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HomeMy WebLinkAboutENGINEERING CALCS - 08-00440 - Boice Building #2 - New BuildingDesign IntelliA 08 00439 & 08 00440 Engineering Calcul Boice Bldg #2 1087 Summers Dr Date: August 22, 2008 Subject: Boice Commercial Bldg #2, Rexburg, Madison County, Idaho Customer: Shawn Boice Abstract This analysis uses the Design Criteria required by the local jurisdiction and the IBC 2006 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 2006 — Foundations designed for Max Brg Pressure of 2000 psf Design Loads: Roof Live Load (min)— 20 psf during construction Ground Snow load = 50 psf, Roof Snow load= 35 psf Snow Load Importance Factor— 1.0 Snow Exposure Factor— 1.0 Wind = 90 mph, Exposure B Wind Importance Factor— 1.0 Wind Exposure = B Seismic Design Category —DI Seismic Use Group - 1 References: IBC 2006 Customer Drawings TrusJoist MacMillian Design Guides Summary: 44 l5 l� LS V C� � 1 DMA. SP�vvv SPP - b 2008 CITYG r R cul tions and included details are for �_ _i t n nd customer only and not to be reu manner without the written consent of Design Intelligence. All beam sizes and footing sizes are noted on the drawings. Designed By: Scott A Spaulding, P.E. Checked By: Date: Date: Y .......rr�.r.. __..-_ -.«� .. .... .. - ..... ... .. - _ _.�,. .�..�r..w.....��....e�w.h•.rr ter.., - — � . , �,. �:��... . _ "®'tit• - ._ c 13 v;'� M -Awl � � .) � •� . �• V bet ►1! 1•yeI414 �v ++a�a.Y�f •� - � .. .. -`. � ..r.-.--.-_.. .. .':...-�. - .. . ._"ter � T ��`•�;w.r..ic.....-•:.sa r....» '. •r r Design Intelligence, LLC BOICE BLOO #2 8/22/7066 1037 Erikson Dr. REXBURG, - Rexbur , Idaho 83440 MAD! SON CO.,-IMHO . Design Parameters ' - { Snow I ' - - - - - Snow Loads per ASCE 7 - Fully Partial I Sheltered - Ce = Exposure Factor 0.9 _ t - - 1.2 Above F're.king 'Freezing' Heated - - Ct = Thermal Factor 9.2 1:1 _ ; 1 = 1 1= Importance Factor (Non -Essential) -- 1 - pg = Ground Snow Load (20 pg min) = - 50 psf pf =Flat Roof Snow Load (slope lest than 1112) --- - - -- — - 35 psf - - - Roof Pitch (units Verticaf per 12 units Horizontal) 8 Slippery -- — - Non -Slipper► -- Pitch Warm Curved Bad Pitch YVaTm Cuf od Sarre l 3/12 0.87 0.87 — - 3/12 1 4/12 0.81 5/12 0.73 6/12 0.68 7/12 0.63 0.81 0.73 1 5/12 0.69 ' 1 6-A 1 R 7 _ -0.63 - - � -. --7l'i2` 8/12 0.58 j 0.58 1 81.12 0.95 0.90 11 9/12 0.52 J0:52 1 9112 0.85 - �- 045 1' 10/12 0.49 '0:49,1 _ TOM 2 �0.78 -- 0.70 1- - _ 11 /12 0.42 -8 2 _ '! . 1'ti#'f 2 0.71- - 0.71 1 - 12/12 0.39 019• 1 - - - 1N121 0.63 10.•83 1 Von Cs = Roof Slope Factor - ps = Sloped Roof Snow Load; = 27 30'psf W = Distance from Ridge to Eave - 151 - lu = Length of Roof upwind Q11M Drift- = 151 ft - hd = Height of the Drift - = 1.45 ft Gamma = Density of Snow - -20.5--, pcf Drift Surcharge Load . , - 24.29. psf Length of Surcharge = 4.74 ft Unbalanced Uniform Snow Load' ndward Side 0 00-�pst Unbalanced Uniform Snow.Load- Leeward Side t 5aft, po Page I I• Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexburg, Idaho 83440 MADISON CO., IDAHO Wind Design Wind Speed 90 mph Importance Factor 1 Exposure B Simplified Method Section 1609.6 Applicable loads are'ariov'in'bdfcf letters. hloriiontal Loads' •,,, = End Zone-,......... __ Interior Zone Transverse Wal-s_-.:Roof r- Wall Roof < 5:12 12.8 _. - -6.71 8.5 -4 �5:12 y TT8' .-4.71 11.9 -2.6 _ > 5:12 14,4 . -... .. . 9.9 11.6 7.9 igIfflinal, 12.8 .. _.. _ -6.7 8:5' •.'A - Vertidal Loads �nd.Zone Interior Zone Winward Overhang Transverse Windward Leeward Windward Leeward End Zone Interior Zone 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 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 Mi i-mum Horn& tal Walf�h-oads Transverse Zone 1 E 4E . _ 1 4 5:12 ii 9,8.. _.. _ - _-7.5 7.2 -5.8 . 5:12 _ J 2.1 .__ -1-0.1 8.8 -7.5 - > 5:12 .8.11 9.1 -6.8 Longitudinal _9,8 .__- . _-:-7.5. 7.2 -5.8 - _ , ff Component and Cladding. Design Wind Pressures - Table 1609.6.2.1(2) - - - - Roof _ Zone AMe�r 5:12 5:12 > 5:12 _ 1 _ 1.0 10 -14.6 -14.2 10 -13.3 13.3 -14.6 - -- --- 1 _���,r��p2 .:._ _ 10 10 -13 _ _ 13 -- -13.8 1 50 10 -13.7 10 10 10 -- 101 -12.5 -12.1 12.5 -12.8 1 100 10 -13.3 12.1 -12.1 .2 10 10 -24.4 -- -----21.8 _ -28.2 13.3 -----13 12.5 -17 - - -16.3 -15.3 1 1----- 2 2. 20 . . - - 10 501 10 -25 66 -22.1; =18.4 10 _ 2 100 ' 10 10! - - - - 20 - 101 A5.8 �_ 10 -19.5 _12.1_____ 13.3 -14.6 3 -- 3 -36.8 10 -- 101. -28.2 - -25.6 -17 -30.5 13 -16.3 Page 2 i . 46. I.1 v ^Fi^l4. •r• c 1 •' a • • • • ��'• SJ : yr i , 9 . 7 • .• - ' � it d r [[[� Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO 31 50 10 -22.1 10 -22.1 12.5 -15.3 31 100 101 -15.8 10 -19.5 _ 12.1 _ -14.6 -- Wall --- ---- - 4 10 14.6 -15.8 41 20 13.9 -15.1 _ 41 50 131 -14.3 41 100 12.4 -13.6 - - � --- - --- _-- -- - 51 101 14.6 -19.5 5 201 13.9 -18.2 -^1------ -- __ _ 5 50 13 -16.5 5 100 12.4 -15.1 Roof Overhang Component and Cladding Design Wind Pressures - Table 1609.6.2.1(3) Zone Area < 5:12 5:12 > 5:12 2 10 -21 _ -27.2 1 -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 3 201 -27.1 -40.5 -24 3 50 -17.3 -33.6 -23 31 100 -10 1 -28.4 -22.2 1 1609.6.2.1(4) Height and Exposure Adjustment Coefficient = Page 3 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO Seismic Reference Code - IBC 2006 Values for Ss, S1, Fa and Fv are taken i from Code Control CD using Zip Code i 1615.1.2.(1) Fa _ 1615.1.2(2) _ Fv 1.235 0.646 g 1615.1 Ss i _ 1615.1 SI g i Fa j Fv -_ Site Class A - Hard Rock i 0.8 j 0.8 Site Class B - Dense Soil or Soft Rock j 1 ; 1 Site Class C - Stiff Soil Site Class D - Soft Soil 1.2 i 1.7 1.01 1.59 C D 1.482 1.24735 1.0982 1.02714 Site Class A B 1615.1.2 SMS = FaSs 0.988 1.235 1615.1.2 S M 1 = FvS 1 0.5168 0.6461 Design Spectral Resp Accel 0.835725 0.688184 1615.1.3 SDS = 2/3*SMS 0.66196 0.82745 0.99294 SDI = 2/3*SMI i 0.346256 0.43282 0.735794 _ 1616.2 Seismic Use Group 1616.3 Seismic Design Category Group I - Non -Essential _ Seismic Response Coefficient Table 1616.3(1) D i Table 1616.3(2) D 6 1 1617.6 (Table 1617.6) Response Modification Factor R = 1616.2 (Table 1604.5) Occupancy Importance Factor 1 = i Basic Fundamental Period Steel Moment Resisting Frame - --Ct 0.035 i Reinforced Concrete Moment Resisting Frame 0.03 i All Other Building Systems 0.02 Building Height 27 ft Approximate Fundamental Period Ta = Ct*hnA3/4 = _ 0.28 Site Class Cu � I Table 1617.4.2 sec Rigid Bldg A B 0.1379 0.0205 0.0364L C D 0.1655 0.1393 0.0349 0.0326 0.0437 0.0368 Cs = SDS/(R/I) __ 0.1103 Max Cs = SDI/(R/I)T = 0.0164 Min Cs = 0.044SDS*-I = - - - ----- - ---- - - ---- - - ---- - - --- --- --- - - ---- 0.0291 i Page 4 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO Design Seismic Response Coefficient C D 0.0437 0.0368 0.0368 W 0.16714 W Site Class A B Cs = 0.0291 0.0364 1617.4.1 Equiv Lateral Force Method V = CsW = 1617.5.1 Simplified Approach V = 1.2*(SDS/R)*W = I Determine Method of Seismic Analysis Light Framing Construction Criteria 2308.2.1 Building stories 2 stories 2308.2.2 Bearing wall floor to floor height 9 ft 2308.2.3.1 Average DL 1 15 psf 2308.2.3.2 Floor Live Loads 40 psf 2308.2.3.3 Ground Snow Load 50 psf 2308.2.4 Wind speed 90 mph 2308.2.5 Truss Span 22 ft YES YES YES YES YES YES YES 1616.6.1 Simplified Analysis Requirements YES YES 1. Does Building meet light frame construction criteria ? 2. Is building of any other construction with flexible diaphragms at every level as defined in section 1602 ? ,Building may use Simplified Analysis Method Page 5 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO_- IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 1900000 1.75 LSL 1700 400 1300000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 85 1600000 1.5 _ W131 Entry Roof Support Type Fb psi Fv psi E psi DF 1350 85 1600000 Span = 6 ft Tributary Width = 11 ft Ply Width 1.5 Load 1 Pt. Load _ Distance Left Reaction Load 2 Load 3 Load 4 Right Reaction _ — 0 Ibs 0 Ibs Loads Snow 50 psf Live Load 0 psf Dead Load 15 psf Uniform Load = 550 Ibs/ft 0 i Ibs/ft 165 Ibs/ft Moment Live Load Moment = 2475 lb-ft = 29700 lb -in Dead Load Moment = 743 lb-ft = 8910 lb -in Point Load Moment = 0 lb-ft = 0 lb -in Section Modulus Required = 28.60 in3 Section Width = 6 Section Depth = 8 Section Modulus Provided = Moment of Inedtia Provided = in. in. 64.0 256.0 in3 in4 - OK - a Deflection Live Load = Dead Load = 0.04 i 0.01 in. in. U360 0.20 -- in. OK Total = Horizontal Shear'�- 0.05 in. I U240 OK -I fv Right = Allowable I_- _ _ 0.3 in. OK -- -1__ - 67 psi OK - _ 121.1122. _ P3.1124. ---] Reaction Left Reaction Right fv Left = 67 'psi 85 psi (4) DF 2X8 Use 21451lbs I 2145 Ibs Page 6 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 ` 29000000 LVL 2600 285 1900000 1.75 _ LSL 1700 400 1300000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 85 1600000 1.5 G1 Girder Truss for Reactions Only Type Fb psi Fv psi E psi DF 1350 85 1600000 l Span = 20 ft Tributary Width = 5 ft Ply Width 1.5 L Load 1 Pt. Load Distance Left Reaction Load 2 Load 3 Load 4 Right Reaction 0 Ibs 0 Ibs Loads Snow 50 psf Live Load 0 psf Dead Load 15 psf Uniform Load = 250 Ibs/ft i 0 Ibs/ft 75 Ibs/ft _ Moment Live Load Moment = 12500 lb-ft = 150000 lb -in Dead Load Moment = 3750 lb-ft = 45000 lb -in Point Load Moment = 0 lb-ft = 0 lb -in Section Modulus Required = 144.44 in3 Section Width = 6 Section Depth = 8 in. _ in. Section Modulus Provided = 64.0 in3 NG Moment of Ineritia Provided = 256.0 in4 Deflection j Live Load = 2.20 in. U360 0.67 in. NG Dead Load = 0.66 in. in. U240 - 1 in. NG 102 psi NG _ G2 --- Reaction Left I 3250 { Ibs -- P15 P19 Reaction Right 3250 Ibs Total = 2.86 _ Horizontal Shear fv Left = 102 psi � si _ }Allowable FV = 85 ` P NG fv Right = _ Use 1(4) DF 2X8 Page 7 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO-. IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 1900000 1.75 _ LSL 1700 400 1300000 1.75 j PARALAM 2900 290 20000001 1.75 GLB 2400 190 1800000 DF 1350 85 1600000 1.5 G2 Girder Truss for Reactions Only1 7- Type Fb psi Fv psi E psi DF 1350 85 1600000 Span = 18.5 ft Tributary Width = 11 ft _ Ply Width 1.5 G1 Pt. Load Load 1 3250 8 Load 2 Load 3 Load 4 Right Reaction Distance Left Reaction 1844.595lbs 1405.405lbs Loads _ Snow 50 psf Live Load 0 psf Dead Load 15 psf Uniform Load = 550 Ibs/ft _ _ 0 Ibs/ft 165 Ibs/ft j Moment Live Load Moment = 23530 lb-ft = 282356.3 lb -in Dead Load Moment = 7059 lb-ft = 84707 lb -in Point Load Moment = 14756.76 lb-ft = 177081 lb -in Section Modulus Required = 403.07 in3 Section Width = 6 Section Depth = 8 in. in. Section Modulus Provided = 64.0 in3 NG Moment of Ineritia Provided = 256.0 in4 i Deflection Live Load = 5.31 in. U360 0.62 in. NG Dead Load = 1.06 in. j Total = Horizontal Shear 6.38 in. U240 0.925 j 251 _ in. NG fv Left = FV = Use 264 85 (4) DF 2X8 psi ING psi _ fv Right = Allowable _ j psi NG WB P112P13 _ Reaction Left Reaction Right 8458.345 Ibs 8019.155 Ibs Page 8 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO._ IDAHO Type STEEL Fb psi 24000 Fv psi 14400 E psi 29000000 Ply Width LVL LSL 2600 1700 285. — 400 1900000 1300000 1.75 1.75 _ PARALAM 2900 290 2000000 1.75 GLB_ 2400 190 1800000 DF 1350 85 1600000 1.5 G3 Girder Truss for Reactions Only _ Type Fb psi Fv psi IE psi DF 1350 85 1600000 Span = 11.5 ft Tributary Width = 11 ft Ply Width 1.5 L Load 1 Load 2 _ Load 3 Load 4 Right Reaction Pt. Load Distance Left Reaction 0 Ibs 0 Ibs Loads Snow 50 psf Live Load 0 psf Dead Load 15 psf Moment Uniform Load = 550 Ibs/ft 0 Ibs/ft ' 165 Ibs/ft Live Load Moment = 9092 lb-ft = 109106.3 lb -in Dead Load Moment = 2728 lb-ft = 32732 lb -in Point Load Moment = 0 lb-ft = 0 lb -in Section Modulus Required = 105.07 in3 Section Width = _ 6 Section Depth = 8 in. in. _ F_- - - - Section Modulus Provided = 64.0 in3 NG Moment of Ineritia Provided = 256.0 in4 Deflection Live Load = Dead Load = 0.53 0.16 0.69 in. in. L/3 00 0.38 in. NG f Total = in. L/240 0.575 in. NG Horizontal Shear 128 I psi 85 jpsi P - (4) DF 2X8 128 - psi_ I NG P5. P9. Reaction Left _ 4111.251lbs WB3 -- Reaction Right _ 4111.251 Ibs fv Left = FV = NG 'fv Right = Allow_ able Use Page 9 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO_. IDAHO Type _ Fb psi _ Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL 2600 285 1900000 1.75 _ LSL 1700 400 1300000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 85 1600000 1.5 G4 Girder Truss for Reactions Only Type Fb psi jFv psi JE psi DF 1350 85 1600000 I Span = 5 ft Tributary Width = 5 ft I Ply Width 1.5 L Load 1 Pt. Load Distance Left Reaction j Load 2 Load 3 Load 4 Right Reaction _ 0 Ibs 0 Ibs Loads _ - j Snow 50 psf Live Load 0 psf Dead Load 15 psf Uniform Load = 250 Ibs/ft 0 Ibs/ft 75 Ibs/ft Moment Live Load Moment = 781 lb-ft = 9375 lb -in Dead Load Moment = 234 lb-ft = 2813 lb -in Point Load Moment = 0 lb-ft = 0 lb -in Section Modulus Required = 9.03 in3 --1 Section Width = 6 Section Depth = 8 1- — in. in. Section Modulus Provided = Moment of Ineritia Provided = 64.0 256.0 in3 in4 OK _ Deflection Live Load = Dead Load = Total = Horizontal Shear N Left = 25 _ FV = 85 _psi 0.01 in. 0.00 in. 0.01 ; in. — 1IJ240 psi OK Allowable -- - U360 fv Right = 1 _' - - -- 0.17 0.25 25 in. in. OK _( OK _ psi OK WB3 131091314 Reaction Left Reaction Right -- _ Use (4) DF 2X8 812.51 Ibs 812.5 j Ibs Page 10 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO Type Fb psi Fv psi E psi Ply Width STEEL _ 24000 14400 29000000 LVL 2600 285 1900000 1.75 _ LSL 1700 400 1300000 1.75 PARALAM 2900 290 2000000 1.75 i GLB 2400 190 1800000 _ DF 1350 85 1600000 1.5 G5 Girder Truss for Reactions Only j Type Fb psi Fv psi 1E psi DF 1350 85 1600000 Span = 18 ft Tributary Width = 5 ft Ply Width 1.5 Load 1 Pt. Load Distance Left Reaction Load 2 Load 3 Load 4 Right Reaction 0 Ibs O lbs Loads Snow 50 psf Live Load 0 psf Dead Load 15 psf Uniform Load = 250 Ibs/ft _ 0 75 Ibs/ft Ibs/ft Moment Live Load Moment = 10125 lb-ft = 121500 lb -in Dead Load Moment = 3038 Ib-ft = 36450 lb -in Point Load Moment = 0 lb-ft = 0 lb -in _ Section Modulus Required = 117.00 in3 Section Width = 6 Section Depth = 8 in. in. Section Modulus Provided = 64.0 in3 NG Moment of Ineritia Provided = 256.0 in4 _ Deflection Live Load = 1.44 in. U360 0.60 L/240 0.9 fv Right = I 91 - 'Reaction —� ---- in. NG in. NG psi i NG__ -I P6.,P7. Left - Dead Load = Total = Horizontal Shear fv Left = 91 FV = 85 -- - - Use (4) DF 2X8 0.43 1.87 psi in. in. NG _- P7.,P8. Reaction Right -- psi Allowable -I — - -- 2925 Ibs 29251lbs Page 11 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO_. IDAHO Type Fb psi Fv psi E psi Ply Width STEEL 24000 14400 29000000 LVL LSL PARALAM GLB 2600 _ 1700 2900 2400 285 400 290 190 1900000 1300000 2000000 1800000 1.75 1.75 1.75 _ DF 1350 85 1600000 1.51 G6 Girder Truss for Reactions Only Type Fb psi Fv psi E psi DF 1350 85 1600000 Span = 18 ft Tributary Width = 12 ft _ Ply Width 1.5 Load 1 Pt. Load Distance Left Reaction Load 2 Load 3 Load 4 Right Reaction 0 _ Ibs 0 Ibs Loads Snow 50 psf Live Load 0 psf Dead Load 15 psf Uniform Load = 600 Ibs/ft 0 Ibs/ft 180 Ibs/ft Moment Live Load Moment = 24300 lb-ft = 291600 lb -in Dead Load Moment = 7290 lb-ft _ = 87480 lb -in Point Load Moment = 0 lb-ft = 0 lb -in Section Modulus Required = 280.80 in3 Section Width = _ 6 Section Depth = 8 in. in. Section Modulus Provided = 64.0 in3 NG Moment of Ineritia Provided = 256.0 in4 _ Deflection NG Live Load = 3.46 in. U360 0.60 in. Dead Load = 1.04 4.50 in. in. U240 Total = 0.9 in. NG _ 219 - psi Horizontal fv Left = FV = Shear 219 85 psi NG _ fv Right = Allowable NG - - - psi j 131111212 P12,P13 Reaction Left _ Reaction Right 7020 Ibs 7020 Ibs Use F(4) DF 2X8 Page 12 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO Type Fb psi I Fv psi J E psi J Ply Width STEEL 240001 14400 29000000 LVL 2600 285 1900000 1.75 I LSL 1700 400 1300000 1.75 _ PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 —� DF 1350 85 1600000 G7 Girder Truss for Reactions Only Type Fb psi Fv psi E psi DF 1350 85 1600000 Span = 15 ft Tributary Width = 12 ft _ 1.51 Ply Width 1.5 Pt. Load _ Load 1 Load 2 Load 3 Load 4 Right Reaction Distance Left Reaction 0 lbs 0 lbs Loads Snow 50 psf Live Load 0 psf Dead Load 15 psf Uniform Load = 600 Ibs/ft 0 Ibs/ft 180 Ibs/ft Moment Live Load Moment = 16875 lb-ft = 202500 Ib-in Dead Load Moment = 5063 lb-ft _ 60750 lb -in Point Load Moment = 0 lb-ft _ = 0 lb -in Section Modulus Required = 195.00 in3 Section Width = 6 Section Depth = 8 in. in. Section Modulus Provided = 1 64.0 in3 NG Moment of Ineritia Provided = 256.0 in4 J Deflection Live Load = Dead Load = Total = _ Horizontal Shear fv Left 183 FV = 85 1.67 0.50 - 2.17 J �— psi psi in. J in. in. NG - Allowable '_ U360 U240 0.50 0.75 in. in. NG NG Right = T 183 psi NG P16jP17 J Reaction Left 5850 Ibs P170P18 Reaction Right 5850 Ibs _ I Use (4) DF 2X8 - I Page 13 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO Type Fb psi Fv psi E psi ]PlyWidth----- STEEL 24000 14400 29000000 LVL 2600 285 1900000 1.75 _ LSL 1700 400 1300000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 85 1600000 1.5 W62 Header Type Fb psi Fv psi E psi DF 1350 85 1600000 Span = 3 ft Tributary Width = 22 ft I Ply Width 1.5 Load 1 Load 2 Load 3 Load 4 Right Reaction Pt. Load Distance Left Reaction 0 Ibs 0 Ibs Loads Snow 50 psf Live Load 0 psf Dead Load 15 psf Uniform Load = 1100 Ibs/ft 0 Ibs/ft 3301 Ibs/ft Moment Live Load Moment = 1238 lb-ft = 14850 lb -in Dead Load Moment = 371 lb-ft = 4455 lb -in Point Load Moment = 0 lb-ft = 0 lb -in Section Modulus Required = 14.30 in3 Section Width = 4.5 Section Depth = 9.25 in. in. Section Modulus Provided = --E 64.2 in3 OK Moment of Ineritia Provided = 296.8 in4 Deflection Live Load = 0.00 in. U360 0.10 in. OK Dead Load = 0.00 in. v-- �— Total = Horizontal Shear fv Left = 77 FV =_ _ 85 Use (3) DF 2X10 0.01 psi in. OK Allowable U240 fv Right = 0.15 in. OK 77 ! psi OK WALL Reaction Left 2145 Ibs _- WALL Reaction Right 2145 Ibs psi _ _ Page 14 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexburg. Idaho 83440 MADISON CO.. IDAHO Type STEEL LVL LSL PARALAM GLB DF Fb psi 24000 26001 17001 2900 2400 1350 Fv psi 14400 285 400 290 190 85 E psi 29000000 1900000 1300000 2000000 1800000 1600000 Ply Width 1.75 _ 1.75 1.7_5 1.5 _ f W133 Main Floor Carfrier Ply Width 1 _ _ Type Fb psi Fv psi E psi GLB 2400 190 1800000 1 � Span = 16 ft _ Tributary Width = 11 ft G31G4 Load 1 4923.75 11.5 Load 2 Load 3 Load 4 Right Reaction Pt. Load Distance Left Reaction 1384.805 Ibs 3538.945 Ibs Loads Snow 0 psf Live Load 40 psf Dead Load 15 psf Uniform Load = 0 Ibs/ft _ 440 Ibs/ft 165 Ibs/ft Moment Live Load Moment = 14080 lb-ft = 168960 lb -in Dead Load Moment = 5280 lb-ft = 63360 Ib-in Point Load Moment = 15925.25 lb-ft = 191103 lb -in Section Modulus Required = 176.43 in3 Section Width = 6.75 Section Depth = 13.5 Section Modulus Provided = Moment of Ineritia Provided = in. in. 205.0 1384.0 _ in3 in4 OK Deflection Live Load = 0.50 in. U360 0.53 0.8 138 in. OK in. _ ; OK psi OK i P9.,P5. Reaction Left 6224.805 1 Ibs P14,P10 _ Reaction Right F8378.94T51bs Dead Load = 0.10 in. in. OK U240 fv Right = Total = Horizontal Shear fv Left = 102 _ FV 190 Use 16.75XI3.5 0.59 psi , psi _ GLB 24F-V4 Allowable , Page 15 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO Type STEEL LVL Fb psi 24000 2600 Fv psi 14400 285 E psi 29000000 1900000 Ply Width 1.75 _ LSL 1700 400 1300000 1.75 PARALAM 2900 290 2000000 1.75 GLB 2400 190 1800000 DF 1350 85 1600000 1.5 W134 Main Floor Carfrier Type Fb psi Fv psi E psi LVL 2600 285 1900000 Span = 15 ft Tributary Width = 8 ft Ply Width 1.75 Load 1 Load 2 Load 3 Load 4 Right Reaction Pt. Load Distance Left Reaction 0 lbs 0 Ibs Loads Snow 0 psf Live Load 40 psf Dead Load 15 psf _ Uniform Load = 0 320 Ibs/ft Ibs/ft 1201 Ibs/ft Moment Live Load Moment = 9000 lb-ft j = 108000 lb -in Dead Load Moment = 3375 lb-ft = 40500 lb -in Point Load Moment = 0 lb-ft = 0 lb -in Section Modulus Required = 57.12 in3 Section Width = 3.5 Section Depth = 11.875 in. in. Section Modulus Provided = 82.3 in3 OK Moment of Ineritia Provided = 488.4 _ in4 Y Deflection - T Live Load = 0.39 in. U360 0.50 in. OK Dead Load = Total = Horizontal Shear 0.15 0.54 in. in. OK V� U240 fv Right = -u— 0.75 _ 119 1 I j in. JOK - psi _ OK P17 P18 P16,P17 , Reaction Left Reaction Right 3300 Ibs 3300 Ibs fv Left = 119 psi - _ - FV 285 ! psi Allowable Use (2) 1.75X11.875 LVLJ Page 16 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexburg, Idaho 83440 MADISON CO.. IDAHO F1 Exterior Bearing Walls 1500 psf 50 psf — 40 psf 15 psf 15 psf 0 psf 15 psf Max Roof Span = 22 ft Max Floor Span = 16 ft Wall Height = 9 ft Stem Wall Height = _ 9 ft Stem Wall Width = 8 in. Allowable Bearing Capacity Snow Load Floor Live Load Wall Dead Load Roof Dead Load Brick Dead Load Floor Dead Load j Proposed Footing Width Depth 20 10 Roof Loads 715 Ibs/ft in Floor Loads 440 Ibs/ft in Wall Load 1 135 Ibs/ft Stem Wall Load 900 Ibs/ft Footing Load 208 Ibs/ft Total 2398 Ibs/ft Bearing Pressure = 1439 psf OK Reinforcing Requirements Min Reinforcing_ Factors Footing 0.002 Stem Wall Vertical 0.0012 #4 0.2 Footing Horizontal 0.002 Reinforcing Bar in*in Continuous Reinforcing Count 2 bars Stem Wall Continuous Reinforcing Count j 9 bars Vertical - Reinforcing Spacing _ 18 in. Use 20X10 CONT. FTG WITH (2) #4 CONT. Page 17 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Dr. REXBURG, Rexburg, Idaho 83440 MADISON CO., IDAHO F2 Interior Bearing Walls - --T - -- Allowable Bearing Capacity 1500 psf Snow Load _ 50 psf Floor Live Load 40 psf Wall Dead Load _ 15 psf Roof Dead Load 15 psf Brick Dead Load 0 psf Floor Dead Load 15 psf Max Roof Span = 0 ft Max Floor Span = 37 ft- Wall Height = 9 ft Stem Wall Height = 4 ft Stem Wall Width = 8 in. _ Proposed Footing 14 10 Roof Loads 0 Ibs/ft Width in Floor Loads 1017.5 Ibs/ft _ Depth in Wall Load 135 Ibs/ft- _ _ Stem Wall Load 400 Ibs/ft Footing Load 146 Ibs/ft _ Total 1698 1 Ibs/ft Bearing Pressure = 1456 psf OK Reinforcing Requirements _ Min Reinforcing Factors Footing 0.002 _ Stem Wall Vertical 0.0012 #4 0.2 Horizontal 0.002 Reinforcing Bar in*in i Footing Continuous Reinforcing Count 2 bars Stem Wall _ 4 18 Continuous Reinforcing Count bars in. _ Vertical - Reinforcing Spacing _ Use 14X10 CONT. FTG WITH (2) #4 CONT. Page 18 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Drive REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO F3 Spread Footing 4 1500 psf 0.002 2500 psi _ 60000 psi Allowable Soil Bearing Pressure = Min Reinforcing Factor = Concrete Strength @ 28 days Steel Reinforcing (fy) = Post Description Vertical Moment Part 1 Loads 2145 Part 3 Loads 0 Part 2 Loads 0 Part 4 Loads 0 P1. Total Loads 2145 Ibs L = Length 2.5 ft B = Width 2.5 ft Thickness 1 ft Soil Depth 2 ft -- 0 ft-Ibs Soil Wt 110 pcf Weight 2312.5 Ibs V = 4457.5 Ibs e = M/V 0.0000 Qmax = V/BL(1+6e/L) = 713 psf OK Qmin = V/BL(1-6e/L) = 713 psf OK Reinforcing for Long Direction Use 1 2.5 Ift. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.72 in*in Rebar Size = #4 Area = 0.2 in*in Use 4 #4 8.00 in O.C. Reinforcing for Short Direction Use 1 2.5 Ift. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.72 in*in Rebar Size 1#4 Area = 0.2 in*in Use 4 #4 8.00 in. O.C. USE 30X30X12 FTG WITH (4) #4 EACH WAY Post Specification (Based on 10' unbraced Length) Description Capacity _ Quantity 1 Total Capacity _ _ DF #1 2x4 2160 2160 7470 Ibs Ibs DF #1 2x6 _ 7470 _ 1 Use >>> _ DF #1 6x6 j 21000 1 21000 Ibs OK DF #1 6X8 DF #1 8X8 DF #1 10X10 �; 28600 48200 _ _ 1 ' 1 _ _ 28600 48200 _ Ibs Ibs _ - — _ _ - - 83000 1 83000 lbs Ibs TS 3x3xl /4 33000 _ 1 TS 4x4x1 /4 I 65000 ; 11 (1) DF #1 6x6 I- - - 1 - - 33000 65000 - -- -- lbs -- - Page 19 Design Intelligence, LLC BOICE BLDG #2 1037 Erikson Drive REXBURG, Rexbura_ Idaho 83440 MADISON GO_. IDAHO 8/22/2008 F4 Spread Footing - 1500 psf I 0.002 2500 psi _ 60000 psi Allowable Soil Bearing Pressure = Min Reinforcing Factor = Concrete Strength @ 28 days Steel Reinforcing (fy) _ _ Post Description Vertical I Moment P5. Part 1 Loads 10336.05 Part 2 Loads 0 Total Loads 10336.05 lbs L = Length 3.25 ft B = Width 3.25 ft Thickness 1 ft Soil Depth 2 ft Part 3 Loads 0 Part 4 Loads 0 0 ft-lbs Soil Wt 110 Weight 3908.125 pcf lbs V = 14244.18 lbs e = MN 0.0000 Qmax = V/BL(1+6e/L) = 1349 psf OK Qmin = V/BL(1-6e/L) = 1349 psf OK for Long Direction _Reinforcing Use 1 3.25 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.936 in*in Rebar Size = #4 Area = 0.2 in*in _ Use 5 #4 8.25 in O.C. Reinforcing for Short Direction Use 1 3.25 Ift. Wide X 12 in. Deep Footing_ _ Calculated Minimum Reinforcing = 0.936 in*in Rebar Size = #4 Area = 0.2 in*in _ Use 5 #4 8.25 in. O.C. USE 39X39X12 FTG WITH (5) #4 EACH WAY Post Specification (Based on 10" unbraced Length) _ Description Capacity Quantity _ —5� 2 Total Capacity OK - Use a >>> DF #1 2x4 DF #1 2x6 _ 2160 7470 10800 14940 lbs lbs u DF #1 6x6 _ DF #1 6X8 21000 1 21000 _ 28600 — 1; 28600 48200 _ 1 ___ _ 48200 83000 1 83000 33000 �_ 1 !_ _ 33000 65000' v1 650001Ibs - lbs Ibs Ibs Ibs _ - _ — DF #1 8X8 DF #1 1 OX10_ TS 3x3xl/4� _ — _ _ Ibs - TS 4x4xl/4 - _ (2) DF #1 2x6 Page 20 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Drive REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO F5 Spread Footing 1500 psf 0.002 2500 psi 60000 psi Allowable Soil Bearing Pressure_ _ _ Min Reinforcing Factor = Concrete Strength @ 28 days Steel Reinforcing (fy) _ - Post Description Vertical Moment Part 1 Loads 5850 Part 3 Loads 0 _ P7. Part 2 Loads 0 Total Loads _ 5850 Ibs L = Length 2.5 _ft B = Width 2.5 ft Thickness 1 ft Soil Depth 2 ft Part 4 Loads 0 0 ft-Ibs Soil Wt 110 pcf Weight 2312.5 Ibs V = 8162.5 Ibs e = MN 0.0000 Qmax = V/BL(1+6e/L) = 1306 psf OK Qmin = V/BL(1-6e/L) = 1306 psf OK _ Reinforcing for Long_ Direction Use 1 2.5 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.72 in*in Rebar Size 1#4 Area = 0.2 in*in Use 4 #4 8.00 in O.C. Reinforcing for Short Direction Use 2.5 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.72 in*in Rebar Size = �jArea = 0.2 in*in Use 1#4 4 #4 8.00 in. O.C. USE 30X30X12 FTG WITH (4) #4 EACH WAY Post Specification (Based on 10' unbraced Length) Description Capacity 2160 _Quantity 3 _ Total Capacity 6480 DF #1 2x4 Ibs Use >>> DF #1 2x6 DF #1 6x6 7470 21000 _ - 2 1 _ —1 14940 21000 Ibs Ibs OK DF #1 6X8 - 28600 _ 28600 Ibs ----I DF #1 8X8 DF #1 1 OX10 11 -- - _482001lbs 83000 33000 65000 --- - - _48200 83000 33000i _ 1 1 1 -- -- - Ibs Ibs TS 3x3x1/4 TS 4x4x1 /4 (2) DF #1 2x6 - 65000 Ibs --- Page 21 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Drive REXBURG, Rexhura_ Idaho 83440 MADISON CO_- IDAHO F6 Spread Footing 1500 psf_ 0.002 2500 psi 60000 psi Moment Allowable Soil Bearing Pressure = Min Reinforcing Factor = _ Concrete Strength @ 28 days Steel Reinforcing (fy) = Post Description Vertical Part 1 Loads 10336.05 Part 3 Loads 0 Part 2 Loads 0 Part 4 Loads 0 P9. 1 Total Loads 10336.05 Ibs L = Length 3.25 ft _ B = Width 3.25 ft Thickness 1 ft Soil Depth 2 ft I 0 ft-Ibs _Soil Wt 110 � pcf Weight 3908.125 Ibs V = 14244.18 Ibs e = MN 0.0000 Qmax = V/BL(1+6e/L) = 1349 psf OK Qmin = V/BL(1-6e/L) = 1349 _ psf OK Reinforcing for Long Direction Use 1 3.25 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.936 in*in Rebar Size = #4 Area = 0.2 in*in Use 5 #4 8.25 in O.C. Reinforcing for Short Direction Use 1 3.25 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.936 in*in Rebar Size = #4 Area = 0.2 in*in Use 5 #4 8.25 in. O.C. USE 39X39X12 FTG WITH (5) #4 EACH WAY Post Specification (Based on 10' unbraced Length) Description Capacity Quantity Total Capacity DF #1 2x4 2160 5 10800 Ibs Use >>> _ DF #1 2x6 7470 2 14940 Ibs OK DF #1 6x6 _ DF #1 6X8 DF #1 8X8 `DF #1 1 OX10__ _ TS Wxl /4 TS 4x4x1 /4 21000 286001 48200 83000 1 1 _ 1 �— 1 21000 _ 28600 48200 Ibs 1 Ibs _ Ibs Ibs _ Ibs Ibs 83000 — 330001_ 1 650001 1 '_ 33000 65000 (2) DF #1 2x6 Page 22 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Drive REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO F7 Spread Footing 1500 psf 0.002 2500 psi 60000 psi Allowable Soil Bearing Pressure_ _ Min Reinforcing Factor = - Concrete Strength @ 28 days Steel Reinforcing (fy) = Post Description Vertical Moment I NO Part 1 Loads 9191.445 Part 2 Loads 0 Total Loads 9191.445 Ibs L = Length 3 ft B = Width _ 3 ft Thickness 1 ft Soil Depth 2 ft Part 3 Loads 0 Part 4 Loads 0 0 ft-lbs Soil Wt 110 l pcf Weight 3330 lbs V = 12521.45 Ibs e = MN 0.0000 I Qmax = V/BL(1+6e/L) = 1391 psf OK Qmin = V/BL(1-6e/L) = 1391 psf OK Reinforcing for Long Direction Use 1 3 Ift. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.864 in*in Rebar Size = #4 Area = 0.2 in*in Use 5 14 7.50 in O.C. Reinforcing for Short Direction Use 1 3 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.864 in*in Rebar Size = #4 Area = 0.2 in*in Use 5 #4 7.60 in. O.C. USE 36X36X12 FTG WITH (6) #4 EACH WAY Post Specification (Based on 10' unbraced Length) Description DF #1 2x4 _ Capacity 2160 _ Quantity 5 Total Capacity T 10800 Ibs Use >>> DF #1 2x6 _ 7470 21000 _ 2 1 14940 Ibs OK DF #1 6x6 21000 28600 _ Ibs Ibs _ DF #1 6X8 DF #1 8X8 DF #1 10X1.0 TS 3x3x1 /4 _ 28600 1 48200 _ 1 83000 _ 1 33000 J 1 65000 1 48200 lbs 83000 lbs 33000 ibs _ f ITS - 4x4x1 /4 _ (2) DF #1 2x 6-- 65000 Ibs t Page 23 Design Intelligence, LLC BOICE BLDG #2 1037 Erikson Drive REXBURG, Rexbura. Idaho 83440 MADISON CO.. IDAHO 8/22/2008 F8 Spread Footing 1500 psf 0.002 1 2500 psi 60000 psi Moment Allowable Soil Bearing Pressure = Min Reinforcing Factor = _ Concrete Strength @ 28 days Steel Reinforcing (fy) _ Post Description Vertical Part 1 Loads 15039.16 Part 3 Loads 0 Part 2 Loads 0 Part 4 Loads 0 P11 Total Loads 15039.16 Ibs L = Length 3.75 ft B = Width 3.75 ft Thickness 1 ft Soil Depth 2 ft 0 ft-Ibs Soil Wt 110 _ pcf _ Weight 5203.125 Ibs V = 20242.28 Ibs e = MN 0.0000 Qmax = V/BL(1+6e/L) = 1439 psf OK Qmin = V/BL(1-6e/L) = 1439 psf OK Reinforcing for Long Direction Use 1 3.75 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 1.08 Win Rebar Size = #4 Area = 0.2 in*in Use 6 #4 7.80 in O.C. Reinforcing for Short Direction Use 1 3.75 _ ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 1.08 in*in Rebar Size 1#4 1 Area = 0.2 Win Use 6 #4 7.80 in. O.C. USE 45X45X12 FTG WITH (6) #4 EACH WAY Post Specification (Based on 10' unbraced Length) Description Capacity_ 2160 Quantity Total Capacity DF #1 2x4 , 7 15120 Ibs Use >>> DF #1 2x6 ! 7470 31-- 22410 Ibs OK DF #1 6x6 21000 1 ! 21000 Ibs _ _ _ DF #1 6X8 _ 28600 _ 1 28600 Ibs 1 I _ _ 48200 Ibs f 183000 Ibs 1; 33000 Ibs 1' 65000 Ibs � - --- - -I- - -- -- —I-- -- - DF #1 8X8 48200, DF #1 1 OX10 83000 _ TS 3x3x1/4 TS 4x4x1/4 33000 65000 (3) DF #1 2x6 - -- Page 24 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Drive REXBURG, Rexburai. Idaho 83440 MADISON CO.. IDAHO F9 _jSpread Footing - 1500 psf _ 0.002 ^_ 2500 psi 60000 psi Moment Allowable Soil Bearing Pressure = Min Reinforcing Factor = Concrete Strength @ 28 days Steel Reinforcing (fy) = j Post Description lVerticall Part 1 Loads j 15039.16 Part 3 Loads 0 _ Part 2 Loads 0 Part 4 Loads 0 P13 Total Loads 15039.16 Ibs L = Length 3.75 ft B = Width 3.75 ft Thickness 1 ft Soil Depth 2 ft 0 ft-Ibs Soil Wt 110 pcf Weight 5203.125 Ibs V = 20242.28 Ibs e = MN —� 0.0000 Qmax = V/BL(1+6e/L) = 1439 psf OK j Qmin = V/BL(1-6e/L) = 1439 psf OK Reinforcing for Long Direction Use 1 3.75 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 1.08 in*in Rebar Size = #4 Area = 0.2 in*in Use 6 #4 7.80 in O.C. Reinforcing for Short Direction Use 1 3.75 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 1.08 in*in Rebar Size = #4 Area = 0.2 in*in Use 6 #4 7.80 in. O.C. USE 45X45X12 FTG WITH (6) #4 EACH WAY Post Specification (Based on 10' unbraced Length) Description Capacity Quantity Total Capacity, I - DF #1 2x4 2160 7 3 15120 Ibs _ I _ Use >>> DF #1 2x6 7470 _ 22410 Ibs OK _ DF #1 6x6 21000 _ 1 1 21000 28600 Ibs DF #1 6X8 _ 28600 Ibs _ DF #1 8X8 48200 _ 1 _ 48200 Ibs DF #1 10X10 83000 1 83000 Ibs TS 3x3x1 /4 330001 ! 1 33000 Ibs TS 4x4x1/4 65000, 1 65000 Ibs (3) DF #1 2x6- - - - - -- --- --- — - - Page 25 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Drive REXBURG, Rexbura. Idaho 83440 MADISON CO_. IDAHO F10 Spread Footing Allowable Soil Bearing Pressure = _ 1500 psf 0.002 2500 psi 60000 psi Moment Part 3 Loads 0 Min Reinforcing Factor = _ Concrete Strength @ 28 days _ Steel Reinforcing (fy) = Post Description Part 1 Loads Vertical 9191.445 Part 2 Loads 0 Part 4 Loads 0 P14 Total Loads 9191.445 Ibs_ L = Length 3 ft B = Width 3 ft Thickness 1 ft Soil Depth 2 ft 0 ft-Ibs Soil Wt 110 pcf Weight 3330 Ibs V = 12521.45 Ibs e = M/V 0.0000 Qmax = V/BL(1+6e/L) = 1391 psf OK _ Qmin = V/BL(1-6e/L) = 1391 psf OK Reinforcing for Long Direction Use 1 3 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.864 in*in Rebar Size 1#4 Area = 0.2 in*in Use 5 #4 7.50 in O.C. Reinforcing for Short Direction Y Use 1 3 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 0.864 in*in Rebar Size = #4 Area = 0.2 in*in Use 5 #4 7.50 _ in. O.C. USE 36X36X12 FTG WITH (5) #4 EACH WAY Post Specification (Based on 10' unbraced Length) _ Description Capacity_ Quantity 5 _ 2 _ 1 1 Total Capacity j OK Use >>> DF #1 2x4 DF #1 2x6 DF #1 6x6 -- DF #1 6X8 2160 7470 21000 281 10800 - 14940 Ibs Ibs 21000 28600 Ibs Ibs j DF #1 8X8 DF #1 10X10 4 48200 1-� 48200 83000 1 ! _ 83000 33000 ; 1 33000 Ibs Ibs TS 3x3x1 /4 TS 4x4x1A _ Ibs Ibs 650001 1 65000, - - - (2) DF #1 2x6 Page 26 a r. Design Intelligence, LLC 1037 Erikson Drive Rexhurn_ Idaho 83440 BOICE BLDG #2 REXBURG, MADISON CO__ IDAHO 8/22/2008 F11 Spread Footing - Allowable Soil Bearing Pressure_ - _ - L 1500 psf _ 0.002 2500 psi 60000 psi Moment Min Reinforcing Factor = J Concrete Strength @ 28 days Steel Reinforcing (fy) _ _ Post Description lVertical _ Part 1 Loads 0 Part 3 Loads 0 _ Part 2 Loads 18300 Part 4 Loads 0 P17 Total Loads 18300 Ibs L = Length 4.25 ft_ B =Width 4.25 ft Thickness 1 ft Soil Depth 2 ft 0 ft-Ibs Soil Wt 110 pcf _ V Weight 6683.125 Ibs V = 24983.13 Ibs e = MN 0.0000 Qmax = V/BL(1+6e1L) = 1383 psf OK Qmin = V/BL(1-6e/L) = 1383 psf OK Reinforcing for Long Direction Use 1 4.25 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 1.224 in*in Rebar Size 1#4 Area = i 0.2 in*in Use 7 #4 7.50 in O.C. Reinforcing for Short Direction Use 1 4.25 ft. Wide X 12 in. Deep Footing Calculated Minimum Reinforcing = 1.224 in*in Rebar Size = #4 Area = 0.2 in*in Use 7 #4 7.50 in. O.C. USE 51 X51 X12 FTG WITH (7) #4 EACH WAY Post Specification (Based on 10' unbraced Length) Description Capacity Quantity Total Capacity DF #1 2x4 2160 9 19440 Ibs Use >>> DF #1 2x6 7470 3 22410 Ibs OK DF #1 6x6^ 21000 1_ 21000 Ibs DF #1 6X8 28600 1 1 1 _ 28600 48200 83000 33000 Ibs _1 DF #1 8X8 48200 Ibs DF #1 1 OX10 83000 Ibs Ibs TS 3x3xl/4 33000� 65000 1 TS 4x4x1A --- _ 1 _ 65000 Ibs (3) DF #1 2x6 - - Page 27 a f . Design Intelligence, LLC 1037 Erikson Drive Rexbura. Idaho 83440 BOICE BLDG #2 REXBURG, MADISON CO.. IDAHO 8/22/2008 Post Loads P1 P2 P3 P4 PS P6 P7 P8 P9 2145 2145 2145 2145 10336.05 2925 5850 2925 10336.05 P10 P11 P12 P13 P14 P15 P16 P17 P18 9191.445 15039.16 14040 15039.16 9191.445 3250 9150 15300 9150 P19 P20 P21 P22 P23 P24 IP25 P26 P27 3250 0 0 0 0 0 0 0 0 P28 P29 P30 P31 P32 P33 P34 P35 P36 0 0 0 0 0 0 0 0 0 P37 P38 P39 P40 P41 P42 P43 P44 P45 0 0 0 0 0 0 0 0 0 P46 P47 P48 P49 P50 P51 P52 P53 P54 0 0 0 0 0 0 0 0 0 P55 0 P56 0 P57 0 P58 �f�P59 01 _P60 0 0 Page 28 IL '' Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Drive REXBURG, Rexburg, Idaho 83440 MADISON CO., IDAHO Shear Wall Anal sis - Perforated Wall Method Wind Load = 22 sf _ Horizontal VerUcall Revised 11/21/07 WL = Total Length of the Wall comer to comer - ft. JWH = Wall Height - ft. I I I Basement 0 Main 79 Second 0 Third 0 O enin Ad_ ustment Factor - Co 0 47 0 0 1 -4-- OL = Total Length of ail Openings in the wall - _ ft. OH = Average Height of all openings - ft. I- _ _ I - I OH1WH OLML 0.3333 0.40001 0.5000 0.6000 0.6667 0.70000.80001 0.8333 0.9000 1.0000 0.10 1.00 0.8761 0.69 0.594 0.53 0.51; 0.451 0.43 0.402 0.36 0.20 1.00 0.884 0.71 0.62 0.56 0.538 0.4721 0.45 0.422 0.38 0.30 1.00 0.896 0.74 0.65 0.591 0.57 0.51 0.491 0.4621 0.42 0.40 1.00 0.908 0.77 0.686 0.63 0.61 0.55 0.531 0.498 0.45 0.50 1.00 0.92 0.8 0.722 0.67 0.65 0.59 0.571 0.542 0.5 0.60 1.001 0.932 0.83 0.758 0.71 0.694 0.6461 0.63 0.602 0.56 0.70 1.00 0.948 0.87 0.81 0.77 0.754 0.7061 0.69 0.666 0.63 --1' 1 0.80 1.00 0.964 0.91 0.862 0.83 0.818 0.7821 0.77 0.746 0.71 0.90 1.00 0.98 0.95 0.9261 0.911 0.902 0.8781 0.87 0.854 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001 1.00 Wall No. Tributary Area Wind WL W_ H OL OH OLIWL OHMH Co Re 'd Wall Distr. Width Force I = 11 ft I Capacity Factor Roof Hei ht I ! 19 9 9 5 0.5 #####M Required Hold Down Capacity at ends of the all 0.722 1 35841 H1-1 6.535294 130.705887 2875.53 3981 0.14 Ibs _ Roof Height = 11 ft I 5041.295 37 9 18 6.56 0.51 R uired Hold Down Capacity at ends of the wall = 0.65 408 1-12-1 11.45749 229.149773 0.24 3674 Ibs Roof Height = 11 ft 19 9 9 5 0.5 ######## Required Hold Down Capacity at ends of the wall = 0.722 3584 1-13-1 6.535294 130.705887 2875.53 398 0.14 Ibs Roof Height = 11 ft 21.5 9 6 5 0.3 ##### 0.65 I Required Hold Down Capacity at ends_ of the wall = 2617 1-14-1 6.65773 133.154598 2929.401 291 0.14 Ibs I _ I Roof Height = 11 ft I 31 9 6 5 0.21 ######## Required Hold Down Capacity at ends of the wall = 0.62 2339 H5-1 9.156463 183.129257 4028.844 260 0.19 Ibs _ Roof Height = 11 ft I F 21.5 9 6 5 0.31 ######## Required Hold Down Capaci at ends of the wall = 0.65 2617 I 1-16-1 6.65773 133.14598 2929.401 291 0.14 Ibs Roof Height = 11 ft- I - 3632.54 12.67 9 3 5 0.2 ######## 0.62 6061 -_ Required Hold Down Capacity at ends of the wall = 5453 Ibs ! Roof Height = 11 ft 2080.917 4.5 9 0 0 0.0 ######## 1 462 Required Hold Down Ca city at ends of the wail = 4162 Ibs Roof Height = 2080.917 4.5 9 0 0- 0.0 1 462 Hold Down Capacity at ends of the wall = 1 4162 Ibs V1-1 8.255774 165.115473 0.10 0.06 V2-1 4.729356 94.5871159 94.58711591 V3-1 4.729356 i 0.06 ___Required 1 Roof Height = 11 ft - - 3632.54 12.67� 9 3 5 0.21 # 0.62 6061 -- 0.10 - V4-1 1 8.255774 165.1154731 Page 29 l � ) a Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Drive REXBURG, Rexburg, Idaho 83440 MADISON CO., IDAHO Required Hold Down Capacity at ends of the wall = ! 5453 Ibs 5675.815 1 Roof Height = 11 ft I 17 9 9 5 0.5 0.722 ; Required Hold Down Capacity at ends of the wall = 8844 V5-1 12.89958 257.9916141 983 _ 0.16 Ibs 1 1 Roof Height = 11 ft 4372.237 15.25 9 3 5 0.2 ##### Required Hold Down Capacity at ends of the wall = 0.62 5181 V6-1 9.936902 198.738041 576 i 0.13 Ibs Roof Heigh t = 11 ft 3.5 9 0 0 0.0 ######## Required Hold Down Capacity at ends of the wall = 1 4162 V7-1 3.678388 73.5677588 1618.491 462 0.05 Ibs _ _ Roof Height = 11 ft I --- i 1618.491 3.5 9 0 0 0.01 ######## 1 __[Re uired Hold Down Capacity at ends of the wall = 4162 - V8-1 3.678388 73.5677568 462 0.05 Ibs _ Roof Height = 11 ft 16.25 9 3 5 0.2 Required Hold Down Capacity at ends of the wall = 0.62 576 V9-1 9.936902 198.73804 4372.237 0.13 5181 Ibs Roof Height = 11 ft 17 9 9 5 0.5 ######## 0.722 983 Required Hold Down Ca aci at ends of the wall = 8844 Ibs V10-1 12.89958 257.991614 5675.815 0.16 I Seismic Analysis Seismic Multiplier = 0.167 Roof & Snow Load Area Load 28 Weight 130.7059 3659.765 Ibs Trib. Wall Length 6.53529436 19 ft I Height 9 Len th Dead Load Weight Shear Wall Length ft 25.53529 15 1723.632 Ibs Seismic Force a@ Mid Height of Wall 1 8991 Ibs Wind 2875.53 Ibs. Wind Governs ! Page 30 Q t -1 Q Design Intelligence, LLC 1037 Erikson Drive Rexburg, Idaho 83440 BOICE BLDG #2 REXBURG, MADISON CO., IDAHO 8/22/2008 Log Beam Schedule Wood Beam Schedule j I #REF! WB1 = (4) DF 2X8 #REF! G1 = (4) DF 2X8 #REF! G2 = (4) DF 2X8 #REF! G3 = (4) DF 2X8 #REF! G4 = (4) DF 2X8 i` #REF! G5 = (4) DF 2X8 #REF! G6 = (4) DF 2X8 #REF! G7 = (4) DF 2X8 #REF! WB2 = (3) DF 2X10 _ #REF! WB3 = 6.75X13.5 GLB (24F-V4) #REF! WB4 = (2) 1.75X11.875 LVL #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF! _ #REF! #REF! #REF! #REF! #REF! - -- - - -- _ #REF! -- ------- #REF! #REF! - #REF! #REF! #REF! --- - ----- #REF! - � #REF! #REF! - #REF! ---- --- --- - - - #REF! -- --- � - - --------- �- --- _- _- #REF! �----- � #REF! I - ----- - - ---- - ------ #REF! � --- � E - Page 31 Design Intelligence, LLC 1037 Erikson Drive Rexburg, Idaho 83440 BOICE BLDG #2 REXBURG, MADISON CO., IDAHO Wall Footing Schedule -ISpread Footing Schedule F1 = 20X10 CONT. FTG WITH (2) #4 CONT. F3 = 30X30X12 FTG WITH (4) #4 EACH WAY F2 = 14X10 CONT. FTG WITH_ (2) #4 CONT., F4 = 39X39X12 FTG WITH (5) #4 EACH WAY _ F5 = 30X30X12 FTG WITH (4) #4 EACH WAY F6 = 39X39X12 FTG WITH (5) #4 EACH WAY _ F7 = 36X36X12 FTG WITH (5) #4 EACH WAY F8 = 45X45X12 FTG WITH (6) #4 EACH WAY F9 = 45X45X12 FTG WITH (6) #4 EACH WAY F10 = 36X36X12 FTG WITH (5) #4 EACH WAY F11 = 51 X51 X12 FTG WITH (7) #4 EACH WAY 8/22/2008 Page 32 Design Intelligence, LLC BOICE BLDG #2 8/22/2008 1037 Erikson Drive REXBURG, Rexburg, Idaho 83440 MADISON CO., IDAHO Post Schedule P7. = 2) DF #1 2x6 P10 = (2) DF #1 2x6 P11 = (3) DF #1 2x6 P13 = (3) DF #1 2x6 - ----- - - --- Page 33