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HomeMy WebLinkAboutENGINEERING CALCS (2) - 07-00422 - 648 Wheatland Dr - New SFRDesign Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 Type Fb psi Fv psi HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi STEEL 240001 14400 290000,00 LVL 2600: 285 1900000i __� LSL 117001 400 1300000 PARALM j 290011 2901 20000001 GLB 2400-1-- 190 1800000 DF 1350F 85 16000001 [beam 16 Garege DHeader _7 Type Fb psi jFv psi JE psi 6L6 2400 190 18000Q0 Span= 17 ft � _. .Tribut.ary Area = 16 ft L.UdU5 !Point Lo - — _._ — ad 112001bS _ I —r- __ 35 p sf —j.0 n1form Load 560! lbs/ft 0 psf O�Ibs/ft 15Psf __ 240 [' lbs/ft Live Load Moment Dead Load Moment Section Modulus Required 67830, lb -ft 8670Th -ft Section Width VFW 5.125 in - Section Depth 22.5 in. 382.50 ink UH uiuS riuviueu = I 432.4 in 3 Moment of Ineritia Provided 4864.7 in4 - - ------------------- ueTiection Live Load = 1 D.35 - T'i'-n—. Dead Load = p,p5 Ti R Total_�0.40�n. Horizontal Shear fV_= 161 psi ;01K FV = 218.5 -psi Allowable -- � —�—._. Use 813960' 1b -in :16:6- 104040 1' L/360 0.57 U240 in. in. Reaction 12400 lbs 5.1125 T 1 22.5 IGLB jeoj Design Intelligence, LLC HARRISON RESIDENCE 1037 Erikson Dr. REXBURG, MADISON COUNTY, IDAHO Rexburg, Idaho 83440 FType I Fb psi' Fv psi IE psi i STEEL 2400014400 29000000 LVL2600, 285. ------ 1900000: LSL 1700 _ 400 1300000 . - - - - - -- - -- - � PAkALM 2900 290' 2000000; GLB T 2400 190 1800000 DF —t 1350' 8 51600000 Beam 17 (Window Header Type Fb psi'Tv psiE psis j LVL 2600 285 1900000 Span = 9., ft _ _ Tributary Area - 14, - {{ -------------- Leads Snow -- Live Load Dead- Load 35 psf... Q psf 15 psf _ Pant Lvad�.._ _ 0 lbs .uniform Load � 490 lbs/ft -- 0 llbs/ft 210 11 b4 -;/ft Moment Live Load Moment" 4961 lb -ft — --- - � 595351 INn � Dead Load Moment I 212611 b -ft- 255151Ib-in Section Modulus Required 32.71, in3 �—�—^ CSection Width � --__ �_ ---- _._ 3.5 i n . Section Depth 9.25 in. Section Modulus Pro_v,id, ed- --- __ -- 49.9.in3 Moment of Ineritia Provide d� in4 Deflection Live Load - �— - 0.16 in. L1360 i 0,30 Tn pK_ b_ea'd_­Load­ 0.07 in. Total = � �.. �—� -- -, - -- - Horizontal Sheaf fv= f IaR ).24 FV �in. J�U240 0.45 in. IOK I - OK - - G Reaction 3.5 Page 27 ­_ - - — X I 9,25 LVL i 8/15/2007 3150[lbs Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 FTTv&4e Th nsi Fv r.oi HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO STEEL 24000 14400 2,9000000 LVL 2600 285 1900000 LSL 1700 400 1300000 PARALM 2900' 2901 2000000 GLB 24001 190 1 800000 D F 1350 851 16-00000 Girder #7 For Reaction Only Type Fb psi Fv psi ;E psi LVL 2600 - 285 ,'-1900000 Span= �J 17.ft L Tributary Area = 4 ft Moment _ .— F'age, 28 8/15/2007 Design Intelligence, 1037 E&.-.Ikson Qr. LLC HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO Page 29 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE Dr.1037 EriksonRexbur,ldaho REXBURG, MADISON COUNTY, IDAHO b Type 'Fb psi Fv psi E psi STEEL 240001 14400 I'285.. 29000000 LVL 2600 �-1900000r LSL 1.700 400 1300000 �T PARALM 290--d" 2901 2000000 GLB 240Q1-190 1800000 DF 13501 85 16000001 Beam 19 ;Second Floor Carrier Type Fb psi Fv psi E psi LVL 2600 285 1900000 Span 14 ft .Tributary Area = 3 ft Loads Point Load .Snow 35 _psf _ � Uniform Load Live Load 40psf Dead Load 15 psf Mornent�'� — —� 'Live Load Moment = Ib -ft 5513 Dead Load Moment = i 1103 Ib -ft section Modulus Required '_ Section Width 3.5 in. Section Depth = 11.875 in. Section Modulus Provided - -- � - Mvment of Ineritia Provided Deflection Live Load = Dead Load = Tota I = Horizontal Shear Tpsi �__ 68 FV = 327.75 psi 0.21 0.04 0.25 in. in. in. OK 82.3 in3 488.41 in4 Allowable L/360 30.531in3 66150' lb -in 13230 lb -in 0.47 rte. U240 0.7 3.5 4% W ff Reaction = A= x L_ 1890 lbs 11.875 LVL __ _...... 8/1 5/2007 Design Intelligence, LLC 10.37 Erikson Dr. Rexburg Idaho 83440 Z HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO ype– Fb psi Fv psi E psi STEE LVL LSL L 24000-i'—' 14400 29000000 2600 285 19000001, 1700 400 13000001 PARALM� 29pp 2901 2000000`- GLB 2400 9.0. 1800000 DF 1350! 8 1600000; -- ------------ Beam 20 Second Floor r_!2rrrLmr Type LVL Fb psi Fv psi., I E psi 2600 285 1900000 i -- Snow 35 psf Live Load 40 psf Dead Load 15 psf Moment � -- I I VII IL L.UCIU Uniform Load Live Load Moment = 11200 Ib -ft Dead Load Moment= 1103 lb -ft _11200 Section Modulus R__ Section Width = - 15. in. Section_Depth11.875 in. Section Modulus Provided 82.3.. in3 Moment of Ineritia Provided 488.4'in4 Deflection Live�Load 0.38 in. U360in. -Dead Load. - 0-04 in. Total = _ 0.42 in. L/240 Horizontal Shear _F_ fV _ —_ _ 98PSL17;i OK PSJ �- FV 327675 psi 'Allowable 7 - 134400 1 lb -in _�_ 132301Ib-in 56.78!in3 Use 345 1625 lbs 1051 flbs/ft 120. lbs/ft 45, Ibslft 0.47 r. 10K 0.7 'in OK Reaction 2702 .5 lbs X � q- 11.875 LVL 9� 8/15/2007 Design Intelligence. LLC 1037 Erikson Dr. Rexburg, Idaho 83440 Type ;Tb psi _Fv psi HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi STEEL 2'4000-: 14400I29000000t LVL 26001 285!. 190000 0'— LSL 1700' 400.; 13000001i PARALM 2900; 2901' 2000000— GLB 2401_ 190 180000 DF_ 1350 8 5 16000001 Beam 21 Second Floor Carrier— Point —� Moment [Live Load Moment= 960 Ib -ft Dead Load Moment = 360 Ib -ft Section Modulus RequiredF-' = Uniform load = 6.09 1 in3 �ccu�r� 11520 i Ib -in 4320 lb -in yviarn = 1,.75 in. �--�— Section Depth = 11.875 in � Modulus Provided �- — I — - - 41.1'il'n3 I-Section Moment of Ieiti- ----- ovdd =244.2, in 4 Deflection -- - '- i Live- Load = -- -- 0.01 Imo- _ L/360 —� 0.13 _I= � 0.00 in. -- _—T-- Dead Load _ _ - I- -- Total Horizontal Sbe-ar 95 psi f`Vpsi FV =_ _ I _285 Psi 0.01 lin. Allowable Use i !Reaction 1.75 --X + in. in. 0Ibs/ft 480 lbs/ft 180 lbs/ft r�Tn 6nJ t1 11.875 i LVL 132011 bs 8!15/2007 Design Intelligence, LLC HARRISON RESIDENCE 103,7 Erikson Dr. REXBURG, MADISON COUNTY, IDAHO Rexburg, Idaho 83440 Type_ Fb psi Fv psi i E psi STEEL 24000 14400 29000000 LVL 26002851 1900000,� LSL 1700 400, 1300000�— PARALM 2900- 290' 2000000, GLB 2400: 1 1901 1800000' DIF 1350; 85116nnnfi—nTl. Beam 22 'Second Floor Carrier Type Fb psi :Fv psi E psi LVL 2600 285 1900000 Span Tributary Area = --� Loads 12 ft - - 10 ft Point L'oadl= Moment Uniform Load L've Load Moment 13500. Ib -ft 16200I -in Dead Load Moment=2700'Jb-ft— —— — � = 32400 lb -in section Modulus R equired 74.77: in3 0 lbs 350 lbs/ft 4001bs/ft 150Jbs%ft I I J J I I Ll CA I W V IUIUU 46 1 n4 4011*4 Deflection, Live Load 0.38 in. . . . . . ........... .................. . ... ��- Dead Load - 0-08 in. Total - � 0m45 ire. Horizontal Shear fV T�`— = --f- 195 psi FV 327.75 psi Allowable_ Use 4- - - L/360 0.40 in. OK /240 0.6 in. Reaction = 3.5 X Page 33 11.875 ILVL I&A 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE 1037 Erikson Dr. REXBURG, MADISON COUNTY, IDAHO Rexburg, Idaho 83440 Type Fb psi Fv psi iE psi . . . . . . . . . ............. STEEL 24000, 14400i29000000 � T 2600�1900000' LVL2851 LSL 1700 400+ 1300000 PARALM 2902g0�2000000�--��GLB 2400 0�019018000 DF 1350 " 85 � 1600000 —I Beam 23 'Second Floor Ca rrier Type Fb psi FV psi psi LVL 2600 285 1900000 Span = I 6 fi Tributary Area = 5 ft Loads Snow 35 psf Live Load 40 psf Dead Load 15 psf - r— Moment Live Load Moment Dead Load Moment ..Point Load Uniform Load - 11-6881 lb -ft 202501b -in 3338 8 J�j3 _ft lb-ft4050 l��n Section Modulus Required �- Section Width 1. 75, in. Section Depth 1:g75 in. Section Modulus Provided Moment of Ineritia Provided = -' r%n I Live Load Dead Load Total r Horizontal Shear 41.1 '1n3 244.2 in4 0.02 i in. IL/360 -' 0.00 in. 0.03 lin. -7- 9.351 in3 51 17Ibft 200; Ibs/ft 75! lbs/ft I . . . ...... 0.20 in. —�pK -- - 0.3 in. OK fV = 97 psi OK - ------------------------ I' FVAllowable Reaction- 327-75 psi i Use 1w7- 5 x � 11. I =0 875TLVL I 1350! lbs 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE 1037 PDr. ' REXBURG, MADISON COUNTY, IDAHO Rexburg Idaho 83440- @1' Type Fb psi Fv psi I E psi_ STEEL ?.dnno 14400 29000000 LVL .26001 285' 1900000 LSL 1700 4001 1300000_ PARALM 2900_2901_20000001 _� GLB 2400 190 18000001 DF 1350 85; 1600000' Beam 24 Second Floor Carrier Type Fb psi Fv psi E psi L LVL 2600 285 1900000 Span = I 13 ft Tributary Area = 4 ft Loads Point Load - 1350 lbs Snow 35 psf Live Load 40: psf Dead Load 15 psf Uniform Load= 140 Ibs/ft 160 lbs/ft ', 60 Ibs/ft Live Load Moment- 10725�Ib-ft 128700 Ib -in , Dead Load Moment 12681Ib-ft 15210lb-in - Section Modulus Required 55.35'in3 Section Width = 3-5, in. Section Depth = 11.875 in. section Modulus Provided 82.31 in3 Moment of Ineritia Provided = 488.4 in4 Deflection Live Load = ^ Dead Load Total Horizontal Shear 0.32 in. L/360 0.43 i in. 0.04 II in. T 0.36 in. fv i09psi 0K FV = I 327.75 psi (Allowable Use U240 15 0.65 1Reaction_= Page 35 in. 10-01k OK OK X 1 11,875 (LVL t 301511bs 8/15/2007' Design Intelligence, LLC 1037 Erikson Dr. RexburgIdaho 83440 a Type Lbpsi Fv psi STEEL —~ -- LVL LSL PARALM GL8 DF Beam 25 240001 2600 _1700 2900 2400. 1350 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi 14400 29000000 285- 1900000'._-_ 400 1300000 290 2000000 190 1800000 85 1600000 Window Ne daer span = I --- I3 ft ,Tributary Area__ 7 ft Loads Snow -------- 35 psf Live Load 40 psf Dead Load' 15. psf Moment_ Point Load Uniform Load Live Load Moment = T 2852 lb -ft Dead Load Moment 118 Ib-ft2852 lb-ft8 - - — - ------------------ Section MnAil"C'm 34222.5 lb -in 1418 Ib -in _--.--- --wu� i U I I Cu _ _. �' � 26.40 in3 Section Width = �._ 4.5 in. Section Depth --- - 9.25. -in. Section Modulus Provided�---. _ 64.2 1 in3 Moment of Ineritia------ Provided = inA� :296V.8 Deflection] - � — —�_ Live Load in. 0.011 L/360 0.10 j�, Dead Load 0.00 in. Total = ; 0.01 in. U240 0.15 in. Horizontal Shear 97,75 I psi �K jAllowable Use Reaction = 4w5 I X -305-Abs 245 1 I 280 Ibs/ft 105, lbs/ft oK 9.25 DF 2452.51Ibs 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE 1037 Erikson Dr. REXBURG, MADISON COUNTY, IDAHO Rexburg, Idaho 83440 Type Fb psi Fv psi :E psi STEEL 240,00 14400. 29000000' LVL 2600 2851 1900000 LSL 1700 400L1300000! PARALM 2900 290 2000000 GLB 24001 190 1800000.1 DF 1350 85 1600000i Beam 26 Second FCarrier Type Fb psi Fv psi 1E psi GLB 2400 190 1800000 Span = J 28 ft Tributary Area = 7 ft _ � Loads I Snow Live Load Dead Load 35 psf 40 psf 15 psf I—_ . _— � Moment � j rt Live Load Moment= 95823 Ib -ft Dead Load Moment= 10290j1b-ft 7 :'pint Load i r .Load Section Modulus Required 1= Section Width = 5. 1 2 5 in. Section Depth = 27, in- _ i Section Modulus Provided -i 622.7 in3 Moment of Ineritia_Provided 8406.3 in4 Deflection Live Load = Dead Load Tt.I Horizontal Shear fV= i 130 FV 1149876 ' lb -in 123480i1b-in1 530-57 n3 0.81 in. U360 0.10 in. -- 0.91 I. psi OK psi ---,-.,Allowable Use irez[�� X125 0.93 1.4 Re -action X 27 GLB Page 37 in, i n. 6339Ibs 245' Ibs/ft 280 j Ibs/ft —� 105iIbs/ft T_ OK OK F, 'OK 8/15/200-7 Deslgn Intelligence, LLC 17- 103? E'r'ikson Dr. Rexbur,ldaho 83440 Type Fb psi Fv psi STEEL 24000 LVL 2600 LSL 1700 PARALM 2900 GLB` 2400 DF 1350 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi j �. 1440 01290000001 285,1900000 4000030b0 2901 2000000! - - t 990 180000101 85 1600000 7_— Beam28 jWindow Header —� Moment Live Load Moment Dead Load Moment Sectib"n'-M-odulus Required 57812 lb -ft 1080, lb -ft u���! lvluuuiu;j ruoviaea 40&.6 283.5�in3 Moment of Ineritia Pravided = _. 1 2551.5 1: in4 Deflec_tio­n Live Load - 0.06 in. Dead Load y- � -p.4p in. Total = j 0.06 I in. -�. Horizontal Shear - - fV = FV 331 psi IVG -_ 327.75 Psi Allowable _ � 69373816 -in 129601b -in 271.81 in3 I_ __ �_ _. - - --------- U360 0.20:__�j n L/240 I 0.3�n. Reaction = 5m25 i X 10K OK 18 ILVL 8/1512007 0 y _ Moment Live Load Moment Dead Load Moment Sectib"n'-M-odulus Required 57812 lb -ft 1080, lb -ft u���! lvluuuiu;j ruoviaea 40&.6 283.5�in3 Moment of Ineritia Pravided = _. 1 2551.5 1: in4 Deflec_tio­n Live Load - 0.06 in. Dead Load y- � -p.4p in. Total = j 0.06 I in. -�. Horizontal Shear - - fV = FV 331 psi IVG -_ 327.75 Psi Allowable _ � 69373816 -in 129601b -in 271.81 in3 I_ __ �_ _. - - --------- U360 0.20:__�j n L/240 I 0.3�n. Reaction = 5m25 i X 10K OK 18 ILVL 8/1512007 Design Intelligence, LLC 10?7 Erikson Dr. Rexburg, Idaho 83440 Type_ _gib psi Fv HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO 1 STEEL 0!' 14400 2900(600 0' LVL 2600 285 190 LSL 1700 400 1300000 PARALM2900-- 2g0 200 GLB - - -- �24007� 190 126W4nnn DF 1350; 85,,. 1600000. Beam 29 _Window Head--e--r— Type Fb psi Fv psi E psi LVL 2600 285 1900000 Span = — — — -- 5 ft Tributary Area = - 0 ft -- Loads__ Point Load = Snow 35 psf —T Uniform Load = Live Load 0 psf Dead Load 15 psf Moment Live Load Moment � 8094 1 Ib -ft Dead Load Moment = I 0 Ib -ft Section Modulus Required = Section Width = 3.5 in. Section Depth = 9.25— in. F� a 971251 b4 0 lb -i1, 37. 36 3 Section Modulus Provided = �— 49.9 in 3 Moment of Inertia Provided = 230.8 in4 Deflection Live Load = 0.07in. U360 Dead Load = 0.-0000 in. Total 0.07 in. L/240 —� Horizontal Shear fV 150 �-- �..--- -- —� psi OK -4- 0.25 __���•�� psi Allowable _ Reaction_= Use 3,5 + X in. in. 9.25 m I - J9194, 3237.5 )bs LVL 8/15/2007 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 HARRISON RESIDENCE REXBURGMADISON COUNTY, IDAHO Type Fb psi Fv psi L psi STEEL 24000' 14400'29000000 LVL ' 2600 285. 19000001 LSL 1700 400--'- 1300000F_ 2900 290 2000000' GLB i24000190;1 1800000' DIF 1350 85' 160000 FB_ eam 3 0 'H''e'ad-er _ T Type. 'Fb psi Fv Psi E psi DF 1350 85 1600000: Span = Tributary Area ; Loads Snow Live Load Dead Load 35 psf 0 psf 15 psf Moment -� -- --. �- - Live Loyd Moment Dead Load Moment = 3 ft 0 ft 1275 ' !b -ft '0 lb -ft 6ectivn Modulus Required . . . . .............. 11.33 L in3 Section Width �-- -- 3 in. Section Depth = _—_ 9.25 j n. -- fi --- Section Modulus Provi-d--e d 42.81n3irt3 e Moment of Inertia Providd = . � .__ 197.9 in4 .Deflection Live Load = _ _ 0.01 in. _..� . L/360 Dead Load=' 0.4a in. --_point Load = I Uniform Load Total '.01 in. Horizontal Shear fV= I as—loci FV 97.75 psi m Allowable Use L1240 0 170.0-'Ibs 0 lbs/ft O:Ibs/ft 0 lbs/ft 15300 1b -in OIb-in t 0.10 Z _0K 0.15 in. IOK Re -action Page 41 X ! 9.25 DF 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE 103? Erikson Dr. REXBURG MADISON COUNTYJDAHO Rexburg, Idaho 83440 Type Fb psi Fv psi E psi STEEL 24000 14400! 29000000' LVL 285' 1900000: LSL 1700 4001 13 0000 0' PARALM 2900 2901 2000000, 'GLB 2400 190 18000 00:... DF__ 1350 851 16000007: F Beam 31 (Main Floor Carrier i ype 11-0 psi ry psi E psi STEEL 24000 14400 29000000 ---- Span = 11 ft � I Tributary Area 4 ft � I Shear- Controls � Loads � I Point Load = 30975 lbs I Snow 0 sf � -ad Olbs/ft Live Load 40psf i Uniform Lo 160 lbs/ft Dead Load_ 15 ps-f � 60 Ibs/ft Moment � I Live Load Moment = t 87601 Ib -ft = � 1051215� Dead Load Moment 908 Ib -ft = � 10890 Ib -in Section Modulus Required 44.25 in3 � Section Width = 1 in. "- Section Depth = 3.54 in. Section Modulus Provided = Moment of J­nerltia P Deflection. Live Loyd = - _ x. 99 Dead Load = X0.01 Total = 1.00 Horizontal Shear fV 7075 I psi' FV = I 14400 psi 10.9 in3 53.8 in4 in. in. OK Allowable Im- L/240 0.37 0.55 Re a ct wi o n w1ox12, STEEL in. in. NG NG 16697.5 IbS 8/15/2007 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440_ HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO YPe_.. Fb psi Fv psi E psi STEEL 24000 LVL 2600, LSL 1700 _1 PARALM 2900 14400',29000000 285! 1900000 400[- 1300000,- 2901 2000-0-0- 0___ Snow O Psf 'forLoad�Uni m = �_ 0 Ibs/ft�— -Live Load 40 ps � � — I -- T 600,lbs/ft -- Dead Load15 pf _ ��- 225 1bsfft Moment�_� _ T— �� i - Live Load Moment Dead Load Moment = i 3675 lb -ft 44100, Ib -in 13781b -ft � _ � 16538;Ib-in Section Modulus Required �� 23 3 in3 Section Width 3.5 In. � � — � — Section_ Depth = 11 4875, -in. � - -� Section Modulus Provided 82.3 M3 SOK Moment of I neritia Provided 488.4 jn4 Deflection: ,Live Load - 0.03 in. IU360 0.23 in. OK Dead Load = 0.01 in. Total=0.05 in. �L/240 0.3-5 in, OK Horizontal Shear fV 104.._,psi OK......................E-- FV 285 psi Allowable UseI 3.5 Reaction = 9= x K14*T6*j1q 11r.875 !LVL 8/1 5/2007 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, Idaho 83440 Type Fb psi Fv psi HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi STEEL i 24000 14400'29p00000 LVL 2600i 2851 1900000 LSL 1700' 400 1300000 PARALM 2900!: 29-0 2000000f GLB 2400 190 1800000 DF 1350, 85 1600000' Beam 33 Main Floor Carrier Type Fb psi Fv psi E psi :DF 1350 85 16,00000 Span 4 ft Tributary Area = 12 ft Moment Live Load Moment Dead Load Moment Section Modulus Required — Ib-ft 960 360. lb -ft !Section Width 4.5 in. Section Depth - 7.25 in. -- — Section Modulus Provided - .— � ___ 39.4 n3 Moment of Ineritia Provided=in4 142.9: 11.731in3 11520! lb -in ipw 4320 lb-in Deflection --- - - Live Load - _� 0.01 � in. 1 L/360 0.13 Dea_ _ d Load 0.00 ,in. Total Horizon FV tai Shear A E84IR" psi 4 in. 0.02 m. L/240 �in I I - 0.2 OK psi Allowable r Use 1 1 4m5 Reaction = A= U 7m25 OK I OK 13201Ibs 8/15/2007 Design Intelligence, LLC 1037 Erikson Dr. Rexbur,ldaho 83440 Type I Fb psi-. :1 Fv "PSI STEEL LVL 24000 2600 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO 'E psi 14400x29000000!' 285 1900000, LSL —.-1700 4-0-01300000- -'- --�-- - _ j_ PARALM 2900 290: 2000000; GLB 2400 190 1800000 � i DF 13500 851600000; Beam 34 10 Main Floor Carrier Type Fbpsi Fv psi E LVL 2600 285 1 Span ft Tributary Area = 8 ft Loads Snow Live Load Dead Load Moment 0 psf i- 15 40 pSf __. psf U111JUIFT] Loan Live Load Moment 4 840 lb*mft L 1 58080 lb -in _T .Dead Load Moment=1815.Ib-ft 21780 1b -in 0 lbs/ft 320 lbs/ft 120 Ibs%ft -- _ _ OK in. 10K Ut=!dU LUdQ U. U9 in. 1 Total= 0.31 ' U240 _-- - ---- ..._ 0.55 i in. Horizontal Shear f'_w' �_ .__ 1 75 psi�DK-- ��.. FV - - --- 285 psi Allowable Use 7.75 X . 11.875 LVL Page 45 2420!Ibs 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE .1 103z1 Erikson Dr. REXBtJRG, MADISON COUNTY, IDAHO Kexburq, Idaho 83440 Type_Fb psi Fv psi E psi STEEL 24000 14400! 290000_00`_____ LVL 2600 285 1900000i_ LSL 1700 4001 13000001 PARALM 2900 290 2000000� GLB 2400, 190 1800000, DF 1350 85 16000001 Beam 35 i Main Floo &Roof Carrier Type ,Fb psi Fv psiE psi i LVL 2600 285 1900000 Span 14 ft _ _ --.. Tributary Area Loads ft Point Load M _ j Snow 35- psf Uniform Load Live Load40psf Dead psf � — Moment Live Load Moment_1102.5 Jb-fit bead Load Moment = 2205 lb --ft Section MvdulUs Required i=— Section Wlodth = 3.5 in. Section Depth = � 1.87 in. Section modulus Provided Moment of Ineritia Provided Deflection' Live Load Dead Load Total _ -J— 0.42 in. 0.08 lin._ Horizontal- Shear fv = 136 FV = 327.5 0.50 lin. psi 'OK 82.3 in3 488.4 in4 psi Allowable use 61.O61in3 L/360 0. lbs 2101 Ibs/ft bs%ft 901Ibs/ft 132300: lb -in 26460'Ib-in F 0.47 lin. L./240 0.7 Reaction = 3.5 cl in. Ibrl OK .L 11z875 ILVL 378011bs 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE 1037 Ei ikson Dr. REXBURG, MADISON COUNTY, IDAHO Rexbur,ldaho 83440 Type !,Fb psi Fv psi psi - — STEEL 24000'. 14-400 29000 00�0 LVL 2600 285 1900000. LSL 1700 - —4 400 1300000 PARALM—F— 2900-0f — 290 2000000 GLB 2400 190' 18000001rt - DIF 1350 85 1600000, __�i Beam 36 Type GLB2400 Span -= Tributa Loads Deck Carrier Fb psi Fw psi E psi ; A.—_.. I Orl I BflOQDp -- Moment Live Load Moment Dead Load Moment "OrM Loaa = I 0 lbs/ft 360 Ibs/ft 90Ibs/ft 259201b -ft - �- 64801b -ft � ri 311040 Ib -in 777601Ib-in Section Modulus_Req­ —uji—ed--� — 62.Oo in3 section Width = 5.125 in. Section Depth = 16.5 in. Section Madulus Provided Moment of InerEtia Provided - Deflection 232.5 in3 1918.51 in4 Live Load = —-- — — 0.78 in. L/360 0.80 --J in. OK Dead Load - - - � 0.19 din. _ � _ I_ -4 -1 Total = i 0.97 in. I0240 L; -- �K- Horizontal 1.2 Shear T � �-- -- ------------- fV 96 1 psi OK � �_ � ------ FV = _ � 19 0 psi AIable AM - 5.125 Reaction = Page 47 X j 16m5 !GL8 54001ibs 8/1512007 Design Intelligence, LLC HARRISON RESIDENCE 10.'S-7- E'rikson Dr. REXBURG, MADISON COUNTY, IDAHO Rexburq, Idaho 83444 Type ' Fb psi 'Fv psi 1E psi STEEL 24001 14400' 29000000 LVL 2600' 2851 1900000, LSL 1700( 400E 1300000; PARALM2900 290' 20000001 GLB 2400, 190j 1800000! DF 1359' 85 � 1 60.000.01 —� Beam 37 Deck Joists —. .............. Type Fb psi I Fv psi DF 1350 Span= �--- g Tributary Area = 2 i Loads Point Load 'E psi 85 1600000 ft ft i t7i lUW Lige Load Dead Load Moment 0 psf lad = psf Uniform Lo 60 — 15 psf f -- — Live Load Moment = 540 Ib-ft Dead Load Moment = ' 135 1b -ft Section Modulus Provided Moment of Ineritia Provided Deflection Live Load Dead Load 0.11 7.6 in 3 20.8 i in4 w in. rLUf3 6 (0 0.03 in. Total = t 0.13 in. Horizontal (Shear fV — — � 82 _ psi �OK F V= 85 _ psi Allowable� i 'Use U240 1.5 A 6480 6480 Ib -in 1620 Ib -in 6.00 in3 0 lbs 0!Ibs/ft 1201 lbs/ft 3 04 b —s/ft �01< 0.20 in. _SOK — -------- � ` S 0.3 in.OK 3• e � Reaction 450 11 bs DF � 8/1512QQ7 Design Intelligence, LLC 103'Erikson Dr, Rexbur,ldaho 83440 Type Fb psi Fv psi STEEL 1 240001 LVL 2600: LSL 1700 PARALM 2900 GLB 2400 DF 13501 HARRISON: RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi 14400290000001: 285 19000001' .t-- — 4001 1300000 290. 1 20000001 190 1800000i 85 1600000 --F Beam 38 Main Floor Carrier Type Fb psi Fv psi E psi GLB 2400 190 1800000 Span Tributary Area 11 ft 7 ft Point Load 3780 lbs i Uniform Load 0 1 bs1ft _� y_� 420'lbs/ft Live Load Moment = 16748 -r lb -ft Dead Load iVloment= 1588 ib -ft Section Modulus Required 7 Section With 5.125 in. Section Depth = --- 12 in. �.. Section Modulus Provided = 123.0 in3 Moment of InerEtia Provided 738.0 in4 Deflection � ' ----- ---- �-- 91.681 in3 105, lbs/ft 200970.Ib-in 19058 lb -in I � A r5 - Live Load 0.24 in. L/360 p.37 in. OK Dead Load 0.03 in -- - Total 0.27 in. U240 0.55 in. 4OK �T Horizontal Shear I ----� fV_ 1 17 psi OK —. _ i FV 190 psi Allowable [Reaction 5.125 Page 49 12 4777.SIIbs T i. G ILB 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE 103t Erikson Dr. REXBURG, MADISON COUNTY, IDAHO Rexburg, Idaho 83440 I MONOMER= Type -Fb psi Fv psi j E psi � �' STEEL 24000. 14400129000000 I � LVL 2600 285.. 1900000i LSL 17001 400 1300000 PARALM 29001 290000000 GLB 2400 1901 1800000 DF1350.. 85 1600000 Beam 39 Main Floor Deck Joist —T Type IFb psi Tv P' -'—Si E psi DF 1350 85 1600000 Span = 7 ft Tributary Area 2, ft Loads . ............................. . . . . . . . . Snow -___ . Live Load Dead Load Moment L 0 psf 60 psf 15 psf Point Load lbs Uniform Load = 0 lbs/ft — � 120 lbs/ft 30 Ibs/ft-- Live Load Moment = I 735 Ib -ft = 8820 Ib -in Dead Load Moment 184 lb -ft - ------------ 2205 lb -in Section Modulus Required—" 8. 17 1'1n 3 Section Width1.5 — — --- — i n. — fi Section Depth 725 in Section Modulus Provided 13.1 Moment of nerdia Provided = — --A 7' tzin3 ' Deflection ', Live Load 0.09 in. L/360 0.23 in. OK Dead Load = -� 0.02 in. Total=0.11 in. U240 0.35 in. 10K Horizontal ShearL� fV --L-- 72 psi OK —� — FV 85 psi (Allowable ! _Reaction 525 lbs Use 1 1.5 x 7E25 DF - --1 -- - 8/15/2007 Design Intelligence, LLC 103Erikson Dr. 7 Rexburg, Idaho 83440 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO ype Fb psi Fv psi E psi 14400 STEEL 24000 2900-0000' LVL 2600 2851 1900- 000 LSL 1700400 1300000 PARALM 29001 290 2000---- 000, �- GL8 2400' 190 1800000 DF1350, 85 1600000 — � - Beam 40 Main Floor Deck Joist Carrier TypeFb psi 'Fv psi -E psi DF 1350 85 1600000 L i Span = 9 ft Irso: a% aft jr A t.d- A Moment .,— Live Load omenta__ 24301Ib-ft291in r 60; lb Dead Lo ad Moment 608 lb -ft 7290'lb-in Section Modulus Required = � 27.00,1'n3 T- I Section Width 3� ----� in. Section Depth 925 in. Section Modulus Provided 42.8 in3 Moment of Ineritia Provided = � 1g7_g in4 Deflection _ _ _ Live Load=L 0.11 in. 1-/3(30 Dead Load -' 0. 03 j i n. Total = -� 4].14 ire. L/240 Horizontal Shear � - � . fV 73 psi --- FV - --.OK 'Allowabi psi _. e Use U. %-.) V - - - - - - - - - - - - - 45 !in. Reaction 3 Page S'! n 10K OK —,� 9925 i pF 135011bs 8115112007 Design Intelligence, LLC 1037 Enksan Dr. Rexbur ,Idaho 83440 Type Fb psi Fv psi HARRISON RESIDENCE REXgURG; MADISON COUNTY, IDAHO E psi I STEEL 24000 14400129000000 LVL 2600 2851 1900000 LSL 17001 400 1300000: PARALM2900290; 2000000 i , 2400 i190, 18000001 DFB 1350 85 16000001 ..Beam 41 Main Floor Deck Joist Carrier Type Fb psi V psi- E psi DF 1350 85 1600000' Span 13 Tributary Area = 3 Loa -ds 9 U ft jPointLoadl= ---_ z)tnow 0 psq I — Live Load 60 IDSf Uniform Load Dead Load_ 15-psf--. _ ` -- Moment ��—._—. __ _._ _ _. ._ _., — Live Load Moment =� Dead Load Moment 3803 lb -ft 951, ' lb -ft ..... .. lbs 0 lbs/ft -180 lbs/ft 45 lbs/ft _45630�1 b -i n 1 14, 8 Ib -ire � � - ---..._�_. section Modulus Required - --_—.. �—�._. - ------- ...—. .� 42.25 in3 _ _ — — � .. _ � _`,.--- Seetion Width 3" _- _ - - ! .--- sectio,n Depth 9.25 n. Section Modulus Pr�vid�d -qz-b! inj Mo� �- - ment of ineritia Provided 197.9 jn4 Deflection � -- Live Load -Dead Load - Total Horizontai Shear . .......... FV = I 1 85 J --------------- 0.3�in. L/360 Or43 in. 10K 0.09 jin. = : 0.46 •in. U240 0.65 in. OK Psi -IOK .10 Allowable psi fi Reaction Use 3 x 9.25 '1 DF 1462.5 1 lbs 8/15/2007 Design Intelligence, LLC 1X37 brikson Dr. HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO 8/15/2007 Design Intelligence, LLC HARRISON RESIDENCE 103 Erikson Dr. REXBURG, MADISON COUNTY, IDAHO Rexburg, Idaho 83440 Type_ Fb psi jFv psiiE psi _� STEEL 24000. 144001!290000001 LVL 2600 285: 19000001 LSL_ 1700 400L1300000, PARALM 2900 29T, 2000000' GLB i 24001 __ 1190 1800000 DF 13501- — �— 85, 1600000. Beam 43Header-- Type I Fb psi 'Fv psi psi LVL 2600 285 1900000 Span Tributary Area - Loads Point Load = 2640Ibs 701Ibs/ft 80 lbs/ft � — 306s/ft I—UCIU IVIUF I It -,a[ I L 1 t3tl ID—TE = 45225; lb -in Dead Load Moment 941 Ib -ft 11251Ib-in Section Modulus Required 17-83 in3 Section Width in. Section Depth = 1,11.875, in, Section Modulus Provided = 41.1 in3 Moment of Ineritia Provided - 244.2 in4 Deflection!_ � —' Live Load 0.03 - in. L1360 0.17 Dead Load i 0.00 lin. Total= in. L/240 0.25 Horizontal Shear - � , in, -OK in. rK FV = 327.675 'psi Allowable Reaction 1.75 X 11.875 'LVL Use 9� 17701Ibs 8115/2007 Design Intelligence, LLC 1031' Erikson Dr. Rexburg, Idaho 83440 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO I �!Ype psi IFvpsi IE psi STEEL LVL LSL PARALM r-71 R 24000 1440 0129000000 2600T_ 2851 190_0__000-'__'__ i 1700 400 1300000 �_ 2900!, 290, 20000001 OAOr)j W 10UUUUU:; U DF 1350-- 85- -1600000 -- - � - Girder #8 For Reaction Only � - - - - --- L- - - Type Fb psi Fv psi 1E psi - _- - L ... _. - LVL 2600 285 1900000 - - - - -- San-_ - � p 17 ft � - - - � __ - !. Tributary Area = 4 ft T --- Loads � - - - ----..-...Point Load - 4590Ibs Snow 35 psf Uniform Load - 140,Ibs/ft lbs ---/ft Live Load 0. psf --I - Dead Load psf -------------0� 60Ibs/ft _ � Moment - � - - - - Live Load Moment� -- 24565 lb -ft 294780 lb -in 8 --...__ ._ � 26010in Dead Load Moment - 216 lb -ft � - ;; � -� ._ Section Modulus Req uired _ -- - _ ~123.38 in3 Section Width =- - � - � 3.5 in. Section Depth = 11.875 in. - �---�---- Section Modulus Provided = -- Moment of Ineritia Provided Deflection � t Live Load 1.16 in. ---'- Dead Load = Total _�- Horizontal Shear fv = I 1 44 FV_ 327.75 0.12 lin. 1.28 a�.s � M3 488.4 in4 NG L/360 0.57 i 'in. NG in. U240 0.85 in. NG OK Allowable Reac-�--_ tion = � 3995 lbs 1 Use 3.5 x =6�111.875 1 LVL Page 55 8/1 5/2007 A Design Intelligence, LLC 103? Erikson Dr. RexbuM., id@ho 83440 Type 'F b PS! 'Fv psi HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi STEEL 240001 14400 2900000__0 LVL 2600' 2851 1go 00001 LSL - 170 400 13,000001, PARALM 2900 290, 2000000 GLB - 2400 190-1800000+ D F _ _ 1350, 160000+- 85; Girder #9 For Reaction Only Type Fb psi Fv psi t—ps I- LVL 2600 285 1900000 Span = � - 17 ft... Tributary, Area = 12 ft Point L02d 3995 lbs Snow 35-PSf Uniform Load = 42 0 1 bs/ft Live Load 0 psf � 0.1 Ibs/ft ead Load 15 psfj— . . 180 lbs/ft Moment Live Load Moment 32151 Ib -ft 385815 Ib -fn ' Dead Load Moment - 6503 Ib -ft 78030lb in —� Section Modulus Required -- -- i I 178.40 [jn3 i �— Section Width = 3.5 in. Section Depth = 11.875 in. Section Modulus Providedg23 in3. Moment of Inentia Provided = 488.4 in4 Deflecti-'— on Live Load U360 0.57 Dead Load + 0.36 in. � Total- __�__1.98 in. L/240 0.85 ri. NG NG IM --r- - :-1 Horizontal Shear fV = 256 psi OK __ FVow 327.75 psi Allable Reaction = 7pg7-5 b .Use X 11.875 VL Page 56 8/15/2007 Design Intelligence, LLC 10327 Eiikson Dr. Rexburg, Idaho 83440 Type Fb psi _Fv psi HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO E psi STEEL � I44?0q000000.- : LVL 26000 2851 1900000�� LSL -- 1700 400 1-3000 ', PARALM 2900 290 200000 V'LB 9d11�-- 1o() I ai—)n- UVU DF 1350 _ T — _ __ 851 1600000, Girder #10 For Rea'c'ti- on Onl y Type FbpsipS�E I Fv psi j i' Moment Live Load Moment -- 1 418 1 lb -ft Dead LoadMoment = ' � 608 Obft Sect'lon Modulus. Required Section Width _ - .-. 3.5 in. Section Depth =- - -- 11.875 in. —. Section Modulus Provided Moment of lneritia ProWided 1P Deflection Live Load = j 0.02 in. Dead Load = Total = Horizontal Shear 0.01 in. 0.03 in. fV 32 7Psi FV 327.75rpsi FL 170101b -in 72901b -in 9.351 in3 82.3; in3 -1-01K 488.4 i inq U360 0.30 in. fiOK L/240 0.45 in. OK Allowable Reaction 900 lbs Use 3.5 X 11.875 LVL Page 57 V 8/15/2007 Design Intelligence,, LLC 103 i' Erikson Dr. Rexburg, Idaho 83440 Type Fb psi Fv psi' HARRISON RESIDENCE REXBURG 3 MADISON COUNTY, IDAHO E psi STEEL 240001 14400 290000-0.-.'- 0 i LVL 1 2600 LSL 1700 2851 400 1300000 PARALM 2900 290 2000000�� GLB 2400— 190 1800000, D F I 1350 85, 1600000. F Girder #11 For Reaction Only i T LUdu -- �- ; - Point Load SC10W -- - ,SFJ Ps f Live Load. 0 PSf__ -� Dead load 15:. Psf Moment Live Load_Mament =— ---- X938 ib-�k Dead _load Moment 1688 lb -ft i Section Modulus Required Section - _ 3,5 in. Section Dep#h= 11.875 in._.. Sect�onModulus Provided = Moment oflneritia Provided Deflection Uniform Load 82.31 in3 488.4, in4 472501 Ib -in = 20250 1 1b -in 25.96 1 in3 ,Live Load = 0 .17 in. L/360 + 0.50 Dead Load = 0.07 in.- - -------------- - Total = _ 0.25 in. U240 0..75 n. Horizontal- -1 — — fV = 54 psi pK FV = 327.75!. psi Allowable � _=11 3.5 1'Reaction 9= a tbs 140lbs/ft 0 Ibs/ft 6 0 1—bs/ft OK OK x 71.875 1 LVL 1500 , lbs 8/15/2007 Design Intelligence, LLC 1037 Erikson Dr. Rexburg, -Idaho 83440 T.Y_pe. Fb Psi Fv HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO i j E psi ' I STEEL 24000 14400;29000000 LVL 2600: 2�850000ont LSL 11700m 400j 13000001 PARALM2900 _-- 90. GLB 24001 19 18000001. DF 1350'1 85. 1600000!. Beam 44 'Header I �—�— Type Fb psi Fv psi E i PSI Loads Snow Live Laad Dead Load Moment Live Load Moment Dead Load Moment 35 psf 40 psf 15 psf Section Modulus Required � r Point Load 5750Jbs Uniform _ _ � Load 70 lbs/ft 80 Ilbs/ft 30, lbs/ft ----------- 4481 lb -ft 53775 lb -in 3411b -ft - = 405 lb -in Section Width 3.5 in. Section Depth 7.25 in. section Modulus Provided ..=_ � �_ 30.71in3 moment of Inerifia Provided = I_,.`- �in4 Deflection Live Load _. _._. 0.03 in. Dead Load Total = 0.00 lin. O.03 ion. L/360 I 0.10 L/240 Horizontal Shear ---— --!— - fV 1.8c) _. —"Psi �K ._ FV 327.75 psi Allowable --- - Use 345 0.15 Reaction Page 59 x in. in. 7.25 �901 LVL 31451lbs ^ --y 8/15120ut Design Intelligence, LLC 103,` Erikson Dr. Rexburg, Idaho 83440 .Foundation Design Allowable Bearing Capacity ... Snow Load _ ___ Innr I kr HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO 1500 psf Max Roof Span MEMO Max Floor Span 35.psf- Wall Height= 40 psf 1 Stam Wall Height 15 psfStem Wall Width 15 psf -.-._- _ 111 e%"-7 8/1 /2U I 1 28 v C3 30 Wall Dead Load - �_ Roof Dead ._.... , -- Load' Brick ❑eadLoad_ Floor Dead Load HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO 1500 psf Max Roof Span MEMO Max Floor Span 35.psf- Wall Height= 40 psf 1 Stam Wall Height 15 psfStem Wall Width 15 psf -.-._- _ 111 e%"-7 8/1 /2U I 1 28 ft 30 ft 18ft 8 in. 0 psf 15 psf i -.� - ... - -- -- Exterior Bearing Walls_ -FR -1 Proposed Footing1 UU1 iludus700 lbs/ft ii Floor Loads825�l@ �ft ---F lbs/ L---- WaIlLoad-- -- + - ---._�_ 270 lbs/ft �-- Stem Wall Load- � -- 900, Ibslft - ', -- Footing Load - � - -- � 2T50rbs/ft-- 2g45�Ibs/{�Total'Bearing Pressure Reinforcing Requirements -T Min Reinforcing' ..--.. Factors Footing 0.002' Stem Wall Vertical 0.0012 Horizontal 0.0021 Pouting �` __. -- Continuous_j___ Reinforcing Count-- .Stem,.Wallj� Continuous Reinforcing Count Vertical -Reinforcing Spacing- Reinforcing Bar Page 60 mI `1F4 psf Design Intell- igence, LLC 1037 Erikson Dr. I i Re?burg, Idaho 83440 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO Foundation Design I Allowable Bearing g Capacity i15000 1 psf Max Roof Snan snow Load _ --- _ , Floor Live Load Wall Dead Load Roof Dead Load Brick Dead L Floor Dead Load -- -- -- - -- . � __ , Max Floor"-M14r Span .. ­__­­ ._ _ 35 psf -- - Wall MAinhf = _. _ - Interior Bearing Walls,.. -F-2 Roof Loads F�16 or Loads Wall Laad -§—tem Wall Load Footing Load Total �-- � . 0 Ibs/ft 7710 lbs/ft 22770 lbs/ft 900 lbs/ft 188Ibs%ft�_ - - - 21281Ibs/ft Reinforcing R equirements Klin Reinforcing Factors Footing - = 0.0021 Stem Wa(( 0.00121 __ _ ' Horizontal Q. 002 Footing ���-- - �` Continuous Reinforcing Count W�l� Stem� I Continuous Reinforcing Count Vertical - Reinfarcing Spacing t_.__ - ___ Propos,ed Footing Width Depth Bearing Pressure - — Reinforcing Bar -- Page 61 2 bars 29 bars 18 in. 8/15/2007 opt 2,8 ft 18 ft 9 ft 8 in. 1418�psf #4 0:2: in*in OK Design Intelligence, LLC 1031' Erikson Drive Rexbur , Idaho 83440 Spread Footing Am HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO ign Values A110wable Sail fearing Pressure = -� - - -�- 1500 psf -- .—.Alin ,Reinforcing Factor n nnn 8/15/2007 Footing ® F3 -Description_ Vertical Moment I A 1;.J L L_ 110 [)Gf Reinforcing for Long' -Direction -- 'Use � 2� ft. Wide X 'Calculated Minimum Reinforcing Reber Size � —_ -- �#4 Area Use -- -- � 3 Reinforcing for Short Direc tion Use 2 Calculated IReinforcing Rebar Size = 1#4 ,Area. Use 3 12 12 _1480 Ibs 0.0000' lin. Deep Footing -' -- 0.5761 in*in 0.2 1 in*in 9. 00 iin O.C. in. Deep Footing-- x.576 i in In . Win 9.'in. O.C. Design Intelligence, LLC 103? Erikson DriveREXBURG, HARRISON RESIDENCE Rpyhj i irink o MADISON COUNTY, IDAHO Spread Footing Design Values Allowable Soil Bearing Pressure -T Ain Reinforcing Factor= Concrete Strength @ 28 da Steel Reinforcing (fy) � Footing - F4 ___ Description Vertical Moment 1500 psf 0.002 2500 P S'l 60000 psi Loads --- 7702.5Ibs a L - ft -lbs L =Length�J -----I 2J5'ft soil Wt B Width --- 2.75 I L Thickness 1--- ft Soil Depth_ 2 -ft Weight— _ . V 1 10500.63 lbs e = MN - �— Qmax V/RI (I�.�on I -- 110 pcf r---' - - - - . - 2798.1251 lbs 1 psf Qmm=BL(1-6e/L) = sf ,_ 1389 p Reinforcing for Long Direction, � - L - !Use -� 2-75 !ft. Wide X 12 in, Deep Footing —1culated minimum Reinforcing �--- � I_ 0.792 in'in -- - -R--�— ebar Size 1#4(Area............................... 7-- 0.2 Win Use �_ 4 #� Reinforcing for Short D irectivn Ilse 215 ffi, Wide X 1 Calculated 6V'linimurnReinforcing IlRebarSize= #4 I Area 4 1 #4 Page 63 9.00in o. C. 12 ----------- in. Deep Footing 0.792 Win 10 9000 lin. O.C. 8!15!2007 .14 Design Intelligence, LLC HARRISON RESIDENCE 1037 Erikson Drive REXBURG, MADISON COUNTY, IDAHO Rexbur,ldaho 83440 Spread, Footing Design Values — -_T - - Allowable Soil Bearin9_Pressure =-- IMin Reinforcing I- - -- -- - -act Concrete Strength @ 28 days Is SteelReinforcing (fy)_ Footing - FS � _ Description Loads I I Vertica! 99851bs L =Length 3" ft _ ' B =Width _ 3 ft Thickness 1 ft Soil Depth 2 ft FV _= __ _ 13315Ibls Qmax = V/BL(1+6e/L) 1479 __ _I'Qmin Reinforcing f Use 8/95/2Q07 2500 psi 60,000 psi 'Moment - - _ _ _ 0 - Soil wt 11VeiQht e = M/v ft -lbs F 110 pcf 3330 1 lbs .01.0000 Dee--_ p Fov#ing Calculated Minimum Reinforcing = _. �_ _.:�, � -- D.864 in1n Rebar Size=t#47— — Area��-= 0.21 in*jn I ---�� Use Reinforcing for Shor# Direction - --- - _____ __ � 5 X Use ;'ft. iNide3'in. Deep Footing 12: fcar�ir�g calculated Minimum' Rein,- Y �-- 0.$64, F—riw— in Rebar Size -�.- Area = _------ __ _ _ - 0.2 in*in lyse Design Intelligence, LLC 037 Erikson Drive Rexburg, Idaho 8344Q HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO preaci tooting Design Values i �►��vwame z:iaH Bearing Pressure = __ 1500 r)sf Min Rein forcing Factor—= Concrete Strength @ 28 days... i Steel Reinforcing (fy) Footing - F6 —i – Description 8/15/2007 Vertical –_- f Moment �---. max V/B L(I +6e/L) Qmin V/BL(I-6e/L) 1382 1382 Psf Psf Reinforcmng for Long Direction 3.5 ; ft. Wide X � 2 - !i ^. .. �n. deep Footing Calculated Minimum-4—Reim g� 1.08 in*. �n Rebar Size i Brea Use #4 Reinforcing for Shur# Direction _-- -- --- _, 3 5 ft. Wide X � Use ' Calculated .Minimum ReInfordng d Rebar Size= #4 Area = Use 0 - 2f ri n *—'in 70r20 i in 0. C. 12 -------- in, Deep Footing 1.0081in*in 0.2 � in*in 710 in. O.C. Design Intelligence, LLC 103-1" Erikson Drive Rexburg, Idaho 83440_ HARRISON RESIDENCE REXBURG,, MADISON COUNTY, IDAHO bpreaciFooti ng Design Values AuawabSe Soil Bearing Pressure _. Min Reinfor cing Factor Concrete strength @ 28 days Steel Reinforcing (f''y) Footing - F7—.----��_-- I Description Vertiii Loads 8/15/2007 Moment 20830.5 lbs 0. ft -lbs V = 26033.63 Ibs — _ e = M/V _ - 0.0000 -_ I Qmax=V/BL(1 +6e/L)=. I 1851 Psf L— _ _ Qmin = V/BL(I-6e/L'--,--.' i 1851Psf� F- Reinforcin-----"- g ---- _ _ for Long Direction Usej 3.75 Wide Calculated Minimum Re"nforcing �. 1:�6--ba' r Size - :Area Use6 Rei nforcing for Short Direction - --- --use 3.75 Wide X — — Calculated Minimum Reinforcing Rebar size = � ---- —. #4 Area ,.Use � --- s � Z in. deep Footing 4 1.08'in*in 0.2. n in 708OTin O.C. 12 in. Deep Footing 1.0.8Tin*in *in—' -- 0.2 1 lw*i 7w8010. O.C. oy Design Intelligence, LLC HARRISON RESIDENCE'1037 Erikson Drive REXBURG, MADISON Rexbur ,Idaho 83440 COUNTY, IDAHO � -Spread Footn_g Design Values Allowable Soy! 8earing Pressure --- - Min Reinforcing Factor = _. _ � �_..Concrete Strength @ 28 days ------ - - - - l �SteeReinforcing_(fy} Footing F8 9escription Vertical Moment Load's 8/15/2007 — - — �— _ __.� Thickness I L ft moil Depth —J� — 2 ­ft __ --- Weight IV-1227011bs —--- e=MN Qmax V/BL(1+6e/L) = 1363 psf -- --- Qmin = V/BL(1-6e/L) — — ----------------- 1363 psf 333�f Ibs -- - - Reinforcing for Long DirectionT'��I`- [Use 3ft. Wide X 1�-- - -- -� � �.� — -- ��� _ 12 A n. Deep Footing __ (Calculated Minimum Reinforcing = —' — -�-- __ � _ 1 ______0.864(in*in Rebar Size = _ -- -- -- — _ .._ _._ �� — Area 0.2i'inn5 n Use # 4 �-��- 7.501in O.C. I ---- Reinforcin for Short Direction Use 3 3 ft. WideX ri___ 'Calculated M- inimum Reinforcing Rebar Size #4 _.T _� Use _ -- _ _ I� - _� P rooting x.864 ' in*in — _ � . - .. c Are a = _ 0.2 fn*in - -- #4� 0. C --- 7.5D in. T i- - Design Irtielligence, LLC 1 037 Erikson Drive Rexbur , Idaho 83440 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO spread Footing Design Values --- 'Allowable Soil geang Pressure -- - _ _ _ — ._. 'Min Reinforcing Factor = I `�.�_ --�� � __ — __ —. Footing Concrete Strength @ 28 days -Steel Reinforcing (fy) _ — —F9� 1 Description Yertical V = 28825Ibs Qmax = V/BL(1+6e/L) = 3203 �Qmin = V%BL(1-6e/L) = 3203 Reinforcing for Long Direction Use 3 Ift. Wide X Calculated`_ Minimum Reinforcing Reba ---r Size = - '—iUse M Area Mom r— - __ ---.: I Soil wt Weight e = MN psf Psf Reinforcing for Short Direction Use_ Calculated Minimu K, ft. Wide X M Reinforcing = a _f�e__bar Size #4 Use 0 8/15/20-07 1500 psf 2500 psi 60000 I Psi ft -lbs '10, pcf 0.0000 -12 IPA Dee Footing 0.864, h1n 0.2 41n*in 7.50 in 0. cT 12 in. Deep Footin- �__a_ _ —._9 —� _._ 0.864, in 0.2 Win r0 .5 in. 0.c. Design Intelligence, LSC 143! Erikson Dr. RexbuM, Idaho 8344Q HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO 'Shear Wall Analysis = Rear Wall #1 &#2 Tributary width*. Area at Mid Height of Wall = UUi nd Forge — _�__ 95 `ft^2 20go1bs J A -r -f 4-4 F J Jj I V W C211 kLij ivim nej9ni 261 J,, .Provide1/211rated sheath __in with d nails t 11 � 11 _ _� panel. "leddes and 1 ,:. in tfield.require, fired. - _., _ y __. . . I Long Wal! Length Short Wall Lenath Wall Dead Load 15[ ft Oft (includes snowy Height IengthLoad ___ 14� 38 . Seismic Force----'—' Iid He ight—o'f Wali ■ %,A, NO W i 1 Rho %JF I_ Weight 15. 3__. 9901bs Shear Wall Le ngth g ft ��-- _Shear perft in Wall@ Mid Height L 11 8 lbs/ft 10K Provide 112" AP—A'.— rated sheathing with 8d nails at 4'° o.c. at panel. edges and 12;° o.c. in the field. Blacking is required.� — -- - f 9� 8/15/2007 Design Intelligence, LLC 1 03 1- Erikson Dr. Rexburg, Idaho 83440 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO Shear Wall Analysis -Interior Wall #3 Wind Load = -' i — - - - .Roof Height Wall Height = �-- 22 psf 15ft 8R Tributary W = � Area at Mid Height— of Wall Wind Force —� - 23 ft 437 i ftA 2 9614' Ibs Shear/ft inWall� @Mid Height _ � _ _ 234 1 ,' Prc��ide 112" - -� �-- APA rated s--he—athin TO .— in ' 9 with 8dnai Is at 4pit O.C. at panel edges and 12 O.C. the field. Blocking is required, -Shear Wall Analysis -Interior Wall #4 T wind Load = — — - — } - � _ _ 22 psf- Roof Height Wall Height Tributary Width Area at Mid Height of Wall Wind Force = 37 ft 703 j ft^2 j — i_..._ 154661Ibs Shear Wall Length I —-----._� — _� 41 ft Shear/ft in Wall- @Mid Height 377' lbs/ft --------- ---- Provide 1/2111 APA rated sheathing w—* edges and 72" with 8d nails at 411 ox. at panel ox. in the Blockin---g . required. 8/1 5/2007 Design Intelligence, LLC 103-t7 Erikson Dr. RexburgIdaho 83440. HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO shear Wall Analysis -Interior Wall #5 Wind Load = - - — Roof Height Wall -Height Tributary Width Area at Mid Height of Wall Wind Force = Shear, Wall- Length Shear/ft In Wall --'-'-- @Mid Height 2& ft 380 1 ft^2 28 ft 299 1 lbs/ft I Provide 1/21'APA ad she a-t-h-i-n-gi I - 11 1 1 with 8nails at 4- 61c. at panel' .edges and 12 O.Cr. inre f iefd. Block ing d is rqured. . . . . . .......................... ------------ --------------- Shear Wall Analysis -Interior Wall #6 wind Load - - _ - — i-- _. __ 22 p sf Roof Height Wall Height Tribute e �_ VVICIM = I Area at Mid Height of Wall Wind Force = Shear Wall Length _ _- Shear/i�Wall @,Mid Height 64 ft 267521 Ibs 34711bs/ft Provide 1/2" APA rated sheat d 1211 ox. in the ng with 8d nails at 41@ ox. at panel edgps an Bloc -king js required. Page 71 8/15/2007 Design Intelligence, LLC 1037.=r' L� on Dr - Rexburg, Idaho 83440 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO 81112007 Page 72 Design Intelligence, LL 1037 -Erikson Dir. RexbiA,rg, Idaho 83440 HARRISON RESIDENCE REXBURG, MADISON COUNTY, Page 73 Design Intelligence, ALL -103TErj.-�son Dr. Rexburg, burg, Idaho 83440 HARRISON RESIDENCE REXBURG, MADISON COUNTY, IDAHO 911512007 Fags 74 e7 .f - Tj-5e m � erja[ I umber: 700300741 User= 2 8/15/2007 3:11:07 P Roof Rafters 11 7/8" Tj 1@ 2 10 @ 24" o/c Page 1 Engine Version: 5.25.7f THIS PPr)n"rkT nAc�T�- � s 0 vK tA�ttu5 THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Membar Slope: 104 2 Roof Slope70M 2 F___"_ 0 ver all Oime nsion: 19' LJ All dimensions are horizontal'. fif� 25 Product Diagram is Conceptual. AnalysisAnalysi's is for a Joist Member. Primary L02d Group - Snow .pf : 35.0 Live at 10,C) % duration, 15.0 Dead SUPPORTS: Input Bearing Verficaf Reactions (lbs) Detail ther Width Length Livel De d/U P I i i otaI 1 Ply 11 7/8'p TJ 10 210 Blocking 1 Ply 11 / TJ le 210 -See TJ SPECIFIER'S BUILDERS GUILE for detalf(s): R1 Blocking CEI! CONTROLS: Thr(Ibs) Maximum Design Control Control Location -923 888 655 Passed ) Lt. rid a n 1 u rider 'ertr� I �ti�n l � � nLTE NATE a l d i 980 Passed% "n Moment � - � B a r `1 under� noALTERNATE t LIQ) 3692 3692 3620 S anI r Lire Load Dell (in) (in) 0,7 D Span 1 under Snow p5 � .� ALTERNATETE span loading Total Load Del 1.1 Ped L MID n 1 under now ALTERNATE span loading -Deflection Criteria.,STANDARDTL:L/1 * punder Snow ALTERNATE span loading assed (LI223) MID -Permanent bracing t third points in the back pan or a directapplied ilia �� t� literature detail(PB �1 forclarification. entire back span length i required for i , _�" right cantilever., r� - ri nLu ): All compression edges (top and bottom) must be breed at ' 1'' o unless detailed t� r i Properattachment n� ���tilateral bracing i required to achieve member nir g of -The load conditions Considered in this design analysis include aItrnt mk�rompression edge. attrr� loading. -lire assumes adequate continuous Inter ADDITIONAL NOTES, -l.l'P,TJTw The analysis presented is Output from software developed supplier TruJoist (TJ). TJ warrants theSizing f fR fidheir will accomplished in accordancewith TJ product design criteria and code ted design values. if�rpt �a�nd stated dimensions h been provided the software u r. This Output has nt �n reviewed � TJ int. ion, input design loads, , t 11 productsr readilyrlblCheck with your r TJ thi cal -T1-,I� IL1� .FF TI�"� �T FSC �rntifor product aili1i - PRODUCTS l L I PRODUCT T L TIT TI Ilwal tr Din tl�l i iC� THIS ANALYSIS. was used for Building Code UBC analyzing the T -(I'ir�i�� �t Ir�tJ� _(Overall horizontal � J Distribution product listed above, r�t� Ir�th �.� � �� PROJECT 1NFO TI Harrison Residence Rexburg, Idaho COPright 0 2006 by Trus joist, Weyerhaeus-e_tr Susin TJX ` and 7J-Eeaml�' are registered trademarks of Trus e-1 JO1st' , Fro'" and Ti -prow are tz ademarks Of ilius Joist' OPERATOR INFORMATION; GOtt Spaulding Design Intelligence, LL 1037 Erikson Drive Rexburg, iD 83440 Phone - 208-359-1401 Fax . 208-359-0740 designintel@rns1-1.com A W.:V "ha1 F BUS111CISS TJ- parr 6.25 Serial NLimber: 700300741 User: 2 8/1512007 3:11:08 P Roof RafteTS 11 7/8" TJ 1@ 210 @ 2411 o/c Paget Engine venion:s.zs» THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND GOADS LISTED Load Group: Primary Load Group max. Vertical t' Ion Total Max. Vertical Rea do Live Selected Bearing Length (in) Max. Unbraced Length (in) 161 . 7 1a77-5 ,.rr ( Ib -1) 592 i.7 (W) Loading on all spans r L F Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) SUPPOrt Reaction (lbs) ment (Ft -Lbs) Loading n all spans, f LDF = 1,00 { Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (-Ibs) Support Reaction (lbs) ) Moment (Ft -Lbs) Live Def le tionI' in) Total Deflection (in) ALTERNATE span loading on odd. # ears at Support U b ) Max Shear at support Ubs Member Reaction ( Ib ) UPPort Reaction Ubs ) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on even # Shear at Support (Ib s ) MaxShear at Support (lbs) Ferber React 4on Ib urtReact-Ion ( Ib) Moment (FtiL) Live Deflection (z) Total Deflection (in) PROJECT I F F TION.H rri n Residence Rexburg, Idah 0.90 316 320 320 328 37 1. 1308 1 .0 Dead, 883 892 893 915 spans, 8-97 920 -5 0.737 1.149 LF° 888 B-97 1157 742 - () 104 104 Dead -313 8 --330 84 414 414 -0 0 1 _ 0 Floor -875 218 _923 234 1157 115 -251 .0 1-00 1.0 --870 148 -918 159 1077 1077 692 170 0.752 1-14 + I.0 Snow -0-277 -0.431 Dead + 1.0 Floor + 1.0 Snow I -0.288 -0.442 spans, LIEF — 1.00 1.0 Dead 595 -599 218 601 -631 234 601 865 617 865 2441 -251 0.354 -1 0.765 -+282 Copyr-ight -) 2006 by Trus Joist T-jll�l and TJ-Beam'D TJ-Beam'are registered tradernaii k8 of Trus - a -I J0Y5t�j Pro aEd TJ-Vr07" are trade a k5 Of Trus Joist, + 1} Floor + 1.0 Snow OPERATOR INFORMATION: SCOtt Spaulding Design Int iii n r LLC 1 037 Erikson Drive Rexburg! ID 83440 Phone: 208-359.1461 Fax :208-359-x740