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10-0760 (CONR) Revision 1 Structural CalcsCLIENT MAI Desian Grou 383 Inverness Parkway, Suite 190 Englewood, CO 80112 720.266.2582 www.mai-architects.com i a Qgof ESS/0 DAVID cl y� �AN c� Lu C$5®53 m co r w r . /. m PROJECT NAME AND ADDRESS r Tradition Fitness Building OFGf�1�f 78505 Old Avenue 52 La Quinta, CA 92253 E 1 1 1 GENERAL INFORMATION: BUILDING CODE: 2007 California Building Code NOTES: 6870 WEST 52ND AVENUE ARVADA, CO 80002 720.890.4095 I j i E r i ` a oup � • , , �e--Ieffle i. Tradition Fitness Building - La Quintal CA 92253 Job #: 100145 Table of Contents to Calculations r ' E Design Criteria 4-14 Lateral Design 15-31 Framing Design 32-54 Foundation Design. 55-56 r Miscellaneous 57 - 75' j 1 t • I j . i t 6870 WEST 52ND AVENUE I ARVADA, C0" 80002 . 720.890.4095 } 3 c i they eff le r group Date August 13, 2010 Project Name. Tradition Fitness Building Project # 100145 Location La Quinta, CA 92253 Governing Jurisdiction / Bldg. Dept. City of La Quinta Governing Building Code 2007 California Building Code Occupancy Category (IBC 1604.5) II Substructrure Design Geotechnical Consultant Sladden Engineering Contact Matthew J. Cohrt / Brett L. Anderson Report # 544-10095 (10-06-142) Swell % N/A % Active Equivalent Fluid Pressure N/A psf/ft At -rest Equivalent Fluid Pressure N/A psf/ft Passive Equivalent Fluid Pressure 300 psf/ft Coefficient of Sliding Friction (Allowable) 0.45 k/k Footings Allowable Bearing Pressure (long term) 1800 psf Allowable Bearing Pressure (short term) 2400 psf Minimum Dead Load Pressure N/A psf Frost Protection Depth 18 in Portland Cement type recommended N/A Maximum w/c ratio N/A Modulus of Subgrade Reaction (For Slab on Grade Design) pci Vibration Designed per AISC Design Guide 11 No' Acceleration Limit for walking excitation N/A g Constant Force Po = N/A kips Damping Ratio R = N/A Deflections Roof Members Dead + Live L/240 Floor Members Dead N/A Dead + Live N/A Exterior Wall Members stucco/lath with wood.backing H/600 stone/brick veneer with wood stud backing H/600 Wind (total) H/400 Seismic (story) CBC 1617.3.1 H/40 i f .hey eff group 1 Date August 13, 2010 Project Name j Tradition Fitness Building' Project # , 100145 Location E La Quinta, CA 92253 Governing Jurisdiction / Bldg. Dept. C City of La Quinta Governing Building Code I 2007 California Building Code Snow Load r Ground Snow Load p9 = ; 0.0 psf Importance.Factor j IS = .0.- 1.0.- Wind Wind Load i Basic Wind Speed (3 -second gust) } V3S = 85 mph Hurricane Prone Region: No Expos ure. Category C Importace Facto_ r lw = " 1.00 Site Altitude 0 feet f Seismic Load • Seismic Importance Factor: IE Site Class (IBC 1615.1.1 per geotechnical) D Seismic Design Category: D Lateral System Light -framed ;walls sheathed with wood structural panels rated for shear resistance or steel sheets Response'Modification Factor R = 6.5 System Overstrength Factor f2 = 3 Deflection Amplification Factor i Cd Fundamental Period per ASCE 7-05 12.8.2.1 Building Period per 12.8-7 Ta = 0.189 seconds Long Period Boundary, TL = 6 seconds Governing Base Shear Coefficient CS = 0.154 .Total Base Shear Eh ULTIMATE = 82 } Eh SERVICE = 57 - j 1, ' 1 5 • L • • 1 I Design Dead & Live Loads the e er � ,.z group Project: ,Tradition Fitness Building + Job No. 100145 Date: August 13, 2010 + Dead Loads: Roof: Roofing Material: Spanish Tile 19.0 psf. Sheathing: 5/8" Plywood 1.9 psf Framing: j Wood framing 3.3 psf Insulation: R-25 Batt Insulation (8") .1.0 psf Ceiling Finish: { 5/8" Gyp. Board 2.8 psf Sprinklers: f Yes . 2.0 psf ' Mechanical: Yes 2.0 psf Miscellaneous: 1.0 psf Total DL: 33.0 psf Roof Pitch: 5 :12 Adjusted for Roof Slope: 35.8 psf i Floor: N/A r Finish Material: #N/A Sheathing: j #N/A Framing: #N/A Insulation: f #N/A Ceiling: • #N/A ,.. Sprinklers: i #N/A Mechanical: #N/A ; Partitions: #N/A Miscellaneous` #N/A Floor DL:,. #N/A Ceiling: Surface Finish Material: r None 0.0 psf Sheathing:- j None, • 0.0 psf - Framing:, Wood Framing. 3.3 psf Insulation: R-19 Batt Insulation (6") 0.8 psf Ceiling Finish: 5/8" Gyp. Board 2.8 psf Sprinklers: Yes 2.0 psf Mechanical: No 0.0 psf Miscellaneous: j 1.1 psf - Ceiling DL: I 10.0 psf ' 6 . I i 1 • • 1 t Design Dead & Live Loads the e eri �, 2 group Project: Tradition Fitness Building I Job No. 100145 Date: August 13, 2010 F Walls: ' Exterior Finish Material: Stone Veneer 28.0 psf Sheathing: ' 1/2" Plywood 1.5 psf # Framing: ! Wood Framing 1.7 psf Insulation: • R-19 Batt Insulation (6") 0.8 psf Interior Finish Material: i 5/8" Gyp. Board 2.8 psf Miscellaneous: {' 1.2 psf Ceiling DL: ! 36.0 psf t Live Loads: j Roof: 20.0 psf Exit Floor:` ! Exit Facilities 100.0 psf Unit Floor:. ; Assembly 100.0 psf I • I ' i ' I I ` d 7 iII i t ASCE 7-05 Wind Loads - Method 2 - Rigid Structures a heleffjZr i t,.o up 1 Project: Tradition Fitness Building Job No. 100145 Date: August 13, 2010 V3s = 85 (Figure 6-1) 1 Mean Roof Height (h) = 20 feet Occupancy Cat.= II (Table 1-1) Structure Type: Side Wall: Cp = All Other Structural Systems Iw = . 1.00 (Table 6-1) i Ta = 0.19s Windward Exposure = C (Section 6.5.6) Plan Building Dimensions = N/S: 45 E/W: 127 Kzt = 1.0 (Figure 6-4) Ridge Direction: E/W -0.9 Kd = 0.85 (Table 6-4) Area Roof= 5715 - sq. ft. G = 0.85 (Section 6.5.8) d Roof Slope = Normal 5 :12 GCpi = +/-0.18 (Figure 6-5) t Roof Angle = 22.620 Main Wind Fnrrp.Recietina Svstpm -0.9 -0.7 .. External Pressure Coefficients, Cp Figure 6-6 Walls: Windward: Cp = 0.8 UB Leeward: Cp = -0.5 N -S Dir 0.4 Cp = -0.3 E -W Dir' 2.8 Side Wall: Cp = -0.7 t N/S Wind Roof*: h/L = 0.44 Angle, Use Normal to Ridge Values Windward Leeward for Roo/ Angle >= 10 Degrees CP = -0.4 1 -0.6 1 E/W Wind Roof": h/L = 0.16 (- Use Parallel. to Ridge Values h/L Cp (0 to h/2) = -0.9 25 30 Cp (h/2 to h) = -0.9 r Cp (h to 2h) = -0.5 -0.3 Cp > 2h = -0.3 t Notes: " I. Plea and minus signs signify pressures acting toward mid away from the surfs"', reprelively. Linear inleryolation is pem�fined lhr wlue of UR. WL and 0 othn than shown. Imerpolalion shall only be carried out between values of the same sign. Where no value of the same sign is given, assume 0.0 for terpolation purposes. 3. Where two Jalue of o are listed. this indicates that the windward roof slope is subjected to either positive or negative pressures and the roof structure shall be designed for both conditions. Interpolation for imermrdiate ratios of hn. in this case shall only be carried out betwttm C value of like sign. 4. For monoslope roofs, rntire roof surface is either o windward or leeward sunrl'oce 5. -Por flexible buildings use oppropriate Cfm determined by Section 6.5.9. 6. Refer to Figure 6-7 for domes and Figure 6-8 for arched roofs. 7. Noonan: B: Hori anal dimrnsinn of building, in fret (meter), measured normal to wind din:ciion. L Hors o =1 dimension of building, in feet (meter), mensured parallel to wind direction. h: Mean roof height in feet (meters), except that eve height shall be used for 0 5 10 degree. z Height above ground, in feet (meters). C: cost effect factor, yy qs: Velocity pressure, in pounds per ssqquare foot (N/m), evaluated of respective height. ' 0: Angle of pini of roof from horisonml• in degree: 8. Far mansard roofs, the tnp horcronml surface and leeward inclined surface shall be treated w leeward surfaces Dem the table. ' Cardinal direction Indicates direction of wind. t omponents a umaaing external rressure t.oernments, ut.p tngures o -I IF1 to 0-1 rd Walls: Cladding Areas: 33.3 - Roof Pressure CoeMcients, C•, for use with qp I wall stud GCp <=60 ft: Windward = _ - -1.01 lLee (Field) = -1.01 Windward ' Leeward Wind Windward Leeward f Coefficients: GCp= Angle, 0(degrees) I Angle, 0 (degrees) Direction (- h/L 10 15 20 25 30 35 1 45 1 260# 10 Is 220 -0.7 -0.5 -0.3 -0.2 .0.2 0.01 i -0.3 -03 -0.6 Normal i50.25 -0.18 U.0• 0.2 0.3 0.3 0.4 0.4 0.010 to -0.9 -0.7 -0.4 -0.3 -0.2 -0.2 0.0• -0S -0S 4.6 ridge for 0.5, -0.18 -0.18 0.0• 0.2 0.2 0.3 0.4 0.010 0210° -1.3•' -I.0 -0.7 -0.5 -0.3 -0.2 0.01 1 -0.7 -0.6 -0,6 21.0 -0.18 -0.18 -0.18 0.01 0.2 0.2 0.3 0.010 Huriz distance from Cp • Value is provided for interpolation Normal windward edge purposes. to 0 to h/2 ridge for 5 0.5 h/2 to h -0.9 -0.l8 •1 Value can be reduced linearly with me 0 < 10 h to 2 It 0.5. -0.18 over which it is applicttble as follows and > 2h -0.3, -0.18 Parallel Oto h/2 -1.31•.-0.18 Area s R Reduction Factor to ridge 2 1.0 5 100 (9.3 $q m) 1.0 for all 0 > h/2 -0.7,-0.18 200 23.21 0.9 Z 1000 92.9 sq m • 0.8 t omponents a umaaing external rressure t.oernments, ut.p tngures o -I IF1 to 0-1 rd Walls: Cladding Areas: 33.3 1 Typical L ' 10 ft. sf wall stud GCp <=60 ft: Windward = i 0.91 GCp > 60 ft: Windward = 0.91 Lee (Field) = -1.01 lLee (Field) = -1.01 Lee Comer = -1.21 Lee (Comer) = -1.21 Roof: Refer to Figure 6-118 through 6-17 of ASCE 7-05 For Roof GCp Windward Leeward f Coefficients: GCp= 0.50 -2.40 iComer GCp = 0.50 .-1.55 ' Edge GCp =. 0.50 -0.90 Field Pressure Coeff. Zone a=4.5ft 2a = 9.0 ft 4a = 18.0 ft ASCE 7-05 Wind Loads - Method 2 - Rigid Structures -.thal ef-f e r I X1.0 A group Project: Tradition Fitness Building Date: August 13, 2010 1 Velocity Pressure qz = (Density Correction)(0.00256)(Kz)(Kzt)(Kd)(Vz)(1), psf Parapet Height = 3 MFRS C&C Level z Kz, MFRS' Kz, C&C' qz, psf qh, psf qz, psf qh, psf Roof 20 0.90- 0.90 14.2 14.2 14.2 15.4 0 @ Mean Roof Height: 0.90 0.98 Main Wind Force -Resisting System (Design Wind Pressures) p = (q)(G)(Cp) - (q)(GCpi), psf (Eq. 6-17) q) G Cp (q)(GCpi) _ +/_ 2.6 psf Walls Levelz Windward NIS LeewardE/W Side Roof 20 9.6 -6.0 -3.6 1 -8.4 0 #VALUE! Roof NIS Windward t -4.8 Leeward 1 -7.2 0 to h/2 -10.8 h/2 to h= -10.8 hto2h= -6.0 >2h= -3.6 Main Wind Force -Resisting System (Design Wind Loads) Lateral Load Into Diaphragms Lateral Load (pl Lateral Load (kips) Level N -S E -W N -S E -W. t Roof 266 242 33.8 10.9 Leeward Roof 16.9 -18.4 t Comer Ede Field b Comer Ede Field 10.5 10.5 10.5 1 -39.8 -26.7 1 -16.7 Pressures shown here have been reduced to 70% of the loads above per 2006 /BC Table 1604.3 footnote f. Walls Base Shear = 33.8 10.9 Job No. 100145 (Eq. 6-15) Density Factor= 0.0765 (See Table C6-13 Density Correction = 1.00 Velocity Pressure Coefficients, Kz from Table 6-3 Note 2 & 3 zs = 900 a = 9.5 Where: q = qz for windward walls q = qh for leeward, side, roof and C&C Parapet p = (q)(GCpn) psf (Eq. 6-20) Windward -Leeward 21.9 -14.6 Reality Check Area sq. ft. Pressure (psf) Level N -S E -W N -S E -W Roof 1270 450 26.6 24.2 Notes: Lateral loads accurate for flat roof structures. Lateral component ofloads for gable, hip, monoslope etc. roofs are not included. Components & Cladding (Design Wind Pressures) p = qh ((GCp) - (GCpi)) psf (Eq. 6-22) Walls Roof Level Windward Lee Field Lee Comer . Windward Leeward Roof 16.9 -18.4 -21.5 Comer Ede Field b Comer Ede Field 10.5 10.5 10.5 1 -39.8 -26.7 1 -16.7 Pressures shown here have been reduced to 70% of the loads above per 2006 /BC Table 1604.3 footnote f. Walls Roof Level Windward Lee Field Lee Comer Windward Leeward Roof 11.8 -12.9 -15.1 Comer Ed a 1 Field Comer Ed a Field 7d 7d 7d _97Q _1A7 _117 i ASCE 7-05 Wind Loads - Method 2 - Rigid Structures i v1.0 heleff er group Project: Tradition Fitness Building Job No. 100145 1 Date: August 13, 2010 i Parapet Components & Cladding (Design Wind Pressures) S - p = (gp)(GCp - GCpi) sf E . 6-24 Field / Edge Corner Comer Load Case A Design Wind Pressure = Windward.Wall Pressure (pso 16.9 16.9 Positive Wall Pressure + Negative Roof Pressure • Leeward Wall Pressure s -18.4 -21.5 35.3 Negative Roof Pressure s -26.7 -39.8 ' • 1 f. Field Comer Load Case A Design Wind Pressure = 43.6 56.7 Positive Wall Pressure + Negative Roof Pressure Load Case 8 Design Wind Pressure = 35.3 38.4 (Positive Wall Pressure + Negative Wall Pressure) Design Parapet Pressure = 43.6 56.7 Design Pressure for Deflection = 30.5 39.7 j y - _ 10 i i i ASCE 7-05 Seismic Loads ' tFle v1.0 eff e r group i Project: Tradition Fitness Building - Job No. 100145 Date: August 13, 2010 Occupancy Category : II (Table 1-9) Building Height (h) = 20 • feet Importance Factor: 1.00 (Table 11..5-1) Building Weight (W) = 410 kips Soil Site Class : D (Table 20;3-1) p = 1.3 (12.3.4) Design Spectral Response Acceleration Parameters ' Sas = (2/3)*Sms = 1.000. (Eq. 11.4=3) Where: 11 Sms = F,,Ss = 1.5 (Eq. 11.4-1) Fe = 1 i (Table 11.4-1) Ss = 1.5 (USGS Website) SO _ (2/3)'Sm, = 0.600 (Eq. 11.424) Where: Sm, = F„S, = 0.9 (Eq. 11.4-2) F„ = 1.5 (Table 11.4-2) S, _. 0.6 r,. (USGS Website) Seismic Design Category - Sds : D i (Table 11.6-1) Seismic Design Category - Sd, : D ; (Table 11.6-2) Seismic Design Category: D t Seismic Base Shear )j f - 11 Level hx, ft Level Area w%, kips ' '` w. -h.- CV. FxuLT, kips FxsRv, kips Roof 20 5715 4101 8,201 1.000 82.0 57.4 I ! I= 8,201 a: Where partition loads are required per ASCE7-05 Section 4.2.2, provide additional 10 psf min to w,. b: Where live load includes storage, include 25% or storage live load with w,. c: Where Flat Roof Snow Load (p,) exceeds 30 psf; include 20% of uniform design snow load with wx. I ' Vertical Seismic Load Effect t Ev ULTIMATE = O.2SD5 D = 82 kips (Eq.'12.4-4) - Ev SERVICE = 0.7*0.2SDs*D = 57 kips # (Eq. 12.4-4) Level I , i - • E„uLT, kips E„SRV, kips Roof I 82.0 1 ASCE 7-05 Seismic Loads the lef' er v1.0 _ group ,1 Project: Tradition Fitness Building ' Job No. 100145 Date: August 13, 2010 f Total Base Shear . Eh. ULTIMATE _ P*VULTIMATE = P*CS*W = 82 i kips (Eq: 12.8-1) - . Eh SERVICE = P*VSERVICE = 0.7*P*Cs*W = 57 ' kips (Eq. 12.8-1) Vertical Distribution of Seismic Forces Cvx = w„*hxk (Eq. 12.8-12) 2: w*hk f k = 1.00 (Section 12.8.3) ' Fx = C„X*V (Eq. 12.8-11) Level hx, ft Level Area w%, kips ' '` w. -h.- CV. FxuLT, kips FxsRv, kips Roof 20 5715 4101 8,201 1.000 82.0 57.4 I ! I= 8,201 a: Where partition loads are required per ASCE7-05 Section 4.2.2, provide additional 10 psf min to w,. b: Where live load includes storage, include 25% or storage live load with w,. c: Where Flat Roof Snow Load (p,) exceeds 30 psf; include 20% of uniform design snow load with wx. I ' Vertical Seismic Load Effect t Ev ULTIMATE = O.2SD5 D = 82 kips (Eq.'12.4-4) - Ev SERVICE = 0.7*0.2SDs*D = 57 kips # (Eq. 12.4-4) Level wX, kips E„uLT, kips E„SRV, kips Roof 410 82.0 57.4 i I 1 I 4 . 12 City of La Quinta : Building Codes { } I ' Building Codes 1 i General: 1 • I � { The City of La Quinta Building & Safety Department uses the following codes in the plan check process and in field inspections: I .. 1 2907 California Building Code (based on the 2oo6' IBC; effective o1/o1/2008) 2007 California Mechanical Code (based on the 20o6 UMC; effective o1/01/20o8) 2007 California Plumbing Code (based on the 2006 UPC; effective 01/01/2oo8) " 2007 California Electrical Code (based on the 20o5 NEC; effective 01/01/2008) 2oo8 California Energy Code (effective 01/01/2009) gt Other: j, l . In addition, for structures in La Quinta, design for the following requirements: i Seismic Design Category: "D" Basic Wind Speed: 85 mph (3 -second gust), ExposureC" " Climate Zone: 15 Please call the Building Department at (760) 777-7012 ifyou have other design questions. t The California Building Standards Codes are available free for online viewing: At http://publicecodes.eitation.com/st/ca/st/CA-P 2007-99 9999.htm is... 2007 California Building Code, Title 24, Part 2 (First Printing) 2007 California Existing BuildingCode, Title 24, Part 10 (First Printing) 2007 California Fire Code, Title 24, Part 9 (First Printing)* 1 2007 California Administrative Code, Title 24, Part 1 (First Printing) "• 2007 California Elevator Safety Construction Code, Title 24, Part 7 2007 California Historical. Building Code, Title 24, Part 8 (First Printing) 2007 California Referenced Standards Code, Title 24, Part 12 (First Printing) i Includes Supplements through January 2009 Includes Supplements through January 2010 At http://wwA,.iapnio.org/Pages/califomiaplumbingcode.aspx is... 2007 California Plumbing Code, Title 24, Part 5 j At http://www.iapmo.org/Pages/califomiamechanicalcode.aspx is... 2067 California Mechanical Code, Title 24, Part 4 At http://www.documents.dgs.ca.gov/bsc/2oog/partil_20 0 8_calgreen_code.pdf is... 20o8 California Green Building Standards Code, Title 24, Part a (Effective August 1, 2009) The California Electrical Code (Title 24, Part 3) is not available in this format. The California Energy Code, supplemental material, and compliance forms are available at the California Energy Commission Web site. i j t htti)://www.la-ciuinta.orR/Index.asi)x?l)age=532 Page 1 of 1. a 6/21/2010 78505 old avenue 52 la quinta, ca 92253 - Google Maps Page 1 of 1 �''•�5 maps Address Old Ranch Rd La Quinta, CA 92253 Get Google Maps on your phone Text the word"GMAPS"to466453 �r r-_._..__..... - — -- -- ...--- f ' ----- - Rancho � ��, It t,c:. w Bermuda tr1 b ithira.ge ., o�in, Dunes �r 111 . 44!!.Avi, 'Ca - SNP Paribas o epir:na PFImi, Open X '01f T 111 Palm Desert Inn19r t d1 CIA Indlo Inalan�Vvel'c � __ ` -Jin 3 Y![P -} "Club a (LGG_ .. 111 N Q :al�j' a � Ilnnv nod - 4 (.slftl it o>fiy Ceatb Ga • rnlP 4a�:=�.. c?nc N'. n .. .... ..... Scd Ave i 74 ^. La Quints Pk B ... .14q, Ade .. T. L ' M 66t 4:1fit Vi I"a 01164a ©2010 Google - Map data ©2010 Google - htti)://mai)s.google.com/maps?f=q&source=s q&hl=en&geocode=&q=78505+old+avenue... 6/24/2010 Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33:6291 Longitude = -116.2597 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.009999999776482582 deg grid spacing Period Sa (sec) (9) 0.2 1.500 (Ss, Site Class B) 1.0 0.600 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude =33.6291 Longitude = -116.2597 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa 1.0 ,Fv = 1.5 Period, Sa (sec) (9) 0.2 1.500 (SMs, Site Class D)- 1.0 0.900 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.6291 Longitude = -116.2597 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1=2/3xSM1 Site Class D - Fa = 1.0 ',Fv = 1.5 Period Sa (sec) (g) 0.2 1.000 (SDs, Site Class D) 15 16 9 Oo 1 17 1 17 paul • koehler • leffler consulting structural, engineers, LLC 390 interlocken crescent, suite 190, broomfield, co 80021 18 Job Name Job No. Sheet No. By Date I T PN R•y\ 2L��V'�iy oO • tom-- Z—q. 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Job # 100145 ' Dsgnr:. CJH Date: 11:29AM, 2 AUG J 0 Description . • , . Scope r Rev:580004 User: KW-0605158,Ver 58.0, 1 -Nov -2006 General"Timber Beam Page 1 (c)1983-2006 ENERCALC Engineering Software traditon fitness_enercalc.ecw:Calculations Description '2. 1 I. ' General Information Code Ref: 1997/2001.NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x6 Center Span 10.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .•.Lti ° 0:00 ft ' Beam Depth 5.500 in Right Cantilever it .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 , 'I , Fb Base Allow' 900.0 psi Load Dur. Factor .1.000 Fv Allow 180.0 psi Beam` End Fixity Pin=Pin ,'Fc Allow 625.0 psi E 1,600.0 ksi fi Full Length Uniform Loads Center DL 72.00 #/ft LL '40.00 #/ft -. Left Cantilever DL #/ft LL #/ft Right Cantilever ` DL _ #/fi LL.#/ft • „ - . s Summary i - • . _ - Beam Design OK Span= 10.00ft, Beam Width = 3.500in x Depth = 5.5in, Ends are Pin -Pin ` Max Stress Ratio 0.814 : j . Maximum Moment,'' ,.1.a k-ff ' °. ;Maximum Shear." 1.5, 0.8 k Allowable 1.7 k -ft Allowable 3.5 is ` Max. Positive Moment 1:40 k -ft at 5.000 ft Shear: = @Left 0.56 k . Max. Negative Moment 0.00 k -ft at ' '0.000 ft • - @ Right 0.56 k Max @ Left Support " 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center c; - • 0.313 in •�, Max. M allow 1.72 • Reactions:. @ Right ; 0.000 in fb . 952.07 psi fv 39.80 psi Left DC" 0.36'k. Max 0.56k r Fb 1,170.00.psi Fv 180.00 � psi. Right DL 0.36 k , Max 0.56 k Deflections Center Span... Dead Load Total' Load ' .Left Cantilever... Dead Load Total Load Deflection -0.209 in -0.325 in Deflection 0.000 in 0.000 in ` ...Location 5.000 ft 5.000 ft ..:Length/Deft 0.0 0.0 .:.Length/Deft 575.1 369.73 Right Cantilever... Camber ( using 1.5 " D.L. DO ... 'Deflection 0.000 in 0.000 in -' @ Center 0.313 in ' ..Length/Deft 0.0 0.0 @ Left 0.000 in _ @ Right 0.000 in t r Stress CaIcs r , Bending Analysis `" • ' Ck 34.195 Le 0.000 ft Sxx 17.646 in3 Area - ,19.250 in2 , Cf 1.300 Rb 0.000 , Cl: 560.000 • Max Moment Sxx Read Allowable fb t @ Center 1.40 k -ft 14.36 in3 rs 1,170.00 psi , @ Left Support '. 0.00 k -ft 0.00 in3 - 11170.00 psi , @ Right Support 0.00 k -ft 0.00 in3r . 1,170.00 psi ! . Shear'Analysis f @Left Support j @Right Support Design Shear 0.77,k 11 0.77 k r Area Required 4.256 in2 1 4.256 int '• . • ' t_ • Fv: Allowable 180.00 psi ¢i 180.00 psi - Bearing @Supports F ; Max. Left Reaction 0.56 k E Bearing Length Req'd 0.256 in , Max. Right Reaction 0.56 k Bearing Length Req'd 0.256,in • r�. ) t Title : Tradition Fitness Building Job # 100145 ' Dsgnr: CJH Date: 11:29AM, 2 AUG 10 • Description Scope: Page 2 Rev: 580004 . User: KW-0605158, Ver 5.8.0, 1-Nov-2006 General Timber Beam (c)1983-2006 ENERCALC Engineering Software traditon fitness_enercalc.ecw:Calculations - Description 2.1 ` Query Values M, V, & D @ Specified Locations ' Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 0.56 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000"in @ Left Cant. Location = 0.00 ft I 0.00 k-ft 0.00 k 0.0000 in t. i r E t 1 i • 1 j f 1 i • r .f i 37 4 Title : Tradition Fitness Building . Job # 100145 Dsgnr: CJH ' • Date: 11:29AM, 2 AUG 10 ' Description rlScope. . II ' Rev: 580004 User: KW -0605158, Ver 5.8.0, 1 -Nov -2006 General Timber Beam. Page 1 (c)1983-2006 ENERCALC Engineering Software % traditon fitness_enercalc.ecw:Calculations Description 2.2 General Information Code Ref: ,1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8x14 Center Span 19.00 ft .....Lu ` , 0.00 ft Beam Width 7.500 in -. Left Cantilever • ft......Lu 0.00 ft - Beam Depth 13.500 in Right Cantilever ft' .....Lu 0.00 ft Member Type 'Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,000.0 psi. ` Load Dur. Factor • 1.000 Fv Allow 180.0 psi Beam End Fixity Pin -Pin _ Fc Allow 625.0 psi , E 1,700.0 ksi Full Length Uniform Loads ' Center 'DL 234.00 4/ft LL 130.00 #/ft Left Cantilever DL #/ft LL - #/ft Right Cantilever DL #/ft LL #/ft ry ' Summary f • ', - Beam Design OK Span= 19.00ft, Beam Width = 7.500in x Depth='13.5in, Ends are Pin -Pin Max Stress Ratio 0.877 1: 1" Maximum. Moment - 16.4 R -ft Maximum Shear ` 1.5 4.6 k Allowable 18.7 :k ft Allowable :; 18.2 k.. Max. Positive Moment • 16.43 k -ft at 9.500 ft Shear: @Left : 3.46 k ' Max. Negative Moment 0.00 k -ft • ' _ _i at 0.000 ft @ Right 3.46 k Max @ Left Support 0.00 k -ft • Camber: -,: @ Left 6.000in Max @ Right Support 0.00 k -ft @ Center 0.394in ' Max. M allow18.74 ;• Reactions... ` @ Right 0.000in fb 865.21 psi ' fv 45.49 psi Left DL 2.22 k Max '3.46 k ' Fb 987.00 psi ' Fv 180.00 psi Right DL 2.22 k Max, '. 3.46 k Deflections Center Span... Dead Load Total Load Leff Cantilever... Dead Load -Total Load Deflection s •-0.262 in ? -0.408 in _ Deflection 0.000".in 0.000 in ...Location 9.500 ft . 9.500 ft ...Length/Deft 0.0 0.0 ..Length/Defl 868.7 558.44 Right Cantilever...„ Camber( using 1.5 * D.L. Defl ) ... ` .. Deflection a 0.000 in. 0.000 in @ Center ' @ Left 0.394 in ' ' 0.000 in l ...Length/Deft 0.0 , 0.0 It - V @ Right 0.000 in Stress Calcs s Bending Analysis' . ii► Ck 33.438. Le, 0.000 ft' i Sxx 227.813 in3 Area 101.250in2 Cf 0.987 Rb 0.000. Cl 3457.999 Max Moment y Sxx Read Allowable fb - @ Center 16.43 k -ft + 199.70 in3 .987.00,psi ' . @ Left Support 0.00 k -ft 0.00 in3 987.00 psi',' @ Right Support 0.00 k -ft 0.00 in3 987.00 psi Shear Analysis @ Left Support @ Right Support Design Shear • 4.61 k " 4.61 k Area Required <25.589 in2 25.589 62 Fv: Allowable 180.00 psi 180.00 psi" Bearing @ Supports Max. Left Reaction 3.46 k Bearing Length Req'd 0.738 in " Max. Right Reaction 3.46 k Bearing Length Req'd 0.738 in s :: 38 1 r ' Title : Tradition Fitness Building Job # 100145 Dsgnr: CJH Date: 11:29AM, 2 AUG 10 Description t ( Scope Rev:580004 User: KW -0605158, Ver 5.8.0,1 -Nov -2006 j General Timber Beam Page 2 (c)1983.2006 ENERCALC Engineering software traditon fitness_ enercalc.ecw:Calculations Description 2.2 r Query Values f M, V, & D @ Specified -Locations 1 Moment Shear Deflection @ Center Span Location = 0.00 ft ± 0.00 k -ft 3.46 k 0.0000 in @ Right Cant. Location = 0.00 it 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in F r ' r ' • t• t ( I 1 ' t - 1 39. ' Title : Tradition Fitness Building Job # 100145 Dsgnr• CJH Date: 11:29AM, 2 AUG 10 - Description .. Scope : st te Rev:580004 user: KW -0605158, Ver 5.8.0,1 -Nov -2006 j General Timber Beam Page (c)1983-2006 ENERCALC Engineering Software traditon fitness_enercalc.ecw:Calculations . Description 2.3 ' General informationCode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name. 6x10 (Center Span, 11.00ft .`..Lu ? '0.00 ft ' Beam Width '5MOin[Douglas Left Cantilever ft .....Lu' 0.00 ft Beam Depth 9.500 in Right Cantilever ` ft ......Lu 0.00 ft Member Type Sawn , . Fir - Larch, No.1 I Fb Base Allow . 1,000.0 psi Load Dur. Factor 1.000 ' Fv Allow ' 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 1 E - 1,700.0 ksi ' FUII Length Uniform,Loads , Center DL 96.00 #/ft LL 240.00 #/ft Left Cantilever DL#Ift LL 1 #/ft ' Right Cantilever DL. #/ft ,'LL #/ft' " fSummary Beam Design OK •SPan= 11.00ftr Beam `Width=5.500in x Depth 9.5in, Ends are Pin -Pin -Max Stress Ratio -0.737 Maximum Moment 5.1 lift ; Maximum Shear *.1.5 2.4 k ' Allowable "' . 6.9 k -ft Allowable 9.4 k ' Max. Positive Moment ��, 5.08 k -ft L. • 'at 5.500 ft ' Shear: ' @ Left 1.85 k Max. Negative Moment 0.00 k -ft 'at • 0.000 ft @ Right •__, . 1.85 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @Right Support • 0.00 k ft ' f @ Center 0.071 in Max. M allow + 6.89 .r @ Right" 0.000 in Reactions... c + ' , fb 737.15 psi �fv 45.84 psi Left DL . 0.53 k . .Max' 1.85k ' 'Fb 1,000.00 psi Fv 180.00 psi Right DL - 0.53 k Max 1.85 k Deflections ti Center,Span... Dead Load Total Load Left Cantilever.... Dead Load • Total Load ` Deflection '0.047 in -0.166 in Deflection 0.000 in 0.000 in .,...Location 5.500 ft 5.500 ft ...Length/Deft' 0.0 0.0 r ...Length/Dell 2,788.4 796.70 •, Right Cantilever... ~ Camber ( using 1.5D.L. Deft) ... Deflection 0.000 in 0.000 in @ Center 0.071 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis • Ck 33:438 Le • 0.000 ft Sxx '` 82.729 in3 Area'.. 52.250 in2 Cf ' 1.000 Rb 0.000 Cl 1847.999 ` Max Moment Sxx Read Allowable fb ` @ Center . 5.08 k -ft C. -60.98 in3 1,000.00 psi , @ Left Support '0.00 k -ft ' 0.00 in3 1,000.00 psi ti @ Right Support 0.00 k ft 0.00 ilia ., 1,000.00 psi Shear Analysis @ Left Support f @ Right Support Design Shear 2.40 k i '2.40 k Area Required 13.306 in2. 13.306 in2 ' Fv: Allowable-, 180.00 psi 180.00 psi ` Bearing @ Supports ` Max. Left Reaction 1.85 k Bearing Length Req'd 0.538 in ` Max. Right Reaction 1.85 k Bearing Length Req'd 0.538 in i Title : Tradition Fitness Building Job # 100145 ' ! Dsgnr: CJH Date: 11:29AM, 2 AUG 10 Description Scope Page 2 Rev: 580004 User: KW 5158 Ver 5.8.0, 1 -Nov -2006 1 General Timber Beam (c)19 13-2006 ENERCALC Engineering Software traditon fitness_enercatc.ecw:Calculations Description 2.3 I Query Values M, V, & D @ Specified Locations ! Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.85 k 0.0000 in @ Right Cant. Location = 0.00 ft . 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location= 0:00 ft 0.00k -ft 0'00 k 0.0000 in ' J ' f { a ' f t f � I . 41 Title : Tradition Fitness, Building Job #.100145 Dsgnr: CJH Date:,11:29AM, 2 AUG 10 Description r • ##i Scope f • Rev: 580004 User: KW -0605158, Ver 5.8.0,1 -Nov -2006 1 ,• General Timber Beam ; Page 1 (c)19 13-2006 ENERCALC Engineering Software traditon fitness_ enercalc.ecw:Calculations �. Description 2.4 General Information Code`Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x4 Center Span 12.00 ft ....Lu 0:00 ft Beam Width 3.500 in �.. • Left Cantilever ft ..`.Lu '_, ; 0.00 ft Beam Depth Member Type. 3.500 in . Sawn Right Cantilever ft. .....Lu" ! Douglas Fir. - Larch, N6.2 . 0.00 ft . t Fb Base Allow 900.0 psi Load Dur. Factor •, 1.000 j Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow. 625.0 psi- E 1,600.0 ksi f , Full Length Uniform Loads Center DL 3.00 #/ft LL 20.00 #/ft , Left Cantilever DL #/ft LL • #/ft Right Cantilever DL #/ft LL #/ft Summary ! .B Beam Design OK ' Span= 12.00ft, Beam Width= 3.500in x Depth = 3.5in, Ends are Pin -Pin ' Max Stress Ratio' 0.515 ;l i Maximum Moment 0.4 k -ft Maximum Shear * 1.5 oz k Allowable . • 0.8 k -ft Allowable 2.2 k Max. Positive Moment 0.41 k ft at 6.000 ft Shear: @Left '• 0.14k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right a 0.14 k t• Max @ Left Support 0.00, k -ft Camber: @ Left r 0.000 in , Max @ Right Support - 0.00 k -ft @ Center 0.105in Max. M allow 0.80'ns ' ... @ Right `Reactio 0.000in fb 695.23 psi fV 16.09;psi. Left DL 0:02. k ' ` Max 0.14 k Fb 1,350.00 psi Fv .180.00 psi Right DL 0.02 k • , Max 0.14k Deflections J 'Center Span... Dead Load Total Load , Left Cantilever... ' Dead Load, Total Load Deflection -0.070 in 0.536 in Deflection 0:000 in 1 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Deft -. 0.0 0.0 , ...Length/Deft .2,058.5,,' 268.50 Right. Cantilever... Camber ( using 1.5 * D.L. Defl) ... i Deflection , 0.000 in . 0.000. in @ Center 0.105 in , ..Length/Defl 0.0 0.0 @ Left 0.000 in @ Right .'0.000 in Stress Calcs t Bending Analysis ! r Ck 34.195 , Le 0.000 it �. Sxx 7.146 in3 ` Area -12.250 in2 , Cf 1.500 'Rb - . 0.000 ' Cl 138.000 ; ' Max Moment _ { Sxx Reo'd ' r Allowable fb. @ Center 0.41 k -ft 3.68 in3 .1,350.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,350.00 psi'' @ Right Support 0.00 k -ft 0.00 in3 1,350.00 psi ' ShearAnalysis @ Left Support @ Right Support rr ; Design Shear 0.20 k 0.20 k Area Required 1.095 in2 I 1.095 in2 Fv: Allowable 180.00 psi 180.00 psi - Bearing @ Supports Max. Left Reaction 0.14 k Bearing Length Req'd 0:063 in ` Max. Right Reaction 0.14 k Bearing Length Req'd' 0.063 in ' ' '` • . 42 I 1 Title : Tradition Fitness Building Job # 100145 ' 11 Dsgnr: CJH Date: 11:29AM, 2 AUG 10 i Description Scope: Page 2 Rev: 580004f User: KW -0605158, Ver 5.8.0, 1 -Nov -2006 General Timber Beam (c)1983-2006 ENERCALC Engineering Software traditon fitness_enercalc.ecw:Calculations Description, 2.4 Query Values j ' M, V, & D @ Specified Locations Moment Sheaq Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.14 k . 0.0000 in @ Right Cant. Location = 0.00 ft . 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in . j • 1 ' f r . I I r r f _ f 1 J 1 1 1 , 11 , 1 43 `Title : Tradition Fitness Building Job # 100145 . ( Dsgnr: CJH Date: 11:29AM, 2 AUG 10 ' Description ` Scope Rev: 580004 . User: KW -0605158, Ver 5.8.0, 1 -Nov -2006 General Timber,Bea.m' Page 1 (c)1983-2006 ENERCALC Engineering Software traditon fitness_enercalc.ecw:Calculations Description 2.5.` General Information Code Ref: 1'997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8x12 ICenter Span 12.00 ft ' .Lu 0.00 ft Beam Width 7.500 in I Left Cantilever ft Lu 0.00 ft Beam Depth 11.500 in )Right Cantilever, ft .. ..Lu 0.00 ft Member Type -' Sawn , i Douglas Fir - Larch, No.i - Fb Base Allow 1,000.0 psi Load Dur. Factor 1.000 r Fv Allow 180.0 psi ' Beam End Fixity Pin -Pin Fc Allow 625.0 psi ' ' 1 iE 1,700.0ksi FUlllength Uniform Loads ` . Center 'DL 468.00 #/ft LL, 260.00 #/ft Left Cantilever ,, DL #/tt LL #%ft , Right Cantilever DL #/ft LL: _ ,#/ft Summary! Beam Design OK .• - Span= 12.00ft, Beam Width = 7.500in x Depth = 11.5in Ends are Pin -Pin ' - .. Max Stress Ratio 0.951 a1 '. Maximum Moment' 13.1 k h -. Mazimurri Shear * 1.5 5.6 k Allowable 13.8 k -ft Allowable 15.5 k Max. Positive Moment-' 13.10 k -ft at 6.000 h Shear: @ Left_ 4.37 k Max. Negative Moment ,' ` 0.00 k -ft at 0.000 ft - @ Right 4.37 k Max @Left Support 0.00 k -h - Cambers '"- .@ Left '+ 0.000in Max @ Right Support 0.00 k -ft @ Center 0.203 in ' Max. Kallow 13.78. . Reactions... @Right 0-000in fb 951.22 psi fv 64.42 psi Left DL 2.81 k _ Max 4.37 k Fb 1,000.00 psi Fv 180.00"psi 'Right DL - 2.81 k .Max. 4.37 k - Deflections ' Center Span... Dead Load Total Load, Left Cantilever...t Dead Load Total Load a Deflection r -0.135 in '-0.210 in Deflection 0.000 in 0.000 in ` ...Location 6.000 ft _ i 6.000_h ...Length/Deft 0.0' • 0.0 ...Length/Dell 1,065.7 '685.11 - Right Cantilever.*.. Camber ( using 1.5D.L. Defl) ... f Deflection 0.000{in 0.000, in @ Center, _ 0.203 in :..Length/Defl 0.0j 0.0 @ Left 0.000 in - @ Right- . 0.000 in Stress Calcs .p Bending Analysis Ck 33.438 Le 0.000 ft Sxx .165.313 in3 Area 86.250 in2 ' r Cf 1.000 Rb 0.000.' Cl 4367.998 s ' - - Max Moment Sxx Read - Allowable fb ` @ Center 13.10 k- ft �' . 157.25 in3 1,000.00 psi @ Left Support 0.00 k -ft 0.00 in3. 1,000:00 psi @ Right Support 0.00 k -ft 0.00 in3 1,000.00 psi, Shear Analysis @ Left Support @ Right Support Design Shear 5.56 k 5.56 k Area Required 30.867 in2 30.867 int Fv: Allowable 180.00 psi 180.00 psi Bearing @ Supports • Max. Left Reaction 4.37 k ! Bearing Length Req'd 0.932 to Max. Right Reaction 4.37,k Bearing Length Req'd , 0.932 in r,• - ,Title ,Tradition Fitness Building Job # 100145 ' Dsgnr: CJH Date: 11:29AM, 2 AUG 10 Description . ' Scope x ' ,• .: � _ . Page 2 Rev: 580004. t User: KW -0605158, Ver 5.8.0, 1 -Nov -2006 General Tomber'Beam � (c)1983-2006 ENERCALC Engineering Software traditon fitness_e6ercalc ecw:Calculations Description 2.5 Query Values M V, & D @ Specified Locations ( Moment Shear Deflection @ Center Span Location 0I 4.37 k 0.0000 in . ' @ Right Cant. Location = 0.00 ft 0.00 k -ft' 0.00 k 0.0000 in . @ Left Cant: Location = 0.00 ft 0.00 k t , '0.00 k 0.0000 in . • 1. 4. r r 45 Title : Tradition Fitness Building' Job # 100145 ' 1 Dsgnr: CJH Date: 11:29AM, 2 AUG 10 ' ( Description jf Scope L Rev:580004 User: KW -0605158, Ver 5.8.0, 1 -Nov -2006 General Tfmber Beam + Page 1 f (c)1983-2006 ENERCALC Engineering Software t traditon fitness_ enercalc.ecw:Calculations Description 2.6 , General information* Code Ref: (997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name MicroLam: 5.25x11.25 ' Center Span 9.00 ft. ... ":.Lu 0.00 ft, + Beam Width 5.250 in Left Cantilever, ft .....Lu 0.00 ft Beam Depth 11.250 in I Right Cantilever ft ..... Lus 0.00.ft Member Type Manuf/So,Pine ( Truss Joist - MacMillan, MicroLam 1.9 E. { Fb Base Allow. 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi ` •. Beam End Fixity Pin -Pin Fc Allow ' 750.0 psi ' r IE 1,900.0 ksi ' Full Length Uniform Loads,. - „ Center s DL 592:00 #M LL 240.00 #/ft Left Cantilever DL • #/ft LL #/ft ' Right Cantilever DL #[ft LL #/ft Summary; f Beam Design OK Span= 9.00ft, Beam Width = 5.250in x Depth = 11.25in, Ends.are Pin -Pin Max Stress Ratio 0.351 ` 1 Maximum Moment 8.4 k -ft Maximum Shear1:5 N 4.4 k .. Allowable` 24.0 k -ft Allowable 16.8 k Max. Positive Moment 8.42 k -ft at 4.500 ft Shear: @ Left 3.74 k Max. Negative Moment 0.00 k -ft at 9.000 ft @ Right ° • 3.74 k • Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.111 in Max. M allow 23.99 !' @ Right" Reactions... 0.000in fb • 912.82 psi fv 75.31 psi Left DL 2.66 k Max 3.74 k Fb 2,600.00 psi Fv 285.00 psi Right` DL 2.66 k Max 3.74 k 4- .Deflections De- f lections ' Center Span... Dead Load Total Load . Left_ Cantilever.,. Dead Load Total Load Deflection -0.074 in -0.104 in Deflection 0.000 in 0_.000 in ...Location 4.500 it 4.500 ft ...Length/Defl 0.0 0.0 `..Length/Deft 1,462.7 •1,040.75 Right Cantilever..: Camber ( using 1.5' D.L. Defl) ... Deflection 0.000 in 0.000 in @Center 0.111 in ...Length/Defl , `. 6.0• 0.0 @ Left 0.000 in t s @ Right ' 0.000 in F " Stress Calcs l " Bending Analysis Ck . 21.924 Le 0.000 ft t Sxx 110.742 in3*. Area 59.063 in2 , Cf 1.000 Rb 0.000'. Cl 3743.999 • Max Moment Sxx Reo'd .. Allowable fb @ Center' 8.42 k -ft 38.88 in3 2,600.00 psi ', s @ Left Support 0.00 k -ft 0.00 in3 2,600.00 psi ► • @ Right'Support 0.00 k -ft• 0.00 in3 2,600.00 psi +' Shear Analysis @ Left Support @ Right Support ` . Design Shear 4.45 k • • 4.45 k Area Required . 15.607 in2 - . f i , 15.607 int Fv: Allowable 285.00 psi 285.00 psi • - Bearing @ Supports tt ' Max. Left Reaction 3.74 k i Bearing Length Req'd 0.951`in 'y Max. Right Reaction - 3.74 kBearing Length Req'd 0.951' in ' , t 46 Title : Tradition Fitness Building ' Job # 100145 ' • j Dsgnr; CJH•• •` Date: 11:29AM, 2 AUG 10 , i Description • :Scope ' •. Page .2 Rev: 580004 User: KW-0605158,.Ver5.8.0, 1 -Nov -2006 General Timber Beam (0)1983-2006 ENERCALC Engineering Software traditon fitness_ enercalc.ecw:Calculations Description 2.6 ` Query Values , r M, V, & D @ Specified Locations, Moment Shear Deflection: @ Center Span Location = 0.00 ft 0.00 k ft 3.74 k ' 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k , 0.0000 in ' @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k. 0.0000 in t~ = R w r + * 47 ` ~Title : Tradition Fitness Building Job # 100145 ,' • Dsgnr: CJH" Date: 11:29AM, 2 AUG 10 Description i Scope Rev: 580004 User: KW -0605158, Ver 5.8.0, 1 -Nov -2006 General Timber Beam,Page' 1 (c)1983-2006 ENERCAIC Engineering Software tradition fitness_enercalc.ecw:Calculalions ' Description 2.7 'General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowable's are user defined Section Name MicroL_am:5.25x11.25 .Center Span 10.00ft ....= .Lu 0.00'ft Beam Width 5.250 in f Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in ,Right Cantilever ft ' .....Lu 0.00 ft I Member Type -, Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.9 E• Fb Base Allow' 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi" 4 Beam End Fixity Pin-Pin7 �• Fc Allow 750.0 psi , E 1,900.0 ksi .. • FUII Length Uniform Loads ' Center DL 430.00 #ift LL 150.00 , #/ft _ Left Cantilever DL ' . #.ft LL'' #/ft l Right Cantilever. DL #ftLL #/ft . r Summary , OK _ Beam Design Span= 10.00ft, Beam Width = 5.250in x Depth = 11.25in, Ends are Pin -Pin i Max Stress Ratio 0.302 '• ; Maximum Moment 7.2k -ft Maximum Shear * 1.5' 3.5 k Allowable 24.0 k -ft Allowable ^Y 161.8 k . Max. Positive Moment 7.25 k -ft t at . 5.000 ft Shear: @ Left ;:: t 2.90 k • Max. Negative Moment 0.00 k -ft at 10.000 ft • ,@ Right ' - 2.90 k Max @ Left Support 0.00 k -ft Camber: @ Left . ' •' 0.000in 'Max @ Right Support, 0.00' k -ft '. @ Center 0.123in Max. Mallow 23.99 @ Right 0.000in , Reactions... fb 785.61 psi fv - 60.10 psi Left DL 2.15 k' Max 2.90 k Fb 2,600.00 psi Fv 285.00 • psi Right DL ' 4.2.15 k Max 2.90 k , Deflections I, , Center Span... - Dead Load Total Load . Left Cantilever... Dead Load Total Load Deflection -0.082 in -0.110 in 'Deflection 0.000 in 0.000 in ...Location 5.00.0 ft 5.000 ft •'. :.Length/Deft' 0.0 0.0 • c• . ...Length/Deft - 1,468.0 1,088.36 Right Cantilever.. , • ' Camber ( using 1.5 * D.L. Defl) ... Deflection . 0.000 in : 0.000 in -@ Center '0.123 in 1 ...Length/Deft .0.0 0.0 @ Left 0.000 in _ @ Right 0.000 in r� ' Stress Calcs a, Bending Analysis Ck 21.924 Le, 0.000 ft Sxx 110.742 in3 Area, 59.063 int- _ Cf 1.000 Rb 0.000 Cl 2899.999 ' Max Moment Sxx Read Allowable fb @ Center 7.25 k -ft 33.46 in3 ' - . 2,600.00 psi -- @ Left Support ' • 0.00 k -ft 0.00 in3 2,600.00 psi .. @ Right Support 0.00 k -ft 0.00 in3 2,600.00 psi Shear Analysis ' @ Left Support @ Right Support • Design Shear 3.55 k t 3.55 k ' _ 4 Area Required 12.455 in2 ! 12.455 int i Fv: Allowable 285.00 psi ( 285.00 psi Bearing @Supports • Max. Left Reaction 2.90 k Bearing Length Req'd 0.737 in - Max. Right Reaction 2.90 k -Bearing Length Req'd 0.737 in - I • • IY • I•• I `, t r • 48 •• ". r •• Title : Tradition Fitness Building' . Job #.100145 Dsgnr: CJH Date: 11:29AM, 2 AUG 10 Description . Scope -'2-2006 LRev50004W-0605158, Ver 5.8.0, 1 -Nov -2006 Geirieral TI111ber B@8f11Page ENERCALC Engineering Software traditon fitness_ enercalc.ecw:Calculations. Description 2.7 ; 'Query Values i t . M, V, & D @Specified Locations # Moment,. Shear +• Deflection _ @ Center. Span Location = 0.00 ft' 0.00 k -ft 2.90 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k -ft• 0.00 k �. 0.0000 in @Left Calit. Location = 0.00 ft_ O.00 k ft 0.00'k 0.0000 in r • } a y 49 Title: Tradition Fitness Building, Job # 100145 ' ? Dsgnr: CJH Date: 11:29AM, 2 AUG 10 ' Description `Scope _ Rev: 580004- User: KW -0605168, Ver 5.8.0, 1 -Nov -2006 General Timber Beam Page `1' (c)1983-2006 ENERCALC Engineering Software traditon fitness_enercalc.ecw:Calculations Description .2.8 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Microl-am:5.25x11.25- Center Span 6.00 ft ......Lu 0.00 ft Beam Width 5.250 in ? Left Cantilever r ft .....Lu + 0.00 ft. Beam Depth 11.250 in 4 Right Cantilever. ft .....Lu' '. 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, MicroLam 1.9E Fb Base Allow, 2,600.0 psi 3� Load Dur, Factor 1.000 i Fv'Allow 285.0 psi. .Beam End Fixity Pin -Pin Fc Allow 750.0 psi ` E 1,900.0 ksi r Full Length Uniform Loads - f Center DL 504.00 #,/ft LL 280.00 #/ft Left Cantilever DL #/ft LL ' #/ft ' Right Cantilever DL #/ft LL #/ft `. Point Loads Dead Load 2,200.0 lbs lbs lbs t, lbs lbs lbs lbs Live Load 700.0 lbs lbs lbs lbs , lbs " ' Itis lbs ...distance` 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft :0.000 ft 0.000 ft ' Summary (Width } -�,. -Beam Design OK Span= 6.00ft, Beam = 5.250in x Depth = 11.25in, Ends are Pin -Pin r , • Max Stress Ratio 0.338 r• ,. 1 ' Maximum Moment s.o k -ft = Maximum Shear x 1.5 ,~ 5.7 k Allowable 24.0 k -ft Allowable N 16.8k' _ Max. Positive Moment 6.04 k -ft ) at 3.936 ft Shear:.' @Left - 3.08 k Max' Negative Moment-' y 0.00 k -ft at 0.000 ft . ; @ Right 4.53 k ' Max @ Left Support 0.00 k -ft 'Camber: @ Left ' 0.000 in Max @ Right Support 0.00 k -ft r - @ Center 0.034 in Max. M allowr 23.99 ,Reactions... @Right 0.000 in fb 654.29 psi fv 96.33 psi Left DL 2.66' k _ Max 3.08k. " " Fb 2,600.00 psi Fv , 285.00 psi Right DL .- 3.16 k Max, 4.53 k ' - . Deflections ' t . Center Span... _ Dead Load Total Load ; Left Cantilever ...;= Dead Load Total Load Deflection -0.022 in -0.032 in Deflection 0.000 in 0.000 in ' Location 3.168 ft' 3.144 ft `` = •...Length/Deft 0.0. 0.0 ...Length/Deft 3,210.8 _ •2;215.48: Right Cantilever..: r Camber ( using 1.5D.L. Defl) ...Deflection 0.000 in 0.000 in @ Center 0.034 in `-, - ...Length/Deft OA 0.0 @ Left 0.000 in 1 @ Right 0.000 in _ '. ...' • f - •f, !. r Title : Tradition Fitness Building Job # 100145 Dsgnr: CJH Date: 11;29AM, 2AUG 10 Description • - Scope: # Rev:580004 User: KW-0605158, Ver,5.8.0, 1-Nov-2006General Timber Beam f Page 2 • (c)1983-2006 ENERCALC Engineering Software ; traditon fitness_enercalc.ecw:Calculations Description 2.8 Stress Calcs Bending Analysis Ck 21.924 Le ' O.000 ft Sxz= 110.742 in3 Area 59.063 in2 • Cf 1.000„ Rb.- 0.000{ CI `" 3076.999 Max Moment Sxx Read f Allowable fb @ Center 6.04 k-ft ' 27.87 in3 2,600.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi ' @ Right Support' `- ' 0.00 k-ft 0.00 in3 • 2,600.00 psi ' Shear Analysis @ Left Support @ Right Support. Design Shear °. 151 k - • � • 5.69 k • " Area Required 12.333 in2,. . F 19.964 int Fv: Allowable • 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 3:08 k Bearing Length Req'd f 0.781 in Max. Right Reaction 4.53 k t Bearing Length Req'd J •1.150 in + query Values _ M, V, & D @ Specified Locations 1 Moment Shear; Deflection @ Center Span Location'= 0.00 it 0.00 k-ft 3.08 k 0.0000 in @ Right Cant. Location = 0.00 it 0.00 k-h 0.00 k 0.0000 in @ Left Cant. Location _ 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 1 51 Job Name-7�e b�-t`0-'Ess Job No. ��0�`�S Sheet No. By Date `a s 2 l0 c S NQS � .q -� : • ...: �. Z- FC 2s, `2c.�PSc SOO est b K 7. SG�3 , ,��' (p-2-- 7. P�� t (o. 2�Zz>64-70, 00�O TS G:.01Ct 1 Gam. 4 IFC.F; CP �G ZG -i3�t3oo . _ . 4-7 t� paul • koehler • leffler consulting structural engineers, LLC 390 interlocken crescent, suite 190, broomfield, co 80021 52 Job Name��a� C-tT�•s�s'S Job No. k3314 � 'Sheet No. By Date 76 = �J esu �c6 CNS LA "T1Ngcl '12�70tA LlLs--I�C—FtNk t-kQaT . : CNo C_I::,-b) 2.xj P� kG O C.F oi- paul • koehler • leffler consulting structural engineers, LLC 390 interlocken crescent, suite 190, broomfield, co 80021 54 Job Name--- Elms ame Job No. Sheet No. By G -E Date paul • koehler • leffler consulting structural engineers, LLC 390 interlocken crescent, suite 190, broomfield, co 80021 55 ' man Job Nam[a e Job No. Sheet No. By C A--� Date �P-� �/C (L�c-c�oa FR-ae-� SEIF.ray.�,�P.�..`. :c��f>�`�Grc••��r�C:. .��=-�-.� �� Z �✓ �,-��. 47': -� - 22-400 Psi �oetJ�' e�a� R-��-r�o� p�s'�'R..�TS�E'CJ c�JvE,R--` �.� �; i:��-?�' '��.-�P o� C�t�s•e• For-�e-tr�t: P�- � �Z-�� o� ��.� C�. ��-� - fig.. Z.� :: • C Z.Z�- �a�.►�'G S\��• �luS`� Q,�. \aG�� .FSR-- 1'�-�� S��AR.:WIa,�� d�fE.R"T��ra\i�1G paul • koehler • leffler consulting structural engineers, LLC 390 interlocker crescent, suite 190, broomfield, co 80021 56 Job N a m e7 \R�e� -Vaess Job No. Q: ATS ) Sheet No. By =4 Date a-3-1C� I i ; ; ' paul • koehler • leffler consulting structural engineers, LLC 390 interlocken crescent, suite 190, broomfield, co 80021 57 Global Display Sections for Member Calcs 20 Max Internal Sections for Member Calcs 39 Include Shear Deformation Yes Include WarpingG . •,; I. Include No - Area Load Mesh(in ^2 144 Merge Tolerance in :" _ '12 P -Delta Analysis Tolerance 0.50% Vertical Axis;, - Y• Hot Rolled Steel Code AISC ' ASD 13th Cold Formed Steel Code- AISI 1: ASD Wood Code NQ8 2005: ASD Wood Temperature .,<A OOF - Concrete Code 41cl 2005 Masonry Code M SJC 5 C Number of Shear Regions - 4 MEVISED -SEE SHEET 5 Region Spacing Increment in 0 Biaxial Column Method Ekarct"e—q ration Parme Beta Factor(PCA) .65 ' .,i, - Concrete Stress Block ' Rectangular Use Cracked Sections ' " Yes Bad Framing Warnin s No Unused Eorce'Warnin s'- ;. Yes . Joint Coordinatesnd Tem eratures Lab/I X[Lt] Y ffti Z [ftl TemD FF\l Detach From Dia ... 1 1 0-. 0 0 0 2 1 N2 22' 0 .. - 0 04 3 N3 11 8 0 0-- 4 . =N4 . -' 11. 0 0 . 0 , 4-3D Version 8.1.0 [C:\RISA\untitled.r3d]' Page 59 Company The Leffler Group Designer CJH Job Number 100145 Joint eactions (By Comt 1 r, ininf i nh.P Tradition Fitness - Timber Truss Aug 3, 201 3:01 PM Check d By: Y rw V rLl 7 ro . RAY rL_Hl. RAV/L Hl KA7 rL Hl ��, DF/SPine Com Species roup I 1 � • i IW � WYE _� 1 .3 .035 0 FJ • r7 - M, HF/Spruce Fir Com SpeciA Group 117:', 7NOI Ni . .3 '" ..3 -- .._.035 3 DF ®v No.1 � 11 1 • 1 Joint Deflections LC J int LI 1 DF/SPine Com Species roup I 1 1 .3 .3 .035 0 FJ • r7 - M, HF/Spruce Fir Com SpeciA Group 117:', 7NOI Ni . .3 '" ..3 -- .._.035 3 DF ®v No.1 � 11 1 • 1 �a 1 1 �® 1. .3 � 11 1 • 1 ► 1 1 1 DF/SPine Com Species roup I 1 1 .3 .3 .035 2 HF/Spruce Fir Com SpeciA Group 117:', 7NOI Ni . .3 '" ..3 -- .._.035 3 DF Dou I s Fir -Larch No.1 .3 .3 .035 4 ;SP So thern Pine No.1 1. .3 .3 .035- 035-5 5 HF Hem -Fir No.1 -1 .3 .3 .035 =6 SPF 'ruce-Pine-fir - - No.1. 1- `:3 .3. - '-.035' 7 24F -1.8E DF Bala...4F-1.8E DF BAL na 1 .3 .3 .035 = 8' 24F -1.8E DF.Unba. 24F-1.8E_DF_UNBAL 'na 1 i .3 .3 . :035 -" 9 24F -1.8E SP Bala .. 24F -1.8E SP BAL na 1 .3 .035 24F=1.8E SPU a:. ' 24F-1.8ESP_UNBAL"" na - - 1 3 - .3 035 PJ�O� LVL-PRL Co er... LVL_PRL_1.5E2250F na 1 `.3• .3 .035 LVL -PRL C mer... LVL _PRL_2.OE 290OF na 1 .: 3 3 035 A r Mcmhcr I nhcl Q.A /.:1 I A, D-+;- M1 I h, D -f;.. RI A -3D Version 8.1.0 [C:\RISA\untitled.r3d] Pag 3 61 ®� v � � • � � • ►aim® ®� ©ice. � ��:��, .:�%�►��®® WA mm MIWA mP� o � • Baa®_� RI A -3D Version 8.1.0 [C:\RISA\untitled.r3d] Pag 3 61 mpany The Leffler Group Aug 3, 2010 D igner CJH F 3:01 PM Job umber 100145 Tradition Fitness - Timber Truss Checked B Member Section Deflections Continued t I r Mamhor I nhol Ccr v rinl I h. DoH i REVISED - SEE SHEET 62.1 )er Section Forces 3v C mbina LC Member Label Sec Axial[kl Shear k z S ar[kl Tor ue k -ft Moment :.. z Moment k -ft "r 0 RIS -3D Version 8. 1.0 [C:\RISA\untitled.r3d]Page 62 , mo® �� 11-►�®® �a ®fib_' ' 1 1 �►��®® • • ® �� 1 1 ►��®® M_ REVISED - SEE SHEET 62.1 )er Section Forces 3v C mbina LC Member Label Sec Axial[kl Shear k z S ar[kl Tor ue k -ft Moment :.. z Moment k -ft "r 0 RIS -3D Version 8. 1.0 [C:\RISA\untitled.r3d]Page 62 , RIS -3D Version 8. 1.0 [C:\RISA\untitled.r3d]Page 62 , mpany The Leffler Group De I r CJH Job umber 100145 Tradition Fitness - Timber Truss -1 Aug 3, 2010 3:01 PM Checked E 1 r XkAomhur I nhal Ccr Avi.lrO v Chc.rnrl o Ch—rn l T—. ,orl._ffl %—. rAn. —fr _-AA.... --#rl. Rl �-_ m�, 0=W Ram M® Mm ®iMm m�'-�� • ®mRNM ®��►a0 ' ®m m� ��e��®oma • Mm Mm Mm Mm — mo=Mm ' ' • � o�r�0�oe , . ®m ®�'d'��7��1�►^' 0 . M® MME M.AMM mL �m MMMMM m®�Muor s�l M �WqMMm MMMMIM Mm Mm mm mm�s©�ooao� 1 Mm 1MIM Mm RI A -3D Version 8.1.0 [C:\RISA\untitled.r3d] Page 63 •\De any The Leffler Group er CJH umber : 100145 { Tradition Fitness - Timber Truss Aug 3, 2010 3:01 PM Checked I (` XM.—K., I �K.I Cor Av;oiml . ck—r1.1 - cL.—ri i Hl . KA.....--. r r(A........—ri. ul r� Member Section Stress i n nno,,,tio� I �hc1 A violf4cil i QL.— m—;I - Cke...n—n .. ♦.... D.....4i.. ..A...+ D.....li.. -. +-- 0--A;- 1...{ D... A;- RIS514-3D Version 8.1.0 [C:\RISA\untitled.r3 Pa 64 o� m. o � : �o�► , � � � as mom► o � : as � : , : o�� MOM RIS514-3D Version 8.1.0 [C:\RISA\untitled.r3 Pa 64 any The Leffler Group ner CJH umber 100145 Tradition Fitness - Timber Truss Aug 3, 201 3:01 PM Check d By: LC r N Member Label Sec Axialfksi] y Shearfksil z Shearfksi],y too Bendin y bot Bendin z topotendin z bot Bendin . , I LC Member Label 54am Shear 7-Rnt Warn R-Tnn Wam R MWA MINEIMAM m� o .1 aaaeoo . • � v 11 �a�s�000 m� m 11 ��►v0000 m� m 11 ra��0000 I LC Member Label 54am Shear 7-Rnt Warn R-Tnn Wam R ISA -3D Version 8.1.0 [C:\RISA\untitled.r3d] ° Pa 7 65 MWA MINEIMAM ISA -3D Version 8.1.0 [C:\RISA\untitled.r3d] ° Pa 7 65 Company The Leffler Group Resigner CJH J4 Number 100145 Tradition Fitness - Timber Truss I (I \ KA.—h., I h.1, Q— T,—.,crL_ftl Che,rrL ;l .. lAl— CL.— - lA/.,... Cr..,.,. - D -f Aug 3, 2010 3:01 PM Checked y: R A -3D Version 8.1.0 [C:\RISA\untitled.r3d] Pa8 ss - • � ooew®®®m ®� mo�omm®m mo® . • ��000mm�®m m�� moomm�c•�® mom® ®oma®®®®® maw mom®®®gym mom► ��®®�� R A -3D Version 8.1.0 [C:\RISA\untitled.r3d] Pa8 ss \De ny The Leffler Group Aug 3, 2010 er CJH • 3:01 PM mber 100145 Tradition Fitness - Timber Truss Checked'By: Member rwsion Stresses Continued ' LC Member Label Sec ' Tbrauefk-ftl ShearIksil v WaiD Shear ... z WarD Shear... z -Bot Warn B... -To arn B ^.:7.7 .17 0" 0 NC. - NC !' , NC :• NC, X78'18 _ "� 0. �' �" �0 .. NC ` ' NC '; . Vis' NC ` -NC .• 79 19--1 0 0 NC -..NC ~' NC NC 80: y _ .. 20 '0 "'" :. 0` ' 'NC NC �s _N �y NC. 1 1 ' M1 8X10 ' .130 1.1 • .005 11 _ .35' :825 ` Wood Section Sets 1. .17 6.677 `1 .35 3.9-1 'V•+: - Label Shape TvDe - Design List ` •Material Desi "n'Rules A fin2l I fin4l Izz in4 J in4 , 1 WOOD1A 2X6 Beam Rectangular . DF/SPine T ` ical - 8.25 .547 20.797 5.125 0 .0 2 0 .668 .675 • 1.35 .35 .17 • 5.777 -'1 • .722 Member Wood Code Check\s\(Bv Combination 1'= ��M4`: {�"'8X8�.' ":001-'. .0 .`"00 `` 0 LC Member ShaDe LIC Max Loc Shear.. Loc[ftl Dir ;Fc' ksi Ft' ksi Fb1' ksi Fb2'ks' FvUsil RB CL y' CP Eon r, 1 1 ' M1 8X10 ' .130 1.1 • .005 11 _ .35' :825 ` `1�2 1. .17 6.677 `1 .35 3.9-1 'V•+: M2'=�8X12s';..-127 -0 '. 02 '•0;. ,+{668 -.675j 1.35 :1 5' �::17A; 5.7 77 ''`1•.x':722" 3.6.3' 3 1 M3 8X12 :127 0 .0 2 0 .668 .675 • 1.35 .35 .17 • 5.777 -'1 • .722 3,6.3 :-4 -4At- 1'= ��M4`: {�"'8X8�.' ":001-'. .0 .`"00 `` 0 .'T:2s "°.17.-' .3:57$'-..1 -'::9.17. 1, 3:6.3 t- Connection Calculator Page 1 of 2 �`CAN Connection Calculator. www.awc.or Design Method Allowable Stress Design (ASD) . Connection Type Lateral loading ■ Fastener Type Bolt ■ Loading Scenarioll Double Shear - Steel Main Member 0 Main Member Type Steel ■ Main Member 1/4 in. ■ Thickness Main Member: Angle of Load to Grain lr7 Side Member Type Douglas Fir -Larch ■ Side Member 1.75 in. ■ Thickness Side Member:Angle of Load to Grain 0 Fastener Diameter 7/8 in. ■ Load Duration Factor C_D = 1..0 . Wet Service Factor C_M = 1.0 Temperature Factor C_t = 1.0 ■ Connection Yield Modes Im J14758 lbs. Is 14288 lbs. IIIc 14311 lbs. IV 16012 lbs. Adjusted ASD 4288 lbs. Capacity . Bolt bending,yield strength of 45,000 psi is assumed. . The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 11. . ASTM A36 Steel is assumed for 1/4 in. and thicker steel main members , and ASTM A653 Grade 33 Steel is assumed .for steel. main members less than 1/4 in. thick. httn I/�ananxatal(. nrOlr.air.l7iAtnYClr.nnnP.l.tl(InC/C.0 CYViP. ACtI?CiP.Ctor1 mPthnd=AgD&cnnnection... 891& /2010 r Connection Calculator Page 2 of 2 While every effort has been made to insure the accuracy of.the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Forest & Paper Association nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on. -line Connection Calculator assume all liability from its use. The -Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by AF&PA's American Wood Council. . httn-//www.awc.nrp,/calculatnr,;/rcnnection-,/ccstvle.a.sn?design method= ASD&connection... 814/2010 Connection Calculator Connection Calculator www.awc.or Design Method Allowable Stress Design (ASD) . Connection Type Lateral loading ■ Fastener Type Bolt ■ Loading Scenario Double Shear - Steel Main Member . Main Member Type Steel ■ Main Member 1/4 in. . Thicknessil Main Member: Angle of Load to Grain - Side Member Type Douglas Fir -Larch ■ Side Member 1 1.75 in. ■ Thickness Side Member: Angle of Load to Grain 1 , . 90 Fastener Diameterl Load Duration Factor C_D = 1.0 ■ Wet Service Factor c_M = 1.0 ■ Temperature Factodr c_t = l.o . Connection Yield Modes Im 3806 lbs. Is 11470 lbs. IIIS. 2287 lbs.. IV 113204 lbs. i AdCapajusted ASD . city 1470 lbs. Bolt bending yield strength of 45,000 psi is assumed. . The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 11. . ASTM A36 Steel is assumed for 1/4 in. and thicker steel main members , and ASTM -A653 Grade 33 Steel is assumed for steel main members less than 1/4 in. thick., httn //wunxawr. nrsr/�alr.iilatnrc/%nnnPrtinnc/e%ctvlP.asn?rlesiun methnd=AS1)&connection... 874/2010 Page 1 of 2 0 Connection Calculator Page 2 of 2 While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure,that the- information reflects the state-of-the-art, neither the American Forest & Paper Association nor its members assume an'y,responsibility for any particular design prepared from this on-line Connection Calculator-.Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by AF&PA's American Wood Council. httn-//www.awr..nro/calxnlstnr./%nnnect.inn.q/ccstvle.aen?design' method=ASD&connection... 874/2010 www.hilti.us PROFIS Anchor 2.0.9 Company: The Leffler Group Page: 1 i - Specifier: C. Hessek Project: OTradition Fitness Bldg' , Address: 6870 W. 52nd Avenue Suite 120 Sub -Project I Pos. No.`. 100145 ` Phone I Fax: 720-890-4095 1 Date: ;`,.8/5/2010 % ._ E -Mail: chessek@thelefflergroup.com, .-• r Specifier's comments: ' 1. Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 3615/8 . • �* . • Effective embedment depth: h„ = 7.000 in. Material: ASTM F 1554 41, Proof: design method ACI 318 / CIP r ' ' Stand-off installation: - - - (Recommended plate thickness: not calculated) <' Profile no profile Base material: cracked concrete , 2500, f� = 2500 psi; h = 18.000 in. Reinforcement: , + condition B; no supplemental splitting reinforcement present - , edge reinforcement: none or < No. 4 bar46 `- Geometry [in.] '1��y- ` • 'X , 1 . • ri f �• ' • _7" 1 -xi -'ti �T•p•i c ��^� f .' 1 r ♦ ,. h,= 7.000' F~sn ,� 4 4 x h = 18.000' .. 'S,�t •,rya . L F ,�` ` ;`� F 1� �. 4.000 4. 00 - _ - Loading [lb, in. -Ib] ' Governing loads Governing loads (Load case_1)+ ;' t N = 3075 " V, = 0 . 3075` ^. «t M== 0.000 My = 0.000 r.N _ . - Z.. , r }• � • ' ., .'� MF 'f 0.000 `. ,« Y a • my 0.000 M, 0.000 Eccentricity (structural section) [in:] r r X e, = 0.000; e, = 0.000 y R . Seismic loads (cracked concrete assumed; categories C, D. E, or F): yes - r Y M. = 0.000 - t t Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 72 . . www.hilti.us " Load N. [lb] Capacity ON. [lb] ELM iiiiiiiii PROFIS Anchor 2.0.9 Company: The Leffler Group Page: 2 Specifier: C. Hessek Project: Tradition Fitness Bldg Address: 6870 W. 52nd Avenue Suite 120 Sub -Project I Pos. No.: 100145 Phone I Fax: 720-890-4095 1,7 Date: 8/5/2010 'E -Mail: chessek@thelefflergroup.com OK Concrete Side -Face Blowout, 2. Load case/Resulting anchor forces Load case (governing): Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force, y 1 3075 0 0 0 max. concrete compressive strain [%o]: 0.00 max. concrete compressive stress [psi]: 0 resulting tension force in (x/y)=(0.000/0.000) [lb]: 3075 resulting compression force in (x/y)=(0/0) [lb]: 0 3. Tension load .Proof Load N. [lb] Capacity ON. [lb] Utilization pN [%] = NJON� Status Steel Strength* 3075 7373 42 OK Pullout Strength* 3075 4767 65 OK Concrete Breakout Strength— 3075 3619 85 OK Concrete Side -Face Blowout, N/A N/A N/A N/A direction** * most unfavorable anchor **anchor group (anchors in tension) Steel Strength N. [ib] O.L—w ON. [lb] N. [lb] 13108 0.750 0.750 7373 3075 Pullout Strength N, [lb] W.o OMISMm ON, [lb] Ni. [Ib] 9080 1.000 0.700 0.750 4767 3075 • • ` Concrete Breakout Strength • A [ins] A [in=] c [in.] c� TWA h., [in.] 168.00 441.00 4.000 - 1.000 7.000 ec1,N [in.] W.I.N e.,N [in.] WN1.N Wad,N W4N ka 0.000 1.000 0.000 1.000 0.814 1.000 24.000 • f No [lb] � ON,, [lb] N. [lb] 22224 0.700 0.750 - 3619 3075 n Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 73 www.hilti.us Status N/A N/A PROFIS Anchor 2.0:9 Company: The Leffler Group Page: 3 Specifier: C. Hessek Project: Tradition Fitness Bldg Address: 6870 W. 52nd Avenue Suite 120 Sub-Project I Pos. No.: 100145 Phone I Fax: 720-890-4095 - Date: 8/5/2010 E-Mail: chessek@thelefflergroup.com 4. Shear load Proof Load V_ [lb] Capacity OV, [lb] Steel Strength', N/A N/A Steel failure (with lever arm) * N/A N/A Pryout Strength** N/A N/A Concrete edge failure in direction** N/A N/A * most unfavorable anchor **anchor group (relevant anchors) 5. Warnings Utilization p„ [%] = Vw/�V* Status N/A N/A N/A N/A N/A N/A N/A N/A • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • IBC 2006, Section 1908.116, requires that the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this is NOT the case, ACI 318-D Section D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the design strength of anchors specified in ACI 318-D section D.3.3.3, or the minimum design strength of the anchors shall be at least 2.5 times the factored forces transmitted by the attachment. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC1318 or the relevant standard! • The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions! Tastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 74 Coordinates Anchor [in.] ' Anchor x y c_, c„ cy c,Y 1 0.000 0.000 4.000 4.000 - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilt! is a registered Trademark of Hilti AG, Schaan , 75 I NEI www.hilti.us PROMS Anchor 2.0.9 Company: The Leffler Group Page: 4 Specifier: C. Hessek Project: Tradition Fitness Bldg Address: 6870 W. 52nd Avenue Suite 120 Sub -Project I Pos. No.: 100145 Phone I Fax: 720-890-4095 1- Date: 8/5/2010 E -Mail: chessek@thelefflergroup.com 6. Installation data Anchor plate, steel: - Anchor type and diameter: Hex Head, ASTM F 1554 GR. 36, 5/8 Profile: no profile ` Installation torque: 0.000 in. -lb Hole diameter in the fixture: d, = 0.688 in. Hole diameter in the base material: - Plate thickness (input): 0.000 in. Hole depth in the base material: - Recommended plate thickness: not calculated. Minimum thickness of the base material: 8.922 in. r Coordinates Anchor [in.] ' Anchor x y c_, c„ cy c,Y 1 0.000 0.000 4.000 4.000 - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilt! is a registered Trademark of Hilti AG, Schaan , 75 Job Name Job No. COQ (LU:) Sheet No. By Date C�FV �sF:� � �.�, % �JKEfl�,Ft,,�:l. Ctb�• vz. CS�jt^ I�� `�'�w„C��,e-•�'�' � � use �(�� SNec�ea.-�t>w �� s<��5 � c�� c� rTH SFT l -S l O VFX " f ' Lq,:: Gt*_-.'). paul • koehler • leffler consulting structural engineers, LLC 390 interlocken crescent, suite 190, broomfield, co 80021 Company The Leffler Group Oct 6, 2010 Designer CJH 1:03 PM Job Number 100145 Tradition Fitness - Timber Truss Checked B y:. Basic Load Cases Joint Boundary Conditions Wood Design Parameters Label Shape Lenathlftl le2[fil lel(ft) le-hPnd to R-hPnd hn Kuv K» (`V ('r v cwav ewa�� Global Display Sections for Member Calcs 20 Max Internal Sections for Member Calcs 39 Include Shear Deformation Yes Include Warping No Area Load Mesh(in ^2 144 Mer a Tolerance in :12 P -Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC 360-05: ASD Direct Analysis Meth Cold Formed Steel Code AISI NAS -01: ASD Wood Code AF&PA NDS -05: ASD Wood Temperature < 10OF Concrete Code ACI 318-05 Masonry Code ACI 530-05: ASD Aluminum Code AA ADM 1-05: ASD Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor PCA .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings INo Unused Force Warnings Yes EE RISA -3D Version 9.0.0 [O:\ ... \... \Calculations\Timber Truss (RISA)\Timber Truss.r3d] Page 1 59 . t. Company The Leffler Group Oct 6, 2010 Designer CJH 1:03 PM Job Number 100145 Tradition Fitness - Timber Truss Checked By: _Global, Continued Seismic Code , ASCE 7-05 Seismic Base Elevation ft Not Entered Ct X .035 Ct Z .035 T X sec Not Entered T Z sec Not Entered R X .8.5 R Z 8.5 Ct Exp. X .75 Ct Exp. Z .75 Ca .36 Cv .54 Nv 1 SW 1 SDS 1 S1 1 TL sec Not Entered Occupancy Code 4 Seismic Zone 3 Occupancy Cat I or II Use Gravity Self Wt in Diaphragm Mass Yes Use Deck Self Wt in Diaphragm Mass Yes Use Lateral Self Wt in Diaphragm Mass Yes Seismic Detailing Code None Om X 1 OM 1 Rho X 1 Rho Z 1 Joint Coordinates and Temperatures . I �KeI Y rw v rill 7 rAi T....... rCl fl -f --t, C...... M;-- 1 N1 0 0 0 0 2 N2 25 0 0 0 3 N3 12.5 6 0 0 4 N4 12.5 1.5 0 0 5 N5 3.125 1.5 0 0 6 1 N6 1 21.875 1 1.5 1 0 1 0 Joint Reactions (By Combination) I r. .Inint I nhol Y rw V M11 7 rw KAY rL_ftl KAv r4_ftl KA7 r4_ftl 1 1 N1 0 4.368 0 0 0 0 2 1 N2. 0 4.368 0 0 0 0 3 1 N5 NC NC NC LOCKED NC NC 4 1 Totals: 0 8.736 0 5 1 COG (ft): X: 12.5 Y: 6 Z: 0 Joint Deflections I (I Inint I �hel v rinl v r: -i 7 1;-1 v o..tn N.... r- 4i v D.d�ri.... r-41 7 Dn4otinn r-41 1 1 N1 -.183 0 0 0 0 -5.05e-3 2 1 N2 0 0 0 0 0 5.05e-3 3 1 % N3 -.091 -.221 0- 0 0 0 4 1 N4 -.091 -.222 0 0 0 0 5 1 N5 -.104 -.165 0 0 0 -2.81 e-3 6 1 N6 -.079 -.165 0 0 0 2.81e-3 RISA -3D Version 9.0.0 [OA ... \... \Calculations\Timber Truss (RISA)\Timber Truss.r3d] Page 2 Company The Leffler Group Oct 6, 2010 Designer CJH 1:03 PM Job Number 100145 Tradition Fitness - Timber Truss Checked By: Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 ITotal Unfact... IYesl I 1 1 1 1 1 2 1 1 Load Combination Design Descri tion ASIF CD ABIF Service Hot Rolled Cold Form... Wood Concrete MasonryFootincis Aluminum 1 Total Unfacto..j I I I I Yes I Yes I Yes I Yes I Yes I Yes Yes Joint Loads and Enforced Displacements (BLC 1 : Dead Load) Joint Label L D M Direction Ma nitude k k -ft in rad... 1 N3 L Y -5.616 Joint Loads and Enforced Displacements (BLC 2: Live Load) Joint Label L D M Direction Ma nitude k k -ft in rad... 1 N3 L Y -3.12 Member Primary Data Label I Joint J Joint K Joint Rotate(deo) Sertion/Shane Tvne nesinn 1 ist Material Desinn Rules 1 M1 N2 N3 8X12 Beam Rectan ular DF Typical 2 M2 N3 N1 8X12 Beam Rectan ular DF Typical 3 M3 N3 N4 8X8 Beam Rectangular DF T ical 4 M4 N5 N6 8X10 Beam None DF Default Member Advanced Data Label I Release J Release I Offsetfinl J Offsetfinl TIC Onlv Phvsical TOM Inactive Member Section Forces (By Combination) LC Member Label Sec Axial[kI v Shearrkl z Shear k Tor ue k-ftMomentf.. z -z Moment k-ft 1 1 M1 1 1.89 3.938 0 1 0 0 0 2 2 1.89 3.938 0 0 0 -2.874 3 3 1.89 3.938 0 0 0 -5.747 4 4 1.89 3.938 0 0 0 -8.621 5 5 1.89 3.938 0 0 0 -11.495 6 1 6 14.014 -1.09 0 0 0 -8.32 7 7 14.014 -1.09 0 0 0 -7.525 8 8 14.014 -1.09 0 0 0 -6.73 9 9 14.014 -1.09 0 0 0 -5.935 10 10 14.014 -1.09 0 0 0 -5.14 11 11 14.014 -1.09 0 0 0 -4.344 12 12 1 14.014 -1.09 0 0 0 -3.549 13 13 14.014 -1.09 0 0 0 -2.754 14 14 14.014 -1.09 0 0 0 -1.959 15 15 14.014 -1.09 0 0 0 -1.164 16 16 14.014 -1.09 0 0 0 -.369 17 17 14.014 -1.09 0 1 0 0 .426 18 18 14.014 -1.09 0 0 0 1.221 19 19 14.014 -1.09 0 0 0 2.016 RISA -3D Version 9.0.0 [O:\...\ ... \Calculations\Timber Truss (RISA)\Timber Truss.r3d] Page 3 X1.1 Company The Leffler Group Oct 6, 2010 Designer CJH 1:03 PM Job Number 100145 Tradition Fitness - Timber Truss Checked By: Member Section Forces (By Combination) (Continued) LC Member Label Sec Axinlfkl v Shearfkl 7 Shaarfkl Tnrnuafk-ftl v -v nnnmontr z -z Momentfk-Hl 20 20 14.014 -1.09 0 0 0 2.811 21 1 M2 1 14.014 1.09 0 0 0 2.811 22 2 14.014 1.09 0 0 0 2.016 23 3 14.014 1.09 0 0 0 1.221 24 4 14.014 1.09 0 0 0 :426 25 1 5 1 14.014 1.09 0 0 0 1 -.369 26 6 14.014 1.09 0 0 0 -1.164 27 7 14.014 1.09 0 0 0 -1.959 28 8 14.014 1.09 0 0 0 -2.754 29 9 14.014 1.09 0 0 0 -3.549 30 10 14.014 1.09 0 0 0 -4.344 31 11 14.014 1.09 0 0 1 0 -5.14 32 12 14.014 1.09 0 0 0 -5.935- 33 13 14.014 1.09 0 0 0 -6.73 34 14 14.014 1.09 0 0 0 -7.525 35 15 14.014 1.09 0 0 0 -8.32 36 16 1.89 -3.938 0 0 0 -11.495 37 17 1.89 -3.938 0 0 0 -8.621 38 18 1.89 -3.938 0 0 0 -5.747 39 19 1.89 -3.938 0 0 0 -2.874 40 20 1.89 -3.938 0 0 0 0 41 1 M3 1 -1.428 0 0 0 0 0 42 2 -1.428 0 0 1 0 0 .0 43 3 -1.428 0 0 0 0 0 44 4 -1.428 0 0 0 0 0 45 5 1 -1.428 0 0 0 0 0 46 6 -1.428 0 0 0 0 0 47 7 -1.428 0 0 0 0 0 48 8 -1.428 0 0 0 0 0 49 9 -1.428 0 0 0 1 0 0 50 10 -1.428 0 0 0 0 0 51 11 1 -1.428 0 0 0 0 0 52 12 -1.428 0 0 0 0 0 53 13 -1.428 0 0 0 0 0 54 14 -1.428 0 0 0 0 0 55 15 -1.428 0 0 0 1 0 0 56 16 -1.428 0 0 0 0 0 57 17 1 -1.428 0 0 0 0 0 58 18 -1.428 0 0 0 0 0 59 19 -1.428 0 0 0 0 0, 60 20 -1.428 0 0 0 0 0 61 1 M4 1 -13.105 -.714 0 0 0 -5.131 62 2 -13.105 -.714 0 0 0 -4.427 63 3 1 -13.105 -.714 0 0 0 -3.722 64 4 -13.105 -.714 0 0 0 -3.017 65 5 -13.105 -.714 0 0 0 -2.313 66 6 -13.105 -.714 0 0 0 -1.608 67 7 -13.105 -.714 0 0 0 1 -.904 68 8 -13.105 -.714 0 0 0 -.199- 69 9 1 -13.105 -.714 0 0 0 .505 70 10 -13.105 -.714 0 0 0 1.21 71 11 -13.105 .714 0 1 0 0 1.21 72 12 -13.105 .714 0 0 0 .505 73 13 -13.105 .714 0 0 0 -.199 74 14 -13.105 .714 0 0 0 -.904 75 1 15 -13.105 .714 0 0 0 -1.608 76 1 16 1 -13.105 1 .714 1 0 0 0 -2.313 RISA -3D Version 9.0.0 [O:\ ... \... \Calculations\Timber Truss (RISA)\Timber Truss.r3d] Page 4 aG. , Company The Leffler Group Oct 6, 2010 Designer CJH 1:03 PM Job Number 100145 Tradition Fitness - Timber Truss Checked By: Member Section Forces (By Combination) (Continued) 1 r, hfi--k— I -k-I C-- A-:.JrIA .. Com__ -nn _cam__ -nn T ------ — m .... .._____.r .._ _ _.... ... 77 17 -13.105 .714 0 0 ................ 0 < ........... . .. -3.017 78 18 -13.105 .714 0 0 0 -3.722 79 19 -13.105 .714 0 0 0 -4.427 80 20 -13.105 .714 0 0 0 -5.131 Member Section Stresses 1 i KA -1— I nk-I 0-- A..:..l n,..a .. C�..._-n...❑ _ o�___n._a .. .__ n__r:_ .. �_. n__�:_ r.__�e_ � _...__ �•._ RISA -3D Version 9.0.0 [O:\ ... \... \Calculations\Timber Truss (RISA)\Timber Truss.r3d] Page 5 o� o� � • a� � : • - : • as m� m� � • a®®ooi ®� ®�� • � , :. � :. anal �� m�� • a � : • � : • as mo o■� � • a � - � - as mom■ ©� � • a - . - . as m. ©� � • a �:• �:• as mom■ o� � • a��ao m. o� , • a � :. � :. as m� m�� • o��oo ®� m�� • a - : • � : • as Imp m . � • a - . .. as ®� ®� � • a . � . . � . as m� m� � .: a � • � • as mo o�oaoe■tea m� ©�oaooao m� ©�oaaooa � o�oaooa�� . � o�■oa000■s m� o■�0000aa� - • � o�oa■sono RISA -3D Version 9.0.0 [O:\ ... \... \Calculations\Timber Truss (RISA)\Timber Truss.r3d] Page 5 Company The Leffler Group Oct 6, 2010 Designer CJH 1:03 PM Job Number 100145 Tradition Fitness - Timber Truss Checked By: Member Section Stresses (Continued) I (I AAomhor I ok.l C., A...,Ifl-n CL... .fl,..:l C�.....-rl...:1 .. o_.-�:.- �_• n__�:_ _�:_ m. m�oo��ooa� 0 0 0 0 ---------------- NC 2 ®� m��ooa�000 -.045 0 0 5179.848 NC 3 3 ®� m��sa0000 0 0 2661.972 NC 4 4 0 -.127 0 0 1860.929 NC 5 5 0 -.161 m. m�oa■��000 1497.635 NC 6 6 1 0 -.188 0 m� ®�oaooao NC 7 7 -.002 -.209 0 0 m� m��oo■000 8 8 -.003 -.225 0 0 1211.346 ®� m�000000 9 -.003 -.237 0 0 1216.417 NC m� m�oa�000a -.004 -.246 0 0 1253.997 NC 11 �� m�000000 -.251 0 0 1325.618 NC 12 12 • � � mea■aooao 0 0 1438.877 NC 13 13 -.007 mo o��o 0 1605.257 NC - • - . �o -.253 0 0 1848.397 NC 15 15 -.009 -.251 0 m� o : - �� 16 • . • . as 0 2790.878 NC 17 17 -.011 -.245 0 0 3794.62 NC 18 18 -.011 -.242 0 0 5870.273 NC 19 19 -.012 -.24 0 0 NC NC 20 20 -.013 -.239 0 0 NC NC 21 1 M2 1 .178 -.16 0 0 NC NC 22 2 .177 -.161 0 0 NC NC m� m : - �o�■�oo m� m : - �■o®®oo m. m�■moo • . • . a�� Member Section Deflections (` &A-1- 1 -1-1 C.... .. f;_1 .. r:_1 _ r._1 .. 1_1 1 e. r1 _•:_ 1_1 . I- 1- _ 1 1 M1 1 0 0 0 0 NC NC 2 2 0 -.045 0 0 5179.848 NC 3 3 0 -.088 0 0 2661.972 NC 4 4 0 -.127 0 0 1860.929 NC 5 5 0 -.161 0 0 1497.635 NC 6 6 1 0 -.188 0 0 1324.596 NC 7 7 -.002 -.209 0 0 1244.196 NC 8 8 -.003 -.225 0 0 1211.346 NC 9 9 -.003 -.237 0 0 1216.417 NC 10 10 -.004 -.246 0 0 1253.997 NC 11 11 -.005 -.251 0 0 1325.618 NC 12 12 -.006 -.254 0 0 1438.877 NC 13 13 -.007 -.255 0 0 1605.257 NC 14 14 1 -.008 -.253 0 0 1848.397 NC 15 15 -.009 -.251 0 0 2213.771 NC 16 16 -.01 -.248 0 0 2790.878 NC 17 17 -.011 -.245 0 0 3794.62 NC 18 18 -.011 -.242 0 0 5870.273 NC 19 19 -.012 -.24 0 0 NC NC 20 20 -.013 -.239 0 0 NC NC 21 1 M2 1 .178 -.16 0 0 NC NC 22 2 .177 -.161 0 0 NC NC RISA -3D Version 9.0.0 [O:\ ... \... \Calculations\Timber Truss (RISA)\Timber Truss.r3d] Page 6 Company The Leffler Group Oct 6, 2010 Designer CJH 1:03 PM Job Number 100145 Tradition Fitness - Timber Truss Checked By: Member Section Deflections (Continued) LC MPfl hpr LnhPI SPc x finl v finl 7 finl Y Rntntofrnrll fnl I /v Pnfin fnl I /, R.tin 23 3 .176 -.163 0 0 5870.273 NC 24 4 .175 -.166 0 0 3794.62 NC 25 5 .175 -.169 0 0 2790.878 NC 26 6 .174 -.172 0 0 2213.771 NC 27 7 .173 -.174 0 0 1848.397 NC 28 8 .172 -.175 0 0 1605.257 NC 29 9 .171 -.175 0 0 1438.877 NC 30 10 .17 -.172 0 0 1325.618 NC 31 11 .169 -.167 0 0 1253.997 NC 32 12 .168 -.158 0 0 1216.417 NC 33 13 .167 -.146 0 0 1211.346 NC 34 14 .167 -.13 0 0 1244.196 NC 35 15 .166 -.109 0 0 1324.596 NC 36 16 .165 -.082 0 0 1497.635 NC 37 17 .165 -.048 0 0 1860.929 NC 38 18 .165 -.009 0 0 2661.972 NC 39 19 .165 .034 0 0 5179.848 NC 40 20 .165 .079 0 0 NC NC 41 1 M3 1 .221 .091 0 0 NC NC 42 2 .221 .091 0 0 NC NC 43 3 .221 .091 0 0 NC NC 44 4 .221 .091 0 0 NC NC 45 5 .221 .091 0 0 NC NC 46 6 .221 .091 0 0 NC NC 47 7 .221 .091 0 0 NC NC 48 8 .221 .091 0 0 NC NC 49 9 .221 091 0 0 NC NC 50 10 .222 .091 0 0 NC NC 51 11 .222 .091 0 0 NC NC 52 12 .222 .091 0 0 NC NC 53 13 .222 .091 0 0 NC NC 54 14 .222 .091 0 0 NC NC 55 15 .222 .091 0 0 NC NC 56 16 .222 .091 0 0 NC NC 57 17 .222 .091 0 0 NC NC 58 18 .222 .091 0 0 NC NC 59 19 .222 .091 0 0 NC NC 60 20 .222 .091 0 0 NC NC 61 1 M4 1 -.104 -.165 0 0 NC NC 62 2 -.103 -.193 0 0 7967.103 NC 63 3 -.102 -.213 0 0 4707.721 NC 64 4 -.1 -.225 0 0 3747.439 NC 65 5 -.099 -.231 0 0 3390.31 NC 66 6 -.098 -.233 0 0 3301.513 NC 67 7 -.096 -.232 0 0 3369.332 NC 68 8 -.095 -.229 0 0 3535.886 NC 69 9 -.093 -.225 0 0 3743.956 NC 70 10 -.092 -.222 0 0 3909.472 NC 71 11 -.091 -.222 0 0 3909.472 NC 72 12 -.089 -.225 0 0 3743.956 NC 73 13 -.088 -.229 0 0 3535.886 NC 74 14 -.087 -.232 0 0 3369.332 NC 75 15 -.085 -.233 0 0 3301.513 NC 76 16 -.084 -.231 0 0 3390.31 NC 77 17 -.083 -.225 0 0 3747.439 NC 78 18 -.081 -.213 0 0 4707.721 NC 79 19 -.08 -.193 0 0 7967.103 NC RISA -3D Version 9.0.0 [O:\ ... \... \Calculations\Timber Truss (RISA)\Timber Truss.r3d] Page e7O7"'� 's-1/ ti Company The Leffler Group Oct 6, 2010 Designer CJH 1:03 PM Job Number 100145 Tradition Fitness - Timber Truss Checked By: Member Section Deflections (Continued) LC Member Label Sec x finl v linlz finI x Rotate rad n L/v Ratio n L/z Ratio 80 1 1 1 20 -.079 1 -.165 0 0 1 NC I NC Member Torsion Stresses I r-' AAomhcr I nK.1 Co.. T--.-rl._fil cL......rl...a .. %A/-,- CL,--. -. %Al--- c4...... _ o... Ini_-_ o 1 1 M1 1 0 0 NC NC NC NC 2 2 0 0 NC NC NC NC 3 3 0 0 NC NC NC NC 4 4 t 0 0 NC NC NC NC 5 5 0 0 NC NC NC NC 6 6 0 0 NC NC INC NC 7 7 0 0 NC NC NC NC 8 8 0 0 NC NC NC NC 9 9 0 0 NC NC NC NC 10 10 0 0 NC NC NC NC 11. 11 0 0 NC NC NC NC 12 12 0 0 NC NC NC NC 13 13 1 0 0 NC NC NC NC 14 14 0 0 NC NC NC NC 15 15 0 0 NC NC NC NC 16 16 0 0 NC NC NC NC 17 17 0 0 NC NC NC NC 18 18 0 0 NC NC NC NC 19 19 1 0 0 NC NC NC NC 20 20 0 0 NC NC NC NC 21 1 M2 1 0 0 NC NC NC NC 22 2 0 0 NC NC NC NC 23 3 0 0 NC NC NC NC 24 4 0 0 NC NC NC NC 25 5 0 0 NC NC NC NC 26 6 0 0 NC NC NC NC 27 7 0 0 NC NC NC NC 28 8 0 0 NC NC NC NC 29 9 0 0 NC NC NC NC 30 10 0 0 NC NC NC NC 31 11 0 0 NC NC NC NC 32 12 0 0 NC NC NC NC 33 13 0 0 NC NC NC NC 34 14 0 0 NC NC NC NC 35 15 0 0 NC NC NC NC 36 16 0 0 NC NC NC NC 37 17 0 0 NC NC NC NC 38 18 0 0 NC NC NC NC 39 19 0 0 NC NC NC NC 40 20 0 0 NC NC NC NC 41 1 M3 1 0 0 NC NC NC NC 42 2 0 0 NC NC NC NC 43 3 0 0 NC NC NC NC 44 4 0 0 NC NC NC NC 45 5 0 0 NC NC NC NC 46 6 1 0 0 NC NC NC NC 47 7 0 0 NC NC NC NC 48 8 0 0 NC NC NC NC 49 9 0 0 NC NC NC NC 50 10 0 0 NC NC NC NC 51 11 0 0 NC NC NC NC 52 12 1 0 NC NC NC NC RISA -3D Version 9.0.0 [O:\ ... \... \Calculations\Timber Truss (RISA)\Timber Truss.r3d] Page 8 C� Company The Leffler Group Oct 6, 2010 Designer CJH 1:03 PM Job Number 100145 Tradition Fitness - Timber Truss Checked By: Member Torsion Stresses (Continued) 53 1 M1 13 0 0 NC NC NC NC 54 1.35 .17 14 0 0 NC NC NC NC 55 1 .703 10.582 15 0 0 NC NC. NC NC 56 1 .709 16 0 0 NC NC NC NC 57 0 z .977 17 0 0 NC NC NC NC 58 4 1 1 18. 0 _...0 ............NC...... 18.75 NC-.. .. ....NC NC 59 1:2 1.2 19 0 0 NC NC NC NC 60 20 0 0 NC NC NC NC 61 1 M4 1 0 0 NC NC NC NC 62 2 0 0 NC NC NC NC 63 3 0 0 NC NC NC NC 64 4 1 0 0 NC NC NC NC 65 5 0 0 NC NC NC NC 66 6 0 0 NC NC NC NC 67 7 0 0 NC NC NC NC 68 8 0- 0 NC NC NC NC 69 9 0 0 NC NC NC NC 70 10 1 0 0 NC NC NC NC 71 11 0 •0 NC NC NC NC 72 12 0 0 NC NC NC NC 73 13 0 0 NC NC NC NC 74 14 0 0 NC NC NC NC 75 15 0 0 NC NC NC NC 76 16 0 0 NC NC NC NC 77 17 0 0 NC NC NC NC 78 18 00 NC NC NC NC 79 19 0 0 NC NC I NC NC 80 20 0 0 NC NC I NC 'NC Wood Section Sets Label Shape Tvoe Design List Material Design Rules A fin2l lyy Fin4lIzz in J in4 1 I WOOD1A 2X6 Beam I Rectangular DF/SPine Typical 1 8.25 1 1.547 20.797 5.125 Member Wood Code Checks 1 is hAomhor Rhnnc I Ir AA— I —mi cher I nnffrl r1lr Cn'fLon con—;I CK4-ft oncko,rL,Il c-,rL,,;l oG 1 1 M1 8X12 .703 3.284 .403 0 v .656 .675 1.35 1.35 .17 5.832 - 1 .709 3.9-3 2 11 M2 8X12 1 .703 10.582 .403 10.582 V .656 .675 1.35 1.35 .17 5.832 1 .709 3.9-3 3 1 1 M3 8X8 1 .031 0 .000 0 z .977 ,.825 1.2 1.2 .17 2.683 1 .977 3.9-1 4 1 1 M4 8X10 .678 18.75 .088 9.375 y 457 .825 1:2 1.2 .17 6.164 1 .457 3.9-1 RISA -3D Version 9.0.0 [O:\ ... \... \Calculations\Timber Truss (RISA)\Timber Truss.r3d] Page CMZ -1 iTETc�� r?C�T�: bC- 1'WC•EF�� \tJ��5\aN ti nn 2- �5�= S-r�.,.a�-rte of �Nc�HaR- tri^ \�NS�tto = •. co pF' S\t�v1� �IEJ�U ,•,��`�\ori �c�cF_ �S 'C��t�S�C@-R-� -1b ��i Kli1��r?S li�D .��'F' .CAPP�.-!�e'�-( �� -S'-t") S l 16 Clio �z� ,N (3Z .�"`�Ct . 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LJJPS � � J.V- paul • koehler • leffler consulting structural engineers, LLC 390 interlocken crescent, suite 190, broomfield, co 80021 paul • koehler • leffler consulting structural engineers, LLC 390 interlocken crescent, suite 190, broomfield, co 80021 • JOB NAME the JOB NO. rJ SHEET NO. .lleffler-7 z , � C BY G DATE � � 4L: i V i��• C�R-0 pR,V��ouS> I t , � :SNEAt�+.�+��.a•._ I,ENc�tt � ,�2� 'f �J� �- � .�...0 Fes' U—'��J. SIiE�,S �w - J•SEGr��,�sS F _ � , � ��. ;-.�# .ice F -z- =; 33F-� ��` ' � . 1 , �-, • � .� t ^ i 1 ; Y � . f Jr Ov I I V ��'�v.�',•. ROVDD-rv_�.�r� Ca'_� _ `Z>_C�F_._y_..iaC: M. iTIST 1!._� ! ' F1 � ! I • I d -- � -Z' .. f f i i t !. i .. - _.} -i � 1 - T � * 11) ! ]. fi. • t - �-- -�- t t • �- �. i III � � , ! I I � � ; � 1 { y } �. } , 11 i•, t r..� � ,.�_ 1 � _ 1 1. ;. I _.. �. j._ i t - • � 1 � j I 1 � 1-76 THE LEFFLER GROUP STRUCTURAL ENGINEERS 6870 WEST 52ND AVENUE, SUITE 120, ARVADA, CO 80002 "leff JOB NAME JOB NO. ��y SHEET NO. 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