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HomeMy WebLinkAbout640 Del Guzzi Dr Technical - BuildingTECHNICAL Permit 0 9— 6 2 Address Go bo Project description Ke,t,, F&Ary); U ResUence Date the permit was finaled -Z1 -I Number of technical pages 6;1 0 -r: 6 wri vv 1 ._0_,_ tofu. ys. Ihw �d 1 )K27.1?,z I --\-0 i 4k,--- (1,10C ----:t y .-c.,\-\(\\-7 H 1z t r -r,-,,,, --,,\k I c. I ly l s{` I I I I 1 i i I 1 I I I I I I 1,J VC iv I 1 I I I S L.( L VH 1 1 I 11 I 1 t/ l f l 1 I I I 0 i w x `+srall iom i m i 1' ii L v A 'r 1 1 4 97/ 0 ,-r -C IS t•ii o Iii 371114 i ,,1. BOISE Single 3 -1/2" x 11 -7/8" VERSA -LAM® 2.0 3100 DF Floor Beam1FB03 BC CALM 2.0 Design Report US 3 spans 1 Left Right cantilevers 1 0/12 slope Wednesday September 02, 2009 09:22 Build 285 Job Name: Address: City State, Zip: Customer Code reports: ESR -1040 oo -os-q) B1 3 -1/2" LL 292 Ibs DL 2,358 Ibs SL 2,887 Ibs WL 3,116 Ibs Load Summary Tap Description 1 2 3 4 5 Controls Summary Pos. Moment Neg. Moment Cont. Shear Uplift Total Load Defl. Live Load Defl. Total Neg. Defl. Max Defl. Span Depth File Name: FLOOR BEAMS 09078 MILL CREEK CONSTRUCTION FALZETTI Description: FB03 Specifier Designer Company ZENOVIC ASSOCIATES, INC. Misc: Value 6,981 ft-Ibs -4,298 ft -Ibs 8,637 Ibs 2,710 Ibs 2xL/1 197 (0.01") 2xU1 197 (0.01") 0.025" 0.046" 10.1 Bearing Supports Dim. (L x W) B1 Post 3 -1/2" x 3 -1/2" B2 Post 3-1/2" x 3-1/2" Cautions Uplift of 2,710 Ibs found at span 2 Right. Page 1 of 1 Load Type Unf. Lin. (pif) Conc. Pt. (Ibs) Conc. Pt. (Ibs) Conc. Pt. (Ibs) Conc. Pt. (Ibs) Allowable 24 7% 15.2% 82.2% n/a 20 1% 30.1% 5.1% 4.6% n/a Value 8,652 Ibs 835 Ibs 10 -00-00 Total Horizontal Product Length 11-00-00 Ref. Start Left 00 -00 -00 Left 00 -00 -00 Left 03 -09-00 Right 00 -00 -00 Right 03 -09-00 Duration 133% 133% 133% Allow Support n/a n/a Notes Design meets User specified (2xU240) Total load deflection criteria. Design meets User specified (2xU360) Live load deflection criteria. Design meets arbitrary (1 Maximum load deflection criteria. End 11 -00 -00 00 -00 -00 03 -09 -00 00 -00 -00 03 -09-00 Live 100% 53 Case Sean 6 2 Internal 8 1 Right 8 1 Right 9 2 Right 9 1 Cantilever 9 1 Cantilever 9 2 6 2 2 Allow Member 94.2% 9.1% Material Unspecified Unspecified Dead Snow Wind 90% 115% 133% 103 1,650 2,750 4 154 -4 154 -4 154 4 154 IP -os-oo B2, 3-1/2" LL 292 Ibs DL 543 Ibs Roof Live 125% Trib. n/a n/a n/a n/a n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code- accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232 -0788 before installation. 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I At nal III L Date Company Name Address City State File Location LOADING wnd MECAWind Version 2 0 2 2 per ASCE 7 -05 Developed by MECA Enterprises Inc Copyright 2009 www.mecaenterorises.com Basic Wind Speed(V) Structural Category Natural Frequency Importance Factor Alpha At Am Cc Epsilon Slope of Roof Ht Mean Roof Ht RHt Ridge Ht OH Roof Overhang 2 Bldg Length Along Rid Main Figure 6 -5 Internal Enclosed Bldg +GCpi Leeward Walls Side Walls 4/21/2009 ZENOVIC ASSOCIATES INC 301 EAST 6TH STREET SUITE 1 PORT ANGELES WA \Zen- server \data \Active Proj Elev Kz Kzt ft 33 42 1 00 32 00 1 00 30 00 0 98 28 00 0 97 26 00 0 95 24 00 0 94 22 00 0 92 20 00 0 90 18 00 0 88 16 00 0 86 14 00 0 85 12 00 0 85 10 00 0 85 8 00 0 85 6 00 0 85 4 00 0 85 2 00 0 85 at Eave= User Input 100 00 mph II N/A 1 00 9 50 0 11 0 15 0 20 0 20 7 12 30 21 ft 33 42 ft 00 ft Project No 09078 Designed By SRH Description SFR FOR FALZETTI Customer Name FALXETTI Proj Location DEL GUZZI DRIVE, PORT ANGELES ects \09078 MILL CREEEK \ENGR \Structual \WIND Data Structure Type Exposure Category Flexible Structure Kd Directional Factor Zg Bt Bm 1 Zmin Slope of Roof(Theta) Type of Roof Eht Eave Height Roof Area ge 36 00 ft Bldg Width Across Ridge= 22 00 ft Wind Force Resisting Sass tem (MWFRS) Pressure Coefficients for Buildings, GCpi 0 18 Enclosed Bldg -GCpi -0 18 Figure 6 -6 External Pressure Coefficients Cp Loads on Main Wind -Force Resisting Systems(Method 2) MWFRS -Wall Pressures Perpendicular to Ridge Wall Cp +GCpi(paf) GCpi(psf) -0 50 -0 70 -12 95 -5 24 -16 59 -8 88 qz Windward Wall Total paf +GCpi -GCpi GCpi 1 00 21 87 11 02 18 72 1 00 21 67 10 88 18 59 1 00 21 37 10 68 18 39 1 00 21 07 10 47 18 18 1 00 20 74 10 25 17 96 1 00 20 39 10 01 17 72 1 00 20 02 9 76 17 47 1 00 19 63 9 49 17 20 1 00 19 19 9 20 16 91 1 00 18 72 8 88 16 59 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 Note 1) Total Leeward GCPi Windward GCPi 23 97 23 83 23 63 23 42 23 20 22 96 22 71 22 44 22 15 21 83 21 66 21 66 21 66 21 66 21 66 21 66 21 66 Shear Moment Kip K -ft 1 23 0 87 2 94 3 46 4 64 8 10 6 33 14 43 8 00 22 43 9 65 32 08 11 29 43 37 12 90 56 27 14 50 70 77 16 07 86 84 17 63 104 47 19 19 123 66 20 75 144 41 22 31 166 71 23 87 190 58 25 43 216 01 26 99 242 99 Building C No 0 85 900 00 ft 1 00 0 65 500 00 ft 15 00 ft 30 27 Deg Gabled 27 00 ft 459 00 ft^ 2) Shear and Moment are sum of forces (Leeward +Windard) acting on bldg Roof Location Windward Min Cp -0 29 Windward Max Cp 0 20 Leeward Perp to Ridge -0 60 Overhang Top (Windward) -0 29 Overhang Top (Leeward) -0 60 Overhang (Windward only) 0 80 MWFRS -Wall Pressures Parallel to Ridge 1 2 3 4 5 6 1E 2E 3E 4E 1T 2T 3T Wall Leeward Walls -0 37 Side Walls -0 70 0 0 ft to 15 1 ft 15 1 ft to 30 2 ft 30 2 ft to 36 0 ft Cp +GCpi (psf) Cp +GCpi(psf) -10 63 -16 59 -9 13 -0 21 -14 77 -5 28 -10 92 14 22 Elev Kz Kzt qz Windward Wall Total Shear Moment ft psf +GCpi -GCpi -GCpi Kip K -ft 33 42 1 00 1 00 21 87 11 02 18 72 21 65 0 68 0 48 32 00 1 00 1 00 21 67 10 88 18 59 21 51 1 62 1 91 30 00 0 98 1 00 21 37 10 68 18 39 21 32 2 56 4 47 28 00 0 97 1 00 21 07 10 47 18 18 21 11 3 49 7 96 26 00 0 95 1 00 20 74 10 25 17 96 20.88 4 41 12 37 24 00 0 94- 1-00 20 39 10 01 17 72 20 65 5 32 17 68 22 00 0 92 1 00 20 02 9 76 17 47 20 40 6 21 23 90 20 00 0 90 1 00 19 63 9 49 17 20 20 13 7 10 31 00 18 00 0 88 1 00 19 19 9 20 16 91 19 83 7 97 38 97 16 00 0 86 1 00 18 72 8 88 16 59 19 51 8 83 47 80 14 00 0 85 1 00 18 47 8 71 16 41 19 34 9 68 57 48 12 00 0 85 1 00 18 47 8 71 16 41 19 34 10 53 68 02 10 00 0 85 1 00 18 47 8 71 16 41 19 34 11 38 79 40 8 00 0 85 1 00 18 47 8 71 16 41 19 34 12 24 91 64 6 00 0 85 1 00 18 47 8 71 16 41 19 34 13 09 104 72 4 00 0 85 1 00 18 47 8 71 16 41 19 34 13 94 118 66 2 00 0 85 1 00 18 47 8 71 16 41 19 34 14 79 133 45 Note 1) Total Leeward GCPi Windward GCPi 2) Shear and Moment are sum of forces (Leeward +Windard) acting on bldg Roof Dist from Windward Edge Cp +GCpi(psf) GCpi(psf) 1 06 -23 11 0 76 -17 76 0 64 -15 42 0 56 0 18 -0 18 21 41 0 21 0 18 -0 18 21 41 0 43 0 18 -0 18 21 41 0 37 0 18 -0 18 21 41 -0 45 0 18 -0 18 21 41 0 45 0 18 -0 18 21 41 0 69 0 18 -0 18 21 41 0 27 0 18 -0 18 21 41 0 53 0 18 -0 18 21 41 0 48 0 18 -0 18 21 41 GCpi(psf) 2 93 8 88 -1 42 7 49 -7 06 -5 28 -10 92 14 22 GCpi (psf) -15 41 -10 05 -7 71 Low Rise Bldg Provisions per Fig 6 -10 MFRS Transverse Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf 8 14 15 84 0 64 8 35 13 06 -5 35 11 78 -4 07 13 49 -5 78 13 49 -5 78 10 92 18 63 1 93 9 63 -15 20 -7 49 -14 13 -6 42 2 03 3 96 0 16 2 09 -3 27 -1 34 4T -2 94 -1 02 Low Rise Bldg Provisions per Fig 6 -10 MFRS Longitudinal Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf 1 0 4 0 18 -0 18 21 41 4 71 12 42 2 -0 69 0 18 -0 18 21 41 -18 63 -10 92 3 -0 37 0 18 -0 18 21 41 -11 78 -4 07 4 -0 29 0 18 -0 18 21 41 -10 06 -2 36 5 -0 45 0 18 -0 18 21 41 -13 49 -5 78 6 -0 45 0 18 -0 18 21 41 -13 49 -5 78 1E 0 61 0 18 -0 18 21 41 9 21 16 91 2E -1 07 0 18 -0 18 21 41 -26 76 -19 05 3E -0 53 0 18 -0 18 21 41 -15 20 -7 49 4E -0 43 0 18 -0 18 21 41 -13 06 -5 35 1T 1 18 3 10 2T -4 66 -2 73 3T -2 94 -1 02 4T -2 52 -0 59 BOISE BC CALM 2.0 Design Report Build 284 Job Name: 09078 MILL CREEK CONSTRUCTION Address: City State, Zip: Customer Code reports: ESR -1040 1251 BO, 5-1/2" LL 4,469 Ibs DL 3,042 Ibs SL 609 Ibs WL 2,297 Ibs 1 1 i 1 Load Summary Tap Descriotion 1 2 3 Controls Summary Pos. Moment End Shear Total Load Defl. Live Load Defl. Max Dell. Span Depth Page 1 of 1 w Value 27,611 ft-Ibs 8,970 Ibs L/281 (0.659 11449 (0 413 0.659' 15.6 Bearing Supports Dim. (L x WI BO Wall /Plate 5-1/2" x 7' B1 Wall /Plate 5-1/2" x 7" Single 7" x 11 -7/8" VERSA -LAM® 2.0 3100 DF Floor BeamIFB01 US 1 span 1 No cantilevers 1 0/12 slope Wednesday April 22, 2009 13:43 Load Type Conc. Pt. (Ibs) Conc. Pt. (Ibs) Unf. Lin. (plf) Allowable 64.9% 42.7% 85.3% 80.2% 65.9% n/a Value 10,417 Ibs 8,120 Ibs Notes Design meets Code minimum (11240) Total load deflection criteria. Design meets Code minimum (11360) Live Toad deflection criteria. Design meets arbitrary (1 Maximum load deflection criteria. Duration 100% 133% 16 -03-00 Ref. Start Left 03 -04 -08 Right 03 -04 -08 Left 00 -00 -00 Allow Allow Support Member 43.3% 36.1% 33.7% 28.1% File Name: VERTICAL Description: FB01 Specifier Designer Company' ZENOVIC ASSOCIATES, INC. Misc: i w w i w Total Horizontal Product Length 16-03-00 End 100% 03 -04-08 03 -04 -08 16 -03 -00 550 Case Span 1 1 Internal 8 1 Left 8 1 8 1 8 1 1 Material Douglas Fir Douglas Fir 353 75 Live Dead Snow Wind Roof Live 90% 115% 133% 125% 3,738 -3,738 '2SJ B1 5-1/2" LL 4,469 Ibs DL 3,042 Ibs SL 609 Ibs Trib. n/a n/a n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code- accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232 -0788 before installation. BC CALL®, BC FRAMER® NSTM' ALWOIST® BC RIM BOARDTM' BCI® BOISE GLULAMTM SIMPLE FRAMING SYSTEM® VERSA-LAMS, VERSA -RIM PLUS® VERSA -RIM VERSA STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. BOISE" Single 6 -3/4" x 12" BOISE GLULAMTm 24F -V4 /DF 1 span I No cantilevers 1 0/12 slope BC CALM 2.0 Design Report US 'Build 284 Job Name: 09078 MILL CREEK CONSTRUCTION Address: City State, Zip: Customer Code reports: ICBO 5745, LA 01365 BO, 5 -1/2" LL 4,469 Ibs DL 3,028 Ibs SL 609 lbs WL 2,297 Ibs Load Summary m2 Description 1 2 3 Controls Summary Pos. Moment End Shear Total Load Defl. Live Load Defl. Max Defl. Span Depth Page 1 of 1 Value 27,561 ft-Ibs 8,949 Ibs U252 (0.735 L/402 (0.461") 0.735' 15.5 Load Tvoe Conc. Pt. (Ibs) Conc. Pt. (lbs) Unf. Lin. (plf) Bearing Supports Dim. IL x WI Value BO Wall /Plate 5-1/2" x 6-3/4' 10,404 Ibs 81 WaH /Plate 5-1/2' x 6 8,106 Ibs Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets Code minimum (L/360) Live Toad deflection criteria. Design meets arbitrary (1 Maximum load deflection criteria. 16-03-00 Total Horizontal Product Length 16 -03 -00 Ref. Start End Left 03 -04-08 03 -04 -08 Right 03 -04 -08 03 -04 -08 Left 00 -00-00 16 -03-00 Allowable Duration 85.2% 100% 47.0% 133% 95.1% 89.5% 73.5% n/a File Name: VERTICAL Description: FB01 Specifier Designer Company ZENOVIC ASSOCIATES, INC. Misc: Case Span 1 1 intemal 8 1 Left 8 1 8 1 8 1 1 Allow Allow Su000rt Member Material 44.8% 43.1% Douglas Fir 34.9% 33.6% Douglas Fir Wednesday April 22, 2009 13:45 w Floor Beam1FB01 100% 90% 115% 133% 3,738 -3,738 550 353 75 w Live Dead Snow Wind Roof Live B1 5 -1/2" LL 4,469 Ibs DL 3,028 Ibs SL 609 Ibs 125% Trib, n/a n/a n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code- accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232 -0788 before installation. BC CALL®, BC FRAMER® AJST"", ALLJOIST® BC RIM BOARDT'" BCI® BOISE GLULAMT"" SIMPLE FRAMING SYSTEM® VERSA- LAM VERSA -RIM PLUS® VERSA -RIM VERSA-STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. AXIAL COMPRESSION AND COMENED LOADING CALC. PROJECT FALZETTI RESIDENCE CLIENT MILL CREEK JOB 09078 DESCRIPTION: 18' WALL DATE: 4/22/2009 TRIB. AREA MEMBER INFO. 1 NO. MEMBERS MEMBER TOTAL AREA SECTION UNBRACED DEPTH OF MEMBER MODULUS OF COMP DESIGN BENDING DESIGN I WIDTH I MODULUS LENGTH UNBRACED) ELASTICITY STRENGTH VALUE A S L 1 d E Fc Fb In. (s4• in) (1031 1 lint 22. 1w' :'.414 :4 „^411 :5 .:t 8.25 I 7.56 y'.4 x2'111:8 .14x:3 Vii. 5:5'% r 1..."`41600000 +F1 P;t :1350=" f:":,.: x'{ :906 1x,* ADJUSTMENT FACTORS M WIND FACTOR CD I CM I Ct I CL I CF I CV I P .`a„ri ``0-..1= :',,Ai e.,*AflY.!` 1, r�;1..;:n :1r:' „",i; ;l=.'A.:!..:k1 31«,ki wlr a :,1" ".,',�I a P_'''�^<"16:9.ti1,,,? a Ib/ft "2 ale I CI s, I Cr I Cc 1 Ct 1 CF :161f.` :.1:1.;$1.. ..1)'cA''1M 1'7. K;:1..15`" A`ia:, 7;" :1 ;'I "''"e.+ :'..!I;I 0.13 TABLULATED VALUES(SEE SHEET 2) LOADING INFO. Kce I C BUCKLING COEF VERTLOAD I MOMENT IHORIZ. REACTION '''0:3 ;f.tli.e:: 0E :"*V-...,P.41;17.7.60...i;,' (bl I (R-lb) I ilk x';133'. I 873. I 198 COMPUTED VALUES tb(Psi) Fb(Psi) Fb(Ps) tc(Psi Fc(Ps# 1386 1789.515 1789.515 16 2334.15 I F'elps1) 1 315 K`lixE FCE �Pe l d FcE 325 F' F' bh ff 'F 1 F =FX 1 aE /F:)_ 2C COMBINED LOADING CALC. 1 DEFLECTION 0.82 Q!4 4 (in) 1.47 AXIAL LOAD CALC 1 Lht 0.05 OK 144 `BENDING CALC 0.77 OK 1 SUMMARY I NO. MEMBERS I 1 I SIZE 1 b 1 h 6 1 ZENOVIC AND ASSOCIATES, INC. 301 EAST 6TH STREET SUITE 1 PORT ANGELES, WA 98382 +(F'a/F _F"'./ F: 2c c AMXIAL COMPRESSION_AND COMBINED LOADING CALL, PROJECT FALZETTI RESIDENCE CLIENT MILL CREEK JOB 09078 DESCRIPTION: 18' WALL DATE: 4/22/2009 TRIB. AREA MEMBER INFO. NO. MEMBERS{ MEMBER TOTAL AREA SECTION UNBRACED DEPTH OF MEMBER MODULUS OF COMP DESIGN BENDING DESIGN I WIDTH 1 MODULUS LENGTH (UNBRACED) ELASTICITY STRENGTH VALUE I w A S L d E Fc Fb (sq. ►n) (in'31 �inl lint (ail (Prq �'v3 0� z18' 24.75 I 2269 I :..,.K<21:1 :5 7 i r1 .5 ;i� <`�5:6:'ri�1'�;_��;1800000 ADJUSTMENT FACTORS 1 WIND FACTOR I CD I CM I Ct CL I CF CV I 1 1 P 5:.;: »1:33 ?G. .1 1 it 1:.,.: :4 r k r:r 1: ^..ads 6f. va :1,3 4: vrr 1; ;k :47,' `I:. .:18:9 .,.,,wi1:`�t Ib/ft^2 Cfu 1 Ci I Cr I Cc I Cf 1 CP At. I 0.13 I, TABLULATED VALUES(SEE SHEET 21 BUCKLING COEF Kce I C I Ke COMPUTED VALUES !b(psi) Fib(psi) Pb(psi) !c(Ps!) F'c(ps8 1361 1789.515 1789.515 16 2334.15 K�ExE FcE i 1 +(F'�E /F:) 1 +4E /F:)2 /2 FEE d 1 325 1 2c 2c c F' F' Al V /F 10 ZENOVIC AND ASSOCIATES, INC. 301 EAST 6TH STREET SUITE 1 PORT ANGELES, WA 98382 LOADING INFO. VERT. LOAD I MOMENT 1 I !ft Ob.) 2573.9 1 584 COMBINED LOADING CALC. I DEFLECTION 413. 0 1 4 (in) 1.44 AXIAL LOAD cALC 1 Llx 0.05 OK I Win) 1 147 BENDING CALC 0.76 OK I SUMMARY 1 NO. MEMBERS I SIZE 1 b 1 h I 2 1 6 IHORIZ. REACTION Ft(psl) 315 BOISE" Single 5 -1/8" x 13 -1/2" BOISE GLULAMTM 24F -V4 /DF Floor Beam1FBO1 BC CALC® 2.0 Design Report US 1 span I No cantilevers! 0/12 slope Thursday July 09, 2009 15:37 Build 265 Job Name: 09078 MILL CREEK CONSTRUCTION Address: City State, Zip: Customer Code reports: ICBO 5745, LA 01365 2S I BO, 5 -1/2" LL 5,200 Ibs DL 3,1261bs SL 512 Ibs WL 4,131 Ibs Load Summary Taa Description 1 2 3 4 Controls Summary Pos. Moment End Shear Uplift Total Load Defl. Live Load Defl. Max Defl. Span Depth Bearing Supports BO Wall /Plate B1 Wall /Plate Cautions Uplift of 1,005 Ibs found at span 1 Right. Page 1 of 1 T Value 30,611 ft-Ibs 11,247 Ibs 1,005 Ibs L/241 (0.769 L/365 (0.508 0.769" 13.7 Dim. (L x W) 5-1/2' x 5-1/8" 5-1/2" x 5-1/8' Load Tyoe Conc. Pt. (Ibs) Conc. Pt. (Ibs) Unf. Area (psf) Unf Lin. (plf) Value 12,970 Ibs 8,838 Ibs 4 9 Notes Design meets Code minimum (L/240) Total Toad deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1 Maximum load deflection criteria. 16 -03-00 T i Total Horizontal Product Length 16-03 -00 Allowable Duration 98.3% 100% 69.2% 133% n/a 99.5% 98.5% 76.9% n/a Allow Allow Support Member 73.6% 70.8% 50.2% 48.2% File Name: VERTICAL Description: FB01 Specifier Designer Company ZENOVIC ASSOCIATES, INC. Misc: Case Span 1 1 Internal 8 1 Left 7 1 Right 8 1 8 1 8 1 1 Material Douglas Fir Douglas Fir Live Dead Ref. Start End 100% 90% Left 04 -00 -00 04 -00 -00 Left 12 -06 -00 12 -06-00 Left 00 -00 -00 16 -03 -00 40 10 Left 00 -00 -00 16 -03-00 208 63 Snow Wind 115% 133% 7,513 7,513 vIr Roof Live 125% Trib. n/a n/a 16 -00 -00 n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code- accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232 -0788 before installation. BC CALM, BC FRAMER® /WV' ALLJOIST® BC RIM BOARDTM' BCI® BOISE GLULAMTM' SIMPLE FRAMING SYSTEM® VERSA- LAM VERSA -RIM PLUS® VERSA -RIM VERSA STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. B1 5 -1/2" LL 5,200 Ibs DL 3,126 Ibs SL 512 Ibs BOISE Single 5 -1/4" x 18" VERSA -LAM® 2.0 3100 DF BC CAL,£® 2.0 Design Report US 1 span 1 No cantilevers 1 0/12 slope B!JiId 285 Job Name: 07079 HYMOWITZ Address: City State, Zip: Customer Code reports: ESR -1040 J BO, 5 -1/4" LL 5,087 Ibs DL 1,534 lbs WL 1 4261bs Load Summary Taa Description 1 Standard Load 2 3 4 Controls Summary Pos. Moment End Shear Total Load Defl. Live Load Defl. Max Defl. Span Depth Page 1 of 1 Value 33,391 ft -Ibs 5,436 Ibs L/385 (0.651 L/471 (0.532 0.651 13.9 Bearing Supports Dim. (L x 1M BO Post 5-1/4' x 5-1/4' B1 WaII /Plate 3 -1/2' x 5-1/4' Load Tvoe Unf Area (psf) Conc. Pt. (Ibs) Conc. Pt. (Ibs) Conc. Pt. (Ibs) Value 8,048 Ibs 8,321 Ibs Allowable Duration 47 7% 100% 30.3% 100% 62.3% 76.4% 65.1% n/a Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live Toad deflection criteria. Design meets arbitrary (1 Maximum load deflection criteria. File Name: BC CALC Project Description: FB01 Specifier' Designer Company' ZENOVIC ASSOCIATES, INC. Misc: \3/ vir w 21 -06-00 Total Horizontal Product Length 21 -06-00 Ref. Start End Left 00 -00 -00 21 -06 -00 Left 08 -06-00 08 -06 -00 Left 12 -06 -00 12 -06-00 Left 16 -00 -00 16 -00 -00 Case Span 1 1 Internal 1 1 Left 6 1 6 1 6 1 1 Allow Allow Support Member Material n/a 38.9% Unspecified n/a 60 4% Unspecified Floor Beam1FB01 Friday July 10, 2009 10:10 B1 3 -1/2" LL 5,018 Ibs DL 1,514 Ibs WL 1 789 Ibs Live Dead Snow Wind Roof Live 100% 90% 115% 133% 125% Trlb. 40 10 11 -09-00 3,215 n/a -3,215 n/a 3,215 n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code- accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232 -0788 before installation. BC CALM, BC FRAMER® AJSTM', ALLJOIST® BC RIM BOARDTM' BCI® BOISE GLULAMTM' SIMPLE FRAMING SYSTEM® VERSA- LAM VERSA -RIM PLUS® VERSA -RIM VERSA STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. BM FLR 1 TJ- Beanit630 Senal Number 7004012143 2 Pcs of 1 3/4" x 11 7/8" 1 9E Microllam® LVL User2 6/16/20099.15 19 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.30.14 LOADS. Analysis is for a Header (Flush Beam) Member Tributary Load Width: 10' Primary Load Group Residential Living Areas (psf): 40 0 Live at 100 duration, 12.0 Dead SUPPORTS. 1 Stud wall 2 Stud wall Input Width 3 50' 3.50' Deflection Criteria: STANDARD(LL.U360 TL:U240) Bracing(Lu) All compression edges (top and bottom) must be braced at 12' 7' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability DESIGN CONTROLS. Maximum Shear (lbs) 3499 Moment (Ft -Lbs) 11517 Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION: Falzetti Residence Del Guzzi Drive Port Angeles, WA 98362 Bearing Length 2.41 2.41 Design -2907 11517 0.317 0 421 ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevet® Associate -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS Allowable Stress Design methodology was used for Building Code IBC analyzing the'Level® Custom product listed above -Note See iLevel® Specifier's /Builder's Guide for multiple ply connection. Copyr gh' U 2007 by LevelA Federal Way WA Ma 11am® s registe ed trademark of Le el® CONTROLS FOR THE APPLICATION AND LOADS LISTED Vertical Reactions (Ibs) Detail Other Live/Dead/Uplift/Total 2700 887 0 3587 L1 1 Ply 1 3/4' x 11 7/8' 1 9E Microllam® LVL 2700 887 0 3587 L1 1 Ply 1 3/4' x 11 7/8' 1 9E Microllam® LVL Control 7897 17848 0 439 0 658 Result Passed (37 Passed (65 Passed (L1499) Passed (U375) 13' 6' C \Docume is nd Settings \KATE WADDELL \Desktop \Dr fling Solutions \Schoute Falzett \DR Bm sms Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Product Diagram is Conceptual. OPERATOR INFORMATION: Annie O'Rourke Prudential Drafting Solutions PO Box 1246 Port Angeles, WA 98362 Phone (360) 417 5615 draftingsolutions @hotmail.com W= TJ- Beam®6.30 Serial Number 7004012143 5 1/8" x 18" Glulam (24F V4 DF) User 2 6/18/2009 7:5308 AM Pagel Engine Version 6.30.14 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN LOADS. Analysis is for a Header (Flush Beam) Member Tributary Load Width: 11 6' Primary Load Group Residential Living Areas (psf): 40 0 Live at 100 duration, 12.0 Dead SUPPORTS. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3 50' 3 13' 5060 1765 0 6825 By Others None 2 Stud wall 3 50' 3 13' 5060 1765 0 6825 By Others None DESIGN CONTROLS. Maximum Design Control Result Location Shear (lbs) 6721 5713 14760 Passed (39 Rt. end Span 1 under Floor loading Moment (Ft -Lbs) 36407 36407 52985 Passed (69 MID Span 1 under Floor loading Live Load Defl (in) 0.509 0.542 Passed (U511) MID Span 1 under Floor loading Total Load Defl (in) 0.686 1 083 Passed (U379) MID Span 1 under Floor loading Deflection Criteria. STANDARD(LL.U480 TL.U240) Bracing(Lu): All compression edges (top and bottom) must be braced at 22' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with current code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code IBC analyzing the 'Levee Custom product listed above The analysis presented is appropriate for Glulam beams. PROJECT INFORMATION. Falzetti Residence Del Guzzi Drive Port Angeles, WA 98362 Copyright r0 2007 by oLe el Fede al Way WA. TJ-Beam® Is registered trademark of ILevel® BM FLR-'L CONTROLS FOR THE APPLICATION AND LOADS LISTED El 22' Product Diagram is Conceptual. OPERATOR INFORMATION. Annie O'Rourke Prudential Drafting Solutions PO Box 1246 Port Angeles, WA 98362 Phone (360) 417 5615 draftingsolutions @hotmail.com BM FLR 3 TJ- Bearra6.30 Serial Number 7004012143 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL User2 6/18/2009 8:16.34 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version 6.30.14 LOADS. Analysis is for a Header (Flush Beam) Member Tributary Load Width. 8' Primary Load Group Residential Living Areas (psf): 40.0 Live at 100 duration, 12.0 Dead Vertical Loads. Type Class Live Dead Location Application Comment Point(lbs) Floor(1 00) SUPPORTS. 1 Stud wall 2 Stud wall Input Width 3 50' 3.50' DESIGN CONTROLS. Maximum Shear (Ibs) 1106 Moment (Ft -Lbs) 6482 Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION. Falzetti Residence Del Guzzi Drive Port Angeles, WA 98362 a 800 200 13' Bearing Length 1.50' 1 50' Deflection Criteria. STANDARD(LL:0 500' TL.L/240). Bracing(Lu): All compression edges (top and bottom) must be braced at 20' o/c unless detailed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevele technical representative for product availability THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. -Note. See iLevel® Specifier's /Builder's Guide for multiple ply connection. Copyright CO 2007 by iLe el Fede al Way WA Microllamle a registered trademark of iLevel® CONTROLS FOR THE APPLICATION AND LOADS LISTED Vertical Reactions (lbs) Detail Live/Dead/Uplift/Total 545 /264/0/809 789/325/0/1114 Design Control Result 1055 7897 Passed(13 6482 17848 Passed (36 0.317 0 500 Passed (L/745) 0 444 0.983 Passed (L/532) Product Diagram is Conceptual. Other 4r End, Rim 1 Ply 1 1/4' x 11 7/8' 0.8E TJ- Strand Rim Board® End, Rim 1 Ply 1 1/4' x 11 7/8' 0.8E TJ- Strand Rim Board® Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading C \Documeits nd Settings \KATE WADDELL \Desktop \Drafting Solution \Schouten Falzetti\Stai bm sms OPERATOR INFORMATION. Annie O'Rourke Prudential Drafting Solutions PO Box 1246 Port Angeles, WA 98362 Phone (360) 417-5615 draftingsolutions @hotmail.com El TJ- Beam 6.30 Serial Number 7004012143 User 2 6/18/2009 8 AM Page 1 Engine Version: 6 30 14 BM FLR-4 3 1/8" x 9" Glulam (24F V4 DF) THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED a 11' LOADS. Analysis is for a Drop Beam Member Tributary Load Width: 10' Primary Load Group Residential Living Areas (psf): 40.0 Live at 100 duration, SUPPORTS. Input Bearing Width Length 1 Stud wall 3.50' 2.18' 2 Stud wall 3 50' 2.18' DESIGN CONTROLS. Maximum 2810 7493 Shear (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION: Falzetti Residence Del Guzzi Drive Port Angeles WA 98362 Design 2349 7493 0 341 0 449 Deflection Criteria: STANDARD(LL.U360,TL.U240) Bracing(Lu): All compression edges (top and bottom) must be braced at 11 o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with current code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above The analysis presented is appropriate for Glulam beams. Copyright 2007 by iLevel Federal Way WA TJ -Beam® egiste ed trademark of iLe el® Vertical Reactions (Ibs) Live /Dead /U p I ift/Tota l 2200 698 0 2898 2200 698 0 2898 Control 4500 8437 0 356 0 533 Result Passed (52 Passed (89 Passed (L/375) Passed (L/285) Detail Other By Others None By Others None 12.0 Dead C \Documents nd Sett ngs \KATE WADDELL \Desktop \Drafting Solution \Schouten Falzetti\BM FLR -4 sms El Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Product Diagram is Conceptual. OPERATOR INFORMATION. Annie O'Rourke Prudential Drafting Solutions PO Box 1246 Port Angeles, WA 98362 Phone (360) 417 5615 draftingsolutions @hotmail.com TJ -Beam® 6.30 Serial Number 7004012143 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version' 6.3014 CONTROLS FOR THE APPLICATION AND LOADS LISTED User 2 6/16/2009 9:51.23 AM LOADS. Analysis is for a Drop Beam Member Tributary Load Width. 11 Primary Load Group Residential Living Areas (psf) 40 0 Live at 100 duration, 12.0 Dead Vertical Loads. Type Class Live Dead Location Application Comment Uniform(plf) Snow(1 15) 309 0 210 0 0 To 16' 6' Adds To SUPPORTS. Input Bearing Width Length 1 Stud wall 5 50' 4 12' 2 Stud wall 5.50' 4 12' DESIGN CONTROLS. Maximum 8819 34909 Shear (lbs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) Deflection Criteria. STANDARD(LL.U360,TL.U240). Bracing(Lu) All compression edges (top and bottom) must be braced at 16' 6' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate. -Not all products are readily available Check with your supplier or iLevel® technical representative for product availability THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above PROJECT INFORMATION. Falzetti Residence Del Guzzi Drive Port Angeles, WA 98362 a Copyr ght 2 2007 by iLevel®, Federal Way WA Pa llam® registe ed tradema k f rLe el® Falzetti 31 51✓32. —5 5 1/4" x 14" 2.0E Parallam® PSL 16' 6' Product Diagram is Conceptual. Vertical Reactions (Ibs) Detail Other Live/Dead/Uplift/Total 6179 3011 0 9190 L1 1 Ply 1 1/4 x 14 1 3E TimberStrand® LSL 6179 3011 0 9190 L1 1 Ply 1 1/4' x 14' 1 3E TimberStrand® LSL Design Control 7380 16342 34909 46854 0.478 0.528 0.711 0 792 Result Passed (45 Passed (75 Passed (U398) Passed (L/267) Location Rt. end Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading OPERATOR INFORMATION. Annie O'Rourke Prudential Drafting Solutions PO Box 1246 Port Angeles, WA 98362 Phone (360) 417 5615 draftingsolutions @hotmail.com b, Wo rho TJ -Beam 6.30 Serval Number 7004012143 User2 6/18t20098:46:04AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pa 1 Engine Version: 6.30.14 LOADS. Analysis is for a Drop Beam Member Tributary Load Width: 11 6' Primary Load Group Residential Living Areas (psf)• 40 0 Live at 100 duration, 12.0 Dead SUPPORTS. Input Bearing Width Length 1 Stud wall 5.50' 3.08' 2 Stud wall 5 50' 3.08' DESIGN CONTROLS. Maximum 6659 35514 Shear (lbs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION. Falzetti Residence Del Guzzi Drive Port Angeles, WA 98362 CONTROLS FOR THE APPLICATION AND LOADS LISTED I a Vertical Reactions (Ibs) Detail Other Live/Dead/Uplift/Total 5060 1807 0 6867 L1 1 Ply 1 1/4' x 16' 1.3E TimberStrand® LSL 5060 1807 0 6867 11 1 Ply 1 1/4' x 16' 1 3E TimberStrand® LSL Design -5748 35514 0.634 0.860 Control 16240 52432 0.711 1 067 BM FLR -6 5 1/4" x 16" 2.0E Parallam® PSL Result Passed (35 Passed (68 Passed (U404) Passed (L/298) 22' Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Copyright O 2007 by iLevel®, Federal Way WA. Parallam® a regist red trademark of iLevel®. C \Documents and Settings \KATE WADDELL \Desktop \Drafting Solution \Schoute Falzetti \Ga age Bm sms El Product Diagram is Conceptual. Deflection Criteria. STANDARD(LL:U360,TL.U240). Bracing(Lu) All compression edges (top and bottom) must be braced at 22' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. OPERATOR INFORMATION. Annie O'Rourke Prudential Drafting Solutions PO Box 1246 Port Angeles, WA 98362 Phone (360) 417-5615 draftingsolutions @hotmail.com s h. TJ -Beam® 6.30 Serial Number 7004012143 User 2 6/18/2009 8:44.56 AM Page 1 Engine Version. 6.30.14 LOADS. Analysis is for a Drop Beam Member Tributary Load Width: 16' Primary Load Group Residential Living Areas (psf): 40 0 Live at 100 duration, 12.0 Dead SUPPORTS. Input Bearing Vertical Reactions (Ibs) Width Length Live /Dead /Uplift/Total 1 Stud wall 3 50' 3.26' 5360/1749/0 /7109 2 Stud wall 3 50' 3.26' 5360/1749/0 /7109 DESIGN CONTROLS. Maximum 6967 28595 Shear (lbs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION: Falzetti Residence Del Guzzi Drive Port Angeles, WA 98362 Copyright C9 2007 by Level Fede al Way WA. TJ -Beam s a registered trademark of iLevel® THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0 Design Control 5906 11070 28595 31134 0.553 0 547 0 733 0 821 BM FLR 7 5 1/8" x 13 1/2" Glulam (24F V4 DF) Result Passed (53 Passed (92%) Passed (U356) Passed (U269) Detail Other By Others None By Others None C \Documents and Settings \KATE WADDELL \Desktop \Drafting Solution \Schouten Falzetti \Garage Door Hdr sms El 16' 9' b Product Diagram is Conceptual. Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Deflection Criteria. STANDARD(LL.L/360 TL:U240) Bracing(Lu) All compression edges (top and bottom) must be braced at 16' 9' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by iLevele. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with current code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above The analysis presented is appropriate for Glulam beams. OPERATOR INFORMATION. Annie O'Rourke Prudential Drafting Solutions PO Box 1246 Port Angeles, WA 98362 Phone (360) 417 5615 draftingsolutions @hotmail.com TJ- Bearn® 6 30 Serial Number 7004012143 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN User 2 6/18/2009 8:31 31 AM Page 1 Engine Version 6.30 14 LOADS. Analysis is for a Joist Member Primary Load Group Residential SUPPORTS. Input Bearing Width Length 1 Stud wall 3.50' 2.25' 2 Stud wall 3.50' 2.25' DESIGN CONTROLS. Maximum 483 483 2245 Shear (lbs) Vertical Reaction (lbs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJ Pro PROJECT INFORMATION: Falzetti Residence Del Guzzi Drive Port Angeles, WA 98362 CONTROLS FOR THE APPLICATION AND LOADS LISTED 0 Design -438 483 2245 0.392 0.510 36 Copyright 0 2007 by Level Feder 1 Way WA Mi ollam® egi to ed trademark of ILe el® Control 3159 1673 6123 0.500 0 929 30 Uti Deck Joists 1 3/4" x 9 1/2" 1 9E Microllam® LVL 12" o/c Living Areas (psf) 40 0 Live at 100 duration Vertical Reactions (Ibs) Detail Live/Dead/Uplift/Total 380/114/0/494 380/114/0/494 End, Rim 1 Ply 1 1/4 x 9 1/2' 0 8E TJ- Strand Rim Board® End, Rim 1 Ply 1 1/4' x 9 1/2' 0 8E TJ- Strand Rim Board® Result Passed (14 Passed (29 Passed (37 Passed (L/569) Passed (U437) Passed 19' Other 12.0 Dead Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 1 Product Diagram is Conceptual. Deflection Criteria. STANDARD(LL:0.500' TL.U240). Allowable moment was increased for repetitive member usage. Deflection analysis is based on composite action with single layer of 19/32' Panels (20' Span Rating) GLUED NAILED wood decking. Bracing(Lu) All compression edges (top and bottom) must be braced at 16' 6' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability TJ Pro RATING SYSTEM The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED NAILED 19/32' Panels (20' Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling None. A structural analysis of the deck has not been performed by the program. Comparison Value: 3 13 ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. OPERATOR INFORMATION. Annie O'Rourke Prudential Drafting Solutions PO Box 1246 Port Angeles, WA 98362 Phone (360) 417 5615 draftingsolutions @hotmail com w wa TJ- Beam 6.30 Serial Number 7004012143 User 2 6/16/2009 10.00.14 AM Page 1 Engine Version: 6.30.14 Member Slope: (012 Roof Slope0/12 All dimensions are horizontal. SUPPORTS. PROJECT INFORMATION. Falzetti Residence Del Guzzi Drive Port Angeles, WA 98362 Copyright E 2007 by iLevel®, Federal Way WA. TJ -Beam® egrste ed trademark of iLevel® Upper Porch Bm RC` 3 1/8" x 12" Glulam (24F V4 DF) THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 10' 6' LOADS. Analysis is for a Drop Beam Member Tributary Load Width: 2' 4' Primary Load Group Snow (psf): 25 0 Live at 115 duration, 17 0 Dead Vertical Loads Type Class Live Dead Location Application Comment Point(lbs) Snow(1 15) 3300 2244 4' Uniform(plf) Snow(1 15) 309 0 210 0 0 To 4' Replaces Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead /Uplift/Total 1 Stud wall 3 50' 4 06' 3184 2212 0 5396 By Others None 2 Stud wall 3 50' 2.23' 1732 1225 0 2957 By Others None Bearing length requirement exceeds input at support(s) 1 Supplemental hardware is required to satisfy bearing requirements DESIGN CONTROLS. Maximum Design Control Result Location Shear (lbs) 5308 4714 6900 Passed (68 Lt. end Span 1 under Snow loading Moment (Ft -Lbs) 16466 16466 17250 Passed (95 MID Span 1 under Snow loading Live Load Defl (in) 0 183 0 339 Passed (U668) MID Span 1 under Snow loading Total Load Defl (in) 0 309 0 508 Passed (L/394) MID Span 1 under Snow loading Deflection Criteria: STANDARD(LL.U360,TL:U240). Bracing(Lu). All compression edges (top and bottom) must be braced at 7' 4' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability ADDITIONAL NOTES. IMPORTANT! The analysis presented is output from software developed by iLevel® iLevel® warrants the sizing of its products by this software will be accomplished in accordance with current code accepted design values. The specific product application input design loads, and stated dimensions have been provided by the software user This output has not been reviewed by an iLevel® Associate. Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. The analysis presented is appropriate for Glulam beams. C \Documents nd Settings \KATE WADDELL \De ktop \Drafting Solutions \Schouten Falzetti \RF 1 sms Product Diagram is Conceptual. OPERATOR INFORMATION. Annie O'Rourke Prudential Drafting Solutions PO Box 1246 Port Angeles, WA 98362 Phone (360) 417 5615 draftingsolutions @hotmail.com I 1\ T 1 \i)•IC L. ,1 4 ,/L c 6. 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ASCE 7 -05 Developed by MECA Enterprises Wall Leeward Walls Side Walls 33 42 1 00 32 00 1 00 30 00 0 98 28 00 0 97 26 00 0 95 24 00 0 94 22 00 0 92 20 00 0 90 18 00 0 88 16 00 0 86 14 00 0 85 12 00 0 85 10 00 0 85 8 00 0 85 6 00 0 85 4 00 0 85 2 00 0 85 4/21/2009 Project No 09078 ZENOVIC ASSOCIATES INC Designed By SRH 301 EAST 6TH STREET SUITE 1 Description SFR FOR FALZETTI PORT ANGELES Customer Name FALXETTI WA Proj Location DEL GUZZI DRIVE, PORT ANGELES \Zen- server \data \Active Proiects \09078 MILL CREEEK \ENGR \Structual \WIND Basic Wind Speed(V) Structural Category Natural Frequency Importance Factor Alpha At Am Cc Epsilon Slope of Roof Ht Mean Roof Ht RHt Ridge Ht OH Roof Overhang at Eave= 2 Bldg Length Along Ridge Kzt 9z psf Note 1) Total Leeward GCPi Windward GCPi Inc Copyright 2009 www.mecaenterprises com User Input Data 100 00 mph Structure Type II Exposure Category N/A Flexible Structure 1 00 Kd Directional Factor 9 50 Zg 0 11 Bt 0 15 Bm 0 20 1 0 20 Zmin 7 12 Slope of Roof(Theta) 30 21 ft Type of Roof 33 42 ft Eht Eave Height 00 ft Roof Area 36 00 ft Bldg Width Across Ridge= 22 00 ft Main Wind Force Resisting System(MWFRS) Figure 6 -5 Internal Pressure Coefficients for Buildings, GCpi Enclosed Bldg +GCpi 0 18 Enclosed Bldg -GCpi -0 18 Figure 6 -6 External Pressure Coefficients Cp Loads on Main Wind -Force Resisting Systems(Method 2) MFRS-Wall Pressures Perpendicular to Ridge Cp +GCpi(psf) GCpi(paf) -0 50 -12 95 -0 70 -16 59 1 00 21 87 11 02 18 72 1 00 21 67 10 88 18 59 1 00 21 37 10 68 18 39 1 00 21 07 10 47 18 18 1 00 20 74 10 25 17 96 1 00 20 39 10 01 17 72 1 00 20 02 9 76 17 47 1 00 19 63 9 49 17 20 1 00 19 19 9 20 16 91 1 00 18 72 8 88 16 59 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 1 00 18 47 8 71 16 41 5 24 8 88 Windward Wall Total Shear Moment +GCpi -GCpi -GCpi Kip K -ft 23 97 1 23 0 87 23 83 2 94 3 46 23 63 4 64 8 10 23 42 6 33 14 43 23 20 8 00 22 43 22 96 9 65 32 08 22 71 11 29 43 37 22 44 12 90 56 27 22 15 14 50 70 77 21 83 16 07 86 84 21 66 17 63 104 47 21 66 19 19 123 66 21 66 20 75 144 41 21 66 22 31 166 71 21 66 23 87 190 58 21 66 25 43 216 01 21 66 26 99 242 99 Building C No 0 85 900 00 ft 1 00 0 65 500 00 ft 15 00 ft 30 27 Deg Gabled 27 00 ft 459 00 ft^ 2) Shear and Moment are sum of forces (Leeward +Windard) acting on bldg Roof Location Windward Min Cp Windward Max Cp Leeward Perp to Ridge Overhang Top (Windward) Overhang Top (Leeward) Overhang (Windward only) CP -0 29 0 20 0 60 0 29 0 60 0 80 MWFRS Wall Pressures Parallel to Wall Low Rise Bldg Provisions per Building GCpf +GCpi Surface 1 2 3 4 5 6 1E 2E 3E 4E 1T 2T 3T Leeward Walls -0 37 Side Walls -0 70 Roof Dist from Windward Edge 0 0 ft to 15 1 ft 15 1 ft to 30 2 ft 30 2 ft to 36 0 ft 0 56 0 21 0 43 0 37 0 45 0 45 0 69 0 27 0 53 0 48 CP +GCpi(psf) Ridge +GCpi(psf) 10 63 16 59 9 13 0 21 14 77 5 28 10 92 14 22 1 06 -23 11 0 76 -17 76 -0 64 -15 42 0 18 -0 18 21 41 0 18 -0 18 21 41 0 18 -0 18 21 41 0 18 -0 18 21 41 0 18 -0 18 21 41 0 18 -0 18 21 41 0 18 -0 18 21 41 0 18 -0 18 21 41 0 18 -0 18 21 41 0 18 -0 18 21 41 -GCpi (psf) GCpi(psf) 2 93 8 88 1 42 7 49 7 06 -5 28 -10 92 14 22 Elev Kz Kzt qz Windward Wall Total Shear Moment ft psf +GCpi -GCpi -GCpi Kip K -ft 33 42 1 00 1 00 21 87 11 02 18 72 21 65 0 68 0 48 32 00 1 00 1 00 21 67 10 88 18 59 21 51 1 62 1 91 30 00 0 98 1 00 21 37 10 68 18 39 21 32 2 56 4 47 28 00 0 97 1 00 21 07 10 47 18 18 21 11 3 49 7 96 26 00 0 95 1 00 20 74 10 25 17 96 20 4 41 12 37 24 00 0 94- 1 -00 20 10 01 17 72 20 65 5 32 17 68 22 00 0 92 1 00 20 02 9 76 17 47 20 40 6 21 23 90 20 00 0 90 1 00 19 63 9 49 17 20 20 13 7 10 31 00 18 00 0 88 1 00 19 19 9 20 16 91 19 83 7 97 38 97 16 00 0 86 1 00 18 72 8 88 16 59 19 51 8 83 47 80 14 00 0 85 1 00 18 47 8 71 16 41 19 34 9 68 57 48 12 00 0 85 1 00 18 47 8 71 16 41 19 34 10 53 68 02 10 00 0 85 1 00 18 47 8 71 16 41 19 34 11 38 79 40 8 00 0 85 1 00 18 47 8 71 16 41 19 34 12 24 91 64 6 00 0 85 1 00 18 47 8 71 16 41 19 34 13 09 104 72 4 00 0 85 1 00 18 47 8 71 16 41 19 34 13 94 118 66 2 00 0 85 1 00 18 47 8 71 16 41 19 34 14 79 133 45 Note 1) Total Leeward GCPi Windward GCPi 2) Shear and Moment are sum of forces (Leeward +Windard) acting on bldg Cp +GCpi(psf) GCpi(psf) 15 41 -10 05 -7 71 Fig 6 -10 MWFRS Transverse -GCpi qh Min P psf psf Direction Max P psf 8 14 15 84 0 64 8 35 13 06 -5 35 11 78 -4 07 13 49 -5 78 13 49 -5 78 10 92 18 63 1 93 9 63 15 20 -7 49 14 13 -6 42 2 03 3 96 0 16 2 09 3 27 -1 34 4T -2 94 -1 02 Low Rise Bldg Provisions per Fig 6 -10 MFRS Longitudinal Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf 1 0 4 0 18 -0 18 21 41 4 71 12 42 2 -0 69 0 18 -0 18 21 41 -18 63 -10 92 3 -0 37 0 18 -0 18 21 41 -11 78 -4 07 4 -0 29 0 18 -0 18 21 41 -10 06 -2 36 5 -0 45 0 18 -0 18 21 41 -13 49 -5 78 6 -0 45 0 18 -0 18 21 41 -13 49 -5 78 lE 0 61 0 18 -0 18 21 41 9 21 16 91 2E -1 07 0 18 -0 18 21 41 -26 76 -19 05 3E -0 53 0 18 -0 18 21 41 -15 20 -7 49 4E -0 43 0 18 -0 18 21 41 -13 06 -5 35 1T 1 18 3 10 2T -4 66 -2 73 3T -2 94 -1 02 4T -2 52 -0 59 BOISE" BC CALC® 2.0 Design Report US Build 284 Job Name: 09078 MILL CREEK CONSTRUCTION Address: City State, Zip: Customer Code reports: ESR -1040 BO, 5 -1/2" LL 4,469 Ibs DL 3,042 Ibs SL 6091bs WL 2,297 Ibs Load Summary Tao Description 1 2 3 Controls Summary Pos. Moment End Shear Total Load Defl. Live Load Defl. Max Defl. Span Depth Page 1 of 1 1_ 1 1 1 J. 1 1 Value 27,611 ft-Ibs 8,970 Ibs L/281 (0.659 L/449 (0 413 0.659" 15.6 Bearing Supports Dim. (L x W► BO Wall /Plate 5-1/2' x 7' B1 Wall/Plate 5-1/2" x 7" Single 7" x 11 -7/8" VERSA -LAM® 2.0 3100 DF Floor Beam\FBO1 1 span 1 No cantilevers! 0/12 slope Wednesday April 22, 2009 13:43 Load Tvoe Conc. Pt. (Ibs) Conc. Pt. (Ibs) Unf Lin. (plf) Allowable 64.9% 42.7% 85.3% 80.2% 65.9% n/a Value 10417Ibs 8,120 Ibs Duration 100% 133% Notes Design meets Code minimum (L/240) Total Toad deflection criteria. Design meets Code minimum (L/360) Live Toad deflection criteria. Design meets arbitrary (1 Maximum load deflection criteria. 16-03-00 File Name: VERTICAL Description: FB01 Specifier Designer Company ZENOVIC ASSOCIATES, INC. Misc: Total Horizontal Product Length 16-03-00 Live Ref. Start End 100% Left 03 -04-08 03 -04 -08 Right 03 -04 -08 03 -04 -08 Left 00 -00 -00 16 -03 -00 550 Case 1 8 8 8 8 Allow Allow Su000rt Member 43.3% 36.1% 33.7% 28.1% a J. 1 Span 1 Internal 1 Left 1 1 1 1 Material Douglas Fir Douglas Fir Dead Snow Wind Roof Live 90% 115% 133% 125% 3,738 -3,738 353 75 B1 5 -1/2" LL 4,469 Ibs DL 3,042 Ibs SL 609 Ibs TrIb. n/a n/a n/a Disclosure Completeness and accuracy of Input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code accepted design properties and analysis methods. Installation of BOISE engineered wood products must be In accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232 -0788 before installation. BC CALC®, BC FRAMER® MST"' ALLJOIST® BC RIM BOARD"' BCI® BOISE GLULAMTM SIMPLE FRAMING SYSTEM® VERSA -LAM®, VERSA -RIM PLUS® VERSA -RIM VERSA STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. SO1SE� Single 6 -3/4" x 12" BOISE GLULAMTM 24F -V4 /DF Floor Beam1FBO1 BC CALM 2.0 Design Report US 1 span I No cantilevers 1 0/12 slope Wednesday April 22, 2009 13:45 Build 284 Job Name: 09078 MILL CREEK CONSTRUCTION Address: City State, Zip: Customer Code reports: 1CB0 5745, LA 01365 BO, 5 -1/2" LL 4,469 Ibs DL 3,028 Ibs SL 609 Ibs WL 2,297 Ibs Load Summary g Description 1 2 3 Controls Summary Pos. Moment End Shear Total Load Defl. Live Load Defl. Max Defl. Span Depth Bearing Supports BO Wall/Plate B1 Wall /Plate Page 1 of 1 Value 27,561 ft-Ibs 8,949 Ibs L/252 (0.735 L/402 (0.461 0.735' 15.5 Dim. (L x WI 5-1/2' x 6 -3/4 5-1/2' x 6 -3/4" Load Tvoe Conc. Pt. (Ibs) Conc. Pt. (Ibs) Unf. Lin. (pif) Allowable 85.2% 47.0% 95.1% 89.5% 73.5% n/a Value 10,404 Ibs 8,106 Ibs Notes Design meets Code minimum (L/240) Total Toad deflection criteria. Design meets Code minimum (L/360) Live Toad deflection criteria. Design meets arbitrary (1 Maximum load deflection criteria. File Name: VERTICAL Description: FB01 Specifier Designer Company ZENOVIC ASSOCIATES, INC. Misc: Duration 100% 133% 1 16 -03-00 Total Horizontal Product Length 16-03-00 Live Ref. Start End 100% Left 03 -04 -08 03 -04 -08 Right 03 -04 -08 03 -04 -08 Left 00 -00 -00 16 -03-00 550 353 Case 1 8 8 8 8 Allow Allow Su000rt Member 44.8% 43.1% 34.9% 33.6% Span 1 Internal 1 Left 1 1 1 1 Material Douglas Fir Douglas Fir Dead Snow Wind Roof Live 90% 115% 133% 125% 3,738 3,738 75 B1 5 -1/2" LL 4,469 Ibs DL 3,028 Ibs SL 609 Ibs Trib. n/a n/a n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232 -0788 before installation. BC CALC®, BC FRAMER® AJSTM' ALLJOIST® BC RIM BOARDN BCI® BOISE GLULAMTM' SIMPLE FRAMING SYSTEM® VERSA- LAM VERSA -RIM PLUS® VERSA RIM®, VERSA STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. AXIAL COMPRESSION AND COMBED LOADING CALC. PROJECT FALZETTI RESIDENCE CLIENT MILL CREEK JOB 09078 DESCRIPTION: 18' WALL DATE: 4/22/2009 TRIB. AREA (ft.) NO. MEMBERSI MEMBER WIDTH Mg2N1g1K44 i0,1.1 MEMBER INFO. TOTAL AREA A (A 1D1 8.25 TABLULATED VALUESISEE SHEET 21 BUCKLING COEF Kce C I Ke 4' 1:. 0.8 ;,14"w .'f'' (b(ps 1386 COMPUTED VALUES F•b(psi) F'b(psr) 1789.515 1789.515 KCExE (P./ d —2 F' F'b V 1FA 0 f. sI 0 f, 51.0 F SECTION UNBRACED DEPTH OF MEMBER MODULUS LENGTH (UNBRACED) S L d 7.56 :Te:�;211s5" ..R1.'1.:. ADJUSTMENT FACTORS CD I CM 1 Ct I CL 1 CF 1" y`m...r_. 1. I:: 7 '1 Cfu 1 C( I Cr I Cc 1 Cf 1 ls fc(p4I) 16 VERT. LOAD I P I (!61 :...133. Pc(psi) 2334.15 FcE I 1 +(F ,EIF 1 4.F .E/F1 FeE F: c 325 I F' =Yx 2c 2c COMBINED LOADING CALC. AXIAL LOAD CALC 0.05 OK I BENDING CALC 0.77 OK LOADING INFO. MOMENT M (ft-(b) 873.3 DEFLECTION (in) 1.47 Ux (in/in) 144 I SUMMARY I NO. MEMBERS 1 1 SIZE I b 1 h 1 2 1 6 ZENOVIC AND ASSOCIATES, INC. 301 EAST 8TH STREET SUITE 1 PORT ANGELES, WA 98382 MODULUS OF ELASTICITY E 8 l''" 'I WIND FACTOR CV I P klxt 1. .o :16 =9. r. CP 9. IHORIZ. REACTION Qbt 198 .v2' COMP DESIGN BENDING DESIGN STRENGTH VALUE Fc Fb Ib/RA2 Pc(psi) 315 AXIAL COMPRESSIONMQ COMBINED LOADING CALC. PROJECT FALZETTI RESIDENCE CLIENT MILL CREEK JOB 09078 DESCRIPTION: 18' WALL DATE: 4/22/2009 TRIB. AREA it)) MEMBER INFO. NO. MEMBERS' MEMBER TOTAL AREA SECTION WIDTH I IO MODULUS I w A S (sq. In) (in"31 j5 Mt 24.75 1 22.69 ADJUSTMENT FACTORS CD I CM I C( I CL I CF I t 11331# tIe ri 1 Y :lik ti 'n :4 41at,r mac liVr.- `..1d3 I Chu 1 CI 1 Cr 1 Cc 1 Cf 1 a :1 a O'1x1.AV.S lRPi Arf. S' IA x 1 :1574#% INTVit::` .1 0 .4.. fr1fFAT A TABLULATED VALUES(SEE SHEET 2) BUCKLING COEF VERT. LOAD I Kce I Ke P I ra3 ';2:+�iii' 17 :..4r .8:!4: &«1 itila.741( 0/ apt e A11 COMPUTED VALUES ib(Psr) Pb(Ps) Fb(psi) 1361 1789.515 1789.515 F,E =li I ar -2 rr F' F'b —(f /FIJI .1 0 F s I 0 5 1.0 F WPM) F"c(Psi) 16 2334.15 COMBINED LOADING CALC. 0.80 (�K !AXIAL LOAD CALC 0.05 OK 1BENDING CALC 0.76 OK I SUMMARY 1 NO. MEMBERS 1 3 SIZE I b 2 ZENOVIC AND ASSOCIATES, INC. 301 EAST 6TH STREET SUITE 1 PORT ANGELES, WA 98382 UNBRACED DEPTH OF MEMBER MODULUS OF COMP DESIGN BENDING DESIGN LENGTH UNBRACED) ELASTICITY STRENGTH VALUE L d E Fc Fb (in) (in) (Psi) (psi mss 1. 21:1:6: ?ail':?P 3; 5:8:� I ,'1840000'341A1i Nl3V **NIX `W:O' ekT31 WIND FACTOR 1 CY I P „k 1 %;;1r1'= i.; of :9s' l Ib/R^2 CP 0.13 I DEFLECTION L (in) 1 1.44 1 Lhc fin/in) 1 147 1 I h 6 LOADING INFO. MOMENT IHORIZ. REACTION M (lb! 2573.9 1 584 FcE 1 F 1 +��IF:) 1 +1 ./F�� F cE I F. 325 I 2c 2 C Pe(p51) 315