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Home My WebLink AboutENGINEERING CALCS & PLANS - 05-00305 - Mountain Archery~ f Design Intelligence, LLC Engineering Calculations Sum Date: September 13, 2005 Subject: Mountain Archery, Rexburg, Idaho Customer: Kevin Virgin Construction D ~ G ~~ 0 ~- ~ SEP 1 4 2005 ~~, Abstract This analysis uses the Design Criteria required by the local jurisdiction and the IBC 2003 as the basis for the calculations. Materials: Dimensional Lumber - NDS 1997 design values Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: IBC 2003 -Foundations designed for Max Brg Pressure of 1500 psf increased for depth Design Loads: Roof Live Load (min) - 20 psf during construction Ground Snow load = 47 psf, Roof Snow load= 35 psf Snow Load Importance Factor - 1.0 Snow Exposure Factor - 0.9 Wind = 90 mph, Exposure B Wind Importance Factor - 1.0 Wind Exposure = B Seismic Design Category - D 1 Seismic Use Group - 1 References: IBC 2003 Customer Drawings TrusJoist MacMillian Design Guides Summary: All beam sizes and footing sizes are noted on the drawings. These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Desi ned : Sc t A S aul an , P.E. Dat OS 00305 Mountain Archery r Design Intelligence, LLC MOUNTAIN ARCHERY 3685 W Hwy 33 REXBURG, IDAHO Rexhura_ Idaho 83440 Design Parameters Snow Load: 35 psf Snow Loads _ Rise Run Reduction Use Roof Pitch 3 12 0.0 psf 35.0 psf Roof Pitch 4 12 0.0 psf 35.0 psf Roof Pitch 6 12 2.5 psf 32.5 psf Roof Pitch 7 12 3.8 psf 31.2 psf Roof Pitch 8 12 5.1 psf 29.9 psf Roof Pitch 10 12 7.4 psf 27.6 psf Roof Pitch 12 12 9.4 psf 25.6 psf Wind Design Wind Speed 90 mph Importance Factor 1 Exposure B Simplified Method Section 1609.6 Applicable loads are shown in bold letters. Horizontal Loa ds End Zone Interior Zone Transverse Wall Roof Wall Roof < 5:12 12.8 -6.7 8.5 -4 5:12 17.8 -4.7 11.9 -2.6 > 5:12 14.4 9.9 11.5 7.9 Longitudinal 12.8 -6.7 8.5 -4 Vertical Loads End Zone Interior Zo ne Winward Ov erhang Transverse Windward Leeward Windward Leeward End Zone Interior Zo ne Roof Roof Roof Roof < 5:12 -15.4 -8.8 -10.7 -6.8 -21.6 -16.9 _ 5:12 -15.4 -10.7 -10.7 -8.1 -21.6 -16.9 > 5:12 5.6 -8.8 4.8 _ _ -7.5 -5.1 -5.8 Longitudinal -15.4 -8.8 -10.7 -6.8 -21.6 -16.9 Maximum Hori zontal Wall Loads Transverse _ _ Zone 1 E 4E 1 4 -- -- < 5:12 9.8 -7.5 _ 7.2 __ _ -5.8 5:12 12.1 -10.1 ____ 8.8 -7.5 ___ _ > 5:1 2 1 0.7 -8.1 9.1 -6.8 9/13/2005 Page 1 e Design Intelligence, LLC MOUNTAIN ARCHERY 3685 W Hwy 33 REXBURG, IDAHO Rexburg. Idaho 83440 Longitudinal 9.8 -7.5 7.2 -5.8 _ Component an d Cladding Design Wi nd Pressures -Table 1609.6.2.1(2 ) Roof Zone Area < 5:12 5:12 > 5:12 1 10 10 -14.6 10 -13.3 13.3 -14.6 1 20 10 -14.2 10 -13 13 -13.8 1 50 10 -13.7 __ 10 -12.5 12.5 -12.8 1 100 10 -13.3 10 -12.1 12.1 -12.1 2 10 10 -24.4 10 -28.2 13.3 -17 2 20 10 -21.8 10 -25.6 13 -16.3 2 50 10 -18.4 10 -22.1 12.5 -15.3 2 100 10 -15.8 10 -19.5 12.1 -14.6 3 10 10 -36.8 10 -28.2 13.3 -17 3 20 10 -30.5 10 -25.6 13 -16.3 3 50 10 -22.1 10 -22.1 12.5 -15.3 3 100 10 -15.8 10 -19.5 12.1 -14.6 Wall 4 10 14.6 -15.8 4 20 13.9 -15.1 4 50 13 -14.3 4 100 12.4 -13.6 5 10 14.6 -19.5 5 20 13.9 -18.2 5 50 13 -16.5 5 100 12.4 -15.1 Roof Overhang Compone nt and Clad ding Design Wind Pr essures -Ta ble 1609.6 .2.1(3) Zone Area < 5:12 5:12 > 5:12 2 10 -21 -27.2 -24.7 2 20 -20.6 -27.2 -24 2 50 -20.1 -27.2 -23 2 100 -19.8 _ _ -27.2 -22.2 3 10 -34.6 -45.7 -24.7 3 20 -27.1 -40.5 -24 3 50 -17.3 -33.6 -23 3 100 -10 -28.4 -22.2 1609.6.2.1(4) Height and E xposure Adj ustment Co efficient = 1 - --_- 9/13/2005 Page 2 f Design Intelligence, LLC MOUNTAIN ARCHERY 3685 W Hwy 33 REXBURG, IDAHO Rexburq,ldaho 83440 Seismic Reference Cod e -IBC 2003 Values for Ss, S1, Fa and Fv are taken from Code Control CD using Zip Code 1615.1.2.(1) Fa 1615.1.2(2) Fv 1615.1 Ss 1.235 g 1615.1 SI 0.646 g Fa Fv Site Class A -Hard Rock 0.8 0.8 Site Class B -Dense Soil or Soft Rock 1 1 Site Class C -Stiff Soil Site. Class D -Soft Soil . 1.2 1.7 1.01 1.59 Site Class A B C D 1615.1.2 SMS = FaSs 0.988 1.235 1.482 1.24735 1615.1.2 S M 1 = FvS 1 0.5168 0.646 1.0982 1.02714 Design Spectral Resp Accel 1615.1.3 SDS = 2/3''SMS 0.66196 0.82745 0.99294 0.835725 SDI = 2/3*SMI 0.346256 0.43282 0.735794 0.688184 1616.2 Seismic Use Group 1616.3 Seismic Design Category Group I -Non-Essential Table 1616.3(1) D Table 1616.3(2) D Seismic Response Coefficient 1617.6 (Table 1617.6) Response Modif ication Factor R = 6 1616.2 (Table 1604.5) Occupancy Impo rtance Factor I = 1 Basic Fundamental Period Ct Steel Moment Resisting Frame 0.035 Reinforced Concrete Moment Resisting Frame 0.03 All Other Building Systems 0.02 Building Height 27 ft Table 1617.4.2 Cu = 1.2 Approximate Fundamental_ Period Ta = Ct*hn^3/4 = 0.28 sec Rigid Bldg __ Site Class __ A B C D Cs =SDS/(R/I) = _ __ 0.1103 0.1379 __ _ 0.1655 0.1393 Max Cs =SDI/(R/I)T = ------ 0.0164 0.0205 0.0349 0;0326 -- Min Cs = 0.044SDS*I = 0.0291 0.0364 0.0437 0,0368 Design Seismic Res onse Coefficient 9/13/2005 Page 3 Design Intelligence, LLC 3685 W Hwy 33 Rexbura. Idaho 83440 MOUNTAIN ARCHERY REXBURG, IDAHO Site Class A B C D Cs = 0.0291 0.0364 0.0437 0'.0368 1617.4.1 Equiv Lateral Force Method V = CsW = 0.0368 W 1617.5.1 Simplified Approach V = 1.2"(SDS/R)*W = 0.16714 W Determine Method of Seismic Analysis Light Framing Construction Criteria 2308.2.1 Building stories 2 stories YES 2308.2.2 Bearing wall floor to floor heig ht 9 ft YES 2308.2.3.1 Average DL 15 psf YES 2308.2.3.2 Floor Live Loads 40 psf YES 2308.2.3.3 Ground Snow Load 115 psf NO 2308.2.4 Wind speed 90 mph YES 2308.2.5 Truss Span 28 ft YES 1616.6.1 Simplified Analysis Requirements 1. Does Building meet light frame construction criteria ? NO 2. Is building of any other construction with flexible diaphragms at every level as defined in section 1602 ? YES Buildin ma use Sim lified Anal sis Method 9/13/2005 Page 4 Design Intelligence, LLC ~ MOUNTAIN ARCHERY ~ 9/13/2005 3685 W Hwy 33 REXBURG, IDAHO Rexburg. Trlahn R~dd(1 Beam - B1 Entry Ridge Snow Multiplier = 1 Material _ Fb = 475 psi Fv = 65 psi Lodge Pole W L30 _ Fb = 475 psi Fv = 65 psi E= 1100000 psi Load Live Load = 35 psf DL = 15 psf Point Load = 0 lbs . Span 4 Trib. Width = 4 ft. W 200 Ibs/ft (DL+LL) 140 Ibs/ft (LL Only) Check Moment M1 = W"L"U8 = 400.0 #-ft = 4800 Ib-in M2 = PU4 = 0.0 #-ft = 0 Ib-in S req 10.1 in3 S I Q Log Dia. 8 in. OK 50.3 in3 201.1 in4 42.7 in3 Stacked 0 in. OK 50.3 201.1 in4 11 201 Al 50 Y1 0 in 12 0 AZ 0 Y2 4 in Centroid 4.000 CTop 4.000 C 4 Check Deflection Delta = 5*W*L*L*L*U(384*E*I) + PL3/48E1 Uniform Load Deflection = 0.01 in. DL+LL Point Load Deflection = 0.00 in. Uniform Load Deflection = 0.00 in.LL Only (DL+LL) L/240 = 0.20 in. DL+LL U360 = 0.13 in. LL Only Total DL+LL Deflection = 0.01 in. L/240 OK U360 OK Check Horizontal Shear fv = VQ/Ib V1 = W*Span/2 = 400 lbs. b =Log Diameter = 8 in. V2 = P/2 = 0 lbs. Vt = V1+V2 = 400 __ lbs. fv = 10.6 psi Allowable = 65 psi OK Use 8 in. Diameter L og Reaction aoo Ibs Page 1 Design Intelligence, LLC ~ MOUNTAIN ARCHERY 3685 W Hwy 33 REXBURG, IDAHO RexhurQ_ Trlahn R~44h 9/13/2005 Beam - B2 Entry Carrier Snow Multiplier = 1 Material Fb = 475 psi Fv = 65 psi Lodge Pole W L30 Fb = 475 psi Fv = 65 psi E= 1100000 psi Load Live Load = 35 psf DL = 15 psf Point Load = 0 lbs. Span 6 Trib. Width = 24 ft. W 1200 Ibs/ft (DL+LL) 840 Ibs/ft (LL Only) Check Moment M1 = W*L"L/8 = 5400.0 #-ft = 64800 Ib-in M2 = PU4 = 0.0 #-ft = 0 Ib-in S req 136.4 in3 S I Q Log Dia. 12 in. OK 169.6 in3 1017.9 in4 144.0 in3 Stacked 0 in. OK 169.6 1017.9 in4 11 1018 Al 113 Y1 0 in 12 0 A2 0 Y2 6 in Centroid 6.000 CTop 6.000 C 6 Check Deflection Delta = 5"W'`L*L*L*U(384"E*I) + PL3/48E1 Uniform Load Deflection = 0.03 in. DL+LL Point Load Deflection = 0.00 in. Uniform Load Deflection = 0.02 in.LL Only (DL+LL) U240 = 0.30 in. DL+LL L/360 = 0.20 in. LL Only Total DL+L L Deflection = 0.03 in. U240 OK L/360 OK Check Horizo ntal Shear fv = VQ/Ib V1 = W"Span/2 = 3600 lbs. b =Log Dia meter = 12 in. V2 = P/2 = 0 lbs. Vt = V1+V2 = 3600 lbs. fv = _ 42.4 psi Allowable = 65 psi OK Use _ 12 in. Diameter L og Reaction 3soo Ibs - - - -~ -- i Page 2 Design Intelligence, LLC • MOUNTAIN ARCHERY • .3685 W Hwy 33 REXBURG, IDAHO RexhurQ_ Tc~ahn R~44(1 9/13/2005 Beam - B3 Truss Beams - Snow Multiplier = 1 ~ -- -- Material Fb = 975 psi Fv = 65 psi Lodge Pole Se _ lect Fb = 975 psi Fv = 65 psi __ E= 1100000 psi _ Load Live Load = 35 psf DL = 15 psf Point Load = 0 lbs. Span 12 Trib. Width = 6 ft. W 300 Ibs/ft (DL+LL) 210 Ibs/ft (LL Only) Check Moment M1 = W*L*L/8 = 5400.0 #-ft = 64800 Ib-in M2 = PL/4 = 0.0 #-ft = 0 Ib-in S req 66.5 in3 S I Q Log Dia. 12 in. OK 169.6 in3 1017.9 in4 144.0 in3 Stacked 0 in. OK 169.6 1017.9 in4 11 1018 Al 113 Y1 0 in 12 0 A2 0 Y2 6 in Centroid 6.000 CTop 6.000 C 6 Check Deflection Delta = 5"W"L*L"L*U(384*E*I) + PL3/48E1 Uniform Load Deflection = 0.13 in. DL+LL Point Load Deflection = 0.00 in. Uniform Load Deflection = 0.09 in.LL Only (DL+LL) L/240 = 0.60 in. DL+LL L/360 = 0.40 in. LL Only Total DL+L L Deflection = 0.13 in. U240 OK _ L/360 OK Check Horizontal Shear fv = VQ/Ib V1 = W''Span/2 = 1800 lbs. b =Log Dia meter = 12 in. V2 = P/2 = 0 lbs. Vt = V1+V2 = 1800 _ lbs. fv = 21.2 psi Allowable = 65 psi OK Use 12 in. Diameter L og Reaction lsoo Ibs --- -- --- i Page 3 Design Intelligence, LLC • MOUNTAIN ARCHERY 9/13/2005 3685 W Hwy 33 REXBURG, IDAHO Rexburg_idahn R344~ Beam - 64 Second Floor Log Carrier Snow Multiplier = 1 Material Fb = 975 psi Fv = 65 psi Lodge Pole Se _ lect Fb = 975 psi Fv = 65 psi _ E= 1100000 psi __ Load stairs Live Load = 40 psf DL = 15 psf Point Load = 1000 lbs. Span 12 Trib. Width = 2 ft. W 110 Ibs/ft (DL+LL) 80 Ibs/ft (LL Only) Check Moment M1 = W"L*U8 = 1980.0 #-ft = 23760 Ib-in M2 = PL/4 = 3000.0 #-ft = 36000 Ib-in S req 61.3 in3 S I Q Log Dia. 12 in. OK 169.6 in3 1017.9 in4 144.0 in3 Stacked 0 in. OK 169.6 1017.9 in4 11 1018 Al 113 Y1 0 in 12 0 A2 0 Y2 6 in Centroid 6.000 CTop 6.000 C 6 Check Deflection Delta = 5*W*L*L*L*U(384"E"I) + PL3/48E1 Uniform Load Deflection = 0.05 in. DL+LL Point Load Deflection = 0.06 in. Uniform Load Deflection = 0.03 in.LL Only (DL+LL) L/240 = 0.60 in. DL+LL __ L/360 = 0.40 in. LL Only Total DL+L L Deflection = 0.10 in. U240 OK L/360 OK Check Horizontal Shear fv = VQ/Ib V1 = W*Span/2 = 660 lbs. b =Log Diameter = 12 in. V2 = P/2 = 500 lbs. Vt = V1+V2 = 1160 lbs. fv = _ 13.7 psi Allowable = 65 psi OK Use 12 in. Diameter L og Reaction 1160 Ibs - - - ----- _ - -- - -1 -{ ---- - - - ~ i Page 4 Design Intelligence, LLC 3685 W Hwy 33 Rexbure.Idaho 83440 MOUNTAIN ARCHERY REXBURG, IDAHO 9/13/2005 Beam - B5 Second Floor Log Carrier Snow Multiplier = 1 Material _ Fb = 975 psi Fv = 65 psi Lodge Pole Se lect Fb = 975 psi Fv = 65 psi E= 1100000 psi Load Live Load = 40 psf DL = 15 psf Point Load = 4500 lbs. Span 10 Trib. Width = 2 ft. W 110 Ibs/ft (DL+LL) 80 Ibs/ft (LL Only) Check Moment M1 = W"L"L/8 = 1375.0 #-ft = 16500 Ib-in M2 = PL/4 = 11250.0 #-ft = 135000 Ib-in S req 155.4 in3 S I Q Log Dia. 12 in. OK 169.6 in3 1017.9 in4 144.0 in3 Stacked 0 in. OK 169.6 1017.9 in4 11 1018 Al 113 Y1 0 in 12 0 A2 0 Y2 6 in Centroid 6.000 CTop 6.000 C 6 Check Deflection Delta = 5'`W*L*L*L"U(384*E"I) + PL3/48E1 Uniform Load Deflection = 0.02 in. DL+LL Point Load Deflection = 0.14 in. Uniform Load Deflection = 0.02 in.LL Only (DL+LL) L/240 = 0.50 in. DL+LL L/360 = 0.33 in. LL Only Total DL+L L Deflection = 0.17 in. L/240 OK L/360 OK Check Horizontal Shear _ fv = VQ/Ib V1 = W"Span/2 = 550 lbs. b =Log Dia meter = 12 in. V2 = P/2 = 2250 lbs. Vt = V1+V2 = 2800 lbs. fv = 33.0 psi Allowable = 65 psi OK Use 12 in. Diameter Log Reaction 2soo Ibs -- I -- Page 5 Design Intelligence, LLC • MOUNTAIN ARCHERY ~ 9/13/2005 3685 W Hwy 33 REXBURG, IDAHO Rexbure_Idaho R344~ Beam - 66 Porch Carrier Snow Multiplier = 1 Material Fb = 975 psi Fv = 65 psi Lodge Pole Se lect Fb = 975 _ psi Fv = 65 psi E= 1100000 psi Load Live Load = 35 psf DL = 15 psf Point Load = 0 lbs. Span 16 Trib. Width = 5 ft. W 250 Ibs/ft (DL+LL) 175 Ibs/ft (LL Only) Check Moment M1 = W"L''U8 = 8000.0 #-ft = 96000 Ib-in M2 = PU4 = 0.0 #-ft = 0 Ib-in S req 98.5 in3 S I Q Log Dia. 12 in. OK 169.6 in3 1017.9 in4 144.0 in3 Stacked 0 in. OK 169.6 1017.9 in4 11 1018 Al 113 Y1 0 in 12 0 A2 0 Y2 6 in Centroid 6.000 CTop 6.000 C 6 Check Deflection Delta = 5"W"L*L"L*L/(384*E"I) + PL3/48E1 Uniform Load Deflection = 0.33 in. DL+LL Point Load Deflection = 0.00 in. Uniform Load Deflection = 0.23 in.LL Only (DL+LL) 0240 = 0.80 ~ in. DL+LL U360 = 0.53 j in. LL Only Total DL+L L Deflection = 0.33 in. L/240 OK U360 OK Check Horizo ntal Shear __ fv = VQ/Ib_ V1 = W*Span/2 = 2000 lbs. b =Log Dia meter = 12 in. V2 = P/2 = 0 __ lbs. _ Vt = V1+V2 = 2000 ____ lbs. fv = 23.6 psi Allowable = 65 psi OK Use 12 in. Diameter Log Reaction 2000 Ibs Page 6 • Design Intelligence, LLC 3685 W Hwy 33 Rexburq,ldaho 83440 MOUNTAIN ARCHERY REXBURG, IDAHO Type Fb psi Fv psi E psi STEEL 24000 14400 29000000 LVL 2600 285 1900000 __ LSL 1700 400 1300000 _ PARALM 2900 290 2000000 ___ GLB 2400 190 1800000 DF 1300 95 1900000 Beam 1 Second Floor Suppo rt Type Fb psi Fv psi E psi GLB 2400 190 1800000 Span = 17 ft Tributary Area = 17 ft Loads Point Load = 0 Ibs Snow 0 psf Uniform Load = 0 Ibs/ft Live Load 70 psf 1190 Ibs/ft Dead Load. 15 psf 255 Ibs/ft Moment Live Load Moment = 42989 Ib-ft = 515865 Ib-in Dead Load Moment = 9212 Ib-ft = 110543 Ib-in Section Modulus Required = 261.00 in3 Section Width = 6.75 in. Section Depth = 16.5 in. Section Modulus Provided = 306.3 in3 OK Moment of Ineritia Provided = 2526.8 in4 Deflection Live Load = 0.49 in. L/360 0.57 in. OK Dead Load = 0.11 in. Total = 0.60 in. L/240 0.85 in. OK Horizontal Shear fv = 165 -- psi OK -- - - __ - - FV = 190 psi Allowable Reaction = - - - 12282.5 Ibs ~ __ __ Use 6.75 X 16.5 GLB 9/13/2005 Page 1 Design Intelligence, LLC • MOUNTAIN ARCHERY • 9/13/2005 3685 W Hwy 33 REXBURG, IDAHO Rexburg, Idaho 83440 Type Fb psi Fv psi E psi STEEL 24000 _ 14400 29000000 LVL 2600 285 1900000 LSL 1700 400 1300000 PARALM 2900 290 2000000 _ _ GLB 2400 190 1800000 _ _ DF 1300 95 1900000 Beam 2 Second Fl oor Support Type Fb psi Fv psi E psi LVL 2600 285 1900000 Span = 12 ft Tributary Area = 17 ft Loads Point Load = 0 Ibs Snow 0 psf Uniform Load = 0 Ibs/ft Live Load 70 psf 1190 Ibs/ft Dead Load 15 psf 255 Ibs/ft Moment Live Load Moment = 21420 Ib-ft = 257040 Ib-in Dead Load Moment = 4590 Ib-ft = 55080 Ib-in Section Modulus Required = 120.05 in3 Section Width = 5.25 in. Section Depth = 11.875 in. Section Modulus Provided = 123.4 in3 OK Moment of Ineritia Provided = 732.6 in4 Deflection Live Load = 0.40 in. U360 0.40 in. OK Dead Load = 0.09 in. Total = 0.48 in. L/240 0.6 in. OK Horizontal Shear fv = 209 psi OK --- ----- FV = 285 psi Allowable Reaction = 8670 Ibs Use 5.25 X . 11.875 LVL Page 2 Design Intelligence, LLC ~ MOUNTAIN ARCHERY 3685 W Hwy 33 REXBURG, IDAHO Rexburg, Idaho 83440 Type Fb psi Fv psi E psi STEEL 24000 14400 29000000 LVL 2600 285 1900000 LSL 1700 400 1300000 PARALM 2900 290 2000000 _ GLB 2400 190 1800000 _ DF 1300 95 1900000 __ Beam 3 Second Floor Support Type Fb psi Fv psi E psi LVL 2600 285 1900000 _ Span = 6 ft Tributary Area = 17 ft Loads Point Load = 0 Ibs Snow 0 psf Uniform Load = 0 Ibs/ft Live Load 70 psf 1190 Ibs/ft Dead Load 15 psf 255 Ibs/ft Moment Live Load Moment = 5355 Ib-ft = 64260 Ib-in Dead Load Moment = 1148 Ib-ft = 13770 Ib-in Section Modulus Required = 30.01 in3 Section Width = 3.5 in. Section Depth = 11.875 in. Section Modulus Provided = 82.3 in3 OK Moment of Ineritia Provided = 488.4 __ in4 Deflection Live Load = 0.04 in. U360 0.20 in. OK Dead Load = 0.01 in. Total = 0.05 in. U240 0.3 in. OK Horizontal Shear fv = 156 psi OK FV = 285 psi Allowable Reaction = 4335 Ibs ,Use 3.5 X 11.875 LVL 9/13/2005 Page 3 Design Intelligence, LLC 3685 W Hwy 33 Rexbur4. Idaho 83440 MOUNTAIN ARCHERY • REXBURG, IDAHO Type Fb psi Fv psi E psi STEEL 24000 14400 29000000 LVL 2600 285 1900000 LSL 1700 400 1300000 PARALM 2900 290 2000000 GLB 2400 190 1800000 _ DF 1300 95 1900000 Beam 4 Second Fl oor Suppo rt Type Fb psi Fv psi E psi STEEL 24000 14400 29000000 Span = 10 ft Tributary Area = 2 ft Loads Point Load = 20952.5 Ibs Snow 0 psf Uniform Load = 0 Ibs/ft Live Load 70 psf 140 Ibs/ft Dead Load 15 psf 30 Ibs/ft Moment Live Load Moment = 54131 Ib-ft = 649575 Ib-in Dead Load Moment = 375 Ib-ft = 4500 Ib-in Section Modulus Required = 27.25 in3 Section Width = 1 in. Section Depth = 11.1 in. Section Modulus Provided = 29.6 in3 OK Moment of Ineritia Provided = 178.0 in4 Deflection Live Load = 0.15 in. U360 0.33 in. OK Dead Load = 0.00 in. Total = 0.15 in. U240 0.5 in. OK Horizontal Shear fv = 2946 psi OK i FV = 14400 psi Allowable Reaction = 11326.25 Ibs - Use TS 12x4x3/8 STEEL ~ 9/13/2005 Page 4 Design Intelligence, LLC 3685 W Hwy 33 Rexburg. Idaho 83440 i MOUNTAIN ARCHERY REXBURG, IDAHO Type Fb psi Fv psi E psi - ---- ----- STEEL 24000 14400 29000000 LVL ' 2600 285 1900000 _ _ _ LSL _ 1700 400 1300000 PARALM ~ 2900 290 2000000 _ GLB 2400 190 1800000 _ DF 1300 95 1900000 Beam 5 Second Fl oor Suppo rt Type Fb psi Fv psi E psi STEEL 24000 14400 29000000 Span = 10 ft Tributary Area = 2 ft Loads Point Load = 13005 Ibs Snow 0 psf Uniform Load = 0 Ibs/ft Live Load 70 psf 140 Ibs/ft Dead Load 15 psf 30 Ibs/ft Moment Live Load Moment = 34263 Ib-ft = 411150 Ib-in Dead Load Moment = 375 Ib-ft = 4500 Ib-in Section Modulus Required = 17.32 in3 Section Width = 1 in. Section Depth = 8.11 in. Section Modulus Provided = 19.1 in3 OK _ Moment of Ineritia Provided = 95.5 in4 Deflection Live Load = 0.18 in. U360 0.33 in. OK Dead Load = 0.00 in. Total = 0.18 in. , L/240 0.5 in. OK Horizontal Shear fv = 2563 psi OK ___ __ _ _ __ FV = 14400 psi Allowable Reaction = _7352.5 _. Ibs ---- - ___ _ - - -T Use TS 10x4x5/16 STEEL 9/13/2005 Page 5 Design Intelligence, LLC 3685 W Hwy 33 Rexbura_ Idaho 83440 MOUNTAIN ARCHERY REXBURG, IDAHO Type Fb psi Fv psi E psi __ STEEL 24000 14400 29000000 _ LVL 2600 285 1900000 LSL 1700 400 1300000 _ PARALM 2900 290 2000000 _ _ _ GLB 2400 190 1800000 __ DF 1300 95 1900000 Beam 6 Overhead Door Head er Type Fb psi Fv psi E psi LVL 2600 285 1900000 Span = 10 ft Tributary Area = 10 ft Loads Point Load = 0 Ibs Snow 35 psf Uniform Load = 350 Ibs/ft Live Load 70 psf 700 Ibs/ft Dead Load 15 psf 150 Ibs/ft Moment Live Load Moment = 13125 Ib-ft = 157500 Ib-in Dead Load Moment = 1875 Ib-ft = 22500 Ib-in Section Modulus Required = 69.23 in3 Section Width = 3.5 in. Section Depth = 11.875 in. Section Modulus Provided = 82.3 in3 OK Moment of Ineritia Provided = 488.4 in4 Deflection Live Load = 0.25 in. L/360 0.33 in. OK Dead Load = 0.04 in. Total = 0.29 in. L/240 0.5 in. OK Horizontal Shear fv = 217 psi OK FV = 327.75 psi Allowable Reaction = - _ __ 6000 Ibs - - - Use -- - - 3.5 --r ~- r------ X 11.875 LVL - 9/13/2005 Page 6 Design Intelligence, LLC 3685 W Hwy 33 Rexbura_ Idaho 83440 C~ J MOUNTAIN ARCHERY REXBURG, IDAHO Type Fb psi Fv psi E psi ~ _ STEEL 24000 14400 29000000 _ LVL 2600 285 1900000 LSL 1700 400 1300000 PARALM 2900 290 2000000 _ GLB 2400 190 1800000 DF 1300 95 1900000 Beam 7 Shed Roof Joists Type Fb psi Fv psi , E psi DF 1300 95 1900000 Span = 5 ft _ Tributary Area = 2 ft Loads Point Load = 0 Ibs Snow 35 psf Uniform Load = 70 Ibs/ft Live Load 0 psf 0 Ibs/ft Dead Load 15 psf 30 Ibs/ft Moment Live Load Moment = 219 Ib-ft = 2625 Ib-in Dead Load Moment = 94 Ib-ft = 1125 Ib-in Section Modulus Required = 2.88 in3 Section Width = 1.5 in. Section Depth = 5.5 in. Section Modulus Provided = 7.6 in3 OK Moment of Ineritia Provided = 20.8 in4 Deflection Live Load = 0.02 in. L/360 0.17 in. OK Dead Load = 0.01 in. Total = 0.04 in. L/240 0.25 in. OK Horizontal Shear fv = 45 psi OK FV = ~ 109.25 psi Allowable i Reaction = ; 250 Ibs 9/13/2005 Page 7 Design Intelligence, LLC • MOUNTAIN ARCHERY • 3685 W Hwy 33 REXBURG, IDAHO Rexburq,ldaho 83440 Use I 1.5 I X I 5.5 I DF i 9/13/2005 Page 8 Design Intelligence, LLC • MOUNTAIN ARCHERY • 135 East Main, Suite A REXBURG, IDAHO Rexburg, Idaho 83440 9/13/2005 Foundation Design Allowable Bearing Cap acity 1500 psf Max Roof Span = 69 ft Max Floor Span = 0 ft Snow Load 35 psf Wall Height = 21 ft Floor Live Load 40 psf _ Stem Wall Height = 4 ft Wall Dead Load 15 psf __ Stem Wall Width = 8 in. Roof Dead Load 15 psf _ Brick Dead Load 0 psf Floor Dead Load 15 psf Exterior Bearing Walls - F1 Proposed Footing Roof Loads 1725 Ibs/ft Width 24 in Floor Loads 0 Ibs/ft Depth 10 in Wall Load 315 Ibs/ft _ Stem Wall Load 400 Ibs/ft _ Footing Load 250 Ibs/ft ___ Total 2690 Ibs/ft Bearing Pr essure = 1345 psf OK Reinforcing Requirements __ Min Reinforcing Factors Footing 0.002 Stem Wall Vertical 0.0012 Horizontal 0.002 Reinforcin g Bar #4 0.2 in*in Footing Continuous Reinforcin g Count 2 bars Stem Wall Continuous Reinforcing Count 4 bars Vertical -Reinforcing Spacing _ 18 in. Page 1 Design Intelligence, LLC • MOUNTAIN ARCHERY • 9/13/2005 3685 W Hwy 33 REXBURG, IDAHO Rexburg, Idaho 83440 Spread Footing Design Values Allowable Soil Bearing Pressure = 1500 psf - _ --~ Min Reinforcing Factor = 0.002 Concrete Strength @ 28 days 3000 psi Steel Reinforcing (fy ) = 40000 psi Footing - F2 Description Vertical Moment Loads 5000 Ibs 0 ft-Ibs L =Length 2 ft B =Width 2 ft Weight 600 Ibs Thickness 1 ft V = 5600 Ibs e = M/V 0.0000 Qmax = V/BL(1+6e/L) = 1400 psf Qmin = V/BL(1-6e/L) = 1400 psf Reinforcing for Long Direction Use 2 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcin g = 0.576 in*in Rebar Size = #4 Area = Oat in"in Use 3 #4 9.00 in O.C. Reinforc ing for Short Direction Use _ 2 ft. Wide X 12 in. Deep Fo oting Calculated Minimum Reinforcin g = 0.576 in"in Rebar Size = #4 Area = 0.2 in*in Use 3 #4 9.00 ina O.C. Page 1 • Design Intelligence, LLC 3685 W Hwy 33 Rexbura. Idaho 83440 MOUNTAIN ARCHERY • REXBURG, IDAHO 9/13/2005 Spread Footing Design Values Allowable Soil Bearing Pressure = 1500 psf Min Reinforcing Factor = I 0.002 Concrete Strength @ 28 days ~ 3000 psi Steel Reinforcing (fy ) = 40000 psi Footing - F3 '', Description Vertical '~~ Moment Loads 12000 Ibs 0 ft-Ibs L =Length 3 ft B =Width 3 ft Weight 1350 Ibs Thickness 1 ft V = 13350 Ibs e = M/V 0.0000 Qmax = V/BL(1+6e/L) = 1483 psf Qmin = V/BL(1-6e/L) = 1483 psf Reinforc ing for Long Direction Use 3 ft. Wide X 12 in. Deep Fo oting Calculated Minimum Reinforcin g = 0.864 in''in Rebar Size = #4 Area = 0.2 in*in Use 5 #4 7.50 in O.C. Reinforc ing for Short Dir ection Use 3 ft. Wide X _ 12 in. Deep Fo oting Calculated Minimum Reinforcin g = 0.864 in*in Rebar Size = #4 Area = 0.2 in*in Use 5 #4 7.50 in. O.C. - - , - -- -- Page 2 Design Intelligence, LLC 3685 W Hwy 33 Rexburo. Idaho 83440 MOUNTAIN ARCHERY • REXBURG, IDAHO 9/13/2005 Spread Footing Design Values Allowable Soil Bearing Pressure = 1500 psf Min Reinforcing Factor = 0.002 Concrete Strength @ 28 days 3000 psi Steel Reinforcing (fy ) = 40000 psi Footing - F4 Description Vertical Moment _ ~ Loads 17000 Ibs 0 ft-Ibs ~-- L =Length 3.75 ft --_ __ __ B =Width 3.75 ft Weight _ 2 109. 375 Ibs Thickness 1 ft . _ V = 19109.38 Ibs e = MN 0.0000 Qmax = V/BL(1+6e/L) = 1359 psf Qmin = V/BL(1-6e/L) = 1359 psf Reinforc ing for Long Direction Use 3.75 ft. Wide X 12 in. Deep Fo oting Calculated Minimum Reinforcin g = 1.08 in*in Rebar Size = #4 Area = 0.2 in*in Use 6 #4 7.80 in O.C. Reinforc ing for Short Dir ection Use 3.75 ft. Wide X 12 in. Deep Fo oting Calculated Minimum Reinforcin g = 1.08 in*in Rebar Size = #4 Area = 0.2 in*in Use _ 6__ #4 7.80 in. O.C. _ -- - -__-- - - - --- ---- -- Page 3 Design Intelligence, LLC 3685 W Hwy 33 Rexburct. Idaho 83440 • MOUNTAIN ARCHERY • REXBURG, IDAHO 9/13/2005 Spread Footing Design Values --- Allowable Soil Bearing Pressure = 1500 psf Min Reinforcing Factor = '~ 0.002 Concrete Strength @ 28 days 3000 psi Steel Reinforcing (fy) = 40000 psi Footing - F5 Description Vertical Moment Loads 25000 Ibs 0 ft-Ibs L =Length 4.5 ft B =Width 4.5 ft Weight 3037.5 Ibs Thickness 1 ft ____ ~ V = 28037.5 Ibs e = M/V 0.0000 Qmax = V/BL(1+6e/L) = 1385 psf Omin = V/BL(1-6e/L) = 1385 psf Reinforcing for Long Direction Use 4.5 ft. Wide X 12 in. Deep Fo oting Calculated Minimum Reinforcin g = 1.296 in"in Rebar Size = #4 Area = 0.2 in"in Use 7 #4 8.00 in O.C. Reinforc ing for Short Direction _ Use 4.5 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcin g = 1.296 in*in Rebar Size = #4 Area = 0.2 in*in Use 7 #4 8.00 in. O.C. Page 4 Design Intelligence, LLC 3685 W Hwy 33 Rexbura. Idaho 83440 • MOUNTAIN ARCHERY REXBURG, IDAHO 9/13/2005 Shear Wall Anal ysis -Wind Against Long Wall Wind Load = 22 psf Roof Height = 12 ft Wall Height = 20 ft Length of Long Wall = 100 ft Area at Mid Height of W all = 2200 ft^2 Wind Force = 48400 Ibs Shear Wall Length 147 ft Shear/ft in Wall @ Mid Height 329 Ibs/ft Provide 1/2" APA rated sheathing with 8d nails at 4" o.c. @ pane l edges and 12" o.c. in the field. Blockin g is required. Seismic Analysis Seismic Mu ltiplier = 0.167 Width Length Load Weight Roof Dead Load 65 100 24 156000 Ibs (includes snow) Long Wall Length 100 ft Short Wall Length 65 ft Height Length Load Weight Wall Dead Load 21 330 15 51975 Ibs Seismic Force @ Mid Height of Wall 34732 Ibs Shear Wall Length 147 ft Shear per ft in Wall @ Mid Height 236 Ibs/ft OK Provide 1/2" APA rated sheathing with 8d nails at 4" o.c. @ panel edges _ __ and 12" o.c. in the field. Blocking is re uired. Page 1 ~"J~ ~ ®~ ` ~~ -A Weyerhaeuser Business TJ-Bearn® 6.16 Serial Number: 7003007413 User 2 9/13/2005 10'59'11 AM Second Floor Joist 11 7/8" TJI® 360 @ 24" o/c Pagel Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ^, ,^ ~ ~~, A Product I)iagrern is Corx~ptual. LOADS: Analysis is for a Joist Member. Primary Load Group -Office Bldgs -Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50" 3.50" 850 / 595 / 0 / 1445 A1: Blocking 1 Ply 11 7/8" TJI® 360 2 Stud wall 3.50" 3.50" 850 / 595 / 0 / 1445 A1: Blocking 1 Ply 11 7/8" TJI® 360 -See TJ SPECIFIER'S /BUILDERS GUIDE for detail(s): A1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1410 -1395 1705 Passed (82%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1410 1410 1505 Passed (94%) Bearing 2 under Floor loading Moment (Ft-Lbs) 5844 5844 6180 Passed (95%) MID Span 1 under Floor loading Live Load Defl (in) 0.388 0.415 Passed (U513) MID Span 1 under Floor loading Total Load Defl (in) 0.660 0.829 Passed (U302) MID Span 1 under Floor loading TJPro 38 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Deflection analysis is based on composite action with single layer of 23/32" Panels (24"Span Rating) GLUED 8r NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling -None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.39 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Mountain Archery Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 3685 West Hwy 33 Rexburg,ldaho 83440 Phone :208-359-1461 Fax :208-359-0740 designintel@msn.com Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam° are registered trademarks of Trus Joist. e-I Joist"', Pro"' and TJ-Pro° are trademarks of Trus Joist. R~ ~ ®~ `~~~ Second Floor Joist _A Weyerhaeuser Business n n TJ-Beam 6.16 Serial Number: 7003007413 11 7/8 TJ I® 360 @ 24 O/C User: 2 9/13/2005 10:59:11 AM Paget Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 16' 7.00" Max. Vertical Reaction Total (lbs) 1445 1445 Max. Vertical Reaction Live (lbs) 850 850 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unbraced Length (in) 40 Loading on all spans, LDF = 0.90 1.0 Dead Design Shear (lbs) 575 -575 Max Shear (lbs) 580 -580 Member Reaction (lbs) 580 580 Support Reaction (lbs) 595 595 Moment (Ft-Lbs) 2406 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Design Shear (lbs) 1395 -1395 Max Shear (lbs) 1410 -1410 Member Reaction (lbs) 1410 1410 Support Reaction (lbs) 1445 1445 Moment (Ft-Lbs) 5844 Live Deflection (in) 0.388 Total Deflection (in) 0.660 PROJECT INFORMATION: Mountain Archery Rexburg, Idaho OPERATOR INFORMATION: Scott Spaulding Design Intelligence, LLC 3685 West Hwy 33 Rexburg, Idaho 83440 Phone :208-359-1461 Fax :208-359-0740 designintel@msn.com Copyright ® 2004 by Trus Joist, a Weyerhaeuser Business TJI° and TJ-Beam° are registered trademarks of Trus Joist. e-I Joist°, Pro'" and TJ-Pro'" are trademarks of Trus Joist. 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