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Home My WebLink AboutENGINEERING CALCS - 03-00083 - 425 & 427 Stegelmeier Ln - New TwinhomeDesign Intelligence, LLC EngineenHg Calculatioi-is Summary Date: November 3, 2003 Subject,: McDougal Duplex, Rexburg, Idaho Customer: Ray McDougal A.bsiract This analyst's uses the Design Criteria required by the local jurisdiction and the SBC 20Q0 as the basis for the calculations_ Materials:, Dz`mensional Lumber — NDS 1997 design values Concrete.- ZSOQ psi @ 28 days Reinfarciz�g steel - #4 and smaller Grade 40, #S and larger Grade 60 Assumptions: IBC 2000 — Foundations designed for Max erg Pressure of 1500 psf increased for depth 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 — 0.9 Wind = 90 iph, Exposure 1d Exposure Seismic Design Category -- D 1 Seim* Use Group - 1 References: IBC,2000 Customer Drawings TrusJoist MacMillian Design Guides Summary: All beam sizes and footing sizes ars noted on the drawings, These lcul ti ns and included details are for this location and customer only andnot to be reused in any manner without the written Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Design Parameters Snow Load: Snow Loads N Vvlllu 35 psf Run 12 12 12 12 12 1-2 12 Design Wind Speed 90 mph Importance Factor � Exposure, � - _ - - g RAY MCDOUGAL REXBURG, IDAHO Reduction 0.0 psf 0.0 psf 2.5. psf Simplified Method Section 16Q9.6 Applicable loads are shown in bold letters-, 3.8 psf 5.1 psf 7.4 psf 9. 4 P _Sf Ho-rizontal Loads End Zone Interior bane Transverse Wall Roof Wall Raaf _ < 5:12 12.8 _ -6.78.5 -4 _ 5:12 -- _ 17.8 _ _ -4.7 11.9 -2.6 > 5:12 4.4 9.9 11.5 7.9..., Longitudinal 12.8 -6.7 , S.5 ` -4 Vertical Loads. .- --.,End Zane --- Interior Zone Transverse '1Nir�dward 'Leeward Windward�eeward _ Roofi ---- _Roof Roof Roof Use 35.0 35.0 32.5 31.2 29.9 27.6 25.6 psf psf P, f psf psf psf psf Winward Overhang � End Zone I Interior Zone <0:12 -15.41 -8.8 -10.7 -6.8' _21.6....- 16 .9'. 5:12 -15.4 -10J' -10.7 -8.1 .21.6 - 1fi.9�- - > 5:12 s.s 8.8 _ 4.8 -7.5 -5.1 -5.8� Longitudinal -15.4 -8.8 -10.7 -6.8 -21.6 -1 6.9 Maximum Horizontal Walt Loads- Transverse �- --__ gone 1 E ;4E < 5:12 9.8 -7.5 5:12 12.1 1' 4 7.2 -5.8 8.8i -7.5 9.1 Page 1 11/3/2003 Rise Roof Rifftch 3 Roof Pitch 4 Roof Pitch 6 Roof Pitch 7 Roof Pitch 8 Roof Pitch 10 Roof Pitch 12 Vvlllu 35 psf Run 12 12 12 12 12 1-2 12 Design Wind Speed 90 mph Importance Factor � Exposure, � - _ - - g RAY MCDOUGAL REXBURG, IDAHO Reduction 0.0 psf 0.0 psf 2.5. psf Simplified Method Section 16Q9.6 Applicable loads are shown in bold letters-, 3.8 psf 5.1 psf 7.4 psf 9. 4 P _Sf Ho-rizontal Loads End Zone Interior bane Transverse Wall Roof Wall Raaf _ < 5:12 12.8 _ -6.78.5 -4 _ 5:12 -- _ 17.8 _ _ -4.7 11.9 -2.6 > 5:12 4.4 9.9 11.5 7.9..., Longitudinal 12.8 -6.7 , S.5 ` -4 Vertical Loads. .- --.,End Zane --- Interior Zone Transverse '1Nir�dward 'Leeward Windward�eeward _ Roofi ---- _Roof Roof Roof Use 35.0 35.0 32.5 31.2 29.9 27.6 25.6 psf psf P, f psf psf psf psf Winward Overhang � End Zone I Interior Zone <0:12 -15.41 -8.8 -10.7 -6.8' _21.6....- 16 .9'. 5:12 -15.4 -10J' -10.7 -8.1 .21.6 - 1fi.9�- - > 5:12 s.s 8.8 _ 4.8 -7.5 -5.1 -5.8� Longitudinal -15.4 -8.8 -10.7 -6.8 -21.6 -1 6.9 Maximum Horizontal Walt Loads- Transverse �- --__ gone 1 E ;4E < 5:12 9.8 -7.5 5:12 12.1 1' 4 7.2 -5.8 8.8i -7.5 9.1 Page 1 11/3/2003 Design Intel))gence, SLC 3&85 W Hwy 33 Rexburg, -Idaho 83440 r. RAY MCDOUGAL REXBURG, IDAHO Longitudinal_- _ 9.8 -7.5 7.2 -5.8 Component and Cladding Design Wind Pressures - Table 1609.6.2.1(2) . ...... Roof �. Zone Area - < 5_1Y - - 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 50, 10 -13 7.-1 .10 -12.5. 12.5. -12.8 _ _ 1 100- -1 10!-13.3 10 -12.1 12.1 -12.1 2, 107 10 -24.4 10 -282 13.3 17 2 20 10 -21.8_ 10 -25.6 131 -1 6.3 2� 501 10 I ----18.4' 10; -22.1 12. 5' -15.3 2 10 0 10 -15.8_ 10 -19.5 12. 1 14.6 3 10 10. -36.8 10 -28.2 13.31 -17 3 201 101 -30.5 10 •25.6 13! -76.3 3 50, 10 -22.1 i 10: -22.112.5 -15.3 3 100- 10 -15.8 10 -19.5 12.1' -14.6-- Wall �- 4 10-- 14.6 -15.8 4 20 73.9 -15.1 41 5013 -14.3 4 100 12.41 - 13.-6 � - j- 5 101' 14.6 - 19.5 � + 5 20 13.9 -18.2,,- 5 50 13 -16.5 i 5 100, 12.4 -15.1 Roof Overhang Component and Cladding Design Win d Pressures - Table 1609.62.1(3) Zone ( Area < 5:12 5:72 >52 :12 2-101 -21 -27.2,-24.7 21 5 ' �-20.- _. -20.6,-27.21. - 24' 2 -20 . � -27.2 i 23 �Z 1001-19.8 - -272 � -22.2 3 10:1 -34.6 -4 57' - � -24.7 3I 20 -27.1 -40.5 _Zq -- 3'1 501 -17.3 -33.6 -23 3 100 -10 _28A -22.2 '1 �HeightAdjustrnent Coeffic'i'ent1609.6.2,1 4) and Page 2 11/3/2003 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Seismic RAY MCDOUGAL REXBURG, IDAHO Reference Code - !BC 2000 jValues far Ss, 31, Fa and Fv ____L_ arP taW - . . . ...........kp-r, 1615.1.2.(1) 1 615.1.2(2) 1615.1 1675.1 Fa � Fv Ss S1 from Code Contra! CQ using dip C-odew- 0.511 g 0.164 g Site Class A -Hard Rock 0.8 Site Class B - Dense Soil or Soft Rock � 1 Site Class C - Stiff Soil j 12 Site Class D - Soft Soil Site Class 1615. 1 .2 SMS = FaSs 1615.12 ;SMI FvS1 Desian Sll3ect.ral R�-qrs Ar_r_al i A_ B �C 0.40864. Q_ 51 a -- - -. 0. 13152-_ - 0.1644�- 1.32 0.61296 0.27948 i P11 �.a 1 7 2.03 D 0.674250 0.333732 1615.1.3 SIDS - 2/3*SMS-- 0..273789 0.342236 0.4106832 SDI 2/3*SMI 0.0881 18 0.1101481 0. 1872516 1616.2 Seismic Use Group '1616.3 Seismic Design Category-'- .Group I -Non-Essential _ 7able 1616.3(1) D c- --- - ^ - -- --. -. _Table 1616.3(2) _ D -- 0.451752 02236 OelsmIc rcespons� t;oetti��en# 1617.6 1617.6) Response Modificative Factor R = fi 1616.2 1604.5) Occupancy Importance Factor I Basic Fundamental Period Ct Steel Moment F<esisting Frame 0.035 Reinforced Concrete Moment Resisting Frame 0_03 All Other Building Systems 0.02 Building Ffeight �_. _. able 15] 7.4.2 Cu - 1.49 Approximate Fundamental Period --- Ta = Ct*hnA 314 = _ (}.Z8 sec Rigid Bldg - Site Class C D Cs = SDS/(R/1)0.0456- --------------- 0.0570 0.0684 Max Cs = SDI/(R/I)T = Min Cs = 0.044SDS*l = Design Seismic Response Coefficient 0.0120 0.0052 0,0151 Asm 0.0181 0.0753 0.0199 11/3/2003 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Site Glass CS 1617.4.1 Equ'v Lateral Force Method 1617.5.1 Simplified Approach RAY MCDOUGAL REXBURG, IDAHO iA .113 IC D 0.0120 0.0151 0.(1181 V = CSW V = 1.2*(SDS/R)*W Determine Method of Seismic Analysis Light framing Construction Criteria 230$.2.1 Building stories 2308.2.2 Bearing wall floor to floor height '2308.2..3-1 Average DL ; - 2348.2.3.2 Floor Lice loads 2308.2.3.3 Ground Snow load 2308.2.E Wind speed � --- ---� 2308.2.5 Truss Span 1 -s 15 40 35 0. 0241 W 0.09035 W Stories ft Psf psi Psf mph ft i 7 fi16.6.1 Simplified Analysis Requirements 1. Does Buifding meet light frame construc#ian criteria ? 2. Is building of any other construction with fl --exib e diaphragms at every lege! as defined in section 1602 _ ? Building may use Simplified Analysts Method ^� � 0.0199 YES YES YES YES YES YES YES YES 11/3/2003 01 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Type Fb psi Fv psi LVL 2600 GLB 2400 DF T 1300 Beam 1 Type LVL E psi 285 190-0000 1901 1800000 95 1900000 .)T-. Ridge Beam I Fb psi Fv psi I E psi 2600 285 1900000 Span = j - Tributary Area Loads L� Snow 35 psf Live Load 0 psi Dead_Laad 15 Rsf 13 ft Live Load Moment = A Ih-tr - RAY MCDOUGAL REXBURG, IDAHO Point Load 0 lbs uniToi-M Load = 385 lbs/ft T � 0 lbs/ft [11 OZI t Dead L oad Moment 3486: Ibft - 41828 lb -in Section Modulus Rp-niiinavi co':.. Section Width .. Section Depth 1.75 in. 14 in. Section Modulus Provided !Moment of fneritfa Provided Deflection Live Load 0.33 airy, Dead Load = Total = Horizontal Shear fV 219 psi FV 327.75 psi E�! in. in. 1 57.2. M3 40.0.2: in4 Allowable fuse 165 lbs/ft OK 0.43 in. ;OK 0.65 in. :OK Reaction 1_75 x Page 1 14 1 LVL 3575' lbs 11/3/2003 Design Intelligence, LLC 3685 W Hwy 33 RAY MCDOUGAL REXBURG, IDAHO Page 2 11/3/2003 Design Intel4gence, LLC 3685 W Hwy 33 r-,% - - A- i I I RAY MCDOUGAL REXBURG, IDAHO Page 3 1113/2003 Design Intelligence, LLC 3685 W Hwy 33 r"11% I I I I RAY MCDOUGAL REXBURG, IDAHO Page 4 11 /3/2003 Design Intelligence, LLC 3685 W Hwy 33 RAY MCDOUGAL REXBURG, IDAHO Page 5 11/3/2003 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Foundation Design p r Allowable Bearing Capacity L s r Snow Load .._ moor Live Loaa UVaEf Deed Load Roof Dead Lo -ad F Brick Dead Load i Floor Dead Load Exterior Bea Roof Loads Floor Loads Wall Load Stem Wall Load Footing Load Total Reinforcing Requirements RAY MCDOUGAL REXBURG, IDAHO w 1500 psf Max Roof Span = Max Floor Span = 35 psf 'Wall Height = 40 psfStem Wall Height _ 15 psf Stem Wall Width = 15 psf j 1 0 nsf 15 psf ring Walls Garage - F1 575' lbs/ft 577-511 bs/ft 135'lbs/ft 400 Ibs/ft 167 1 Ibs/ft 1854 1 lbs/ft Miry Reinforcing Factors Footing Stem Wadi Vertical Horizontal Footing 0.00 1z - 0.002 _f Proposed Footing Width � I Bearin-g rensur RelanforcingBar_... uonzinuous xeintoreing Lount I f 2 I bars Stem Wall. Continuous Reinforcing Count _ 4'bars Vertical - Reinforc€rig Sp -acing 18 in'. i' I I _ _ r i 11/3/2003 23 ft 21 ft 9 ft O ft 8 in. i 1391 psf j OK #4 0.2 item t Page 1 Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Foundation Design Allowabl�earing Capacity RAY MCDOUGAL REXBURG, IDAHO 1500 i psf Max Rovf Span _Max Floor Span b -n -OW Load 35 psf ;Wall Height Floor Live Load 13 40 psfStemWall Height Wall Dead Load Oft 15 8 psf Stem Wall Width Roof Dead Load 15 psf Brick Dead Load 0 psf Floor Dead Load 15 psf Exterior Bearing Walls. House F2 Proposed Footing Roof Loads 375 lbs/ft Width - Floor Loads 357.5 lbs/ft Depth Wall Load 135 Ibs/ft Stem Wall Load— 400. lbs/ft Footing Load 167 Ibs/ft Total 1434 lbs/ft Reinforcing Requirements Min Reinforcing Factors Footing 0.002 Stem Wall 'Vertical 0.0012 Horizontal 0.002 Footing Continuous Reinforcing Count Stem Wall' Continuous Reinforcing Count Vertical - Reinforcing Spacing Bearing Pressure = Reinforcing Bar 21 bars 4. bars 181 in. Page 2 11 /312003 1 6 in 10 in 1076 1I psf M 0.2 i*ire ft 15 13 ft 9 ft Oft 8 in. 1 6 in 10 in 1076 1I psf M 0.2 i*ire Design Intelligence, LLC 3685 W Hwy 33 Rexbura,jLho 83440 Foundation Design Allowable Bearing Capacity Snow Load --- Floor Live Load Wall Dead Load Roof Dead Load Brick Dead Load Floor Dead Load Interior Bearing Walls House RAY MCDOUGAL REXBURG, IDAHO 15 00 psf 35 psf 40 psf 15 psf 15 psf 0 psf 15 psf F3 Max Roof Span = Max Floor Span = Wall Height = Stem Wall Height = Stem Wall Width = in. 11/3/2003 32, ft 32 ft --- 9ft 4 ft 8 in. Proposed Footing Roof Loads � 80�D � Ibslft..._� � � Width 20 in _ Floor Leads 880 lbs/ft Depth 10 in Wall Load 135 Ibslft_ Stem Wall Load -- COQ lbs/ft Footing Load 20 18 bslft � Tota! 2423 lbs/ft- Bearing Pressure = Reinforcing Requirements Min Reinforcing Factors Footing. _._. 0.0021 ---iT - Stem Wall_: Vertical 0.0012 Horizontal 0.002 Fooling -� Continuous Reinforcing Count stem Wka=11 Continuous Reinforcing Count Vertical,- Reinforci_ng Spacing Reinforcing Bar 2 ,bars Page 3 4-1 -bars 18 in. r 14541 psf .0' D.2 in*in i s Design Intelligence, LLC 3685 W Hwy 33 Rexbu�,ldaho 834- Foundation Design Allowable Bearing Capacity Snow Load Floor Live Load Wall Dead Load Roof Dead Load Brick Dead Load Floor Dead Load RAY MCDOUGAL REXBURG, IDAHO 7 -rnn I n czf 35 psf 40 psf 15 psf 15: psf 0 psf 15 psf Interior Bearing Walls House - F4 Roof Loads 950 Ibs/ft Floor Loads. 1045- lbs/ft Wall Load 135 lbs/ft Stem Wall Load 400!Ibs/ft Footing Load 250 lbs/ft Total 2780 lbs/ft !Reinforcing -Requirements Min Reinforcing Factors Footing Stem Wall' --- Vertical Horizontal 1 11 0.0012 0.002 Footing Continuous Reinforcing Count r Stem Wall. _ _ .�_ . __ . - Continuaus Reinforcing Count Vertical - Reinforcinq Spacing [Max Roof Span Max Floor Span= Wall Height 'Stem Wall Height= Stem Wall Width Proposed Footing Width ---. Depth Bearing Pressure 1 390 1 psf Reinforcing Bar 6 liars 4 bars ..---- --- 1 8: in. Page 4 I M 111312003 38 ft 38 ft 9 ft 4 ft 8 in. n 24 'in -n 10 in 0.2 in*in Design Intelligence, LLC 3685 W Hwy 33 Rexburg, Idaho 83440 Spread Footing Design Values Allowable, Soil -Bearing Pres -sure Min Reinforcing Factor Concrete Strength @ 28 days Steel Reinforcing (fy) Footing F5 Description WB1 W B4 LLength B =Width 'Thickness v# Vertical 4000 lbs 5000 lbs 3 ft 3 ft '11 ft 103501Ibs RAY MCDOUGAL REXBURG, IDAHO Moment Weight mk"AA 1500 DSf 0.002 2500 -psi 40000 psi ft -lbs ft -lbs 13501Ibs Qmax - VIBL{1 +6e/L psi Amin - 1150 psi Reinforcing for Long Direction Use3 ft. Wide X 12 in. Deep Footing - Calculated Minimum Reinforcing = #REF± Win Rebar Size #4 Area= 0-12 in*in Use 5 #4 7.5Q in O.C. ._. � Reinforcing for Short Direction Use 3 ft. Wide X .12 -in. Deep Footing _1 Calculated Mini -mum Reinforcing = #REF! Win #4 Rebar SizeArea 0.2 in*in ._�. Use --- ___ _ 5 #4 7.50 1 in_ O.0 Page 1 1 1 1312003 Design Intelligence, LLC 3685 1N Hwy 33 Rexbura Idaho 8.144f] Shea RAY MCDOUGAL REXBURG, IDAHO _p r Wall Analysis -Short Wall Wind Load Roof Height = Wall Height = Length --of hong Wall= Area at Mid Height of Wall Wind Force = 22 psf 18 ff 9 ft 42 ft 945 ftA 2 20 790 ! I bs Shear Wall, Length 97 ft Shear/ft inHe'lght_ Wall c� Mid 214'lbs/ft Provide 1!2" APA rated sheathing with 8d nails at 51' O.C. at paned edges and 12" o,c. in the Meld. Blocking is requried. I -- r r i 1 l 41 I r Seism'ICAnalysis r seismic;Mult-'I pli r Width .Length iLoad Wei g h t Roof Dead Load 46 68 34106352 lbs � (includes snow) Long Wall Length 42 ft — Short WC -111 Lengthft _ 64 ,Height Length J Load Weight Wall Dead Load 9 _212 15 1431Q lbs Seismic Force @ Mid Height of Wall 10860 lbs 3 -hear Wall Length 97 ft Shear per ft in Wall Mid Height_L__ 112 lbs/ft OK Provide 1f2" APA rated sheathing with 8d nails at 511 O.C. at panel edges and 72" a.c. in the fie_1d.B1o'_c_ king is requried. Page 'f 1113!2003 e7VAA Wc-vcrh aeuser Business TJ -13 a (T ) 6.0.E Serial Number: User: 1 10/3012003 11:06-39 AM Roof Rafter 11 7/8'° TJ1'@/Pro(TM)1w1 50 @ 24" o/c Pagel Engine Version: ,.5,2 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Klember Slope: 6112 Roof Slope&12 ElmFzlm M r3], i f All d-imensions are hori z tg Product Diagram i - n .e al, LOADS: Aralysi'sis for a Joist Member. Prirnary Load Group Roof p f : 35.0 Live at 1 % duration, 15.0 Dead SUPPORTS: Input. Bearing Vertical Reactions Ib Detail Other Width Length Li lD / p I ift/T tal 1 Stud wall 3.50" 1.7507561 / 261 / 822 1: Blocking 1 Ply TJl 1 Pro STT 1 0 Stud wall 3.50'1 3.50" 1417/ 675 / 0 / 2091 R7 None Stud wall 3.501P 3.50'] 498 / 204 1703 I Blocking 1 ly TJ I /Pro(Tl' - 150 -See Td SPE IFIE ' / BUILDERS S GUIDE for detail(s),, F 1: Bloc in I a DESIGN CONTRQLS. Shear (Ibs) Vertical Reaction (lbs) Moment (Ft -Lbs) Live Load teff (in) Total Load Deft (in) Maximum Design Control Control -116 -1082 1775 Passed (61 %) 2091 2091 264$ Pissed (79%) -3551 -3551 3529 Passed (10 1 %) 0.570 1.050 gassed (x.1442) 0.819 1.401 Passed (L/30:8) Location Rt. end Span 1 under Roof ADJACENT span loading Bearing 2 under Roof ADJACENT span loading Bearing 2 under Roof ADJACENT span i) in MID Span 1 under Roof ALTERNATE span loading MID D pan 1 under Roof ALTERNATE span Jo din -Deflection Criteria: STAN D D(LLsL1 ,TL:L./+1 80). -Allowable moment was increased for repetitive member usage. 4 -Perm . rr rent Bracing or a direct applied ceilingis required atthird i, t in the backspan for right canti lever, See literature dt al (P131) for clarification. -Bracing�Lu): All compres',sion edges (top and bottom) must be braced at 21 'f o/c un -less detailedotherwise. lateral bracing i required to achieve memberstability.Apr attachment positioning -The load conditions considered in this design analysis include alternate and adjacent member pattern lien. -Design assumes adequate continuous f to l support ofrthe compression ADDITIONAL NOTES -IMPORTANT! The analysis presented is output from software developed� Joist. T TJ warrants the sizingf its products thissoftware be accomplished in acoordance with TJ product design criteria andSi d pt design values.. The specific product application, input de i n load and Mated dimensions have been provided b thesoftware user. This output p � not been reviewed � T�� it. -Not all products are readily available. Check with Youru tier r TJ technical pp rprnttifor product avaHabifity. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION ID THIS I'LY1S. -Allowable tr Design rthodl used forBuilding Code UBC analyzing the TJ Distribution product listed above. -(Minimum cut length) (Overall horizontal length) x 1.11 + 5 1511 ,r -Permanent Bracing or a direct appfied ceRing is required at third pointin the kspan for r ht cantilever. literature detail l PE31) for clarification, PROJECT INFORMATION: McDougal - Duplexes - Rexburg OPyr1cJIL-at 't) 2002 by Trus Joist, a We -ye haeuser Business TJI@ and TJ-Deam(l) are re '�.8ter d, trademarks of Trus acist. e_1 JCiSLT", Pro"" and Ti -Pro TW are trademarks of Trus Jot st . OPERATOR INFORf TIO : e74 Oim % ew-r aeu r Busincss Tj-Bearn(Tfv1) 6.05 Sena[ Number: User: 1 10/30i2003 11,'06-.39 ANI Roof Rafter 17 7/8" TJI®r? /Pro(TM)wl 50 @ 2411 o/c Paget Engine Version: ,.5,z THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Croup: Primary Load Group A 181 9,501f 121 10 . 2.5 FF 1 1.7-51, Max. Vertical Reaction Total �1) 822 2091 703 Max. Vertical Reaction. Live fib) 561 1417 498 Selected Bearing Length ( in) 1.75(W) y t 5 0 (W) Max, Unbraced Length (in) 30 28 32 32 75 Loading on all spans, LIEF = 1. f Dead + Floor + Roof Design Shear (lbs) 776 -10.2 856 -372 207 Max Shear (lbs) 785 -IIE51 922 -409 222 Member Reaction (lbs) 785 2083, 631 Support Reaction (lbs) 806 2083 631 Foment (Ft -Lbs) 2974 --3534 570 -238 0 Live Deflection (in) 0.520 0.013 -0-005 Total Deflection (i) 0.7 -0.083 -0.00' ALTERNATE span loading odd # spans, LDS' = 1.25 Dead + Floor + Roof Design Shear (lbs) 792 =1067 627 -186 207 Max Shear Ubs) 800 -11.45 674 -207 222 Member Reaction (lbs) 800 1819 4 29 Support Reaction (lbs) 822 1819 4 29 Moment (Ft --L1) 3094 --3241 7 -238 Live Deflection (in) 0.570 -0 . l 06 0.036 Total Deflection. (in) 0.819 -0.127 - 034 ALTERNATE span loading on even # spans., L1)F 1.25 Dead + Floor + Roof Design Shear (lbs) 498 -73 -432 137 MaxShear (Ibs) 504 -784 858 -473 147 Member Reaction (lbs) 04 1642 6=2 0 Support Reaction (lbs) 518 1642 620 Moment (Ft -Lbs) 1852 -2633 922 -15 Live Deflection (in) 0.210 0.084 -_ 0-044 Total Deflection (in) 0.458 0.087 -0-046 X46 ADJACENT span loading r support 4 2f L 1-25, Dead + Floor + Roof Design Shear (lbs) 775 -1082 863 -365 137 MaxShear U ) 784 -1162 929 -402 147 Member Reaction (lbs) 7 4 2091 549 Support Reaction (lbs) 805 2091 549 Moment Ft -Lbs) 2968 -3551 621 -158 Live Def ltion ( in) 0.517 0.019 -0-011 Total Deflection (in) 0-766 -0t081 -0- 013 ADJACENT span loading over Support # 31 LDS' = 1-25, Dead + Flo + Roof lair. shear (lbs) 4.99 -730 789 -439 207 Max Shear (lbs) 5 -783 850 1480 222 Memher Reacticn (1hs) 505 1634 703 Support Reaction (lbs) 519 1634 703 Moment (Ft -Lbs). 1859 -2617 876 -238 N/, Live Deflection (i,) 0.213 0.078 . Total Deflection (in) 0.461 0-081 -0-038 = 0t4 PROJECT INFORMATION: McDougal - DuplexesRexburg OD right "�) 2002 b "'gyrus Joist, a Weyerhaeuser Business TjIe and TJ-BeamOl are r gistere 1 ttadem r s cf Trus Joist e - I Joi s t " r Pro7M and TJ -Pro' are t'C_ aderE'a rks of Trus ioi s t _ OPERATOR INFORMATION. e 14'" 7 1. 1 :K VAA%Xfcwrh-acuser Business TJ -Bea M(e ) 6.05 fieri al Num6 r; laser. 1 1013012 0 0 3 11;0 A 0 AM Roof Rafter 11 7I8" TJ1@1Pro(TM'),w150 @ 24" o/c Rage eny[neVersion: is.iz THIS Ppr M Jr.T nnPFre r,D C,.f%=r.�� .._ ••�••••••• ...��.v v� �n.Gcv.7 1 n JCI UtJIIiN CONTROLS FOR THE APPLICATION AND LOADS LISTED Loading on all Design Shear (lbs) Max Shear (lbs) Member Reaction U) Support Reach(Ibs) Moment (Ft -Lbs) PROJECT INFORMATION: McDougaJ- Duplexes - Rexburg spans, LD F s 0.9G I Dead Only 251 -350 277 254 -376 299 254 675 2 675 963 -1145 185 Copyright 002 by Trus joist, a ey rhaeusp-r Businesa TJIO' and TJ-Eeam'�� are registered trademarks of ''rus joist.. e - I Joist"', Fro' -rid TJ --Pro' are trade -marks a --%:t Trus joist. -120 67 -133 7 204 204 _77 0 OPERATOR INFORMATION: pvm' OZA°ive fiaeu r BLL ine TJ-Beam(TM) 6.05 Sacha Number: User 1 111312003 7:55:32 AM Roof Rafter Over Garage 11 718" TJ1@1Pro(TM)w150 @ 12" o/c Pagel Engine Version: 1.5.12 THIS PROD[ICT M1=1=T4_z nR C:YrMrnc rue C�eT L; i ur-01;� ry CONTROLS FOR THE APPLICATION AND LOADS LISTED A Llem-be-r Slope; W12 Raof SlopeLW12 Ove rI I' DJ men si,_om 2 Y ' M,2 11 21 I I di ML e n s i� Product Dia .-, LOADS: Analysis is for a Joist Member. Primary Loaf Group of p f: 35.0 Live at 125. % duration, 15.0 Deed SUPPORTS: Input 13earing Vertical Reactions (lbs) Detail Other Width Length L ive]DeadlUPIift/Tota I I Stud wall 3.50" 1 ,7 " 3157 / 17 / 0 / 541 F 1: 13[ocking 1 Ply TJI /Pry T 1 -1 50 Stud wall 3.50iq 3.50`1 440 / 211 / 01651 R1: Blocking 1 Ply TJ ] /Pr TIS -1 50 -See TJ PE I FIE 'S / BU ALDERS GUIDE for detail(s), R1.2 Blocking DESIGN CONTROLS: Shear (lbs) Vertical Reaction (lbs) Moment Tt-Lbs) Live Load Defl (in) Total Load Dei (in) Maximum Design Control Control -540 526 1775 Passed (34%) 531 531 1181 Passed (ova/o) 2719 2719 3529 Passed (77%) 01.673 1.154 Passed (U412) 0.991 1.39 Passed (U2.80) Location Lt. end Span 1 under Roof ALTERNATEspan loading Bearing t under Roof ALTERNATE span loading IIID Span 1 under Roof ALTERNATE span loading MID C Span I under Roof ALTERNATE span loading D Span 1 under Roof ALTERNATE span loading -Deflection Criteria: STAN DAR DLL:L/. 4 ,TL:L 1 . -Allowable moment was increased for repetitive member usage, -Permanent Bracing or2direct applied ceiling is required at third point's in the backspan for right cantilever. ever p literature detail (PBI) for clarification. -B r i n Lu : All compression edges (top and bottom) must be braced at 21 1t o/c unless d eta it dt ipositioning . F�rpr tt attachment and f lateral bracing is required to achieve member stabilityz. -The load conditions considered in this design analysis include alternate memberp att rn loading, -Desig n assures adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! NT! T real i presented is output from software developed by Trus Joist JJ). Twarrants sizing the inn f it products by this software will b accomplished in accordance with TJ product design criteria and code accepted design values. TIS , . i �specific product application, input design Ida and stated dimensions have been provided by the software user. This output has not been reviewed b y a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -AlIowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution �t listed �. -(Minimum cut length) = (Overall h rl ont I length) 1.11 + 1,5/1 Y* � -Permanent Bracing or a direct applied ceiling is required at thirdDints in the backs ars for right �' p cantilever. See literature detail (P131) for clarification. ,PROJECT INFORMATION: McDougal - Duplexes - Rexburg Cop right '�' 2002 by True Joist, a Weyerhaeus=r Business T"J10 .and `J-BeamO are registered trademarks of Trus Joist. e -I T i t"'r Prorm and TJ -Pro' are trademarks of Tres Joist- OPERATOR INFORMATION: e 7jf4ZJ VA134 4i� V�vcrhacuscr Busing TJ-Beam(TM) 6,05 SerfaJ NI.trnber. Iy er l 11 /3/2003 7 :55:32 M Roof Rafter Over Gauge 11 718°' TJI@1Pro(TM)w150 @ 12 wo oCc Page Engine Version-: 1.5-12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. VertIcal Reaction Total. t ' cal Reaction Lave Selected Bearing Length (in) Max.. Unbraced Length (..gin Loading on all Design Shear (lbs) Max Shear (lbs) {].bs) 541 Ubs7 367 1 .75 (W) spans, LDF = 1.25 0 Member Reaction (lbs) Port Re ctioTi (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTBRNATE span loading on cid � De ign Shear (lbs) Max Shear (lbs) Member Reaction ( lbs ) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection ( in) Total Deflection (in ALTERNATE span loading Design Shear Us) Max Shear (lbs) Member Reaction (lbs) Support Reaction U Moment (Ft -Lbs) Live Deflection (in). Total Deflection (in) Loading on all Design Shear ( 1 s ) Max Shear (lbs) emr Reaction (lbs) Support Reaction Ubs ) Moment ( Ft -Lh " 7-751T r 1.7511 3 Dead 524 52-9 651 440 3.50 X 3 75 + Floor + Roof -518 104 -540 111 529 651 539 651 269-9 -119 0.664 0.982 spans, LDF 526 531 531 541 1.25 , -5"!' -538 612 612 719 -79 673 0.5991 0 -0.205 -0.304 Dead 69 74 X + Floor + -Roof -0.211 -0.30.9 on even # spans r LDF = 1. Dead + Floor + Roof 345 -345 104 348 -360 111 348 471 355 471 1767 -119 0 0.323 -0.098 0-641 -0-196 spares, LDF 0.90 Dead only 170 -166 34 171 --175 3G 171 211 175 211 874 -39 0 PROJECT i: F ISI TI l McDougal - Duplexes - Rexburg Copyright 2002 by Trus Joist, a Weyerhaeuser Puri ne8s Tjie and TJ -Beam' are registered trademarks cif Trus Joist. e-1 Joi E CK, Pro7M and TJ -Pro"" are trademarks of Trus Joist. OPERATOR INFORMATION: e7, a. tai N%?2i}i3[!-LSl'f Bii51riC55 TJ-Beam(TM) 6.05 Serial Number: User- 1 11/3/2003 7:46:05 AM CHIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pa ge 1 E ngin e' Version 1 1..x.12 Second Floor Joist 11 7/8" TJ 1@1Pro(TM)=1 50 @ 16" o/c CONTROLS FOR THE APPLICATION AND LOADS LISTED Fj]m w f. 1 Product Diagr-am is Conceptual.1 LOADS: Analysis is for a Joist a b r. Primary Load Group - Residential - Living Areas p f , 40.0 Li at 100% duration 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions IDetail Width Length Live/Dead/Uplift/Total 1 Stud wall 3.50PT3.5011 .5" 507 1152 / 01659 Al.- Blocking Stud wall 3.50TI 3,5019 507 / 1 / 0 / 659Al'.' Blocking -See TJ SPECIFIFR'S I BUILDERS GUIDE for detail(s): l : Blocking DESIGN- CONTROLS: Sear (lbs) Vertical Reaction (Ibs) Moment {fit -Lbs} Live Load Defl {in) Total Load defl (in) T P r maximum Design Control Control 644 -638 1420 Passed (45%) 644 644 1420 Passed (45°/0) 2993 2993 3765 Passed (79%) 0.452 0.465 Passed (L/494) Cl•587 0-929 Passed (L/380) 30 30 Passed -Deflection Criteria: STAN C DLL : L/a TL: U240 . Other 1 Ply TJ1@1Pr0{TM}-150 1 Ply TJfU1Prv(TM)4l50 Location Rt. eind Span 1 under Floor loading Bearing 2 under* Floor loading fel l [ pan I under Floor loading MID Span 1 under Fier loading MIEN Span I under Floor loading Span 1 -Allowable moment was increased for repetitive member usage. - fltin n i i i ba d mp it t o I single I r f a' " Panels 'f Span Rating) GLUED & NAILED wood din- -Eraan(Lu: All compression edges (top and bottom) roust be braced at 2'6" o1c unless detailed - . it �tl�r� Proper �.tfi�rnr�t and positioning lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -Th TJ -Pro Rating System vafue provides additional floor performance information2nd i �d n a L��INAILED � ��" /" Panels 0Span Rating) decking, The controlling span is supported by wall's. Additi nal Considerations for this rating InludCeiling , None. A structural analysis of the deck has not been performed by th-e program. ComparisonValue-, 1.44 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from, software developed Trus Joist be itT TJ warrantstl vizi rig of its prod ucts by actthis software will accomplished in accordance with TJ product din criteria and code accepted design values. Tpiiproduct application, input design loads, and stated dimensions have been provided by the software user. This output has not �n reviewed wd b TJ Associate. -Not all products are readily available, Check with your supplier r Tj technical representative p for product availability. -THIS N L I FOR TRUS ,FOIST PRODUCTS LY! PRODUCT TIT TI I VOIDS THIS ANALYSIS. -AI lewabi e S tress Desig n rn etb d ology was used for B u i Id i rig Cod e LI E C a ria l in the TJ D i tri � vuticn prod ut Iitd a:bo. PROJECT INFORMATION: McDougal - Duplexes , Rexburg. opyright 020G2 by Trus Je st, a Weyerhaeuser Business TJ18 and TAT -Beam* are s: ugist tiered trademarks of Trus Joist e-1 J0i9t'm # Pr 'm and TJ -Pro- are trademarks of Trus Jo's t . OPERATOR INFORMATION. e7 4 2) :� IT. VA . wrh:arBU.S ins TJ -P arn(T ) 6,05 Serial Number-, User: l 11/3/20037:46:06AM Second Floor Joist 11 7/8" TJ1@/Pro(TM)w1,50 @ 16" o/c Paget en9iReversiore1s.1z THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max' Vertical Reaction Total Max. r�i al Reaction Lave Selected Bearing Length (ill) MaLx. Unbraced Length (in) Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member acct l' on (lbs) Support Reaction ( ib Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) (lbs)6-5-9 .5 (lbs) 507 507 3.50(W) 3.50(W) 3 LDS' 1.00 Dead + Floor 638 _e 64-4 -64A 4 659 G59 993 0.452 0.587 Loading on a i l spans, LDF Dead Only Design Shear (lbs) 147 -147 Max Shear (lbs) 149 -149 Member Reaction ( lbs) 14 14 Support Reaction, ( Ib 152 15 Moment (Ft -Lbs) 69l PROJECT INFORMATION: McDougal - Duplexes - Rexburg OPYright 0 200? by Trams Joist, a Weyerhaeuser Business TJ10 and TJ -Ream are registered trademarks of Triis Joust e-1 4dois L'r Pro" and TJ -Proms" are 4 rademark8 of Tri+5 Joist OPERATOR INFORMATION: