: Actual = 136.30 psi Fb: Allowable = 2,927.97 psi Fv: Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.452 in Ratio = 530 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.131 in Ratio = 212 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.687 0.319 0.90 0.979 1.00 1.00 1.00 1.00 1.00 7.50 1,574.34 2291.45 1.34 81.78 256.50 +D+L+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.618 0.287 1.00 0.979 1.00 1.00 1.00 1.00 1.00 7.50 1,574.34 2546.06 1.34 81.78 285.00 +D+Lr+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.759 0.352 1.25 0.979 1.00 1.00 1.00 1.00 1.00 11.50 2,413.99 3182.57 2.05 125.40 356.25 +D+S+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.896 0.416 1.15 0.979 1.00 1.00 1.00 1.00 1.00 12.50 2,623.91 2927.97 2.23 136.30 327.75 +D+0.750Lr+0.750L+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.693 0.321 1.25 0.979 1.00 1.00 1.00 1.00 1.00 10.50 2,204.08 3182.57 1.87 114.49 356.25 +D+0.750L+0.750S+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.807 0.374 1.15 0.979 1.00 1.00 1.00 1.00 1.00 11.25 2,361.52 2927.97 2.00 122.67 327.75 +D+0.60W+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam DESCRIPTION: new LVL at TV truss locations Project Title: Planet Fitness Engineer: Project ID: Project Descr: Printed: 31 MAY 2024, 10:29AM 234rin PF - F-dmnnric WA anR Software copvright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 20.0 ft 1 0.386 0.179 1.60 0.979 1.00 1.00 1.00 1.00 1.00 7.50 1,574.34 4073.70 1.34 81.78 456.00 +D+0.750Lr+0.750L+0.450W+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.541 0.251 1.60 0.979 1.00 1.00 1.00 1.00 1.00 10.50 2,204.08 4073.70 1.87 114.49 456.00 +D+0.750L+0.750S+0.450W+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.580 0.269 1.60 0.979 1.00 1.00 1.00 1.00 1.00 11.25 2,361.52 4073.70 2.00 122.67 456.00 +0.60D+0.60W+0.60H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.232 0.108 1.60 0.979 1.00 1.00 1.00 1.00 1.00 4.50 944.61 4073.70 0.80 49.07 456.00 +D+0.70E+0.60H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.386 0.179 1.60 0.979 1.00 1.00 1.00 1.00 1.00 7.50 1,574.34 4073.70 1.34 81.78 456.00 +D+0.750L+0.750S+0.5250E+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.580 0.269 1.60 0.979 1.00 1.00 1.00 1.00 1.00 11.25 2,361.52 4073.70 2.00 122.67 456.00 +0.60D+0.70E+H 0.979 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.232 0.108 1.60 0.979 1.00 1.00 1.00 1.00 1.00 4.50 944.61 4073.70 0.80 49.07 456.00 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 1.1311 10.073 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 1.000 1.000 +D+H 1.500 1.500 +D+L+H 1.500 1.500 +D+Lr+H 2.300 2.300 +D+S+H 2.500 2.500 +D+0.750Lr+0.750L+H 2.100 2.100 +D+0.750L+0.750S+H 2.250 2.250 +D+0.60W+H 1.500 1.500 +D+0.750Lr+0.750L+0.450W+H 2.100 2.100 +D+0.750L+0.750S+0.450W+H 2.250 2.250 +0.60D+0.60W+0.60H 0.900 0.900 +D+0.70E+0.60H 1.500 1.500 +D+0.750L+0.750S+0.5250E+H 2.250 2.250 +0.60D+0.70E+H 0.900 0.900 D Only 1.500 1.500 Lr Only 0.800 0.800 S Only 1.000 1.000 H Only