The URL can be used to link to this page

Plans (10) i • I PAXTON M Lateral Load LL I 1.;.:loading:: .... ,;,. :. : ::::`... 10/18/201 I I 1 ::1:. Wnd ' Per ASCE 7-05 100 mph EXP B ROOF PITCH: Vertical Horiz. Degrees G 12 26.6 Mean Roof ht (1 lit Fact Method I Wind Res ,A' ,B, C, .D. 0<h<30 1 .00 17.9 12.2 14.2 9.8 35 1 .05 18.8 12.8 14.9 10.3 40 1 .09 19.5 13.3 15.5 10.7 45 1 . 1 2 20.0 13.7 15.9 1 1 .0 * End Zone Distance: Eave lit (ft) 19 : 40% = 7.6 ft Bldg Width (ft) 38 !0% = 3.8 ft Ith x4% = I .5 ft Bldg Length (ft) 45 10% = 4.5 ft th x4%= 1 .8 ft Minimum =3.8 ft Edge Stri13.8 ft (End Zone = 2x Edge 5tr End Zone 18 ft 1 LL-Paxton N 1 r r, . J 1 .2 Seismic:.: ..: :j Per IBC 2009 Lf_ 2 10/18/201 Use Group I Number of Stories = 2 < 3 ---0" Simplified analysis per IBC 2009/A5CE 7-05 Sd5 = 0.761 R = 6.5 1.25,5 V = W = 1 0.140 W R Roof W = 15 1069.0 = 16.0 Walls = 8 8.0 ft 1/2 1 14.0 = 3.6 Partitions = 6 8.0 ft 1/2 56.0 = 1 .3 l' 21 .0 x 27 = 568 Upr. Floor W = 15 1522.0 = 22.8 Walls = 8 9.0 ft 1/2 110.0 + 3.6 = 7.6 Partitions = 6 9.0 ft 1/2 44.0 + 1 .3 = 2.5 1" 33.0 x 19 = 626 Main Floor W = 15 720.0 = 10.8 Walls = 8 8.0 ft 1/2 56.0 + 7.6 = 9.4 Partitions = 6 8.0 ft 1/2 3.0 + 2.5 = 2.G I"' 22.8 x 9 .= 205 76.8 h3s9 x 0. 14 10.8 -- Base Shear Distribution: QRf _ 10.8 X 568 = 4.4 1399 1 .4 = 3. 1 QF1r = I0.8 X 4.8 1399 626 = = 3.5 f .4 Qrir _ 10.8 X 205 = 1 .6 = 1399 1 .4 1 . 1 LL-Paxton M • 1 1 P4->(-Te, M LLS r21,4cp14- 01P5 . 9107 (264A (o, v.) 6?v, ,l'"(f5cA-71\AO (2,Aot Tut. 51 ?- 41z - dig5p cof*9 • t 171;m7 Ogg/121 6Frg 6es4T-(24) 1I 7 Z (&514) 264 aye 7 2,47/6s 15q*4.600) k O �� 1► '� (1.2q-0 177' q2-44,44 - -t2-6512 1:3114 0113190 Qtig ��5'4.(514411+) Z (t,-31') 20 Ozo 5,5r CoU/ Yr) Z (2.111 ) H- tvIA<Ii3 latc - 1 g ID; 456-445_ (71) A(7� V7.� 2i V+z� 41�K-' I ``(( �...� Jam, � 6 /1& 2 . r'r1 (In t 4 ) O 1\4 II 1t61 �� ,� ( j9fr) f i / l + SIDE 3I WJE LOAD (764-P6612 = I.Gr) i1 Z5 AZ- " 377- 0,0, G �2 1 6q2 SHEAR WALLS- UPR FIR =3 7 Z VA 2 3' (.95) • �R:23�1 ;5 10 (41) Vc3.5v-- 6,45.) vv=s.3" 1zr- x . .AA . Vc:- 1.4'" C.5') V c 1,4112' = ITT/ (42 ) • EWoiDJ'Nj - ' 54 • R,�( - l14-D= 1, 0126 �2 �, ►� 216- ,4" • 266 / / , , ;.12 .g ria It ri Z�6= (.4w 12 CJ �� 3H-1,522 \511 t'El A/A GAS-/ �1JV ,Q 1 -0h =4Z" � U13=3I - - 6,4Y.'26 v= .9 , !. 23` (45) 2,3V Or (?- .)‘1 P (45) TJ t i r LLTr f L--e .012 f�t,p-piI . 1-F) . . . c.) fi* :)015 V,01/4 ` 4 fi (21DY-) D (0-11, :j 51017trr 0.) d OVERTURNING - PAXTON M LL 10/18/2011 GRID SHEAR DEAD DEAD LINE LEVEL LENGTH SHEAR/FT HEIGHT TRIG LOAD DEAD LOAD LOAD NET ` LINE 1 V-2 M,resist REDUCTION M,ot ABOVE UPLIFT 7 0.080 8 4 15 3.04 WIND 4.5 0.00 0.38 PERFORATED Use STHD 14 V-1 5 0.262 9 7 15 2.21 WIND 11.8 0.00 2.09 "_ LINE 2 V-2 15.5 0.159 8 9 15 23.90 WIND 19.7 0.00 0.35 V-1 18 0.278 9 8 Use MSTA36 15 31.10 WIND 45.0 0.35 1 .81 Use STHD 14 LINE A V-2 9 0.128 8 4 15 5.02 WIND 9.2 0.00 0.69 PERFORATED V-1 7 0.262 9 11 15 5.81 WIND 16.5 0.69 2.55 Use STHD 14 LINE B V-2 8 0.183 8 4 15 3.97 WIND 11.7 0.00 ! .J 7 Use M5TA36 V-1 8 0.320 9 8 15 6.14 WIND 23.0 I . I7 3.59 Use M51-60V-1 8 0.320 9 8 15 6.14 WIND 23.0 I. 17 3.59 . Use STHD 14 LINE C V-2 6 0.117 8 8 15 3.31 WIND 5.6 0.00 0.60 PERFORATED V-1 3 0.383 9 6 15 0.73 WIND 10.3 0.00 3.30 V-B 4 0.294 8 6 15 1.23 Use 51-11D 14 " WIND 9.4 0.00 2.17 Use STHD 1 4 LINED V-1 2 0.383 7 11 15 0.44 WIND 5.4 0.00 2.55 Use STHD J 4 l OT-Paxton M Lennar . t SHERMAN ENGINEERING, INC. 1410 NW KEARNEY#5 17 Portland, OR 97209 'PERFORATED SHEAR WALLS La JOB: PAXTON M 10/18/2011 CLIENT: SUNTEL !GRID LINE I + UPR FLOOR V= I kips L= 16.0 ft 5L/s 12.5 ft h = 8 ft %FULL HT SHEATHING = 78.I% % Co= 0.88 OPENING HEIGHT RATIO= 66.7% % UNADJUSTED UNIT 5HEAR a 255 plf 5 DESIGN SHEAR CAPACITY VcAr = 2.8 kips > I OK UPLIFT R= 0.568 kips r USE: MSTA36 I IN PLANE SHEAR v= 91 plf < 255 plf TENSION CHORD FORCE I T= R= 0.6 kips Wt psf TRIP WIDTH LENGTH x 0.60 RE5151T (lbs) DEAD LOAD: W,d1 = 15 5 16.0 720 360 (GRID UNE I 1 MAIN FLOOR V= 0.945 kips L= 13.0 ft 5LI . 7 ft h = 9 ft %FULL HT SHEATHING = 53.8% % Co = 0.80 OPENING HEIGHT RATIO = 66.7% % UNADJUSTED UNIT SHEAR- 255 plf 5 DESIGN SHEAR CAPACITY VcAP= 1.4 kips > 0.945 OK UPLIFT R= 0.818 kips I U5E: 5THD 14 IN PLANE SHEAR v= 169 plf < 255 plf TENSION CHORD FORCE I T= R= 0.8 kips Wt psf TRIP WIDTH LENGTH x 0.60 RESfSfT (117s) DEAD LOAD: W,dl = 15 4 13.0 468 234 PerforatedWalls-PaxtonM t ---/ . SNERMAN ENGINEERING, INC. 14 I 0 NW KEARNEY#5 17 V Portland, OR 97209 10-I o-j I (GRID LINE 3 , UPPER FLOOR ` V= I.85 kips L= 25.5 ft SLI= 20 ft h = 8 ft %FULL HT SHEATHING = 78.4% % Co= 0.95 OPENING HEIGHT RATIO = 56.3% % UNADJUSTED UNR SHEAR. 255 plf DESIGN SHEAR CAPACITY Vc.AP = 4.8 kips > 1.85 OK UPLIFT R= 0.611 kips I USE: OK W/ NAILS I IN PLANE SHEAR v= 97 plf < 255 plf TENSION CHORD FORCE I T= R= 0.6 kips I Wt psf TRIP WIDTH LENGTH x 0.60 RE515IT (1b5) DEAD LOAD: W,d1 = 15 8 25.5 1836 918 GRID LINE 3 I MAIN FLOOR V= 3.34 kips L= 46.0 ft S4< 40 ft h = 9 ft %FULL HT SHEATHING = 87.0% %, Co= 1.00 OPENING HEIGHT RATIO = 77.8% % UNADJUSTED UNIT 511EAR— 255 plf DESIGN SHEAR CAPACITY VcAr = 10.2 kips > 3.34 OK UPLIFT R= 0.653 kips I USE: OK W/A13'5 1 IN PLANE SHEAR 1 v= 84 pit < 255 plf TENSION CHORD FORCE T= R= 0.7 kips I Wt psf TRIP WIDTH LENGTH x 0.60 RE515IT(lbs) DEAD LOAD: W,dl = 15 8 46.0 3312 1656 Perforated Walls-PaxtonM • SHER4MAN10NW ENGINEERINKEARNI=Y#5GJ,7 INC. LL 1 1 Portland, OR.97209 �}— t� �.� (GRID LINE A f UPPER FLOOR 1 ' V= 2.3 kips L= 25.5 ft 5L,_ 19.5 ft h = 8 ft %FULL HT SHEATHING = 76.5% % i Co = 0.90 OPENING HEIGHT RATIO = 62.5% % UNADJU5TED viva SHEAF.. 255 plf DESIGN SHEAR CAPACITY VcAr= 4.5 kips > 2.3 OK UPLIFT R= 0.802 bps I USE: MSTA36 IN PLANE SHEAR v= 131 plf < 255 plf TENSION CHORD FORCE I T= R= 0.8 kips 1 Wt psf TRIP WIDTH LENGTH x 0.60 RESISIT (1b5) DEAD LOAD: W,d1 = 15 5 25.5 1147.5 573.75 GRID LINE A J MAIN FLOOR V= 2.35 kips L= 17.5 ft 51,_ 9 ft h = 9 ft %FULL HT SHEATHING = 5 I.4% % Co = 0.80 OPENING HEIGHT RATIO = 66.7% % UNADJUSTED UNrr SHEAF- 350 plf DESIGN SHEAR CAPACITY VcAr = 2.5 kips > 2.35 OK UPLIFT R= 1.5 I r kips I USE: MSTA36 I IN PLANE SHEAR v= 326 Of < 350 plf TENSION CHORD FORCE • T= R= 1.5 kips I Wt psf TRIP WIDTH LENGTH x 0.60 RE5I5IT (1175) DEAD LOAD: W.dl = 15 8 17.5 1260 630 Perforated Walls-PaxtonM y t SHERMAN ENGINEERING, INC. ,--- ---- 14 I O NW KEARNEY#517 L L 12 Portland; OR 97209 (GRID LINE C f UPPER FLOOR VAI ^I V= 1.4 kips L= 16.5 ft St.- 12.5 ft h = 8 ft %FULL HT SHEATHING = 75.8% % Co= 0.89 OPENING HEIGHT RATIO = 50.0% % UNADJUSTED UNIT SFIEAR s 255 plf 5 DESIGN SHEAR CAPACITY VcAr a 2.8 kips > 1.4 OK UPLIFT R= 0.763 kips + U5E: MSTA3G IN PLANE SHEAR v= 126 Of < 255 plf TENSION CHORD FORCE I T= R= 0.8 kips I Wt psf TRIP WIDTH LENGTH x 0.60 RESISIT (Ibs) DEAD LOAD: W,dl = 15 4 16.5 594 297 GRID LINE C J MAIN FLR V= 2.3 kips L= 13.0 ft SL, . G ft h = 8 ft %FULL HT SHEATHING = 46.2% % Co= 0.77 OPENING HEIGHT RATIO = 50.0% % UNADJUSTED UNIT 51IEAR A 505 plf AL DESIGN SHEAR CAPACITY VcAr = 2.3 kips > 2.3 OK UPLIFT R = 1.838 kips I U5E: STHD 14 J IN PLANE SHEAR v= 498 plf < 505 pff (TENSION CHORD FORCE I T= R= 1.8 kips I Wt psf TRIP WIDTH LENGTH x 0.60 RESISIT (Ibs) DEAD LOAD: W,df = 15 4 13.0 468 234 PerforatedWalis-PaxtonM r Hr� D13 Hp &t m.�.1 I 11nI bAT1 VAILTED 141 i 4 1 ' vA 15/a1 X 12/8 d ULTEQ _ bov of Qr� 9 I 1 510/2X13/8 . 1 Q i LI 1no ; 2-2, -.,,,,,,s /2 9 1 • 1 ,21 , 14, v & (Hi UT1 / bQ II --- 1----1.1r-- - � �� _. ._.r, . __ _ � 11111 11/2 X 10 AV _II 1 1 � 0, r •tiir=7_"�..��r'I tom` itoihi . 1 . Aii1,. ;w ' / Ir. ke 'iv ..,-- r III00 r I e MTh bQ 1 IEIT ' Iia/o X 11/8 I I I i IP liir_. _ ,,, :—_____:44, , mu 1 1 HP ( � dl+� n Pll nr6 I I I ((� lGod .3ST I • %J)( 94.----". / IV -� Iv s , � t ..46k ., 0_ , .. � r Dib L 1 fCOCC 9X12 _ / 11 _ / 1I ' AVG • 1 � C�QC�,T f�/11 . 24/6 X 16/O I� — 4 cl® ISIT ' . CCup r 0 _....,.. •it. i i 4* PAN `rl' 43. (-) PirP-11 r 0 ^ifil di Cd 41. 1,„ /. I, / / To1�7 l 11�. 'a4116� �,.�_ ,, „,,,,,r_.,....,--►� ,gin/ 11 X 7 - ,,. _ ... ...., . 40. .. - - - » - - .� �.w.., . , 11 .i._._._, il . ._._._. _.- ili1_ Y � I I (if I l !1 n VAULTED I S I FOTO I I Hi ()PT1On Rt\ �I 1 1.LJ2 i; I pA CAPACC .1=_ =_ i . I 19/4 X 21/O II 4 + STORAGE ii . . 1-4 i+1.Sk a h., ..: / 0. . • . !u1, 1, !� •• 7.,pI3 ,.____._._. ---_-- - _._._._._._._._._ r ! . CD CD—1--[ 1.-- /\/\C)-1 it --4 I 1 11 I 1.----1 IST �� I I I i[y VN 1 1 r" I L__J r r---J - #7 I I ilth I I so I l IS a r-1: 1-,,,:--- — — �y� 0 to 1 til\ N \ \ 1:4"r II I I I --- — �: —� I r--nTr--- r , -i r- 1 1 —II—_ -1 , I 1 I ,4, . L 1 �11 1 1 I °�'<s L-_ _J 1 I L J '4 , O -�� r, °"Mars ir J = = G - AtL 'v 00'._ zs , Z o y ISLo - r-—.�� __r- , �so oa L_-r- _1LIr-- - ,----Pi 17-r-- 4.� e4 'Y� yCS ''.404 a 0 °6)''(s Nir AM :v 90 Nr.-1 , r1 r1. IQ LJ L!J LrlOtig :Sa3ldX3 ��SNS d ko tb Not - 6ozL6 '? F' 1 � �,� . LIS#°�kowev'i MN o 141 4, � p • •,u1` uuoaw5u�uet .121.1 ` p/`rs3 N‘0‘..�� Project: PAXTON BB Lennar Alpine View Lot 6 Pae . Laura Fordyce / Location:Beam Nr. 1-Header at Nook Suntel Design,Inc. Uniformly Loaded Floor Beam 16865 Boones Ferry Rd.Suite 103 [2009 International Building Code(2005 NDS)] -•---` Lake Oswego,OR 97035 . 5.5INx9.5INx10.0FT #1-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:48 AM Section Adequate By:30.0% LOADING DIAGRAM • Controlling Factor:Moment DEFLECTIONS Center Live Load 0.11 IN L/1048 Dead Load 0.08 in Total Load 0.20 IN L/609 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 1600 lb 1600 lb Dead Load 1155 lb 1155 lb Total Load 2755 lb 2755 lb W Bearing Length 0.80 in 0.80 in BEAM DATA Center tort Span Length 10 ft Unbraced Length-Top 1.4 ft Floor Duration Factor 1.00 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf #1-Douglas-Fir-Larch(North) Floor Dead Load FDL= 15 psf 15 psf Base Values Adjusted Floor Tributary Width FTW= 8 ft 0 ft Bending Stress: Fb= 1300 psi Fb'= 1299 psi Wall Load WALL= 100 plf Cd=1.00 C1=1.00 CF=1.00 BEAM LOADING Shear Stress: Fv= 170 psi Fd= 170 psi Beam Total Live Load: wL= 320 plf Cd=1.00 Beam Total Dead Load: wD= 220 plf Modulus of Elasticity: E= 1600 ksi E'=1 1600 ksi Beam Self Weight: BSW= 11 plf Comp. to Grain: Fc-1— 625 psi Fc- = 625 psi Total Maximum Load: wT= 551 plf Controlling Moment: 6889 ft-lb 5.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 2370 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Redd Provided Section Modulus: 63.65 in3 82.73 in3 Area(Shear): 20.91 in2 52.25 in2 Moment of Inertia(deflection): 154.97 in4 392.96 in4 Moment: 6889 ft-lb 8953 ft-lb Shear: 2370 lb 5922 lb Y A A Project: PAXTON BB Lennar Alpine View Lot 6 page. Laura Fordyce Location:Beam Nr.2-Ceiling Bm at Stairs Suntel Design,Inc. Multi-Loaded Multi-Span Beam �*fi 16865 Boones Ferry Rd.Suite 103 of [2009 International Building Code(2005 NDS)] • Lake Oswego,OR 97035 - 3.125 IN x 10.5 IN x 11.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:51 AM Section Adequate By:92.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.17 IN L/777 Dead Load 0.07 in Total Load 0.24 IN L/555 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1540 lb 1540 lb Dead Load 617 lb 617 lb Total Load 2157 lb 2157 lb .� .�, Bearing Length 1.06 in 1.06 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top 1.4 ft Unbraced Length-Bottom 11 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 280 plf Camber Adj.Factor 1.5 Uniform Dead Load 105 plf Camber Required 0.1 Beam Self Weight 7 plf Notch Depth 0.00 Total Uniform Load 392 plf MATERIAL PROPERTIES TRAPEZOIDAL LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Left Live Load 140 plf Bending Stress: Fb= 2400 psi Controlled by: Fb_cm r= 1850 Left Dead Load 50 plf p psi Fb'= 2389 psi Right Live Load 140 plf Cd=1.00 CI=1.00 Right Dead Load 50 plf Shear Stress: Fv= 240 psi Fv'= 240 psi Load Start 0 ft Cd=1.00 Load End 0 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Length 0 ft Comp. to Grain: Fc- L= 650 psi Fc- = 650 psi Controlling Moment: 5931 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1855 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 29.78 in3 57.42 in3 Area(Shear): 11.59 in2 32.81 in2 Moment of Inertia(deflection): 139.73 in4 301.46 in4 Moment: 5931 ft-lb 11434 ft-lb Shear: -1855 lb 5250 lb r Project: PAXTON BB Lennar Alpine View Lot 6 P898` Laura Fordyce / Location: Beam Nr. 3-Header at Foyer/Option Rm 4 Suntel Design,Inc. Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd.Suite 103 of 2009 International Buildin Code 9 (2005 NDS)l Lake Oswego,OR 97035 .3.125 IN x 10.5 IN x 9.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:51 AM Section Adequate By:30.5% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.11 IN L/970 Dead Load 0.11 in Total Load 0.22 IN L/480 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1918 lb 1668 lb TRI rR2 Dead Load 1940 lb 1740 lb Total Load 3857 lb 3407 lb Bearing Length 1.90 in 1.68 in ft BEAM DATA Center 9ft Span Length 9 ft Unbraced Length-Top 9 ft Unbraced Length-Bottom 9 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 40 plf Camber Adj.Factor 1.5 Uniform Dead Load 115 plf Camber Required 0.17 Beam Self Weight 7 plf Notch Depth 0.00 Total Uniform Load 162 plf MATERIAL PROPERTIES TRAPEZOIDAL LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Left Live Load 400 plf 275 plf Bending Stress: Fb= 2400 psi Controlled by: Left Dead Load 320 plf 220 plf Fb_cmpr= 1850 psi Fb'= 2299 psi Right Live Load 400 plf 275 plf Cd=1.00 C1=0.96 Right Dead Load 320 plf 220 plf Shear Stress: Fv= 240 psi Fv'= 240 psi Load Start 0 ft 6 ft Cd=1.00 Load End 6 ft 9 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Load Length 6 ft 3 ft Comp. L to Grain: Fc- L= 650 psi Fc---'= 650 psi g Controlling Moment: 8432 ft-lb 4.41 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3142 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 44.01 in3 57.42 in3 Area(Shear): 19.64 in2 32.81 in2 Moment of Inertia(deflection): 150.61 in4 301.46 in4 Moment: 8432 ft-lb 11001 ft-lb Shear: 3142 lb 5250 lb • Project: PAXTON BB Lennar Alpine View Lot 6 ` age' Laura Fordyce - Location:Beam Nr.4-Front Porch Beam 46ital Suntel Design,Inc. Multi-Span Roof Beam . 16865 Boones Ferry Rd.Suite 103 of [2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035 3.5 IN x 11.25 IN x 12.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:51 AM Section Adequate By:28.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.09 IN U1519 Dead Load 0.08 in Total Load 0.18 IN L/816 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 675 lb 675 lb Dead Load 590 lb 590 lb Total Load 1265 lb 1265 lb Bearing Length 0.58 in 0.58 in BEAM DATA Center 12 n Span Length 12 ft Unbraced Length-Top 12 ft Unbraced Length-Bottom 12 ft ROOF LOADING Center Roof Pitch 0 :12 Roof Live Load RLL= 25 psf Roof Duration Factor 1.15 Roof Dead Load RDL= 20 psf Notch Depth 0.00 Roof Tributary Width Side One TW1 = 1 ft MATERIAL PROPERTIES Roof Tributary Width Side Two TW2= 2 ft #2-Douglas-Fir-Larch(North) Wall Load WALL= 0 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 850 psi Fb'= 1045 psi Load Number One Cd=1.15 CI=0.97 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 207 psi Dead Load 360 lb Cd=1.15 Location 6 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc-1= 625 psi Fc-1'= 625 psi BEAM LOADING Center Total Live Load 75 plf Controlling Moment: 5011 ft-lb Total Dead Load(Adjusted for Roof Pitch) 60 plf 6.0 Ft from left support of span 2(Center Span) Beam Self Weight 8 plf Created by combining all dead loads and live loads on span(s) 2 Total Load 143 plf Controlling Shear: 1145 lb At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Redd Provided Section Modulus: 57.54 in3 73.83 in3 Area(Shear): 8.3 in2 39.38 in2 Moment of Inertia(deflection): 91.61 in4 415.28 in4 Moment: 5011 ft-lb 6428 ft-lb Shear: 1145 lb 5434 lb ' age, Project: PAXTON BB Lennar Alpine View Lot 6 Laura Fordyce Location: Beam Nr. 5-16/0 Garage Door Header ) Suntel Design,Inc. Roof Beam . 16865 Boones Ferry Rd.Suite 103 0 [2009 International Building Code(2005 NDS)] ••" Lake Oswego,OR 97035 3.125 IN x 12.0 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:52 AM Section Adequate By:161.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.10 IN L/1924 Dead Load 0.20 in Total Load 0.30 IN L/649 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 413 lb 413 lb Dead Load 810 lb 810 lb Total Load 1222 lb 1222 lb W Bearing Length 0.60 in 0.60 in BEAM DATA Span Length 16.5 ft Unbraced Length-Top 16.5 ft Unbraced Length-Bottom 0 ft ROOF LOADING Roof Pitch 0 :12 Side One: Roof Duration Factor 1.15 Roof Live Load: LL= 25 psf MATERIAL PROPERTIES Roof Dead Load: DL= 20 psf 24F-V4-Visually Graded Western Species Tributary Width: TW= 1 ft Base Values Adjusted Side Two: Bending Stress: Fb= 2400 psi Controlled by: Roof Live Load: LL= 25 psf Fb_cmpr= 1850 psi Fb'= 2108 psi Roof Dead Load: DL= 20 psf Cd=1.15 C1=0.76 Tributary Width: TW= 1 ft Shear Stress: Fv= 240 psi Fv'= 276 psi Wall Load: WALL= 50 plf Cd=1.15 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Adjusted Beam Length: Ladj= 16.5 ft Comp. to Grain: Fc-1= 650 psi Fc-1'= 650 psi Beam Self Weight: BSW= 8 plf Beam Uniform Live Load: wL= 50 plf Controlling Moment: 5041 ft-lb Beam Uniform Dead Load: wD_adj= 98 plf 8.25 ft from left support Total Uniform Load: wT= 148 plf Created by combining all dead and live loads. Controlling Shear: -1075 lb At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 28.7 in3 75 in3 Area(Shear): 5.84 in2 37.5 in2 Moment of Inertia(deflection): 124.74 in4 450 in4 Moment: 5041 ft-lb 13175 ft-lb Shear: -1075 lb 6900 lb 4 Project: PAXTON BB Lennar Alpine View Lot 6 page Laura Fordyce • Location:Beam Nr.6-Ceiling Bm at Garage ° fplult6, i; Suntel Design,Inc. Combination Roof And Floor Beam r 16865 Boones Ferry Rd.Suite 103 of [2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035 3.5 IN x 11.25 IN x 9.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:52 AM Section Adequate By:46.4% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.05 IN L/2192 Dead Load 0.05 in Total Load 0.10 IN L/1092 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 998 lb 998 lb Dead Load 1005 lb 1005 lb Total Load 2003 lb 2003 lb W Bearing Length 0.92 in 0.92 in BEAM DATA Center Span Length 9 ft illilliffil Unbraced Length-Top 1.4 ft Roof Pitch 0 :12 ROOF LOADING Floor Duration Factor 1.00 Side 1 Side 2 Roof Duration Factor 1.15 Roof Live Load RLL= 25 psf 25 psf Notch Depth 0.00 Roof Dead Load RDL= 20 psf 20 psf MATERIAL PROPERTIES Roof Tributary Width RTW= 1 ft 2 ft #2-Douglas-Fir-Larch(North) Base Values Adjusted FLOOR LOADING Bending Stress: Fb= 850 psi Fb'= 1073 psi Side 1 Side 2 Cd=1.15 C1=1.00 CF=1.10 Floor Live Load FLL= 40 psf 40 psf Shear Stress: Fv= 180 psi Fd= 207 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.15 Floor Tributary Width FTW= 3.7 ft 0 ft Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Wall Load WALL= 100 plf Comp.-I-to Grain: Fc-1-= 625 psi Fc-1'= 625 psi BEAM LOADING Roof Uniform Live Load: wL-roof= 75 plf Controlling Moment: 4508 ft-lb Roof Uniform Dead Load: wD-roof= 60 plf 4.5 ft from left support Floor Uniform Live Load: wL-floor= 147 plf Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 55 plf Controlling Shear: -1603 lb Beam Self Weight: BSW= 8 plf At a distance d from support. Combined Uniform Live Load: wL= 222 plf Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 223 plf Combined Uniform Total Load: wT= 445 plf Comparisons with required sections: Redd Provided Controlling Total Design Load: wT-cont= 445 plf Section Modulus: 50.44 in3 73.83 in3 Area(Shear): 11.61 in2 39.38 in2 Moment of Inertia(deflection): 91.27 in4 415.28 in4 Moment: 4508 ft-lb 6598 ft-lb Shear: -1603 lb 5434 lb page. Project: PAXTON BB Lennar Alpine View Lot 6 Laura Fordyce Location:Beam Nr.7-Carrier Bm at Bm Nr.6 Suntel Design,Inc. Multi-Loaded Multi-Span Beam °' • °" 16865 Boones Ferry Rd.Suite 103 [2009 International Building Code(2005 NDS)] �` " Lake Oswego,OR 97035 5.125IN x 10.51N x14.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:52 AM Section Adequate By:29.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.25 IN L/680 Dead Load 0.26 in Total Load 0.51 IN L/329 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:U240 REACTIONS A_ Live Load 1130 lb 1830 lb 1121 Dead Load 1142 lb 2052 lb Total Load 2272 lb 3882 lb Bearing Length 0.68 in 1.17 in _ •x BEAM DATA Center 14ft Span Length 14 ft Unbraced Length-Top 14 ft Unbraced Length-Bottom 14 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 40 plf Camber Adj.Factor 1.5 Uniform Dead Load 15 plf Camber Required 0.4 Beam Self Weight 12 plf Notch Depth 0.00 Total Uniform Load 67 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 1000 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 1000 lb Fb_cmpr= 1850 psi Fb'= 2358 psi Location 7 ft Cd=1.00 Cl=0.98 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Left Live Load 200 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 260 plf Comp. to Grain: Fc-L= 650 psi Fc- = 650 psi Right Live Load 200 plf Right Dead Load 260 plf Controlling Moment: 14268 ft-lb Load Start 7 ft 7.0 Ft from left support of span 2(Center Span) Load End 14 ft Created by combining all dead loads and live loads on span(s)2 Load Length 7 ft Controlling Shear: -3439 lb At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 72.6 in3 94.17 in3 Area(Shear): 19.47 in2 53.81 in2 Moment of Inertia(deflection): 360.76 in4 494.4 in4 Moment: 14268 ft-lb 18507 ft-lb Shear: -3439 lb 9507 lb Project: PAXTON BB Lennar Alpine View Lot 6 page, Laura Fordyce Location:Beam Nr.8-Carrier Bm at Beam Nr.7 �•i '), Suntel Design,Inc. Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd.Suite 103 or [2009 International Building Code(2005 NDS)] = Lake Oswego,OR 97035 • 5.125 IN x 10.5 IN x 12.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:53 AM Section Adequate By:60.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.20 IN L/706 Dead Load 0.13 in Total Load 0.33 IN L/435 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1840 lb 2940 lb Dead Load 988 lb 1857 lb Total Load 2828 lb 4797 lb TRI TR2 Bearing Length 0.85 in 1.44 in BEAM DATA Center 12 ft Span Length 12 ft Unbraced Length-Top 1.3 ft Unbraced Length-Bottom 12 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Camber Adj.Factor 1.5 Uniform Dead Load 0 plf Camber Required 0.19 Beam Self Weight 12 plf Notch Depth 0.00 Total Uniform Load 12 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 1300 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 1400 lb Fb cmpr= 1850 psi Fb'= 2397 psi Location 9 ft Cd=1.00 Cl=1.00 Shear Stress: Fv= 240 psi Fd= 240 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Left Live Load 240 plf 440 plf Comp. L to Grain: Fc- = 650 psi Fc- = 650 psi Left Dead Load 90 plf 165 plf Right Live Load 240 plf 440 plf Controlling Moment: 11705 ft-lb Right Dead Load 90 plf 165 plf 8.28 Ft from left support of span 2(Center Span) Load Start 0 ft 9 ft Created by combining all dead loads and live loads on span(s)2 Load End 9 ft 12 ft Controlling Shear: -4279 lb Load Length 9 ft 3 ft At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 58.61 in3 94.17 in3 Area(Shear): 26.74 in2 53.81 in2 Moment of Inertia(deflection): 272.49 in4 494.4 in4 Moment: 11705 ft-lb 18807 ft-lb Shear: -4279 lb 8610 lb Project: PAXTON BB Lennar Alpine View Lot 6 page' Laura Fordyce • Location:Beam Nr.9-Carrier Bm at Beam Nr.7 Suntel Design,Inc. Multi-Loaded Multi-Span Beam "se, s ' 16865 Boones Ferry Rd.Suite 103 or [2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035 •6.75 IN x 15.0 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:53 AM Section Adequate By:34.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.35 IN L/683 Dead Load 0.35 in Total Load 0.70 IN L/344 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 1 REACTIONS A B Live Load 1988 lb 34.42 lb Dead Load 2116 lb 3118 lb rR1 Total Load 4104 lb 6560 lb Bearing Length 0.94 in 1.50 in _ _„w BEAM DATA Center 20 ft Span Length 20 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Camber Adj.Factor 1.5 Uniform Dead Load 0 plf Camber Required 0.52 Beam Self Weight 22 plf Notch Depth 0.00 Total Uniform Load 22 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 1800 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 2100 lb Fb_cmpr= 1850 psi Fb'= 2294 psi Location 9 ft Cd=1.00 Cv=0.96 Shear Stress: Fv= 240 psi Fv'= 240 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Left Live Load 330 plf Comp.--to Grain: Fc- = 650 psi Fc- = 650 psi Left Dead Load 245 plf Right Live Load 330 plf Controlling Moment: 36046 ft-lb Right Dead Load 245 plf 9.0 Ft from left support of span 2(Center Span) Load Start 9 ft Created by combining all dead loads and live loads on span(s) 2 Load End 20 ft Controlling Shear: -5844 lb Load Length 11 ft At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 188.52 in3 253.13 in3 Area(Shear): 36.52 in2 101.25 in2 Moment of Inertia(deflection): 1325.69 in4 1898.44 in4 Moment: 36046 ft-lb 48399 ft-lb Shear: -5844 lb 16200 lb , • Project: PAXTON BB Lennar Alpine View Lot 6 page Laura Fordyce ' Location:Beam Nr. 10-Header at Bsmnt BR ;t, Suntel Design,Inc. Multi-Span Floor Beam ''''',A• 16865 Boones Ferry Rd.Suite 103 of [2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035 3.5 IN x 11.25 IN x 5.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:48 AM Section Adequate By:31.9% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.02 IN L/3461 Dead Load 0.01 in Total Load 0.03 IN L/2028 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 t REACTIONS A B Live Load 2408 lb 1262 lb Dead Load 1712 lb 885 lb Total Load 4120 lb 2147 lb W Bearing Length 1.88 in 0.98 in BEAM DATA Center Span Length 5.5 ft illiillM Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 5.5 ft FLOOR LOADING Center Floor Duration Factor 1.00 Floor Live Load FLL= 40 psf Notch Depth 0.00 Floor Dead Load FDL= 15 psf MATERIAL PROPERTIES Floor Tributary Width Side One TW1 = 0 ft #2-Douglas-Fir-Larch(North) Floor Tributary Width Side Two TW2= 8.5 ft I Base Values Adjusted Wall Load WALL= 100 plf Bending Stress: Fb= 850 psi Fb'= 933 psi POINT LOADS-CENTER SPAN Cd=1.00 C1=1.00 CF=1.10 Load Number One Shear Stress: Fv= 180 psi FV= 180 psi Live Load 1800 lb Cd=1.00 Dead Load 1300 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Location 1 ft Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi BEAM LOADING Center Reduced Floor Live Load 40 psf Controlling Moment: 4003 ft-lb Total Live Load 340 plf 1.76 Ft from left support of span 2(Center Span) Total Dead Load 228 plf Created by combining all dead loads and live loads on span(s) 2 Beam Self Weight 8 plf Controlling Shear: 3582 lb Total Load 576 plf At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 51.49 in3 73.83 in3 Area(Shear): 29.85 in2 39.38 in2 Moment of Inertia(deflection): 49.14 in4 415.28 in4 Moment: 4003 ft-lb 5740 ft-lb Shear: 3582 lb 4725 lb r. . r ages Project: PAXTON BB Lennar Alpine View Lot 6 Laura Fordyce rz Location:Beam Nr. 11-Header at Fam Rm pv � _ Suntel Design,Inc. Multi-Loaded Multi-Span Beam ; 16865 Boones Ferry Rd.Suite 103 [2009 International Building Code(2005 NDS)] -•M°`• - Lake Oswego,OR 97035 .3.5 IN x 11.25 IN x 5.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:49 AM Section Adequate By:25.0% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.02 IN L/3109 Dead Load 0.01 in Total Load 0.04 IN L/1828 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B I Live Load 2603 lb 1354 lb TRI Dead Load 1763 lb 947 lb Total Load 4367 lb 2301 lb W Bearing Length 2.00 in 1.05 in BEAM DATA Center 1/1111111. Span Length 5.5 ft P 9 Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 340 plf Notch Depth 0.00 Uniform Dead Load 228 plf MATERIAL PROPERTIES Beam Self Weight 8 plf #2-Douglas-Fir-Larch(North) Total Uniform Load 576 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 850 psi Fb'= 933 psi Load Number One Cd=1.00 CI=1.00 CF=1.10 Live Load 1600 lb Shear Stress: Fv= 180 psi Fd= 180 psi Dead Load 1200 lb Cd=1.00 Location 1.25 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Load Number One Left Live Load 390 plf Controlling Moment: 4591 ft-lb Left Dead Load 168 plf 1.49 Ft from left support of span 2(Center Span) Right Live Load 390 plf Created by combining all dead loads and live loads on span(s) 2 Right Dead Load 168 plf Controlling Shear: 3306 lb Load Start 0 ft At a distance d from left support of span 2(Center Span) Load End 1.25 ft Created by combining all dead loads and live loads on span(s) 2 Load Length 1.25 ft Comparisons with required sections: Reo'd Provided Section Modulus: 59.05 in3 73.83 in3 Area(Shear): 27.55 in2 39.38 in2 Moment of Inertia(deflection): 54.52 in4 415.28 in4 Moment: 4591 ft-lb 5740 ft-lb Shear: 3306 lb 4725 lb Project:PAXTON BB Lennar Alpine View Lot 6 Page. Laura Fordyce • Location: Beam Nr. 12-Header at Fam Rm SliderSuntel Design,Inc. Multi-Loaded Multi-Span Beam 770,131P r 16865 Boones Ferry Rd.Suite 103 or [2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035 5.5 IN x 11.5 IN x 6.5 FT #1-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:49 AM Section Adequate By:38.4% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.04 IN UI869 Dead Load 0.02 in Total Load 0.06 IN L/1212 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 4207 lb 3583 lb TR2 Dead Load 2430 lb 1876 lb TRI Total Load 6637 lb 5460 lb _.... Bearing Length 1.93 in 1.59 in 2 - BEAM DATA Center Span Length 6.5 ft Unbraced Length-Top 1.33 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 0 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf #1-Douglas-Fir-Larch(North) Total Uniform Load 13 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 1300 psi Fb'= 1298 psi Load Number One Cd=1.00 CI=1.00 CF=1.00 Live Load 900 lb Shear Stress: Fv= 170 psi Fd= 170 psi Dead Load 800 lb Cd=1.00 Location 1 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.-L to Grain: Fc-1= 625 psi Fc- = 625 psi Load Number One Two Left Live Load 760 plf 300 plf Controlling Moment: 9318 ft-lb Left Dead Load 286 plf 240 plf 3.06 Ft from left support of span 2(Center Span) Right Live Load 760 plf 300 plf Created by combining all dead loads and live loads on span(s) 2 Right Dead Load 286 plf 240 plf Controlling Shear: 5181 lb Load Start 0 ft 0 ft At a distance d from left support of span 2(Center Span) Load End 6.5 ft 6.5 ft Created by combining all dead loads and live loads on span(s) 2 Load Length 6.5 ft 6.5 ft Comparisons with required sections: Reo'd Provided Section Modulus: 86.11 in3 121.23 in3 Area(Shear): 45.72 in2 63.25 in2 Moment of Inertia(deflection): 137.99 in4 697.07 in4 Moment: 9318 ft-lb 13118 ft-lb Shear: 5181 lb 7168 lb Project: PAXTON BB Lennar Alpine View Lot 6 Page Laura Fordyce ' Location:Beam Nr.13-Deck Beam *a Suntel Design,Inc. Uniformly Loaded Floor Beam - ' 16865 Boones Ferry Rd.Suite 103 of [2009 International Building Code(2005 NDS)] Lake Oswego,OR 97035 .5.5 IN x 9.25 IN x 10.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:49 AM Section Adequate By:48.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.09 IN L/1358 Dead Load 0.04 in Total Load 0.13 IN L/941 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 840 lb 840 lb Dead Load 372 lb 372 lb Total Load 1212 lb 1212 lb Bearing Length 0.35 in 0.35 in .,r»> BEAM DATA Center 10.5 ft Span Length 10.5 ft Unbraced Length-Top 2 ft Floor Duration Factor 1.00 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf #2-Douglas-Fir-Larch(North) Floor Dead Load FDL= 15 psf 15 psf Base Values Adjusted Floor Tributary Width FTW= 4 ft 0 ft Bending Stress: Fb= 725 psi Fb'= 724 psi Wall Load WALL= 0 plf Cd=1.00 CI=1.00 CF=1.00 BEAM LOADING Shear Stress: Fv= 170 psi FV= 170 psi Beam Total Live Load: wL= 160 plf Cd=1.00 Beam Total Dead Load: wD= 60 plf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Beam Self Weight: BSW= 11 plf Min.Mod.of Elasticity: E—min= 470 ksi E_min'= 470 ksi Total Maximum Load: wT= 231 plf Comp. L to Grain: Fc-1= 625 psi Fc- = 625 psi Controlling Moment: 3181 ft-lb 5.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -1042 lb At a distanced from support. Created by combining all dead and live loads. Comparisons with required sections: Redd Provided Section Modulus: 52.7 in3 78.43 in3 Area(Shear): 9.19 in2 50.88 in2 Moment of Inertia(deflection): 96.16 in4 362.75 in4 Moment: 3181 ft-lb 4734 ft-lb Shear: -1042 lb 5766 lb • • Y • page, Project: PAXTON BB Lennar Alpine View Lot 6 Laura Fordyce /or Location: Beam Nr. 14-Floor Beam at Garage 'real( t, Suntel Design,Inc. Multi-Span Floor Beam 16865 Boones Ferry Rd.Suite 103 [2009 International Building Code(2005 NDS)] .c Lake Oswego,OR 97035 5.125 IN x 13.5 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:50 AM Section Adequate By:18.4% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.17 IN L/710 Dead Load 0.03 in Total Load 0.20 IN L/590 Live Load Deflection Criteria:L/600 Total Load Deflection Criteria:L/480 REACTIONS A B Live Load 6500 lb 6500 lb Dead Load 1450 lb 1450 lb Total Load 7950 lb 7950 lb Bearing Length 2.39 in 2.39 in BEAM DATA Center lo ft Span Length 10 ft Unbraced Length-Top 1 ft Unbraced Length-Bottom 10 ft FLOOR LOADING Center Floor Duration Factor 1.00 Floor Live Load FLL= 100 psf Camber Adj.Factor 1 Floor Dead Load FDL= 25 psf Camber Required 0.03 Floor Tributary Width Side One TW1 = 5.5 ft Notch Depth 0.00 Floor Tributary Width Side Two TW2= 5.5 ft MATERIAL PROPERTIES Wall Load WALL= 0 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 2000 lb Fb_cmpr= 1850 psi Fb'= 2397 psi Dead Load 0 lb Cd=1.00 C1=1.00 Location 5 ft Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 BEAM LOADING Center Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Reduced Floor Live Load 100 psf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Total Live Load 1100 plf Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Total Dead Load 275 plf Beam Self Weight 15 plf Controlling Moment: 22375 ft-lb Total Load 1390 plf 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6421 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 112.03 in3 155.67 in3 Area(Shear): 36.35 in2 69.19 in2 Moment of Inertia(deflection): 887.37 in4 1050.79 in4 Moment: 22375 ft-lb 31091 ft-lb Shear: -6421 lb 12223 lb • ' page. Project: PAXTON BB Lennar Alpine View Lot 6 Laura Fordyce / Location: Beam Nr. 15-Floor Beam at Garage Suntel Design,Inc. Multi-Span Floor Beam :_tet 16865 Boones FerryRd.Suite 103 or [2009 International Building Code(2005 NDS)] ,,. Lake Oswego,OR 97035 '5.125 IN x 9.0 IN x 6.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.111.0 2/21/2012 10:48:50 AM Section Adequate By:60.9% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.07 IN L/966 Dead Load 0.01 in Total Load 0.09 IN L/830 Live Load Deflection Criteria:L/600 Total Load Deflection Criteria:L/480 REACTIONS A B Live Load 3700 lb 3700 lb Dead Load 705 lb 705 lb Total Load 4405 lb 4405 lb Bearing Length 1.32 in 1.32 in BEAM DATA Center 6ft Span Length 6 ft Unbraced Length-Top 1 ft Unbraced Length-Bottom 6 ft FLOOR LOADING Center Floor Duration Factor 1.00 Floor Live Load FLL= 100 psf Camber Adj.Factor 1 Floor Dead Load FDL= 25 psf Camber Required 0.01 Floor Tributary Width Side One TW1 = 3.5 ft Notch Depth 0.00 Floor Tributary Width Side Two TW2= 5.5 ft MATERIAL PROPERTIES Wall Load WALL= 0 plf 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 2000 lb Fb_cmpr= 1850 psi Fb'= 2398 psi Dead Load 0 lb Cd=1.00 C1=1.00 Location 3 ft Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 BEAM LOADING Center Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Reduced Floor Live Load 100 psf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Total Live Load 900 plf Comp.-L to Grain: Fc-1= 650 psi Fc- L'= 650 psi Total Dead Load 225 plf Beam Self Weight 10 plf Controlling Moment: 8107 ft-lb Total Load 1135 plf 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3588 lb Ata distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 40.58 in3 69.19 in3 Area(Shear): 20.31 in2 46.13 in2 Moment of Inertia(deflection): 193.47 in4 311.34 in4 Moment: 8107 ft-lb 13825 ft-lb Shear: 3588 lb 8149 lb