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Home My WebLink AboutSTRUCTURAL CALCS - 07-00450 - Snellgrove Townhomes - Bldg #6, 4 UnitsSUMMIT CONSULTING SERVICES, P.O. Box 1806 Idaho Falls, ID 83403 (208) 709-5549 INC. Snellgrove Development B�;ii��ngs # 6 and �7 Rexburg, ID Client.: Guy Robertson Idaho Falls, ID Designed by: Eric Rawlins Project #07-1087 TABLE OF CONTENTS SHEET DESCRIPTION 1.1 Design Criteria 2.1-2.12 Lateral Analysis and Shear Walls 3.1-15 Floor .lout Design 4.1-4.10 Ff oor Beams and Columns 5.1-5,3 Header Design 6.1-6.10 Knee Braces and Lowey Roof Design END A', �r •^ �, ,��• � keit 9 i � d i e= Designer: Eric Rawlins Date: 8/24/2007 Project: Snellgrove development - Buildings, It6 & #7 DESIGN CRITER CODE; 200318C LOADS� ROOF SNOW = 35 ROOF DEAD = 15 FLOOR DEAD = 15 FLOOR LIVE = 40 SEISMIC DESIGN PARAMETER ERQ_W_Q.SGS Ss = 0.606 g Fa = 1.31 S7 = 0.193 g Fv = 2.03 From seismic calculation output: Seismic Design Shear = 0.07 W 3 second wird gust speed Wind exposure Assumed Soil Type- Sand, Silty Sand, Clayey Sand, (SW, SP; SM, Sc, GM , and GC) Allowable Foundation Pressure �quivalent Fluid Pressure 90 mph C Silty Gravel, and Clayey Gravel Summit Consulting Services, INC P.O. fox 1806 lldaho;Falls, ID 834p3 WOOD SHEAR- WALL 2000 psf 45 Psf / ft of depth I U z s p- LL c F }}: pp r x C o CL ISO + Ax 2 c n LJL w E 0 tof �k c F� :err, X CU M CD E in 1. cc 006 i`yfir i W cc c0 f WT Fe I W _40, L t L_ D U) 0 tzLL. co z �M L.LCES _j i 0 NMPMIE s p- LL (7 }}: pp r x C o CL 0 + Ax 2 c n LJL w E 0 tof I c :err, LL M CD 1. cc 006 i`yfir i W cc Fe I W _40, L t L_ D U) 0 tzLL. co z �M L.LCES _j i 0 NMPMIE s p- LL (7 }}: pp r CL C o CL Fe I W _40, L t L_ D U) 0 tzLL. co z �M L.LCES _j i 0 NMPMIE s p- LL (7 }}: pp 0 CL C 0 + ■ T. 2 LJL w E . I c LL W 0 Fe I W _40, L t L_ D U) 0 tzLL. co z �M L.LCES _j i 0 C3) NMPMIE s p- +-.FF FF (7 }}: pp 0 C C3) NMPMIE s p- +-.FF FF (7 }}: LL 0 en L_ IZ 0 womm 0 Lr)Arm`go TOM i xLn cn- *•�� :. . A - • i Sf mUD t GO JLot Q_: cn CD ;-U- eLD ...• .. Off e _.. hint- r } Y} co F3.6 to ° ° r••. t • off tilt g SRI N CD CD °}• ..�F .-77, , ° r? AFT LO lot "°�,�, fir. �•.. J,,�°��-�- 'a 6.6-. } { V &; � - millir ar - 'aG✓1 ' a F■� q jam■ 10c) 10n 110 4 J S'CDL ... r ` l too DL S� rZD J, :• •i i : �1- V -0i Meg . cSj jW d. CD . . Lo L } }}: L_ IZ 0 womm 0 Lr)Arm`go TOM i xLn cn- *•�� :. . A - • i Sf mUD t GO JLot Q_: cn CD ;-U- eLD ...• .. Off e _.. hint- r } Y} co F3.6 to ° ° r••. t • off tilt g SRI N CD CD °}• ..�F .-77, , ° r? AFT LO lot "°�,�, fir. �•.. J,,�°��-�- 'a 6.6-. } { V &; � - millir ar - 'aG✓1 ' a F■� q jam■ 10c) 10n 110 4 J S'CDL ... r ` l too DL S� rZD J, :• •i i : �1- V -0i Meg . cSj jW d. CD . . Lo L y s P, 0 } }}: y s P, 0 } y s P, 0 L) LI J 0 z 0 2�- prb U) .Ja .fes M x CO N. LL 04 .D co X 4 :>— 0 CD tZ cm Ll wlelt co toc 2 CN •ry = CC) EO tf X m L.L E 771 0 E -c =0 m 0 LU co AV, PL -P LI J 0 0 2�- 0 .Ja .fes M x CO LL 04 .D co X 4 :>— 0 CD tZ cm Ll wlelt CZ5 '0 1 : - CN •ry (D c: tf C) Opm%ft > CN 771 0 CD 0 LU co PL -P LI J 0 0 2�- 0 cn .fes M CO c0 CU > GO E -c 0 U) E LL f®r hL LL LL LI J 0 0 2�- 0 w .fes c0 CU > GO E -c 0 U) E LL f®r hL LL LL I% cm 7 RUT! AQ, v � am r V-0 El; R. i. .'' cr CD g—un co :c> CD co �ca--- un !too to LW p CD CD c tics.) U) LO r J�A�. 1v Olt 77 J CD F Aw c 0 2: q 147 7 7 ui AV, 1 L Lc C 77 CN Y) 1v-0 q7. jyj: c) MO 1Y 00 0. 0% W - DO: WAS c; Q) too; ACA com. it: W V) .171A Elv. - (61D MM� ir C�) C) K r : CDL. CD PAY I - - k -W SIX . . . . . . . . . . lof IOWA th w .fes CO LL 04 .D co 4 :>— 0 CD tZ cm Ll L# 0107 CZ5 '0 1 : - CN •ry (D c: tf C) Opm%ft > CN 771 CD I% cm 7 RUT! AQ, v � am r V-0 El; R. i. .'' cr CD g—un co :c> CD co �ca--- un !too to LW p CD CD c tics.) U) LO r J�A�. 1v Olt 77 J CD F Aw c 0 2: q 147 7 7 ui AV, 1 L Lc C 77 CN Y) 1v-0 q7. jyj: c) MO 1Y 00 0. 0% W - DO: WAS c; Q) too; ACA com. it: W V) .171A Elv. - (61D MM� ir C�) C) K r : CDL. CD PAY I - - k -W SIX . . . . . . . . . . i �7C 4ul CD W. lof IOWA th w .fes Ito .D co cr) !AAA C) L# 0107 CZ5 '0 1 : C-3 CN •ry US CN 771 CD 'Wi z Z� '010 CNJ NOT its C) c i �7C 4ul CD W. T:zr :Q149 - *J -M CD m 0) LL co j)c) c4) WO! C) cl) Ur y:j It) CO Cm" C,3 , 0 co 0 (600 CO LL N . . . . . . . . . . . . . . . . . . . . . . N A A59 lily Ito .D co cr) !AAA T:zr :Q149 - *J -M CD m 0) LL co j)c) c4) WO! C) cl) Ur y:j It) CO Cm" C,3 , 0 co 0 (600 CO LL N . . . . . . . . . . . . . . . . . . . . . . N A A59 tin vv? .D co cr) tnL., tin vv? SUM,MIT CONSULTING SERVICES INC P.C. Bcx 1800 IDAHO FALL. S, ID 83403 p 0NF,- 208.709. J 0 B 'A DESIGNER: VIA\, D.- 0 ATE 0 t.7 -1-ELF � i t7.5 IL . . . ....... —Ar'x r4L%m I WLK-11—'14 LAI r,--L.w- Y. 4 444 d v L Jr,•L 'I 0 t.7 -1-ELF � i t7.5 IL . . . ....... —Ar'x r4L%m I WLK-11—'14 LAI r,--L.w- Y. 4 444 Designer: Date: Project: Eric Rawlins 8/1612007 Woodshed Properties - 4 -Flex in Rexburg 3 second wind gust speed Wire exposure = 90 mph Summit Consulting Services, INC P.o. Box 1806 Idaho Falls, !❑ 83403 IND- CALCULATION bi ind'End Zone. Calc Longitudinal dimension Transverse Dimension Ease Heigh lation Edge Strips 10% of least horizontal dimes'on or 40°/a of eave height, whichever is less, but not fess than 4% of ;east horizontal dimension or -3 feed, End Zone � 2 * Edge Strips L-0-muft—u d final Nor— Edge Strep = End Zone Transverse Edge drip = End Zone = W 3.8 FROM 20D3 IBC WIND LOAD TABLE 1669.6.2. 1 (1) HoRfzvNraL PRESSURES ZONE ROOF PITCH NATE: USE 1O PSF N(iNIMUKr s :T2 0 Designer; Date: Project* Eric Rawlins 8/16/2007 Woodshed Prop. - 4 -flex in Rexburg FRONT ELEVATION Roof Forces Height ZONE A = q ZONE B = 4.4 ZONE C - 4 ZONE D = 8.8 LONE B = 4.4 ZONE A = q Exposure Factor 1 .35 Second Floor Forces Height ZONE A 9.5 ZONE C = 9.5 ZONE A = 9.5 Exposure C Factor 1,35 SIDE ELEVATfON Rood Forces AREA'SJFT11S) PR1-'-:'SSURE Length 16 48 4$ ` 17.5 1 6.1 PSF '10PSF * 11.7 PSF 10 PSF 17.5 * 10 PSF 16 p' Summit Consulting Services, INC P.U. Box 1806 Idaho Falls, ID 83413 1030.4 770 2246.4 4224 770 1030.4 TOTAL.- TQTAL = 10080 LBS TOTAL - 13608 LBS AREA'SFTTPRESSURE Length 16 * 16.1 P5 F 48 * 11.7 PSF 16 * 16.1 PSF = 2447.2 5335.2 2447.2 TOTAL = 10230 LBS TOTAL 13810.5 LBS AREA'S (FT AS) PRESSURE ZONE A 4 7,5 ZONE B 5 9 4 11.7 Summit Consulting Services, INC P.U. Box 1806 Idaho Falls, ID 83413 1030.4 770 2246.4 4224 770 1030.4 TOTAL.- TQTAL = 10080 LBS TOTAL - 13608 LBS AREA'SFTTPRESSURE Length 16 * 16.1 P5 F 48 * 11.7 PSF 16 * 16.1 PSF = 2447.2 5335.2 2447.2 TOTAL = 10230 LBS TOTAL 13810.5 LBS AREA'S (FT AS) PRESSURE ZONE A 4 7,5 ZONE B 5 9 4 11.7 ZONE D 5 23 ZONE D 3.5 14 ZONEB5 9 ZONE A4 7.5 Exposure CFactor = 'i .35 Second Floor forces 16.1 PSF = 483 10 PSF 450 11�7 PSS = 1076.4 * 10 PSF = 1150 10 P S F 490 10 PSF 450 16.1 PSF _on400 TOTAL = 4590 LBS TOTAL - 6196 5 L6S AREA'S FT $R-RESSURE ZONE_7.5 0 11.7 PSF I E A 9.5 . 'ice 16,1 Exposure C Factor = 1.35 - 2556.45 - 1147-125 TOTAL - 4860 LAS TOTAL -- 6561 1 BS mp- Designer: Date: Project: Eric Rawlins 8l16I2Q07 Woodshed Prop. - 4 -Flex in Rexburg ROOF SNOW = ROOF DEAD = FLOOR DEAD = HOUSE Summit Consulting Services, INC P.O. Box 1806 Idaho Falls, ID 83403 ISMIC CALCULATIONS 35 15 15 ROOF AREA = 38'80 F = ((0.2*35)+15)*(3040)*(0.07) UPPER FLOOR = 34'80 F - (15)*(2720)*(0.07) 3040 FT A 2 = 4690 LBS. 2720 FT A 2 2860 LBS, 1 Woodghot Proportic s - 4 Plex in Rexburg MCE Ground Motion - Conterminous 4-8 States Zip Code - 83440 Centra] Latitude = 43.763462 Central Longitude = -111.609017 Period (sec) 0.2 -1 n MCE Sa (%g) 060.6 MCE Value of Ss, Site Cla �.v Iy.0 iviur value or �T, zzilte Ua Spectral Parameters for Site Class D 0.2 079.4 1.0 039.2 Sa = FaSs, Fa = 1.31 Sa = FvS1, Fv = 2.03 SS B S5 B Designer: Date: Project; Eric Rawlins 8114/2007 Woodshed Properties - 4 Flex in Rexburg SEISMIC DESIGN: Summit Consulting Services, INC P.O. gam 1806 Idaho Fails, 1D 83403 Type of Occupancy.0 (Table 1604.5 and Section 161 6) Building Category or Seismic Use Group: (Table 1604.5 and 1515.2} Seismic Importance Factor: (Table 1604.5) Soil Site Class: (1615_1.1) Response Modification Goff. R: (Table 1617.6.2) Equivalent Lateral Force procedure for 2003 [8C: Approximate Fundamental Period, Ta: hn =Height (feet) agave base to highest lurel of building. t = Building Period Coefficient (ASCE -0, 9,5.5) Cad �uI t Approximate Fundamental Per*o , T': T n Maximum Considered Earthquake Response Accelerations: Short Periods, SS: (CD rom) I Second Period, 51: (CD rom) Earthquake Response Accelerations Adjusted for Site Class Site Coefficients: Fa: (Table 1615.1.2(l) or CD rom} Fes: (Table 1615.7.2(2) or CD rom) Sms: Foss SM, -9 FvS1 Effects: (2000 113C Eq. 16-16 , 2003 IBC Eq. 16-38, or CD rom), (2000 I BC Eq_ 16-17, 2003 IBC Eq, 16-39, r CD rom) Design Spectral Response Acceleration Parameters: (1615,1.3) D 1 - a S. r I L 1 7-n n -i � i till . i r -n � %-10 ' 0- Ld %-# ti� f %..r h i..i D1 � / M, = Nature occupancy Residential Seismic Use Croup I (200D IBC Eq. 16-19, 2003 IBC Eq. 16-4) Table 1616.3,(l) SDS 0.529 SDC the .. Z�eismic Design Categuol-Y-51 SDC' Res*ldential Building Category = I le = 1.0D Site Class = D R = 6.5 hn= 27 Ct 0.02 Ta 0.237 ss - 0.606 g S, = 0. 119 3 g Fa = 1.310 g FV = 2.0 30 g SMS = 0. 794 g SMS = 0. 3 92 g _ X99 SDI _ .261 Table 1 61 fi.3.(2) Largest SDC from SDC to Tabes 1616.3.(l)&(2) Use for S❑� SQC� Design 0.261 Qx* Q Q** S1 = 0.193 Seismic r I and 11 structures tires I t d on sites with rapped maximum considered earthquake e tr1 response acceleration at °1 -second periodm S1, equal to or greater than 0.758, shall be ass-igned to Seismic Design Category E, and Seismic Use Group Ill structures located on such sites sha.11 be assigns lc &-Zaismic Design t: r F. Designer: ate ff Project: Eric Rawlins 8/14/2007 Woodshed Properties - 4 Plex in Rexburg General Procedure Response Spectrum: To=.2Sd 1 /Sds= Ts=,Sdl/Sds= W Coefficient, Cs: I � � Since Seismic Design Category is D** and 0 Z CL 0.044Sds(le) = U7 - W H 0.Q81 } Cs geed not exceed: Cs � Sdl/((R/le)*T) = d UJ for design of Seismic base shear = -'";�:�, ~ V W L) a. (n Summit Consulting Services, INC 143 N 4080 E Rigby, IQ 83442 (1615.1.4) To = TsMOPE �. r ' 0.300 ; 0.8 1.0 1.2 1.4 1.6 e.8 PERIOD T Seismic Response Coefficient, Cs: effect (1617.4.1,1) Since Seismic Design Category is D** and S1 is less than 0.6 thus Cs miry = 0,044Sds0e} Cs shall not be less than: C � 0.044Sds(le) = 0.023 } Cs calculated Cs = Sds/(Rlle) _ 0.Q81 } Cs geed not exceed: Cs � Sdl/((R/le)*T) = 0.77Q } Cs used for design of Seismic base shear = -'";�:�, Seismic Base Shear: V - cs*w �� 'iR 'Id -S e ;r s■ s ■ i 4Minn ■ ■ s +t a.. nr r� p y t o l� 51 a i n t h load f i o n S n f 5; e- c- tw in o n I AMM. L J QE= The effect of horizontal seismic forces = Seismic base shear (V) = Cs*W 2.o (Eq. 16-37) (E4. 16-35) (Eq. 16-36) {Eq, 16-34} Seismic load effect E. Where the effects of gravity and the seismic ground motion are additive, seismic load, E, dor use in formulas 16-5, 1 and 17 sell be defined by: E - P*QE +0.2*Sos*D (E4- 16-28) Where the effects of gravity and seismic ground motion counteract, the seismic fnr 'n Formt il;qs 16-R 12 1 1se in . . �F� And 18 -s-hall be. riefined hw �J. E= P*QE - 0.2*SU)S*D (Eq. 16-29) Designer; Eric Rawlins Date: P rj ect: 8/14/2007 Woodshed Properties - 4 Flex in Rexburg i Summit Consulting Services, INC 143 N 4080 E Rigby, 1D 83442 0. Simplified analysis in accordance with Section 1617.5 shall be permitted to be used for any stucture in Seismic Use Group 1, subject to the fallowing be determined [imitations. Requirements for simplified analysis: 1 } Seismic Use Group] 2} Buildings of light frame construction not exceeding three stories in height, exluding basements. 3) Buildings of any construction other than light -framed construction, not exceeding two stories in height, excluding basements, with flexible diaphragms at every level as defined ire Section 1602. Section 1 1 . . 1 Seismic Base Shear: V = 1 _2*SpS BVI! R. R � The response modification factor from Table 1617.6.2 = V = 1.2*SDs R V.- QE IBC 1617.1 Seismic Load Effect E *W = 1. 2*( 0 -5 3 ) * W ;--- 6.5 For structures designed using the simplified analysis procedure in Section 151 7.5, the seismic load effects, E and Em, shill be determined from Section 1617.1.1 IBC 1617.1.1 Seismic Load Effect, E Where the effects of gravity and the seismic ground motion are additive, seismic load, E, for use in Equations 16-5, 1 and 16-17, shall be defiened by equation 16-50: E = POE + . *SDS*D QE = effect of horizontal seismic forces =Simplified Base Shear (V) 1-1- -1 coefficient uneiacGui aarcy with Su-cfilon 1/6-1- 1 s . 2 D - effect of dead load Equation 16-50 Where the effects of gravity and seismic ground motion counteract, the seismic load, E, for use in equations 16-6, 1 and 16-18 Ghali be defined by equation 16-51. E =POE -0.2*SDS*D Equation 16-51 P from sear wad[ and frame analysis (use the largest p for each direction) front I bac sides Seismic Toad effect E for use in the load combinations is: r irection: From Equation 16-50 E = PQE + 0.2*Sos*D _ (1 .00) * QF- + a_2 * (o.53) * D = 1 .no *QE + 0.11 *o When D and QF ars in the same direction_ (1 .00) + QE 0.2 * (0.53) * D 1 -00 *QE 0.11 *-D When D and CSE are in opposite directions. From Seismic Load Combinations: equation 16-70 D+O7*E+L = D + 0.7 (1.00`QE D + 0.7E + L = D + 0.7 (1 .00*QE Equation 16-12 0.6*D + 0.7*E = 0.6*D + 0.7*E + 0.1 1*D) + 0 1.074 + 0.7 D QE When D and QE are in the sane LIw direction. 0.11 *D) + 0 0.926 D + 0.7 QE When D2nd QE are in opposite i•Sr . w I - I ITIP._� directions. 0.6*D + 0.7 (1 .00*QE + 0.11`D)= 0. 674 *D + 0. 7 'QE When D and QE are in the same direction. o.s*o + 0.7 (1.00*QE - a.1 1*a) = 0.526 o + 0.7 * QE When D and QE are in apposite direction. r Front Back D-Irection. For design shear capacity, deed and live ioad are not involved, all load' combinations reduce to', 0.70 QE Holdown tension rapacity the governing load combination is (comparing opposite direction equations) 0,53 *D + 0.70*QE WaH boundary element compression capacity (comparing same direction equations} 1.074 *D + 0.70*QE sides From Equation6-5u E = PQE + 0.2*SOS*D E = PQE - 0.2*SDS*D _ (1.00) ' QE + 0.2 ' (0.53) -k D = 1.00 'QE + 0.11 'D When D and QE are in the same direction. _ (1.00) "` QE - 0.2 ` (0.53) * D = 1.00 *QE - 0. 11 `D From Seismic load Combinations: Equation 16-10 D + 0.7*E + L = D + 0.7 (1.00*QE D+O.7E+L = D + 0.7 (1.00*QE Equation 16-12 0.6*D + 0.7*E = 0.6"D + 0.7*E �-- When D and QE are in opposite directions. + 0 1,074 *D+ 0.7 `QE When D and QE aye in the same Compression direction. Capacity 0.11*D) + 0 0.926 D + 0.7 QE When D and OE are in apposite Compression directions. Capacity 0.6*D +0.7 {1 .00*QE + a.1 I*a} = 0.674 * a + 0.7 * QE When D and Q, are in the same direction. O.f*D + 0.7 (1.00*QE - 0.11 *D) = a.525 * D + 0.7 � QE When D and QE are in apposite direction. Sides: For design shear capacity, 0.700E dead and live load are not involved, all load combinations reduce to: Holdown tension capacity the governing load combination is (comparing opposite direction equations) X1.53 *d + 0.70*Q E Wal! boundary element compression capacity (comparing same direction equations) 1.074 *D + 0YO*QE SUPAIRY-NIARY v� �Ei�iviI� u��i�iv 'OR"' 7 Design Shear Holdown Tension Compression Capacity Capacity I Capacity Front I Baer. 0.070*W OL53*D+0.070*W 1-9074*D+0.070*W Sides 0.070*W 0.53*D+0.070*W 1.074*D+0.0T0*W W =Dead Load + Reduced Roof Shaw Load (Far Roof Snow -011 Loads Over 30 PSF) D =Dead Load VAA 'W!�T e7 DO rhiicuse_r BtLins TJ -Beam 6.25 Serial umbers User. 2 8/16/2007 9.36-38 A Floor Forces for upper flo r beam 11 7/8" TJ1@ 210 @ 16" o/c Pagel Eng i neVers ion:e.z5_7i THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Di -111111: 349 KM - --- _ - - I 5� Product Ditagram is Conceptualm LOADS -1 nal sis is for a 4Joi t Member. Primary Load Group - Residential - Living Areas (psfi: 40.0 Live at 100 % duration, 15-0 Dead Input Bearing Vertical Reactions (ths) Detail Other ildth Length LiveMea lUpl ft/Total Passed (43%) I Stud wall 150" 3.50" 362 / 102 10 / 455 Al: Blocking 1 Ply 11 7/8" TJIDR,210 Microllam LVL beam 150" 3.50" 1132 14251 Oil 1557 B3 Naas icrolla•m LVL beam 3.50" 3.5041 442 / 15 / 0 / 595 Al., Blocking 1 Ply 11 7/8" TJ 1@ 10 -Se-e TJ PE I1=IER' / BUILDERS MADE for detail(s). Al, Blc ckjng,B DESIGN CONTROLS:. Smear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Lire Load Dafl (in) Total Load Deft (In) TJ Pro Maximum Design Control Control 832 786 1821 Passed (43%) 1557 1557 2145 Passed (73%) -2695 -2695 3620 Passed (74%) 0.315 0.470 Passed (L15) 0,406 0.940 Passed ( 555) 0 30 lea -seed Location. Lt. end Span 2 under Floor loading Bear'ng under Flo r Ion dire Bearing 2 under Floor l-oading MID Span 2 under Floor ALTERNATE span ing WD Span 2 under Floor ALTERNATE span loading ,pari -Deflection Criteria' T NDARD(LL-..L/4 0,TL:U24Q). -Deflection analysis is basad on composite action with Single lager of 19/32"' Panels (20" Span Rating) GLUED & NAILED wood decking. -Qracin (Lu)� All compression edges (top and bottom) must he braced at 3'a" o/c unless detailed athervvis . Proper attachment and positioning of lateral bracing is required to achieve member �ta�ilit -The load conditiQns considered in this design analsrs include alternate member pattern loading. TJ -Pro RATING SYSTEM! -The T+ I�r� r ,�� r� at�� eta � ��I�� p ro��Rde-Y � adiki�r�a� �lo�r rf�rrr�ar�� i��ar��#i�arid ks ha�� a L� 111L� �� 1I Panels� �li � ars ��#in� decking. ��I�ir�g! TheT�cntr�IJir7 :an � su sorted L beams. Additional considerations for this rating include, Ceiling - Dona. structural anal s[s of the deck has not been performed by the program . Comparison Value: 1 _'%29P pP ADDITIONAL NOTES,-, -IMP) TA TI The a.naJsis presented is output from software developed by Trus Joist (TJ). TJ warrants the Sizing of its products by this software will be accomplished in accordance with TJ product design criteria and coda accepted design values. The specific product application, npuit design loads and state dimensions have been provided bar the s& are user_ This output has not been reviewed by a TJ -Not all products are readily availabJe, Check with your supplier or TJ technical representative for product availability, -THIS ANALYSiS F0RTRUS JOIST PRODUCTS ONLY! PRODUCT UB TITLITIO N VOIDS THIS ANALYSIS. -Albwable Stress Design .methodology was used for Building Code LIRC analyzing the TJ Distribution product listed above. -Warning: Span exceeds Residential p cifi is Guide span (U480 table). Strength and stiffness requirements have been met. PROJECT INF TION Copyright off,' 2006 by Trusjoist, a Weyerhaeuser Su5j es.� TJI e TJ -Be ,rea ajid MiCrollamig are registered tiradernarks of Taus joist j .st=_, J?TQ,1M and TJ-Pi7o"" aTe trademarks of T°rias Joist. OPERATOR. INFORMATION: Ada rn Hoopes-- 983 oopes 983 Oxbow Idaho Falls, 10 83404 Phone 2084190765 adarnhoopes gmaii,Cerrr TU A Vi rih-,i tuscr Nisi n U -Beam Cal 6.25 Serial Number: Upper floor joist and out ida floor bear. force-4-- 11 7/8rr 7JIQ 23Q [�3a 16" o/c u:er:z en61200710:10:45aM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE ra9eI Eng ineVersion: e.zs.7i APPLICATION AND LOADS LISTED IfIl4 ■ !F2 I� P Product Diagram is Conceptual -01 LOADS: Analysis is for a JoistMember- Primary Lead Group - Residential - Living Areas (psf); 40.0 Live at 100 % duration. 15,0 Dead SUPPORTS-, x-11 _ Input Bearing Width Length 1 Microllam LVL beam 3.50*' 'Hunger Microllem LVL beam 150" Hanger Vertical Reactions (lbs) Ply Depth Nailing Live1Dead1Up1i ieta.l Depth 507 / 190 10 /697 NIA /A NiA -See Td SPECIFIER'S / BUILDERS GUIDE for dataii(s): H1, Face Mount Hanger HANGERS- No Manufacturer Sele-cted Support Model S lope Skew ]reverse Flanges I x-11 _ Face Mount Hanger NONE FOUND -675 H 1 : Face MGunt Hanger NONE POUND DESIGN CONTROLS: Shear (Ibs) 'vertical Reaction (lbs.) 'forwent (Ft -Lbs) Live Load Defi (its) Total Load Defl (in) Td Pro Top Flange Offset 0112 0 N/A NIA 675 -675 1655 Passed (41 %) Maximum Design Control Control 675 -675 1655 Passed (41 %) 675 675 1460 Passed (46%) 109 3109 X015 Passed (77%) 9.403 0.460 Passed X58) 0.555 0.921 Passed (U398) 31 30 Passed Detail HI - Face Mount Hanger Hl: Face Mount Hanger Top Flange Slope N/A /A Location RL end Span 1 under Floor loading Beariing 2 under Floor loading IIID Span I under Floor loading ISD Span 1 Linder Floor load n IIID Span 1 under Floor loading Span 1 Other 10 Support Wood Species N/A /A cne -Deflection "kriteria: TANDAR.D(L :L/480,TL.U240). -Deflection arialysi is based an composite action with Single layer of 19132'' Parcels (20" Spar, Rating) GLUED & NAILED wood dec in - - racing(Lu). All compression edges (top and bottom) must be braced at 4' c/e unless deta-�l ad otherwise_ Proper altaehm ent and positioning of lateral bracing is required to achieve member stability, TJ -Pro RATIN TE -The TJ -Pro Rating System value provides additional floor performance information and is basad on a GLUED & WAILED 19132" Panels (20" Span Raking) decking. The controllira 9 � � � p�r� �s supported � beams. Additional considerations for #I is rating incl de_ Ceiling - None. A structural analysis of the deck has net been performed by the program. ompariSon clue. 1.45 ADDITIONAL NOTES: presented is output from software developed -IMPORTANT! The analysis pies � pad by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with Tv product design arteria and C de accepted design values, The spec,ific product. a Plicat�crinput design loads, and stated dimenslons have been provided by the software user. This output has not been reviewed by aT Associate. -Not all products are readily available. Check Gth your supplier or TJ tactnical representative for product availability, -THIS l L I FOR TRUS JOIST PRODUCTS ONLY! ! PRODUCTSUBSTITUTION VOIDS THIS ANALYSIS. - ilo ale Stress Design methodology was used for Building Code UBC anafy ing the TJ Distribution product listed above_ PROJECT INFORMATION: oP right Gig 6 by "gyrus Joist, a Weyezbaeuser Business TL_ I '- `1�7,joist-,"oi J- ea and Mic'1�`TpIil.arn) are r2g]-stored trod(:2 az. ks of ru-, Moist. ka P �, ol"L a i cl 1 YJ - i r o are L i a ema r k -s of T 1 uz; J o i. r_ OPERATOR INFORMATION: Adam Hoopes 983 Oxbow Idaho Fal[s, 1D 83404 Phone : 2184 1 90765 adarr~hoopes 4gj-na1j.CDM a 4A f W Vrhacuser Basin TJ -Beams 6.25 Serial Number: User.,2 811 712007 4:06`5' P Page I Engine Verson: 6.25,71 Main floor floor joists willih. trio bearing galls 11 7/8" TJI@ 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 36 d 51 F?� 1 j 19 Pr otitic M ri r�� i�� it 1. LID: Analysis is for a Joist Member Primary Load Group - Residerntial - Living, Areas ;psf); 40.0 Live at 100 % duration, 15.0 Dead Vertical Loads, Type Wass Lrve Dead Lorat nn Apt I ieation Comment Point(lbs) :Floor(1.00) 425 0 364 - Point( Ihs) Fioar(1 ,00) 350 130 1 - SUPPORTS: Input Bearing Vertical Reactions (ibs) Detail Other Width Length L velDead/Up I ifUTota l Passed (61. %) I Stud wall .50" 2.2511 4121118 / 01530 3_ Rim Beard 1 Fly 1, 114 11 7�8 " 0.8E TJ- lra.nd R[m Bcard Stud Mall 3.50" -50" 14671530 / 0 1 1998 S3 N 0n .3 Stud wall 3,50+' 3.50" 1042 1 282 / 0 / 1324 E1: Blocking 1 Ply 11 7/8" TJI 230 y ee TJ PE IFIER' / BUILDERS GUIDE for detall(s)) A3: Rim Board�B3®E1, Blocking DE`I CONTROLS: Shear (IIs) Vertical Reaction (Ibs) Moment 1' Ft -Lbs) Lire Load, Deft (in) ,Total Load Deft (h). TMJ Pro Maximum Design Control ContrOl -1013 -1013 1655 Passed (61. %) 1998 1998 2410 fussed (83%) -2987 -2987 4015 Passed (74%) 0.297 0.471. Passed (tJ7 1 0.355 0.943 Passed (2/637) 4 30 Passed Location Within Span 1 under Floor ADJACENT span loading Rearing 2 under Floor ADJACENT spar, loading Iw,;1I D Span 1 sunder Floor ADJACENT span loading MID Span 2 under Roor ALTERNATE .span loading MID Span 2 under Floor ALTERNATE span loadkn Span -D flectionriteria TA DARD(LL-L/4803L.U240). Additional checks fallow. -Right 0-varhan :(LL:g. 0 4`, TL: L 240)2 -Deflection analysis is based on composite action with single layer of 19132" Panels ( 0'' pare Rating) GLUED & NAILED wood decking, -Bracin (Lu� ill compression edges t� ��d b�tt�rr, i ) must be braced at ' 1 11o1c unless dratailed otherwilse. Proper attachment and posifloning of lateral braying is, regOred to achieve member stability. -The lead conditions considered in this design analysis -include alternate and adjacent member pattern loading. TJ -Pro P T!NC- gTF=U -The TJ -Pro Rating SYStem valti provides additional Ter performance Information and is fused ort a GLUED & NAILED 19132" Panels (20" Span matin �d rl�in . The ntrolfir3 �� g g span is supported bralfs, Additional considerations for this rating include. Gerling - None. ,A structural analysis of the deck has not been performed her the program.. Comparison ahue: 1.4 ADDITIONAL DOTES. -1 I,l PORTA ITI The analysis presented 's output from software developed by Trays Joist (TJ). 'TJ warrants the sizing of its products by this software will be cc-oomIished in accordance with Ti criteria and code accepted design values. The specific product application, imiput design loads, and sta-led dimensions. have been pmv[dad by the software user. This output has n� product des Associate. R t ry reviewed,by a TJ -Not all products are readily available, Check with your supplier or Td technical representative for product availability, -THI-S ,ANALYSIS POR TRUS JOIST PRODUCTS ONLY! PRODUCT UBSTITUTIO Ia THIS ANALYSIS. -Aflowable Stress Design method oJogy was used fDr Building Dude UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: -IJoist, i rot" and TJ-Pro'A are trademarks c�f 'gyrus .poi t OPERATOR INFO N: Adam Hoopes 983 Oxbow Idaho Falls, [D 63404 Phone '208419076.5 arkarnhoopes a main -Carr '4, - r TJ-Beam 6.25 Serial Number User'. 2 8/16/2007 927A5 AM Worst Case Main Floor �xolout Cantilever 11 7l$" TJ1@ 2311 @ 16" ole Paye i Engine Version- 6_25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED i 1 1 r Product Diagram is Conceptualm LOADS-, Analysis Is for a Joist Member. Primary Load Group - Residential - Living Areas (ps 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibis) Ply Depth Nailing Width Length Live/0-ead1UpIif otal Depth I of icro[Iam LVL beam 3.50" Hanger 509119110 700 /A N/ N/A Stud wall 150" 3.50'A -04 / 18 / 0 694 N/A NIA NIA -See TJ SPILCIFIERS / BUILDERS GU I DE for detail(s)..H 1: Face Mount Hanger,. 1: Blocking HANGERS: No Manufacturer Selected. Support Model Slope Skew Reverse Flanges 1 N I : Face Mount Hanger NONEFOUND 0/12 0 N/ DESIGN CONTROLS: Shear (Ibs Vertical tical Reaction (Ibs Moment (Ft -Lbs) Live LoadDef] (in) Total Load Defl (in) TJ Pr❑ Maximum Design Control Control 678 678 1655 Passed (41 %) 678 678 1460 Passed (46%) 3137 3137 4015 Massed (78%) 0.410 0.463 Passed U541) 0.564 0.925 Ilasqsed (U393) 1 30 Passed Top Flange Offset Y Datal W: Face Matint Hanger Al. Blocking Top Flange Slope N/ Location Lt. end Span 1 ender Fluor loading Bearing 2 under Floor Inad.ang MID Span 1 under Floor loading CHID Span under Floor loading MID Span 1 undor FlaDr loading Sparc 1 Other None I Ply 11 7/8" TJ 19 230 Support Wood Species NIA -Deflection Criteria. T NDARD(LLwI 480,TL:[/240). -Doeflection analysis is based on composite action with single layer of 19/32" Panels (20p Sparc Rating) GLUED & NAILED %wood decking. -Bracing(Lu): All compression edges (top and bottarrr) must be braced at ' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -faro RATING SYSTEM -The TJ -Pro Rating System value ,provides additional floor performance information and is based on a GLUED & MAILED 19/32" Panels (20" Sparc Ra in , The antrollin g� deck -Ing. g span is supported b beats. Additional eonsideratJc ns for this rating include, Ceiling - Noire. A structurai analysis of the deck has not been performed by the program. Corriparlson Value: 1.45 ADDITIONAL NOTES: -IMPORTANT! The analysis presented as output from software developed by Trus .Joist (Ti). TJ warrants the sizing of its products b this software will , c.riteria and cede accepted design values. The specific product application, input design leads, and stated dimension here been provided b h e e with ev product design �' accomplished accordance Associate, p t. software user. This ootpt has not been reieved a �]+ -Net all products are readily avaliable. Cherk with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FFR TRUE JOIST PRODUCTS ONLYI PRODUCT UB TITUTi N VOIDS THIS ANALYSIS, -A low ble Stress Design m oth-cdology was used for Building Dade UBC analyzing the TJ Distribution product listed above, PROJECT INEO_RMATION., Copyright 2006 by Trams Joist, a e erhee-;12 er Busi-ness TO I0, T J -Be arnq) and Mi oro i 1am{b are reg i_:�5 tered t ractemark s of T -i.:, s joy s t . STI ; ' F7r and TJ -P -rot s are tradenark..5 of Trus jig i s t . OPERATOR INFORMATION: Adorn Hoopes 9,1,13 Oxbow Idaho Falls, ID 83404 Pharle -. 2084190765 adamhoopes@gmaii.com e7, TH rh�cu-serr B LLS ints& TJ -Beam 6.25 Baru! Number: Worst Case Main Floor 11 7I8" TJ1@ 230 @ 16" o/c User.'2 8l16l200]32]:10,AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page, Engine Version, 6.z57, APPLICATION AND LOADS LISTED LOADS41 Overall Dimension: 219 F: 19 Product Diagram is C011ceptualk Analysis is for a Joist Member. Primer Load Group - Residential - Living Areas (psf)t 40.E Live at 100 % duration. 1:5.0 Dead SUPPORTS-. 1 Microplam LVL hearri. Stud wall Input Bearing Width Length 3.5011 Hanger 3.501' 3.504, Vertical Reactions (Ibs) Live/Dead/Upii iatoI X11 �` 189 01 0 1 700 616/231 J0/847 Ply Depth Nailing Depths N/A NIA /A N/A N/A NIA -See TJ PE IFIER' / BUILDERS GUIDE for detail(s)Hl: Face !Mount Hanger'F1: Blocking HARGEF o Mantifacturer Selected Support Modal Slope Skew ReversaL Top Flange Flanges Offset 1 1-11: Face Mouni Hangar NONEFOUND DESIGN CONTROLS: Shear (lbs) Vertical Rea ct'ron (Ibs Moment (Ft -Lbs) Live Load Deli (in) Total toad DO (in) TJPro Maximum -690 675 3136 Design 678 678 3136 0,416 0.567 31 Control 1655 1460 401 0.464 Oa8 30 0112 0 Control Passed (41%) Passed (46%) Pissed (78%). Passed (U536) Passed (U393) Passed N/A NIA Location Detail X11: Face Mount Hanger - E1,: Blocking Top Flange Slope CLIA Other - None 1 Ply 1 ?i8r1'FJI0,, 230 Support Wood Species NrA Lt. end Span 1 under Floor ALTERNATE span loading Fearing 1 under Fier ALTERNATE span leading M[D Span 1 undef Flog ALTERNATE span leading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span I -Deflection Criteria= TANDARD(LL.-LJ480,TL:LJ ). Additional checks follow. -Right Overhang-(LL.0. 00" TL. -2U240). -Deflection analysis is based on camposi'te action with single layer of 1913 " Panels (20' Span Rating) GLUED & NAILED viood decking. FracrnLu: Atl compression edges (top and bottom) must be bred at 3 11" Dfc unless detailed other -wise. Proper attacbnt and positioning of lateral bracing is ra uIfed to achieve member stabIlity. -The load conditions ccr7s�drad in this design analysis incJude alternate member pattern loading, TJ -Pro RATING TE and is based on a GLIDED & AILED 19/3241Panels 0 an he TJ -Pro Rating tern value provides additional floor performance irtformati�n � p Rating) decking. The cunkrofijn. is s� _ � span R�p r#ed by bears. Additional consideratlons for this rating include,. Gelling - None. A structural analysis of the deck has not been performed by the program. Comparison Value; 1 °45 ADDITIONAL P40TE : -IMPORTANT] The anal sits presented is output from software devel' ped by Trus Joist (TJ). TJ warrants the sizing of its products by this software * 11I be accomplished in acc aFdarxcrrt with TJ product design dteria and cede accepted design values. The specific product application, input design loads, and slated dimensions have been provided the software user`_ This output has not been ray Associate. p id TJ -Not all products are readily aVa.i lable. Check wirth your supplier or TJ technical representative for product a-vailability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SLJ6STUIJTI0N VOIDS THIS ANALYSIS. -Allowable Stress Design methodology vdas used for Building Coda LDDC analyzing the T,1 Distribution product listed above. PROJECT INFORMATION: Tj t , T J -Bea and Micrcllan& are _reqjxstere 't aden ark8 of Trus joist e-1 Joist",PT-o-01 and T, J—Pi --�m ar k: tYa eMLjr)'sS ofri' Lid �, , . OPERATOR INFORMATION-. Adam �ioopes 983 Oxbow Idaho Fafts, ID 823404 Phoria : 2084190765 ada hoope grail_ or COMPANY Aug. 22, 2007 11:40 PROJECT upper floor block out beam Beam l MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): ._ ' ��fS�i1�. -' —_. • ��• � Design Check Calculation Sheet 'i. �''• .•t•:4+.t:.: � rn�^ P-� J..._ ,�.y�c.::�. '�T �� 4r+ ,,,R...�`�'��*f* - _ � - � -. r • - ''�• s4C �,. ._. . • �•:.ti: r:,7."' � �.•.. _.. y`+fir ,.-.,, � �.e,: -. �. �.,, . #P�^ .,w-P�,.. � a +r.ti �c �r$k.. *� .- r:. ... � Sizer 7.0 .,n ��q � F+•. ��in,_ ��r 'yn�,, "•��*�A�+ /a+-+� hJs.,a-., .. •�C, _. • -��, �. a -- - - ■ • +��'"� + "%A'. Ya ••'MSF -r. x - -:, vr..x .= v '} •-ry °. .3 .. =..:w ... �.. LOADS lbs, psf, or pi dl s -•,W �} .,K �'.. ... _ - �L :_..: :. SP are v. � .� Y4"' n' �l+kwwan v. .. . rr �. �.. ®�` .,. -� _ .ar.` ra-yi�.�... •.--�' _ _ _ r �+ - ._ • •JrTmv. •ti}__ y . u 5ls� . �•yFi �u�a.�.i+:l - .4 Y raY�,• � 4F µ ii __ - , Loac. Type Distribution Magnitude Location [-.ft] [knits d - 2 Start End Start End 1. o ad 3 Dead P rtza 1% 0 105.0 0.00 4. 1 f LoaLoad2 Live far tial UD 280.0 280.0 0.00 4 .00 plf I,oa 4 Dead - u11 Are * psf o ds_ Li Ye -f Full a 4 0 • (�_ i.) -k LC 42 P f i. r .1 J1_er u t r ! �� i � h ( - t , ?'88, V design = 1733 .lbs - - Bending(-,-): MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): ._ ' ��fS�i1�. -' —_. • ��• � •. "�} - �.-. R�,� :�?..�iC..mr �1Y ,•• +'n aiFY '_��c-TRiI ,�S ��`_�== �, , .,•—.e^��.. ,�-�.. �. - . ��: � ,. z _ _- 'i. �''• .•t•:4+.t:.: � rn�^ P-� J..._ ,�.y�c.::�. '�T �� 4r+ ,,,R...�`�'��*f* - _ � - � -. r • - ''�• s4C �,. ._. . • �•:.ti: r:,7."' � �.•.. _.. y`+fir ,.-.,, � �.e,: -. �. �.,, . #P�^ .,w-P�,.. � a +r.ti �c �r$k.. *� .- r:. ... � � , - •�� - �_,�.. _ . •}r ... .,n ��q � F+•. ��in,_ ��r 'yn�,, "•��*�A�+ /a+-+� hJs.,a-., .. •�C, _. • -��, �. a -- - - ■ • +��'"� + "%A'. Ya ••'MSF -r. x - -:, vr..x .= v '} •-ry °. .3 .. =..:w ... �.. - rriR_. - - s 9L'•_ .�7! +��=ti. .Fri --4-.e{ ^ dl s -•,W �} .,K �'.. ... _ - �L :_..: :. SP are v. � .� Y4"' n' �l+kwwan v. .. . rr �. �.. ®�` .,. -� _ .ar.` ra-yi�.�... •.--�' _ _ _ r �+ - ._ • •JrTmv. •ti}__ y . u 5ls� . �•yFi �u�a.�.i+:l - .4 Y raY�,• � 4F µ ii __ - , —...r ... 74_- T '+i.l_... :ova .__ - .- .® - Y;r il..A' 1.00 0.839 Dead 680 Live 1509 Total 2188 Bearing. Load Corab L ncfth 0.83 *Min. bearing length for beams is 1/2" for exterior supports LVL n -PAY, 1.8E, 260OFb, 1.314xl 1-7/819 , 2 Self -weight of 11.98 plf included in loads; Lateral support, top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 ADDITIONAL DATA: -FACTORS: E CD CIS Ct CL CV Cfu � r Cfrt C i Cn L Fv 295. 1.00 - t00 1.0 0 2 Fb'+ 2600 1.00 1.00 0.839 1,00 1.00 1.00 - 2 Fop' 75 1. - - 1�� +-- El 1.8 million - 1.00 - - - - 1.00 4 -� Em n. 0.93 million - LC 42 D+Le V -- ?'88, V design = 1733 .lbs Bending(-,-): L D+Lr tr5 lbs -ft Deflection: LC #2 D+L 440e,06 l -in/.ply 1. I t + Live Load De f 1 ec tion (D= --dead L=lave S=Snow W=Wind I= --impact = n tract n CLd=coricentrat e (All LC' s are listed in the Analysis output) Load clnatir�n5: !cc-iBc DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. .. L- EA (Structural Composite Lumber): the attached SCL selection is for preliminary local SCL manufacturer. . Size factors vary frorn one manufacturer to another for SCL rnateriai .`shay rein be changed in the database editor. . BUILT -LSP L- MS: contact manufacturer for conDection details when loads are, not appiied equally to all 194 348 625 973 (-,0* 1_1 LOADS 4 lb�s, Psf, or plf } W. ork.-s COMPANY Aug. 22, 2007 12-18 Design Check Calculation Sheet Sizer 7.0 PROJECT outer upper floor beam Beam l J � Distribution Magnitude Location [ ft ]nit .'• �ai{�-. a - .rrF� �. .... ter.. •fir-+:: ° r'�-__�-F- ". ;._<z snv,_. ..,: 3 - �..� .�� .•x; �+f-,"4•�J..r. Start Endtc-%�rt Ery ,,m •.-„•�Y --- .. •�=�'�io- f�'`rd;.' _ - _ is ."- . ,-'�!f«•.� `F:�_" Loadl Dead Full, UDL 16.0 l f Load2 Live Full CALL 100.0 i f Load3 Deed Fill UDL 115,0 L_: irKC ,. �• �Y•�:--rra��" •fir '�!. S'x4� plf Load Ll e Full UDL 330.0 . " r. plf Loader Dead Partial LSD 255.0 255.0 6.00 12.50 plf Lclad.6 know Partial UD 595.0 595.0 y 0 1 .50 plf Load? Dead Point 7 90 6.00 lbs -LoadB Snow Point 1790 6.00 lbs MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ragy� .: -, AI•.•., •-4Yb a- •'T7 7 CM .'• �ai{�-. a - .rrF� �. .... ter.. •fir-+:: ° r'�-__�-F- ". ;._<z snv,_. ..,: 3 - �..� .�� .•x; �+f-,"4•�J..r. veaAiRT14 T'FJaya : �.. i�.�' ... �.it ��ia t.. r.. :. -+r- -,- 1 r ''`_� ,,m •.-„•�Y --- .. •�=�'�io- f�'`rd;.' _ - _ is ."- . ,-'�!f«•.� `F:�_" :. ; -L v}v v. -. ; .. .v..',�. ,:. _ •�•F x��.. _ -.. ':: IAF ':sx':.��.: �� 6' a -r �4. ., '�'.v;: Y ". _x v rt . �.:._�.'. v •�, •l i�t_ti•' {ir{:r.. 4+� �� •:. � _."+5.rcv,. �C� .' °+f �� - . tea. • „ T- � :v . ,�,v-v' ..}. ! 74�. v.ry�. r _.. acaa:� -'�.C.��Yd Citi: - _ �i•a�r fV� .. •vy, - .; .i�{ .a. _�G vT' :yi r`a�F:. • _: r. ., .a_a-. a -:yrs ,� .'; ,' _• °-cjW Y1kY1'11 t :. .'F-•.. -,. :.h. , TfhM� L_: irKC ,. �• �Y•�:--rra��" •fir '�!. S'x4� ,i.• ysL., fin _v.,. ..a �+�'�"sV_ _ ... : _yi ...-1�� - � • 'y l ^. ^4M;. �'��_--"4 v,.s .. �. �+L.c�',�7�'.P �.. ,�r-'• .r•�..-: . " r. �;�_t+Rhii• - �.e.c•.r ''f{.k�.., '�� : . '�'�- � i�, �..�._~.. '-sx- - . ...-. :. •*_.,,,._ ._ �. . , `: ... ;,A.,:- �` . w`%.:,,,. _ 7o- -..71- million 7-- - Erni n r 0.93 million - 1.00 1.00 101 l 1 q 1 '�;4 Dead 17`3 2537 Live 3468 Bearing: Load Comb # LVL n -ply, 1.8E, 260DFb, 1.314xil-718r§ , 3 -Flys Self -weight of 17.97 plf included in loads; Lateral support: top- full, bottom= full; analysis vs. Allowable Stress psi) and Deflection (in) using n os 2005 ADDITIONAL DATA: FACTORS: F E CD CM Ct CL CV Cfu Cr Cfrt Ci Cn L C 4o F ' 285 1.15 - 1t - - - -� 1,00 - 1.00 Fly- 2600 1.00 1.000 1.00 1.00 1.010 -- - Fcr) ' ISO 1.00 - - � - 1.00 F 1.9 million 1.00 - Erni n r 0.93 million - 1.00 1.00 Shear LC 43T D+.7 (L+ ) = X343, V design 6210 lbs ,ending (I) * L+, 7 (L+) =-� D flet in : LC #3 I + . 7 5 (L`�` ) , EI= 440e06 �- -0�f�,J- C LJ-Cn = I . j U � U Cac1 Load De fIeCti o n + Live Load Deflection. 'D -dead e L -live S=snow W; --wind I=i. 10a C t C=Construction d -Concentrated) �X11 'L ' s are listed in theAnalysis out ut ) Il "�4 c 1L.hi 4x- .L cm I BC DESIGN NOTES: _ I . Please verify that the default deflection limits ar-e appropriate for your application. . S L -BEAMS (Structural Composite Lumber): the attache' SCS selection is for preliminary design only. For final Ir SCL manufacturer, 3. %0-j9Z.Va; factomrs vary firom ore, l'"al nufact re. to airlot er Sal- matere�1s. T' , �e ` can be changed in the. editor. . BUILT -Ula SCL-BEAMS: contact manUfacturer for connection details when loads are not applied eqUally to all plys. COMPANY PROJECT outer upper floor beam )Wood W..orks Beaml • WTWARE FOk WOOD +Dr-. [t V Aug. 21, 2007 11:58 Design Check Calculation Sheet Sizer 7.0 LOADS ( lbs, p$f, or p!f ) Load Type I tribution Magnitude L cction L ft ] i1.r t End units T oad1 Load Load3 Load4 Load5 L o ta+e +sF Load? L Dead Live Dead Live Dead Live Dead L Full UDL Full UDL Point Point Partial. CSD 6 Partial 'Y D Full UDL Fu11 UDL 1-7.0Z 115.0 790 1'790 255.0 255.0 LJ . D95.0 143-0 380.0 6.00 6.00 6.00 1.1 . . ti:f' JI -1. V w , fi Pl f 1b lbs l plf Pl f 1f MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): ,s._ • _, '•�Z r �. .ti �-.e �,. i` �' � .'r'� . � rL� •'yam �°�{ --• `�L ,a..� ' a -ti . f� �.. : sem.• - -= ' •� f ,..A,3ra•*. a�--r ,,�� •gy. ,_ _ ,. . �ti�4 �., ,,.., _ -}_: r_ ',Tw�4�..+.' .`-,rr,-=:•.�. �., - -•+' ' �'"-�--��ra•. '7•iF--_.....-. •amu a- °- � � �; •� �.•°• 4 _ -' i�1D�•°• �'�-°a�%a '�+`�r��`---- .. _FW;. e - IMF t- : . .. i� : n -.:.J. : .L{_ : TL• i.FF�� .:.. --a =+ril a�i.''� i�Y , - ' •' ,�f� -5��. `.i ..�iG _s •SVR ,:ave '. : �-.aaa �� .. :, ,`. v��.i�f,# ��-,'"•RL , r _`- • ��•4. tiSe. �?�.•i�'�.�:_:.� �.�'.,.,.. ..tie ... �+�ay� . - + ;.��.._,�-. w.. ��•-e•.r.. � . � �.. a, , `10Y�ilf�� +,rte,. • -- �. �.� = • �'_'y -�__ . e•Y'•°-+y � • - , �.•_� .. �.�-��. -:: :. 'A"6•�.�rr�� .. • y . , r_ :s.. .. . .s_ .{ .._,-,�,+TMr `1 �.i.��sa :�_ {*. � '• _ .y..�.s„•�,.� xs:. _ - '4. �-e-1'. �: "`�'• a•_ ...ter-�...,-L. �._`,:,,�TiE�.�. ,. �"' `` - - �. - ,r,..._........ ..� fir ,..�sw.�--.__.,..,..:- .-,.��.,......�•+-'..+:ice,.- .t., .+#+�' �•,Rr,'i-� LVL n`p1 , 1.8E, 260OFb, 1- / i 1^ / rh, 3 -Ply Self -weight of 17.97 If included in loads Lateral support; top= at supports, bc)tto= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion- 101 Value Dead 1737 Lies 4485 Total 6221 . 6270 a�'i g . 8773 Load ozmb 42 - E11 256.E iia ,17' _ _ .2 LVL n`p1 , 1.8E, 260OFb, 1- / i 1^ / rh, 3 -Ply Self -weight of 17.97 If included in loads Lateral support; top= at supports, bc)tto= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion- Analysis Value Desi n ValueAna- s s De sign Y'll`i - E11 256.E iia ,17' _ ve DeflIn LTC)tal 0.30 L/453 0.38 L/360 0.79 DeflIn 0.49 L/283 0.58= L/240 0.85 ADDITIONAL DATA:: FACTORS: F E CD CM C t CL C V C'LU Cf r t Ci C n L F' 285 8 1 r 0 - 1.00 - - -- - 1.00 1.00 Fb'F Ld V 0 1-00 1.00 V + 1.00 �.� .00 � `.00 "' � -- 1.00 1.00 - - Lam' n 1.00 1.00 � - �j 7'�� *may p'y^ 0.93 i 11 �p-y 1.D0 - 0 2 ShearT _ . f# .rte V 8773, V design 7302 lbs 1 , F is J1 2 - D .+ T M - �2) 123 7 l0, S De flection , LC 42 = D+L 21- 440e06 lb-i/ply Total Deflection = 1. ( Dead Load D fle c- on) + Live Load Deflection D = e a L = ' i v e S=snow W=w1nd 1=impact CIcy/ n i} - cc n n yyI ( All L C ' s are listed iii the Analysis output) Load oij. nations,,. $-ic DESIGN NOTES: I. Please verify that the default deflection limits are appropriate for your application. 2. 5CL-BEAMS Structural Composite .umber): the attached SGL selection is for preliminary design only. For final member design contact your local SCL. manufacturer. 3. Size factors nary from one manufacturer to another for SCL materials. They can be changed in the database editor. 4. BUILT-UP 5CL-SEAMS: contact manufacturer for connection details when Dads are not applied equally to all plys. $40TWARE FOR WOOD DESIGN COMPANY Aug. 20T 200716:10 Design Cheek Calculation Sheet Sizer 7.0 LOADS lbs, psf, or plf } Load Type Distribut4.an Loath Dead Axial Lcac12 Live I Axial MAXIMUM REACTIONS (Ibs): Magnitude Start End 2500 ( Ecce 5 900 (E c Cl. e Location [ft) Start End triit 0.0 tricitV 0.0 PROJECT front upper floor beam support colurnril Units .i n in n Lumber nipl , D-Fir,L, No -2, 2x6" -P1 ys Self -weight of 3.92 pff included in loads; Pinned base; Loadface = dth(b); Buift^gip fastener: nafls; Ke x Lb: 1 .00 x 0+0- 0.0[ft]; .. ��. '1. 00 = 0� [ft]; Repetitive factor: applied where permitted (refer to onlinehelp); Analysis vs. Allowable Stress l and Deflection Criterion Analysi5 Vaiue Ddsigrl Value Anal i Axi a - 1 ' C F 928 f Fcl Axial Seafing LC Fc* 1485 fc/Fc* 0.34 _j ADDITIONAL DATA: FACTORS: F/E CD CM CtCL/CP FfuCr art Ci LC# 1350 1- 00 1.0 i.00 0.625 1.100 Fc* 1350 1.00 1.00 1.00 - 1.100 - e 1+0 i -1 LC #2 -- D+Lr P - 8435 lbs Xl .00 (D=dead L=Iive S=snow =Wind I=jmpact tr��ti�z� ��itr�t�� (All L' ,� are li�:�, in tn&�rioutput) Load co n at l ons ; ICC -IBC DESIGN i . Please veri - �� #� i d i �i .�'Ellin i sir I If Es i ro i i � you a =s . BUILT-UPCOLUMNS- railed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. Wo. 1 d.Wor -FOfnVARE FOAr WUiD (jr,,Sj,[;jkf Aug, 22, 2007 1 2.03 Design Cheek Calculation Sheet Sizer 7.0 LOADS. (Ibs, psf, of plf) Load Type Distribution Loa f Dead Full LDL Loa2l Live Full UDL Load3 Dead Psi t Lc)4 Live IDn Magnitude Start End 851.0 660 110 Location [ ft Start End I- . 5 -,P. 14 .50 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): PROJECT inner upper floor beam Beam l Pa a - tern No yep yes .. _ �.��n� � �fY��. 4 �� . � .. ' . �'� ' .�� ,Fr - .. � + . �� R 9°;kms- . "� -. : •iY�• . T . i , _ '•'�.�� . } ` . est"u. ,.... .. �.•rf I�rt.#'� � ;.�.. . Y , • .. '.• .', -. _ ��•- ��'�"`-..�h��.'° A,iti� - 'a.� .- s�•ti:-t=+�o•� • . .:- ,t.. _. F?'+`� �Q,.' +� r��#'--��' — '-"ll�f•`• . �.. �.• jam.. .. • .. ""��.:' _ +." _., s• .�->�•,._ ��,..�.;e?.+i'•-:.,� '.''0r. d5.°'fc..yt• +a Lo— r. i .' ..� r i'_ -*t. + "�fllEC: r.v. ,-rte ti .� •' V l a_�:�ttu,�.... :�, �:�mu. 1 +:-�,wrti •��.• Y�_ '.-.'� "�`• p};.�rJ• - ',rs-.g.... ��-'�. •�". � � - 01 LVL n -ply, 1.8E, 260OFbf 1-314x' 1-718", 2-Pfys Self -weight of 11.98 plf included in loads; Lateral support: tap= full, bottom= at supports; Analysis vs.- Allowable Stress (psi) d Deflection i u �ln g NDS 2005 Criter�a al� al Pesign Value Ani hear % Desi. n Fl �.94 RendF 2148 Fb 2605 11 0 -E3 Bending(-) fb = 2593 Fbi _ 2584 f Fb 1.00 To �cat I DeflIn = L/344 s #. L/240 0.70 " i iO i L DATA-. FACTORS: FIE F ' + 2 600 1.00 - 1.00 1.000 1.00 L T7 1 1.00 El I1• ion 1.00 - 1.00 Ervin. rai l l i on -� 1.O D - _ T 1.130 3 Shear LC 02= D+LF V 8555, V design 738 9 ibs Rending I.-) : LC 02 D + L I i' 17776 -lbs -ft nefl LeCtic)n: LC #3 Ij D+r (pattern: L EI- 440e06 lb -in -/ply t.n1.50 f uC&Cj woad D ll M + i ' n + C -Construct, n CLQ concent rated) ( All LCrs are listed in the Analysis out -put) (Load PC-ttern.- S - S/2, Xz--L+ r L+ =no pattern load .in -this Loadcombinations: 1 � _ 1 B --scan) DESIGN NOTES: I. Please verify that the default deflection I'mits are appropriate f L-BEAMS(Structural o�r ��r application.. Composite Lumber)- r - the attached SCL selection is forPreliminary. local L manufacturer. fry only, 1= or fin ! member design r�tt your . Size factors afrom one manufacturer to another for L . �l�I L-�� -�t � trials, Thn b.han� in the ta.�e editor, contact manufacturer far nn ection details li n. Ioac' rt applied equally to all pI, : ®R WoodWork-s ,V0FTWAJ?-V 4FOR �RVO (_)L) f)LK:Sj6jV LOADS (Ibs,psf, ar p!f } COMPANY Aug. 235 007 1 Design Cheek Calculation Sheet Sizer 7,0 PROJECT inner upper floor beam support solum Column i MAXIMUM REACTIONS (lbs): 0t Lumber Post, D.Fir-L, No.2, Self -weight of 4.57 plf included i n loads; Pinned baser Loadface = idth Ke x Lb: 1. 0 x 0. 00= 0. 00 jtj; Ke x Ld: AnalySriS v. Il bl Stress (psi) and Deflection r— Ir Cr .terio `1. A x ia� Axial Bearin nls Value f C 885 fc = 885 Desi n Value Fc 928 Fc 1485 ADDITIONAL DATA : FACTORS: EVE CD CM Ct CL/cp CF Fc* 1350 1.0 1* 1.a C 1.100 f,-''FCT. f F * 0. �) o fu Cr Cfrt Ci L I�00 1. Do 1.00 x 9.00= 9.00 [€t]; Axial : LC # = D+L1 P = 1'7040 Lbs (D=dead L=Dive S=snow W-windru (All L ' s are listed in the Analysis o tp t ) rated)C' d—concent Load c c- nati. ons : 1,--"C-IBC DESIGN NOi 1 . Please verify that the default deflection limits arer- r� p t firrlit�0n. WoodWork,sl LOADS (Ibs, psf, or p!f ) VO tIVAR FOR w L) L)jr5jrs NP Aug. 22, 2007 08:30 Design Check Calculation Sheet Sizer 7, D PROJECT basement floor beam Beam i MAXIMUM REACTIONS I and BEARING LENGTHS (i n): .: _ r -` - _ 4 At `��aT:ri`� ",rte ,-'ti".�14F••,.�• •� r,q�,�P^�' as+rt-. ,.4 .'„'.i S•.• - ., +.... .. .. .`�,_�;-- ••-.i t-.,..s�--s•- ..� ..: •�'. ss�:� �4 ..�+R��-'wiiYLYY..� . r__ +-+ AW I .. ,A'! -:A;. - moi.`.. _. - '"•- S' - -' _,. _ - - •"�'t+k#.sni'a�''•_t'�7r�•y�. _ _ .•1 _ .r...e_� ��,y ' �, ..,,F=! _ . r. f +-s..�,,.,.�. ,..ate _ s. •. ..:: •s- ''. y .'�"'. T _.,°g• •rte �'- �:,•. i. •'`AP14.'yr `�"a't°"c ...+. 1� �'a,-•-�--`'f: ; 9tt.r-}v. �r ''k,;, -!S*• .:.-.r,�es ...: ar ., � -., °• .� _ .- _ +.�" ,.- �,yk�FYa-_.:a•� �'� oma,- •��tl"��-. ..hr.r . .�.rr . Mr .. .:• `.• . •s..eas:.. !' �_`._ F. _r, ., .,.•..•rte+. _ rt,'.t atr�,z Iii ,�..:' M1•�4 >. °„•°'_-''�+i4.�"r'•._, `T• ^' '-` t_.•TM• ,+.rG - r4,....aa... ?Akt. .•�; . . _ .T .qtr �.�.- ,! .�..r-< _ `', - - - _ — ,�.:. amw �r ir:�Y= � .r•.vw.._ ' ,v+�r.. .' •!LaM' � r<=.,r�re• �,# .. .• � , si'�.�, .. : h�� ' • �1 .R�`tr•.. - .-_.�+'pM?`''� r •. .•. �`Fw b.r+"�77R��.�•. .., •��"`r� .-ti_.r,.r.:� :.,�, - �; i-b.yF:.: .,- fir. - {:r•',e+�� :r4+.r`� �ar�'+�i r v J• , k-• ., . .+�+`x<.. �”" :.., ,�-_ i�h , _, �,�,-. �L•� . sr,�, � .ass r.. ;,.•.,,, :,.`�.. - . + •�.- .•vim yyy• _ ° : -'�� ` _"..f _,.,e,,ar•., �#i.. ^- _ • .�,r1�{1- +fir " -..lir > • ' ' - - �." .+•-. ' : :. a 4 �. iMF^ : , i1+1 , •. ; �„r. " •' IR'�- . e ._• {'d : •' ,x• '',r'r'''r" ;-r:.ir 1 k. -#�;- a .f-'�.i'�°r`�,.• ��'. rr�Yi�.•� —.... .• _- '.,�•YMi�'F�''Si °. .:.._'•: � .• -, .. _�+�- � r� - � ��=-��-v.m,,". ,� •dn '�'o-'.'M4.1� 2 M.. T"- -,p, - - -v.: .*_+� "" •''. .•:*7q1 5;0. OF , i,+�ll� �: ¢,.. . .:-. ;.--'-.,�,4,,�,f,,:=, J�!'�e'fi_:�+i•�` --�•- '-,�- •-�. ...� �...,` u.+_ 'i',—* .Sas....-._., :„� .—..�•..:; —;- ,.... . +�.,rn.-k L :u�.._.. +-e•:._a�� , ':".,�r�AY'.':t?SY2•.y. - aaG� ,ter .. - w .�-77 W61 Dead 9 3 1 Liv.- 2092 Total 303. Bearing: Load Com 42 Length 2..30 LVL n -ply, 1.8E, 260OFb, 'i -314x7 -X14'11, '-.Ply Self -weight of 3.66 p!€ included in loads; Lateral support: top= at supports, laottam� at supports; Analysis vs. Allowable Stress {psi) and Deflection (irt} using NDS 2005 Criterion I - Analysis value D e �_�',�n Vailue Analys.LS/DesLLn Fv' I 285 fv/Fvl 0-92 Bending (+) fh 2662 F I = 277 fbr 0.96 ADDMONALDATA:FACTORS: F/E CD CM Ct CL CV Cfu Cr `# 285 1.00 -- - _ Cf t Ci Cn L FCP 750 - � . -� - - - 1.00 1.8 Million 1.00 1.00 Emin 0.93 million 1.00 - 1.00 Shat, �- D+Lr 3023 sign = 2211 ihs De i -L tion : LC #2 D+-7LJ El- 100e06 1Tin2 'To l -a1 e Elect tin T 1 t 50 ( Dead Load Deflect -_--ion) pion) + J L D=dead L_ i i= ��- ' ]Deflect, ion . �mPa t =cons true Leon CL = con sena -�E_ ated) Load comma tions : is -IB 931 2092 3023 DESIGN NOTES' 1 please verify that the default deflection limits are appr-opriate for your 2. SCL-BEAMS (Structural Composite Lumber). the attached L selection i's for preliminary ionly.final r,local L manufacturer. I your . Size factors varyfrom one manufacturer to another for SCL materials. . B U1LT-L.- B EAMS: ca ntact m anufturr fir connection details n loads are not applied equally to SII plys. 4: 0 or OdW.o. LOADS ( lbs, psf, or, p#f ) Load Lo ad1 Load L ad Load.4 Dead Live Live Dead (ft) e SOF tIVA kE FOR WOOD OPSWN Aug. 20, 2007 14:29 Design Check Calculation Sheet Sizer 7.0 � ys tr1huill- n Magni. - de Location [.-t] tart E n MAXIMUM REACTIONS, (Ibs) and BEARING LENGTHS, (in): PROJECT Main floor staJr beam E3 eam I Units f p f Df _ — Jam^• � +-• b•-•,.,..�F.•.`"+c.crS'...''�/'��-°+�'T7f�9R�6k,.i•,,..• +�. ,.ey,�. �. �, •. � - :`�•^� -'ter, r,:y, :�.'��,ra. ••��:{+y.rc' �;.: _ .^��:.. !►.,.°rte �: _.� • . v"s- -�.:-.-...'. ,. ;:�, wt•. F_ : , �� , T�a..ka'�..i �- +�'T,-�T.•. ; .. • .. - .-� � tet- �_ ,: {. ' j�. •,�' ,� ✓•-�-r�..,,.,.,..,i„ "��,,y.,y,,y,+d�'�S�A .... - . ti•_:� ". ,. ,, �_ ° •r��,-:-..•..a.t,i- :.'1�Rrrw• .. _,.Rrr1� 'r 'j}e� •."# •:f�c ,rte ice: •� . ,. .w.... ..:.. - arg4.yh .. ... Yr . t r y'�►+tii"++G- , �, ,,•rtti.• - __. '+rr . pponpr �'_ .. ter. - :_' < '".`•` �•__-- •._:"�#�..'�r�{'.�v_ .; A. �- ,. - - - _�� _ - ,� iF - ti_ �. a :•, .. :. ,�_ ,:..-...,i_. ,.. " ...',�_, .. :. ..,,ism'. - .°.,c�' - -gam ,, Y•'J`911�[[i+ .-,f: e� it An W 71 Am �. .. s . '' :x '� _ : , . ... •. ... • -.,�'" w.,_, ..,t3�r , '".... " -... . ,.tr.,: "�� ,._ ""s,�. • �jj?' `' ,cr.,�." • ._ori,* r -.#.� +, _ • - ..:.may*: ZRC •9 .11r� ..ra'. •� :. .- .rr� ._ .. �.• .+t.:r;- -. +.4.. �-�. :-. � .. _:�.,�.:.. ,.M � `� •_• ' � ..�.,,,/ . •:t .hy 4 •., f�,v. - ,��cs Te+y- - _. _ ,.. . .. �':��' k. YF,�f:f'? ••%L: y_m . ' t ._• ., 4 -04— -;Mow .:.:. ''i f °. .�. _..: s--..•-�_-•,... ...� - }-, -�, '.�a : _ s ..ti...y.:} .s,• - +� - ...'. .,'.`� n.3,�_ +-.S..{}k ..- °+_R ° 't�w'. '•.: e/w r�/+'@__9�-� _ all— kT YvF 4-04 F.nF:L-`• •.1a-i�ii�.Y -- •: -NEON 4'r; y,iv.ywL: _•. n z T.r • - to - .. 'r}.,,d•�g... : L x Fp: F- ? 7fe �: �.f '�asar� 7 '"" .urdrrwAon : wr._v... _ -, . .. �• .• s -r, e"ir�•,�a•, :•+ .: '""_' : •. vim. 'To'Ry %fit" � '. .. r: • : r.� if.:. T - _ .. , ,,�.. .. - a.k.��'ti"�• �,.. . —�:r; : `��i6' - : .. ,, .. R4�,`5r'2•x- %73KNCMEb=EP=N re .��•�'• �d�i�cYu�kaa� �r .., —4 � _..,� � .� -r . � �"-,<.�` - `iK - . • �. : •♦a �. •a . � r �-.�PLi`___:�... . s::: A..:_ tic .::.. ... ., r•.. _ ._ .: ._ ..:..... '. ..F, .._• r:... _ a�, •}'`,1�.• i+s`�..: +�k.+�is' :c'.: at' �kS+....-F�--c�;tier..�, _err' -- .�,-.�..�.�;�.,._... , .r:>� _ ,,,_•. v,,. ,,tet w .: , . J�� I of 41 Diad 487 Lave 2060 Total 2547 1 2060 Bearing2547 Load Comb #2 Lep9th 1.94 _ 1.94 LVL n -ply, 1,8E, 260OFb, 1-3/4x7-11411 1 - ply lf-weight Of 3.66 PIf Included in loads; Lateral support: tip= at supports, bottom= at supports; Analysis vs. Allowable Stress, (psi) and Deflection (in) us[ng NDS 20Q5 Criterion Start Value DesiShear End Fuel �:7aL 1-0 fv = 210 (.0 Full Area 40.00 ( . Full Area 100.00 0.06 Lo (6.50)* 0.44 Full Area 1500 (.Q)* Location [.-t] tart E n MAXIMUM REACTIONS, (Ibs) and BEARING LENGTHS, (in): PROJECT Main floor staJr beam E3 eam I Units f p f Df _ — Jam^• � +-• b•-•,.,..�F.•.`"+c.crS'...''�/'��-°+�'T7f�9R�6k,.i•,,..• +�. ,.ey,�. �. �, •. � - :`�•^� -'ter, r,:y, :�.'��,ra. ••��:{+y.rc' �;.: _ .^��:.. !►.,.°rte �: _.� • . v"s- -�.:-.-...'. ,. ;:�, wt•. F_ : , �� , T�a..ka'�..i �- +�'T,-�T.•. ; .. • .. - .-� � tet- �_ ,: {. ' j�. •,�' ,� ✓•-�-r�..,,.,.,..,i„ "��,,y.,y,,y,+d�'�S�A .... - . ti•_:� ". ,. ,, �_ ° •r��,-:-..•..a.t,i- :.'1�Rrrw• .. _,.Rrr1� 'r 'j}e� •."# •:f�c ,rte ice: •� . ,. .w.... ..:.. - arg4.yh .. ... Yr . t r y'�►+tii"++G- , �, ,,•rtti.• - __. '+rr . pponpr �'_ .. ter. - :_' < '".`•` �•__-- •._:"�#�..'�r�{'.�v_ .; A. �- ,. - - - _�� _ - ,� iF - ti_ �. a :•, .. :. ,�_ ,:..-...,i_. ,.. " ...',�_, .. :. ..,,ism'. - .°.,c�' - -gam ,, Y•'J`911�[[i+ .-,f: e� it An W 71 Am �. .. s . '' :x '� _ : , . ... •. ... • -.,�'" w.,_, ..,t3�r , '".... " -... . ,.tr.,: "�� ,._ ""s,�. • �jj?' `' ,cr.,�." • ._ori,* r -.#.� +, _ • - ..:.may*: ZRC •9 .11r� ..ra'. •� :. .- .rr� ._ .. �.• .+t.:r;- -. +.4.. �-�. :-. � .. _:�.,�.:.. ,.M � `� •_• ' � ..�.,,,/ . •:t .hy 4 •., f�,v. - ,��cs Te+y- - _. _ ,.. . .. �':��' k. YF,�f:f'? ••%L: y_m . ' t ._• ., 4 -04— -;Mow .:.:. ''i f °. .�. _..: s--..•-�_-•,... ...� - }-, -�, '.�a : _ s ..ti...y.:} .s,• - +� - ...'. .,'.`� n.3,�_ +-.S..{}k ..- °+_R ° 't�w'. '•.: e/w r�/+'@__9�-� _ all— kT YvF 4-04 F.nF:L-`• •.1a-i�ii�.Y -- •: -NEON 4'r; y,iv.ywL: _•. n z T.r • - to - .. 'r}.,,d•�g... : L x Fp: F- ? 7fe �: �.f '�asar� 7 '"" .urdrrwAon : wr._v... _ -, . .. �• .• s -r, e"ir�•,�a•, :•+ .: '""_' : •. vim. 'To'Ry %fit" � '. .. r: • : r.� if.:. T - _ .. , ,,�.. .. - a.k.��'ti"�• �,.. . —�:r; : `��i6' - : .. ,, .. R4�,`5r'2•x- %73KNCMEb=EP=N re .��•�'• �d�i�cYu�kaa� �r .., —4 � _..,� � .� -r . � �"-,<.�` - `iK - . • �. : •♦a �. •a . � r �-.�PLi`___:�... . s::: A..:_ tic .::.. ... ., r•.. _ ._ .: ._ ..:..... '. ..F, .._• r:... _ a�, •}'`,1�.• i+s`�..: +�k.+�is' :c'.: at' �kS+....-F�--c�;tier..�, _err' -- .�,-.�..�.�;�.,._... , .r:>� _ ,,,_•. v,,. ,,tet w .: , . J�� I of 41 Diad 487 Lave 2060 Total 2547 1 2060 Bearing2547 Load Comb #2 Lep9th 1.94 _ 1.94 LVL n -ply, 1,8E, 260OFb, 1-3/4x7-11411 1 - ply lf-weight Of 3.66 PIf Included in loads; Lateral support: tip= at supports, bottom= at supports; Analysis vs. Allowable Stress, (psi) and Deflection (in) us[ng NDS 20Q5 Criterion Analysis Value Value DesiShear naLsi S / Des i n fv = 210 Bending fb= 1994 Fb 1_2811 fb F l 0.71 Live Deal' n 0.06 Lo 0.13 = L60 0.44 ADDITIONAL DATA. FACTORS.- FIE CD CM Ct CL CV Cfu Cr Cfrt Ci n L F`~ 'S.5 1.00 - 1.001.00 -� 1.00 2 F l+ 2600 1+00 - 1.0 0+943 1..07 T 1.00 1. - F Pf 750 - 1.00 - Et ITrLi B i o n 1-00 I+{�'' -� .� ate} 4 wrr � ! � '...F —' ! ami 0.93 mild n 1.00 - -� _ - 2 .ear LC #2 I+L, V_ 2547�iir 1778 Bending (+) L _ D+L{ 2547 lbs -ft Total Deflection1, 5 ( Dead. Load De flectiOr,-) + Live woad Deflecti LC's are wa sawed in the n al i) s s Ouiit-rutj + ..+. cc- k i �tjo ICC -IB i DESiGN NOTES: 1 . Please verify that the default deflection limits are appropriate for your appl1ration. 2. SCL-BEAMS (Structural } Composite Lumber): the attached SCL selection. is forr liminar design only. F Ja al L mars&jfa�tur. r. ' final design contact your . Size factors afrom one manufacturer to another fir SCL materials.. Thea . BU I LT-UPL-BE10 contact manufacturer� Ian �� t� database editor. for connection details when loads are not applied eqtially to all plys. odW0rks10 LOADS( lbs, p fa or pif Load Type Distribution Loath Deed Full Area Load2 Dive Full Area Load3 Dead Po'In r Load4 Llve Point .�r utary Width (ft) COMPANY PROJECT mafn floor beams under knee brace column Ream1 Aug. 22, 2007 17:50 Design Check Calculation Sheet Sizer 7.0 Magnitude Stress Start End 15.00 (1+3) 4}0(._) 1150 4850 Location [ ftp Pat - tart End I tern 170 Y es "11400 o 21.00 Ye MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) �Yr_- r � Fa, a.C�°G'`ti�r«�wr�4=. � ,µ .••�, J--��r:_ _ a.+��., �e i w"• -, F..�s.� ,�. r�r�,,. _. WWI fT-..aW =e.r•.a:.t-�-'Y'-','- - - .�.". •... �.+�� _ . ... .:x ., �. .. �ar-Y- -�.� � .. � :�fy.'.- �liM �`' •.l,r 5 a v lti.L'."i�... � .4 e.---• a -- �.:-ti° �`�"`�y� �af,.t '�'.'" �' . ' �'.. � as. ,'. : 1••��-+-4�. - - �� '® _-. • f Dead 17 9 19, 21j -i e 507 1642 Uolift 337 597 Total 686 Bearing: 7622 Load Comb P3 Length 0.3011, 02 #_0 Cb i . 00 2.53 0.00 *Min. bearing length for beams is 1/2" for exterior supports 1 .15 ,AVL -ply, I.BE, 260OFb, 1 i 1-7/891 l -Pi ys Self -weight of 11. 8 pif included in loads, Lateral support, top t supports, bottom= at uppc)rt. ; Analysis vs. Allowable Stress (psi) and Deflection (in) Criterion Analysis value Des icrn VaiueAnaiys's De-� Shear fv = -920 Fv' = 285 F17a B e i 1 d.42- 1 1 �, u{ J � =- 1-775 F b t - 2302 }f }r' � ' I� � Interior Live -0.43 = L/524 0. L/360 0.69 Total air 0 T 4 3 L/527 0.95 L 4 0 �.. Cantil. Lave 0.2-s' L/88 0.13 L/180 i S 02 Tat .ai 0.31 L �6 0-20 - L/120 t 1.57 ADDITIONAL DATA: FACTORS; F'E'E CD CM C t CL CV Cru Cr Cfrt Ci Cn L Fbv+ 2600 1.0 l.�0 0.920 1. .0 1t�4 Fb l - 2 600 1.00 - 1.00 0.. 884 .- 1.00 � 0 10 1.00 �� 0[� _ - Fc� 750 - 1 00 . 4 l 1.8million i. 0 .� yI !.,DO yI - - BIYa,bEY L�, i n , 0.93 + Y � i 1. l i 4.F n ` 1.00 � - �u Y i} � 1.0 � s - A Shear : LC 92 D--�I,, V = 6171, V design= 6104 lbs Bending (+) : LC #3= D+L (pattern: L ) , M = 7555 lbs -ft Bending(-) : LC 44 � +L (pattern: L) M 12171 lb Deflection: LC #4 = D+ pattern _L) EI= 440e06 1b -in 1 Total Deflection � 1 ; 0 ( Dead Loo I� fled ion) + Live Load Deflection. (D=dead L=131 - e S=snowW=%-,rind 1=' xmp2ct C=constructlon CW=con (All PLC's are listed in the Analysis output) ��r��.�� ( Lac d Pattern: S= L+ 0r L+C, -=no pattern load :' n th- span) Load com!)i not on . 1 c --IBS ) DESIGN NOTE& 1. Please Verify that the default deflection limits are appropriate for your application. . SCL-BEAMS (Structural Composite Lumber), the attached SCL select'on is f��r Pi . J f torrr r r7-� nuf t r r to t fir L minor design only. For final er b r ign contact your Inca] L nianufa t ter��l. �h� ��n �changed to t� database editor. urer. 4. BUILT -BJP SCL-BEAMS: contact r anuf2cturer for connection details when loads are n t applied equailto all pfy.5p The crifiral deflection value has been determined using naiuk- p�� tret��. Cantilever deflections do notgovern desrn. CO M PES WoodWork.s Aug. 23, 2007 15:08 Design (:heck Calculation Sheet Sizer 7.0 LOADS ( lbs, psf, or plf ) PROJECT basement column Column I Load Anal si5 _ 1 f C zz Type �� Design �� Distribution Magnitude Location L ft ]' Units * 1350 1.00 1.00 1.00 - Start End Mart End Load! Diad x1' a1 480 (Ecce w tri - it ad Live- f . 1220 ( Ecce t ricit _ MAXIMUM REACTIONS (lbs) 0 Lumber Pt D. F E rr-L,4XV Self -Weight of 4.57 pifincluded in lauds; Pinned loess; Loadfa rd h b ; Ke x Lb.- 1M X 0.00- 0.00 [ft]; K .00 - Ld: 1.00 x 8 8.0o [ftj-, Analysis vs. Allowable Stress (psi) and Deflection {gin} using Noy 2005 Criterion s Axial n .e aril Anal si5 _ 1 f C zz Value 885 �� Design �� 1053 �� J Analysis/Design f / F(— 4 ADDITIONAL DATA: * 1350 1.00 1.00 1.00 - 1.100- 1.�� .0 0 1) Axial L - �jr P = 17037 lh D= ead L=11! e S=snow W=wind =im-pact C=constructlon CLQ,=concentrated) All L ' arelisted in t�--� Wal d ut ut ) Load o ination ICC -I8 DESIGN NOTES. - 1. Please OTES:'i_Please verify that the default deflection limits ars appropriate for your application. WoodWork.s LOADS ( lbs, psf, or pff ) Load Aug. 22, 2007 09:29 Design Check Calculation Sheet Sizer 7.0 Type I Distribution Loadl Dead Full [ADL Load2 Snow F"ul l UDL a ,i rude. Start End 21.1 Ib5 L at ori [ft] Start F`d MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): PROJECT u pper floor wind o header Beam I r it ia_- ., - ' . i .v{ �!�`-. y�-'�174y• ,�. ,t®a ,F " ..-, y 3. •. •tea. r. 4.;{� ' jy lF•': 'w •�rlr r ._ �:• - � �� . i- °:- -r _b.F�+�. �; �r�cr �#�.a� •�• Ti��y rte; ar '�' 4r r aY- 4 - ice: �� r�iif ° .rh ;. �•. �'ifT�.. • : •.- #llnr-• _.�+k' Vii.: _� �� -• : : -� :�.., t .. -• •:; r .#�- �_ ..,- �-+i-'.-Zt„�i'C- •�+"rsc�6 •� '_-�._- _ :. � a.-. r: � � _ ..-..rpt �,n ,Ywr�,f�. 1 ; - .�� • e •�c,..... '4Jil4 L._ _ �,�rvb7� - '�Fv - � . .. ..T : ... - r.,�",.��'F• �r=24, _, �� ,— • �rjJ... ��- �'ii�.��-. ° '°�� .-�+jy� . i�F�a�'iF -�''" .r moi}: r ._ '- .�• r.•`:�rc�a. "'�' is �.' �.w°i�E- � � � }yt;_ r _}fin"¢ s ��- r : :s °v��4 �..ell.E-- •. •� a r 4' ..v. _�� INV��i � �' � Y .siE �a _ a •: rs � ' �.k• . • •+��ti _ �8. ��.-".a T+�*r+4F_ � � Via% Y.,.t: ..'��_�i�.. •�J r'a4�F _ '• x •rk .ya a• �. r :... - � r' -r�� "'i.� • a:: �hii• n• ir�e�` yy�."��,, ... .. ,. .. .. �P e.�a19,�1�.� �`r: - ;�..• _ _ �•� ' �"6�a. . .. m _ •'' +' -� �ii�r' ,y. rte ��:',k.w..., r ..;_t: . r.. .. ... ,�.-®� -' ��-�•�. .. r : �F #OM1• •moi .. _ gyp} � .. h.• ri;F,.,� y„i,,.. �_ , # - - r - - 'at+# 'tea._. a .• ,.. �r� 77; . . tr,ai.. •�_� .l,g ,: � '��.� , }..,_ �` ._ �.r�. 12 _ . + .+ . - ,=`_ �� .F • ',�t.V - } - �... �,�.p ;r�gt.ti+iL �� ' .s �-.. ,.-ri-y r ,+�o� ' _'• �f�,_�. _., �'Y'�",d,. TraJ'aiav_. - Cyt �.. .a. - 11 +,- '°,� •.�rTt+..tas... sr�yV -"` .d `r _ .a ...'-Frl- - ,.iF Y.' .. �._:,y�r��ara v,r �..Jri` ''r�ir.' ��r . •..a -a- _". ,. ® ,_. ., ..:.. •. , .?• via+ y ®S`': �. .. '...�L_.� - ,w• YW=. 'iP7'� .!. ,. r"�1.• ,{�, �'�'• tiFer•7'FR�••' �_.•.r,'• .�..�—. i �• � 4� �. 4:�}r,.rn - +��'L�} _ �ay •.�, ti•.YT ...., .. _,.�'. °..� �. --�� tr..�.. ` • •sy'.!F' - a. �_• -� -rr-ey v-� - - 1�S rf• •_ - - 'iwv-r�. tea_ . 101 Dead 787 - 7 Total 2572 J� 2 Load ("Io Lengt , 9B _ 0.98 LVL n"ply, 1 BE, 260OFb, 1-3/4x7-1/4", 2-Plys Self -weight of 7.39 p!f included in loads; Lateral support: dap= at supports, bottom= at supports; Analysis vs, Allowable Stress (psi) and Deflection (in) ng NDS 2005: Criteri 1 Anal.ysis value Desi n V a_1u ala 1 Des' Shear f I _ 1-1n 1 328 f FVI = 0.37 Bending +b = 1510 F'b' _ 3379 fb/F'b' _ 0.45 Live Defl 0.09- L/830 0+ L 0.43 Total Defiln 0.14 L/499 0.30 � L/240 0.48 ADDITIONAL DATA.- T- -A r � � r"w T_% ell k. Chi L C"O' L r 4L1 ►� L�1 FV 285 2.13• - 1.00 - Tr Fhl. + 2600 1.1 -1.00 - 0.9851.07 1.00 x_00 1.00 - _ F C P 750 - 1.. - - I - Emin 0.93 illi. n - Z . 00 - - - 1.00 2 Bending LC -1 # 2 ` D+f k 4 3858 lb5`f't Deflection: LC 02 E)+s EI= 100e06 l -ice pi Total Delon 1 . 510 (Dead Load Dflctirl) + Live Load. Dell t.' rated) - 'AL1 L 's are listed J_n t -he Anal yLs opt ut woad roar n • DESIGN NOTES. 1 . Please verify that the default defie tion limits are appropriate icor your application. . L-BE(Structural Composite Lumber)- the attached SCL selection is fy a lel L manufacturer,rrl�r�r�r�rril. l"r-final member acontact your + Size factors from one manufacturer to anDthr or SCL materials. They can be changed in the 4. tabchBUILT-UP LA l : contact manufacturer for to r, �� heloads are not applied d q u lj o all plys. W 0 W..o k o d, r -..s Y(xvTV A,1?.r r -o wt)(10 E. I m LOADS (Ibs, psf, or plf) Load COM PANY Aug. 215 2007 11.-09 Design 1. - design Check Calculation Sheet Sizer 7.0 Type J Distri'buti'on Loadl Dead Full ADL Locad3 ISnow Full UDL Load Dead Full UDL Loads _Sriow Full UDL Magnitude Start End 255.0 595.0 145.0 380..0 Location [ -ft Start End MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): PROJECT header upper floor Bl wits ply plf PLS i 0, Dead 606 2,4 Live 1462 606 To a1 2068 14 Bearing; 2068 Load Com Length 1.10 Lumber n -ply, D -Fir -L, No -2, 2x6", 2-Plys Self -weight of 3.92 pIf included in loads; Lateral support: top= at supports, Bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using jos 2005 --- Criterion q"har Pmaiysis value _ � �� dal �,� s � _n 1 - 13 1 F r �.207_ f �• ' = Bendin + fb 1231 Fb 1 = 1345 .63 f 'i'b' - Live De, 7 I F, 0.03-- 0.10 - L/360 0.29 Total D fl'n 0.04 _ L/831 0 - -/240 0.29 r .A _.vim •• e - -. .. '. _ .. _ .. ' spy•-.. �_a. ..a-.� �: � � '• _.: .. i 0, Dead 606 2,4 Live 1462 606 To a1 2068 14 Bearing; 2068 Load Com Length 1.10 Lumber n -ply, D -Fir -L, No -2, 2x6", 2-Plys Self -weight of 3.92 pIf included in loads; Lateral support: top= at supports, Bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using jos 2005 --- Criterion q"har Pmaiysis value _ � �� dal �,� s � _n 1 - 13 1 F r �.207_ f �• ' = Bendin + fb 1231 Fb 1 = 1345 .63 f 'i'b' - Live De, 7 I F, 0.03-- 0.10 - L/360 0.29 Total D fl'n 0.04 _ L/831 0 - -/240 0.29 ADDITIONAL DATA: FACTORS.- F/E F 180 x..15 �' 00 1.00 -�- _ - Cfrt i Cn L 1-00 1,00 r00 625 - -� - r.. - 20.00 million 1.00 1,00 1.00 i.00 2 El Shear t LC 42 = D+S f V 2068, ' da j_� �� Beading (+) L 4 = D+ M3 lbs 1551 lbs -ft Deflection-, L 4 2 D+ E -L= 33e06 l -J_n j Total DefleCtIon ad _ _ _ i Load Deflection. {}'1,71_, • �ya�� 1 . T {{�p�r} 'q1�� i C;--construction 5ys�' �y,�J �.'•+-fir ��y} �. L aim �_it ire., .�, Ld��. Load 1iiLk_ -inat i on s a !Cc -IBC s� DESIGN 1 _ Please verify that the default deflection limits are appropriate 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause_.1.BUILi-UP BEAMS: it 'Is assumed �� each in rtr(thatis, ft`oints -r t t r �r l t rint r al not exceeding times the dpth and tha WoodW6-rks LOADS ( Ess, psf, or plf ) COMPANY Aug. 16, 2007 10—y32 Design check Calculation Sheet Sizer 7.0 PROJECT Front door header Beaml MAXIMUM REAI and BEARING LENGTHS O n ... ...fig .�---�-:_...-,..�„�., ; _ mak.... .�:-�: �a,.�.�� .— - .d'�i�.:�:•�.t,- .. •-��.�: �� .: - - _ __ —. -�- �-'�,R. .�._. -.,.�. +'++�C ,.„K#Ty., . ,Y' F.-+.�. .._ _ .. - : :,.... ..: °°- sou --.,,..:'�?ter° -' _ . �'° - t+.iri _..� • -r.'`� _- ,*w �`"••fib►' �. "ri'f�llf .Y..u,_ �f �t•:�s?�M� IZ - _aa.�dd�C��Eii '�* �•":3 ' ,�"' ,�T �•�� , now,.�� ..,,.!'�!� • ... .. s •:..�,. t..� �.,. .�, - .�.�;� — Yom^ .. � :.Y M1 .,:.+� -fir,,:,, .^'.: ,� =�itit • .M �.ice-.-a-�--y,�p�tr`'�'��e,.��i�Y w!gh..w�_��z..�.:_ __ �� :++*,.-, y — �i0� - ,��-+. • .: -7:,—P6..:�` y Vii. �r _• •. — .-�—,v• _ _y, . ,.,� ._ � ��" . - � -car• p1n7' - - Jam— IMF— v . '• .5.;1.#..l.3 y�gg,I • • - _ �318�: - . �� " °. .a.k 'ter �.� ��,_�4.� .,.x � .. ° • ,.. .. _ ..�.,-.. :: .., ::.;' ^;... "°".�'r--' iii. ..�•. t _ ;: wrt°�r.-"— - • 6.�6 - -. `�'�..-,, :�.. u F. - mow• E'S�S •:^J°Y:. ems_- . •h ?.~i... �•ffi �� .° - ,_ _ • ri :... Via: :... _ _`_,;�,,. '. _..: - ' +�.#RF ,. :-:..:4�,...� -!�' s.i�l+bwr�w*�7'•.. �, . • '•i2Y t�,a:--*{.._''-• "'M�`. _� _p _ .,.,_'*,a+�. fir: ^ � .-..��a_ - .. .. :...::- „ s.. ..,._ .• r -, ' ' —..; " .� .. • • �. •_+�� Mme.. 'l_�-' +J _ :. a:�+-a�::g�. �i ' � 71�C'��} , ° l .4, •. . , . � �:.. •, .. _:: o_ �: -' w��ie,.��,• .. �=._ _ : � „'Rviit.t�� t o .. 'r - •t•—.: '�`r= • ;� .ro•�.,•..: _ � _: ' - ' . '_ " •�.:- �-`r ,.�. •�•^� -, _ ?�°"� _ � . '#a:�_",�• �e-��ciF�iLtiaP,. 'F' : r '+�'f`�„�G1c ... "�'r��c�.fr .'- ,-.— ..;. ... �:. '" .. ° n eRrai � ''A�. �i 7�MfR�9�➢a �.�'qfq" _ - '��— ° ....,.rte- •�_.. . +44�fis'�'' .s'i'r, r�yR _�� e--.,�._ . - „ ,• .er :-f �yfe. i�''r`.~ w�.' I 00 1 Dead 604 Lief e 1335 604 l Total 1 1 335 Beari939 ng. . Load Comb- Len2t.h 1.48 LVL n- I , 1 , 8,E, b, 1-3/4x5..112r% 1 -ply Self --weight of 2,77 plf included in loads. Lateral support, top= at supports, bottom= at supports; Analysis vs. Allowable Stress {psi} and Deflection (in) using NDS 2005 ADDITIONAL DATA: FACTORS: F Cry CM Ct CL CV CfuCr Cfrt Ci Cn L Ft 2600 1;0 1.00 0.975 1.11° 1. FCPI 7 5 D - - 1.00 - - - - El 1.8 millian 1..00 2 EmIn n 0 , 93 million L .1 . 0 0 - _ r_ _, 1.00 2 Shear LC 4 D+Ly V-- 1939, V design 1347 lbs G e l d i L 1 a . L #2 `" D+ .I --J r � 1454 ibs—ft 1 ' ection L 2 -rL Wil= 44' _1b -Lit kiLI _ _L _ _j,_j (De_ aC Load e,l e ction) -t- L1 e Load Deflection. (L dead L= �"�+�' d=Snow W% wind I=Impact C=construction '1 Ld=con e trate (All L ' s are listed in the Anaiysis oil,tput) Load combinations: ICC--TiBc DESIGN NOTES. - I . Please verify that the default deflection limits are apEpropriate for your application. . SOL -BEAMS (Structural Composite Lumber): flys attaGhed SCL selection is for preliminary design l member design contact your local SCL manufacturer. . size. fact r -ry from one m anufa rtuner to noth er far S CL ,materials. Thee c;an be ch@nged in the da ta b2s e editor. { BUILT-UP L4BE f : contact rnanufacturer for connection details whey loads are not applied equally to all plys. r w I F qL IpV% llj�ff "I . I, DATE: D E S I G E R 13, r,p L Vf4z ItL%A ztjfpk"I-A� '4Jr" r jS'Am "I PAGE NO�: LOADS ( Ills, psf, or pl Load Lcfad1 Load cad3 *Tributary Wi ait; h S0FTVVXR4 FOR % O D DjFSfrjV Type I Distribution Dead Full Area Snow Full Area Snow Tra e zolda (in) COMPANYPROJECT front porch overhang joists Beam Aug. 23, 2007 17:14 Design Check Calculation Sheet Sizer 7.0 Magnitude start End 15.00 (24.0)* 35.00 ( 4. p) * 167.2 81.0 Location [ft) Pa t -- ta=t End tern No Yes Yes Ma►.xInnuM REACTIONS (Ibs) and BEARING LENGTHS (in): Dead 3 3 Live 228 402 Total 261 438 Bearing: - P theta 666 L 1785 Load Comb �745 Length 0,50A, 0.50* *Min. bearing length for joists is 1/21P for exterior supports and 1/2" for Intermediate supports' 411 128 666 794 1765 4 ..0* 1.75 Lumber -soft, D. Fi r- L, No.2, 4"' Spaced at 'P /c, Slope* : -1 . deg; Total length- '--3.89", Self -weight of 1.26 pif included in loads; Lateral Suppose: tcp full' bottom= at SU oorts repetitive factorp applied where permitted (refer to on I i rye b el . Analysis vs. Aftowable Stress (psi) and Deflection (ire) Nn 9firm - ADDITIONAL DATA: FACTORS: F E CD CM Ct L CF C Cr Ci C n %# F -V ISO 1-15 1.00 1.00 - - - - 1- 0 2.00 1.0 0 8 Fb r 900 ' 1-15 1.00 1-0-0 1.000 1,50-0 1.00 1.15 1.()() �.. �� T 7 ` _ 1-15 1.00 a-00 0.989 1.300 �--0 1.15 1.00 1.00 - FCP1 - - El 1.6 ml' IIion - , 1. E.in' 0 . � 8 Mi -11 .1 on i e 1.00 - - -- --.00 .00 1 .� _.v0 Shear t LC #8 D+ (patten.: 3) , V-_ 396, V assign 343 lbs Bending (+) : LC V = D+ (pattern: SSS), M= 128 !Ls -ft hsnin t -) : LC 42 D+ S M_= -487 lbs -ft Deflection: LC #7 D+ (pattern. ) Ej= 0e06 lib -i Total Deflection _ 1.50 ( Dead Load Deflection) + Live Load Derflecti n .. Bea -ring: Allowable heath at an an ' F t?iet calculated for each u r ,pert as per NCS 3.10.3 =11 e �s now W==wind �.11 l� � � � � ' lT'MPact �=-onstruct inn Ld4r�ent ra Y_e. .n t� 1sis Output) Load Pattern; 5-S/2, XML+ r L+Cr _;-110 pattern load in this span) Leadcombinations: xc -1B G 0 0.00 0.00 DESIGN MOTES: 1. Please verify that the default deflection limits are appropriate for your application. . Continuous or Cantilevered erns: NDS CJause 4.2.5.5 requires that ��rl-rNl grading cantilevers and other ares. � � dinprovisions beter��ed #� the l-�7rd�l� � �f �� a �n� t� the full iers tl� of p � . Sawn lumber bending members shII be laterally supported according to the P MIS Ions of NDS Clause 4.4.1. . SLOPED BEAMS ievel bearing is r quIred for allslaped beams. . The critical defiecAion value has beer) determined using rna irnum back -span deffection. CanflIever dafiec [ions do not govern design. WoodWorks LOADS ( abs, psf, or pit ) COMPANY Aug. 23, 2007 17:28 Design Check Calculation Sheet Sizer 7.0 PROJECT front parch joist support beam Beaml • 1. MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): Load Comb Length 0.50* . 2 Cb .00 `Min. bearing length for beams is 1/2" for exterior supports Timber -soft, Hem-Flor, .1, 6x12" Self -weight of 13.06 plf included in loads; Lateral supporta top' at supports, bottom= atu ort; Pp a Analysis v. Allowable Stress (psi) and Deflec.-Aion(in using INDS2005: Criterion.— Analysis value Design Valve nal is. De.i g r Shear fV 70 F1 16-1 fF' 0.43 Lending(+) fb 631 Fb = 1192 fFb t �_ 0.53 Bending(-) fb 704 F ' = 1200 fb Fb' 0.59 Total DeflIn 0.67 L . ADDITIONAL DATA: 115 4 Live 600 4627 FACTORS: FSE 456 Uplift 239 CF Cfu Cr Cfrt 1847 TotC-_1l 16-52 5782 Bearl rig 2303 Load Comb Length 0.50* . 2 Cb .00 `Min. bearing length for beams is 1/2" for exterior supports Timber -soft, Hem-Flor, .1, 6x12" Self -weight of 13.06 plf included in loads; Lateral supporta top' at supports, bottom= atu ort; Pp a Analysis v. Allowable Stress (psi) and Deflec.-Aion(in using INDS2005: Criterion.— Analysis value Design Valve nal is. De.i g r Shear fV 70 F1 16-1 fF' 0.43 Lending(+) fb 631 Fb = 1192 fFb t �_ 0.53 Bending(-) fb 704 F ' = 1200 fb Fb' 0.59 Total DeflIn 0.67 L . ADDITIONAL DATA: FACTORS: FSE CD CM Ct CL CF Cfu Cr Cfrt Ci Cn Fbr+ 1050 1.15 1.00 1.00 0.988 1.000 1.00 1 r' ' 0 a 1.15 - 1 ■ 0 0 . 9 94 1 ■ 0 1..00 1.00 1.00 1... C) i p 40D 1.00 1.00 i — F' -3-F ' 2 ■ � ,-4 � � 1.00 1 If�.I, � . 0 V � 1 Ifs' [�'S� 0 �7G 0 . Emin }� r LJ 1. t 4 Shear LC 42 D+S, v 3335f V desi'cjn= 2937 in Bending ( + ) LC 44 - ID +S (pattern: ) , m = 6373 lbs -tet Bending(-) : LC 42T D+ j M = 7112 l - ft Deflection: LC f4 ID+ (pattern: s ) Ei= 906eO6 lb --!-n2 Total Dele-lection -sfe ad Load le L tiV r-1 ) ce Live D'dcad L—Ilv (All L ' s noY are listed 'n T—Y1_!" the Analysis C—, ice',4iS t recti PaLCt n Cllr once 2 tra to output, (Load Pa.tern: S=S/2, X=L+S or L+Cj =no pattern load in thj is span) Load c crrLbii nations ICC-IBc DESIGN 1. Please verify that the default deflection limits are appropriate -for your application. requires2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 t norm' grading Provisions be extended to the middle / of 2 spa" beams and to the full length of cantilevers and other spans. 3. dawn 1umh e r b len in members shall be laterally supported acoording to the 4A.1 - ' W 00 dWo r s LOADS ( !b$, psf, or pff ) SMMARE PW? W()fl-�U 04EIG off )1WU Aug. 21, 2007 11-34 Design Check Calculation sheet Sizer 7.0 Load. Tt Distribution Load1 Dead V -11 UDL Load2 Snow F'j11 UDL Magnitude Start End 70.0 3. Locat-ion "ft] Start Eris MAXIMUM REACTIONS jibs) and BEARING LENGTHS fin): elf � fa Y � • 31 b - - s � .� �g _. }.�,.. yid, `� -5/''Design jDn s .. Shear _ ' r �._. � - _van v !•`ate r �'a:Pi 2`.. f '�"""4. .r }tel. ". 4 �. •� -: yrs Bendin (+) fb 1083 '��y�� 1380f�, PROJECT joist support beam Pa"L- tern No Yes MP MJM-%=.7- imom F 1-911 4_1 201 Win. bearing length for bee i 112" for exterior supports and 1/2" for intermediate mediate u o rts Timber -soft, .Fir -L, No. 1, 6x8, Self -weight of 9,8 plf included in loads; Lateral supper: top` at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection ('[n) using was 2005P. C_riter_�on i e ® yr+,' V r7 a 11:4 ie.1 yid, `� -5/''Design jDn Shear f V 94 F ' _< 195 t F 1 ,-` lJ C Bendin (+) fb 1083 F r 1380f�, 1 1 _,d � 0.78 Bending(-) f -- 1220 Fh' 1380 fb Fh' 0.88 Total 0.34 = L4 L/240 0.59 Cantil -t1 L/156 0.12 Li 1.15 5 AD'DITIONAL DATA: FACTORS: F E CD F CfU Cr Cfr-, 1 Fbl+ 1200 1.00 1.00 1.00 Fbl- ]200 1.15 1.00 2_iDo 1.00C) 1.()001.001. 1.00 1.00 gip' 5 -� 1_O�� 1. - - - �- i E' 0 2-.0 - - � ! rn1 1 io n 1 + 1.0 0 1 . 0 . 00 Emin'0.00 rnili� 1.00 1.0 -- -- 1_0 1,00 Shear L 48 D+ (pattern; ), 2839, V e { gn 2581 lbs Bendin (+) : LC #4 D+ (pattern: S , M= � 5 lbs -ft r 4 f l Total De fl cti r _ 1 ! 5 0 ( Dead Load Deft tlon) + Live Lead f1 ti (All LC's LC'are lis -ted Jn the Analysis out t Load �oinat' ICC -IBS' _ s.his DESIGN 1 Mease verify that the default deflection limas arero ! �'� frit for your application. 2. en��ue� r Cantilevered �e� NDS Clauser requires that ��r�l �� provisions extended to themiddle ddl �of prand to the full length of cantilevers t and other spans. . Sawn lumber bending members shall be laterallyu orted according 4. The critical deflection�u�p#� t�S I� provisions f �Clause.�,1. ing maximum back -span deflection. Cantilever deflections do riot govern design. 4 V 33 1 r.. J45 Aug 21, 2007 at 11:313 AM FLEX B.r i Company Designer Job Number Global Dj§Calcs�� . . ......... play _�ections for -Member 5 Max Internal Sec#ionsfor 97: --_._ Include Shear Deformation Yes __� Nlerge Talerance din} .�� .. -. _ i -Qelta Analysis Tolerance 0.50% !Hot Rolled Steel Code i RISC: ASD 9th - - - - ----------- - CV d Formed.��eel.Cade rI ANSI 99- ASD,. -W-00d Code ..... 'NDS 91/97: ASD Zaod Temperature T� < 1 ,00t LConcrete Code— ACI 2002 -- Number of Shear Regions- -- -- ,..,4 R�;Increme,niiit4- _ . Concrete Stress Block Rectangular �1se:Cr'acko.d Secf�ons..� Yes ___ _.�.` Bad Fra_. ming Warnings I No eS [Jn0'sed Fare Warnin sy Genera1MaterialPro ertles Label Ejksi 1 ,-_qet) Conc3N1N 3151 np-n r.nnrdUU CZA 2.., 3 i aen Conr.3LW 4 en Conc4LW 2408 1 04 7' %1.5 ..5 cien Alum 1___10600 4077 aen-Steel qQnnn �,,�n U RIGID _ � 1e+7 T Wood Material Properties '2 I�L, Lquel DF Larch _CaFir-Larc _,S6 Poine S•rn Pine General Section Sets Label GENJA 7- .� �2. �RIGID Wood Section Sets Aug 21, 2007 11:38 AM Checked By: rmL41 .E 5 F) _.D_ensitv[k/ftA3 .145 -145 r"% , , , r t. 44-A "U1 IZ131 ru i i -035 --_.035 .35 Sha TypaMaterial�n2_L_..L27Q A WNLER41I) fin4j RE4X4.....__L__.__ Beam Igen Conc3NV11� 16 21.333 21,333 :...�_ __ADne RIGID'' 1 e+5. je±8 1 e+_.. 8. I Sh L a b e I T pe De I , _n= I �¢ Vis__ --I a LC L OU . '�S t—. Material Desi n Rule j3ea m 1 9 6X6 DF Larch I Typical Beam Rectanq ular 0. C �� -.y...ca1--. 2 lumn", lar DF LCa .6X n tan�gu i ___.O,1UM_ Rec' 3 brace 6X6 Vr _i Rectae lr DF L' arch L—Typ.ical Label _LJoint x'_1_1_ � N 3 MIZ�PA-2U Version 7.0-0.6 J Joint_ Mate ae —sectiDn/Sha IV5_ Pa_ beam_- N5- -:l� i. brace.-� column WA Ain2]_ 52.25 302.5 "9U.270.) JL Q.1 8-0) n4 7fi_�55; .C_ 76.25_._ A .714- q 112.964 1_0 - 76255 �L_76-255_ Design ListMater' f;lj DF iBeam —FReGt naula.r�FLarch eg!at 1l�raceftn.�u�ar ' a�ch �olurnn Rectanaular DF _Latch Design 0 1 im cz T�(PcalW� _j pt;al,. �—TYpicaf ._ , [C:1...Lgdam hiaopeslMy Documents�Documents\Sumrnitl4PLEX BRACE.r2d] Page 7 I lud K r It I N U -No.1 .3 3 r"% , , , r t. 44-A "U1 IZ131 ru i i -035 --_.035 .35 Sha TypaMaterial�n2_L_..L27Q A WNLER41I) fin4j RE4X4.....__L__.__ Beam Igen Conc3NV11� 16 21.333 21,333 :...�_ __ADne RIGID'' 1 e+5. je±8 1 e+_.. 8. I Sh L a b e I T pe De I , _n= I �¢ Vis__ --I a LC L OU . '�S t—. Material Desi n Rule j3ea m 1 9 6X6 DF Larch I Typical Beam Rectanq ular 0. C �� -.y...ca1--. 2 lumn", lar DF LCa .6X n tan�gu i ___.O,1UM_ Rec' 3 brace 6X6 Vr _i Rectae lr DF L' arch L—Typ.ical Label _LJoint x'_1_1_ � N 3 MIZ�PA-2U Version 7.0-0.6 J Joint_ Mate ae —sectiDn/Sha IV5_ Pa_ beam_- N5- -:l� i. brace.-� column WA Ain2]_ 52.25 302.5 "9U.270.) JL Q.1 8-0) n4 7fi_�55; .C_ 76.25_._ A .714- q 112.964 1_0 - 76255 �L_76-255_ Design ListMater' f;lj DF iBeam —FReGt naula.r�FLarch eg!at 1l�raceftn.�u�ar ' a�ch �olurnn Rectanaular DF _Latch Design 0 1 im cz T�(PcalW� _j pt;al,. �—TYpicaf ._ , [C:1...Lgdam hiaopeslMy Documents�Documents\Sumrnitl4PLEX BRACE.r2d] Page 7 Company Designer .fob Number Member Advanced data KW Label M 1 IAS -� � VJ M3 Aug 21, 2007 1138 AM Checked By: Joint Coordinates and Temaeratures �...,. ..�_ _.., Labii _.. .. XfftL�-- 0 _. N3 n .N4. ,0. -•••�•� - - - •.r...9.�. T z. �.. , -.,.N 5 - Joint Bounda Conditions Wood Design Parameters Y a Rot do n r - /r.9H 0 F Eftl-le-beRd ba... K-ou# Joint Loads and Enforced DVspiacements (BLC I : deaaf u Out Sv Joint Loads and Enforced Displacements (BLC 2: snow !_s -t - -. Member Poing Loads .��Iem br. Member Distributed Loads Direction M a a I itudel -ftj LNo Daf� to Print.. �..; MemberYLabel, _direction z Start n tud k/ d.. End Ma nitudeK/ft, No Data to Print... Basic Lead Cayes RISA -2D Version 7.0.0.6 ri Joint _Faint Distribu 2. ._ �. r� [CA..AAd2m Hoc)pes\My Documents\D�ocunents\SummitPLEX BRACE.r2d) Fagg 2 Company Aug 21, 2D07 Designer 11:38 AM J.0:3) Number : Checked By-..-- Load Combinations AM : I ]-1 I V! 14,.!' t U Envelope Joint Dimlacements Joint X .fin IC Y rinl I -C R-otation radl 5 N3 Envelops Joint Reactions Joint 4 mn max Enveloae Member Section Forces 12 _._ -.011 _12 _ 7.059 – —4 099 4".. FO 0 -, • K3 i 6.6 1 4 0 l 4 nv� On., ._ _.--a�:rses�-ana..r-.+•a--�..�- .vt-n--n�t�.vt- ,: - .76 RISA -2D Version 7.0.0.5 [C.A...\Adam Hoopes\My Documents\Documenjsloummit14PLEx c�i�ACr.r/d] Page 3 �.��. '0 J [C.A...\Adam Hoopes\My Documents\Documenjsloummit14PLEx c�i�ACr.r/d] Page 3 Crpany Designer Job Number Envelope Member Section Forces Continued' wi �.._�._ max Axi 6.6 12 0 6.6 4 1 0 max min 01 4r r6 m j n 6.� 5 1 max 6 _ �. nn-_._. .67 Envelope Member Section Stresses Member inlrk Ir. e' -2 - - rll — — —1 1 .— N 15 3 'max .218 4 0 o MWO _,�... Aug 21, 2007 11:38 AM Checked By -- MO,menttk-ftj__l U 0 Envelope Member Section Deflections uy--Ra-flo NC LNG RISA -2D Version 7.0,0.6 [C:�..,`Adam HaopeslMy DacumentslDacUr�TentsiSummit14PLEX BRACE.r2d] Page 4 Company Designer Aug 21., 2007 Job Number 1 1 :38 AM --. CheckPd Rv Envelope Member Section Deflections (Continued Member Sec Enveloae Wood .ode Checks q ear_Cod heceak Lo K'�1 M1b�I 6X6 . 114 0 4 _ ` .000 nA nI 3 if M3 1 ",4 U 6X10 .:�., 91 2 5.063 � 4_. X588 Sup_pested Shapes !r, - - - - - - F . LRjp1io. NC I Arlaterial Takeolff Use Su ge_sted? ?—g vor _� Yes RISA -2D Version 7.0.0.6 [C:1...\Adam Hoopes\My Dow ments0ocumentS\SUMMIMPLEX BRACE.r2d] Pack. e 5