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J F2DZO -OOcel 1258 ski a/1oOks/W 4 t 1:: OFFICE COPY .: JA N 2 9 2020 alilOi ° d /i, fs ), PROJECT DESCRIPTION: Provide analysis and design for the new wood framed single story tiny home, 10' wide x 30' long. Standard wood framed design with rafter and collar tie construction and solid wood joist floor. Lateral forces induced by wind and/or seismic loads will be resisted via horizontally sheathed roof diaphragm and vertically sheathed shearwalls that carry loads down to concrete foundations as needed_ CONTENTS: Sample Plans/Elevations/Sections P-1/P-4 Lateral Force Analysis LFA-1/LFA-1 1 Framing Design F-1/F-24 (515 0 ON FIRES: 6/30/2020 , — P-1 _ , . , _ _ - - _.- I I I I I I I I -_- -- _ . -I cm . _ a -0 ..... =Id Ail 11111111r _„,,, am• p iso — r 11111 1.01 VI ----- " 11.11 I 1111111 im ,s • 1 I I—IIIII . � IIII I111II . 1 co C-- I p_ - - - - L `. Fs 0 V 4 I O i' J 7riLl". ) ,0 / U -' J/ _, r G O P-4 ►oo p�( � x. JS STRUCTURAL, PLLC 11815 NE 11$' Street,Ste 104, Vancouver,WA 98662 c. 360.001.6463 WOLF INDUSTRIES o. 3B0.883.533! TINY HOUSE MODEL JS Project No.: 17-105 LEA-1/ ' BUILDING FORCES: • • International Building Code 2015 /ASCE 7-10 Simplified Wind: 145 mph-3 second Gust(LRFD) Exposure Type 'B' Equivalent Lateral Force Procedure: Ss = 1.360g Si = 0.542g R = 6.5 1 = 1.0 Soil Type = 'D' SDC = 'D' Sds = 0.906g Sdi = 0.542g • Typical Plate Height= 8'-0" • Roof Slope =8:12 === 32° • Mean Roof Height, hn= 8' + 6/2' = 11' • a = 0.4 (hn) OR a =0.1 (Least Dimension) BUT NOT LESS THAN 3' a = 0.4(11') OR a = 0.1(12') a = 4.4' OR a = 1.2' 3' CONTROLS a = 3' 2a = 6' A = End Zone of Wall = 25.7 psf B = End Zone of Roof= 17.6 psf C = Interior Zone of Wall = 20.4 psf D = Interior Zone of Roof= 14.0psf y = 1.0 A' = End Zone of Wall = psf B' = End Zone of Roof= psf C' = Interior Zone of Wall = psf D' = Interior Zone of Roof= psf 8/30/2017 Design Maps Summary Report musGs Design Maps Summary Report User-Specified Input Report Title WOLF INDUSTRIES_TINY HOUSE PROJECT Wed August 30,2017 18:07:31 UTC �,,fr-4-Z+ Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.63717°N, 122.67805°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III l' 44 r :4t'', j may kF- 4 "'! 3 I .a ��j] a P S �` rN41,4 410e77 PLC W i r ` Y� r;. 4 =� 5:�g fi ��, �0"'�.c "T, ems. w `'.Z',' ,'4'7 a s y r#+x .1F :�, A F r 7y +,0. a � �,� '� � �� � ��� '_ � ��, t } �r°ate _.'+w � _ r 44 USGS-Provided Output Ss = 0.932 g SMs = 1.051 g 5ps = 0.700 g Sl = 0.405 g 5M1 = 0.646 g Sol = 0.431 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEe Res x ise Spectrum Oessgrl Response Spectrum I.10 07i a.93 O.UC az rial in aG5 _ 0.4a J7 024 p nt0 .0 a=: usz 055 0. 4 a a li: au l4J Q ZJ O.1J 0.1V Q UJ Q!;a rJ_,gJ l.t�] 1 20 1.0 lt>•J !,.3:1 Cl W L3] any] 0.i1 r14q O . ,D-1 I00 I. a "4 LW 1.97 1-67 f pr'i+rJ T(sec) c oa.I(see) Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://earthquake,usgs.gov/cn2ldesignmaps/us/summary.php?template=minimal&latitude=l5.6371743411045&longitude=122.67805173509713&site... 1/1 • ": LFA-3 :...-Air. .'',, Wind Force Resisting System—Method 1 5 Oil ft. tE ;re 6-2 I Design Wind Pressures Etciosed Buildings WAS.& Roofs <:iV /- \.. .y/� / / J 44`',---.' .011 �� --� • �,-'-0 i -:;;;;,:. OPirw. fit, �� '',� �E 0...�f 111, e. 11-:% . :A00,.,44011'..'. ,. .>....Y.>"''1921,-->. -:,'• ''--14 . , ,-- ..44000001.' <"---.....Pk., ,-,-, 4.4%. :?.- -1r- fir ,,,- c);,,,'-' .. .,.... z.....1,- Transverse ',�;. , . ,�. ,► t , , 4,0* . li-- '' -- © -- , 40. , r Longitudinal Notes: 1. Pressures shown are applied to the horizontal and vertical projections,for exposure B.at 11=30 ft(9.1m),1=1.0,and Li=1.0. Adjust to other conditions using Equation 6-1. • 2. The load patterns shown shall be applied to each corner of the building in turn as the reference comer.(See Figure 6-10) • 3. For the design of the longitudinal MWFRS use 6=0°,and locate the zone E/F,G/H boundary at the mid-length of the bolding. 4. Load cases 1 and 2 must be checked for 25°<6 5 45°. Load case 2 at 25°is provided only for interpolation between 25°to 30°. I 5. Plus and minus signs signifY pressures acting toward and away from the projected surfaces,respectively. 6. For roof slopes other than those shown,linear interpolation is permitted. 7. The total horizontal load shall not be less than that determined by assuming ps==0 in zones B&D. & The zone pressures represent the following; Horizontal pressure zones—Sum of the windward and leeward net(sum of internal and external)pressures on vertical projection of: A- End zone of wall C- Interior zone of wall B- End zone of roof D- Interior zone of roof Vertical pressure zones—Net(sum of internal and external)pressures on horizontal projection of. E- End zone of windward roof G- Interior zone of windward roof F- End zone of leeward roof II- Interior zone of leeward roof 9. Where zone E or O falls on a roof overhang on the windward side of the building,use Ern,and GoH fbr the pressure on the horizontal projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. 10. Notation; a: 10 percent of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4%of least horizontal dimension or 3 ft(0.9 m). h: Mean roof height,in feet(meters),except that cave height,shall be used for roof angles<l0°. 6:: Angle of plane of roof from horizontal,in degrees. an Design Loads for Buildings and Other Structures 37 Main Wind Force Resisting System-Method 1 h S 60 ft. Figure 6-2(cont'd) Design Wind Pressures Enclosed Buildings Walls & Roofs LFA-4 Simplified Design Wind Pressure,p1,30(psf) (Exposure a at h=30 ft.,Kn= 1.0,with 1=1.0) Zones Basic Wind Roof A Speed Angle Horizontal Pressures Vertical Pressures Overhangs (mph) (degrees) .S A B C D E F G H EOH G0i 0 to 5° 1 11.5 -5.9 7.6 -3.5 -13.8 -7.8 -9.6 -6.1 -19.3 -15.1 10° 1 12.9 -5.4 8.6 -3.1 -13.8 -8.4 -9.6 -6.5 -19.3 -15.1 15° 1 14.4 -4.8 9.6 -2.7 -13.8 -9.0 -9.6 -6.9 -19.3 -15.1 85 20° 1 15.9 -4.2 10.6 -2.3 -13.8 -9.6 -9.6 -7.3 -19.3 -15.1 25° 1 14.4 2.3 10.4 2.4 -6.4 -8.7 -4.6 -7.0 -11.9 -10.1 2 30 to 45 1 12.9 8.8 10.2 7.0 1.0 -7.8 0.3 -6.7 -4.5 -5.2 2 12.9 8.8 10.2 7.0 5.0 -3.9 4.3 -2.8 -4.5 -5.2 0 to 5° 1 12.8 -6.7 8.5 -4.0 -15.4 -8.8 -10.7 -6.8 -21.6 -16.9 10° 1 14.5 -6.0 9.6 -3.5 -15.4 -9.4 -10.7 -7.2 -21.6 -16.9 15° 1 16.1 -5.4 10.7 -3.0 -15.4 -10.1 -10.7 -7.7 -21.6 -16.9 90 20° 1 17.8 -4,7 11.9 -2.6 -15.4 -10.7 -10.7 -8.1 -21.6 -16.9 25° 1 16.1 2.6 11.7 2.7 -7.2 -9.8 -5.2 -7.8 -13.3 -11.4 2 .-- 30 to 45 1 14.4 9.9 11.5 7.9 1.1 -8.8 0.4 -7.5 -5.1 -5.8 2 14.4 9,9 11.5 7,9 5.6 -4.3 4.8 -3.1 -5.1 -5.8 0 to 5° 1 15.9 -8.2 10.5 -4.9 -19.1 -10.8 -13.3 -8.4 -26.7 -20.9 10° 1 17.9 -7.4 11.9 -4.3 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 15° 1 19.9 -6.6 13.3 -3.8 -19.1 -12.4 -13.3 -9.5 -26.7 -20.9 20° 1 22.0 -5.8 14.6 -3.2 -19.1 -13.3 -13.3 -10.1 -26.7 -20.9 100 25° 1 19.9 3.2 14.4 3.3 -8.8 -12.0 -6.4 -9.7 -16.5 -14.0 2 ---- _------ �W. _•-_•-- -3.4 -6.6 -0-9 _ -4.2 30 to 45 1 17.8 12.2 14.2 9.8 1.4 -10.8 0.5 -9.3 -6.3 -7.2 2 17.8 12.2 14.2 9.8 6.9 -5.3 5.9 -3.8 -6.3 -7.2 0 to 5° 1 17.5 -9.0 11.6 -5.4 -21.1 -11.9 -14.7 -9.3 -29.4 -23.0 10° 1 19.7 -8.2 13.1 -4.7 -21.1 -12.8 -14.7 -9.8 -29.4 -23.0 15° 1 21.9 -7.3 14.7 -4.2 -21.1 -13.7 -14.7 -10.5 -29.4 -23.0 105 20° 1 24.3 -8.4 16.1 -3.5 -21.1 -14.7 -14.7 -11.1 -29.4 -23.0 25° 1 21.9 3.5 15.9 3.5 -9.7 -13.2 -7.1 -10.7 -18.2 -15.4 30 to 45 1 19.6 13.5 15.7 10.8 1.5 -11.9 0.6 -10.3 -6.9 -7.9 2 19.6 13.5 15.7 10.8 7.6 -5.8 6.5 -4.2 -6.9 -7.9 0 to 5° 1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 10° 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3 15° 1 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 -11.5 -32.3 -25.3 110 20° 1 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -32.3 -25.3 25° 1 24.1 3.9 17.4 4.0 -10.7 -14.6 ' -7.7 -11.7 -i9.9 -17.0 30 to 45 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 -7.6 -8.7 2 21.6 14.8 17.2 11.8 8.3 -6.5 7.2 -4.6 -7.6 -8.7 0 to 5° 1 22.8 -11.9 15.1 -7.0 -27.4 -15.6 -19.1 -12.1 -38.4 -30.1 10° 1 25.8 -10.7 17.1 -6.2 -27,4 -16.8 -19.1 -12.9 -38.4 -30.1 15° 1 28.7 -9.5 19.1 -55.4 -27.4 -17.9 -19.1 -13.7 -38.4 -30.1 120 20° 1 31.6 -8.3 21.1 -4.6 -27.4 -19.1 -19.1 -14.5 -38.4 -30.1 25° 1 28.6 4.6 20.7 4.7 -12.7 -17.3 -9.2 -13.9 -23.7 -20.2 2 ---- ------ -----•- --- -4.8 -9.4 -1,3 -6.0 30 to 45 1 25.7 17.6 20,4 14.0 2.0 -15.6 0.7 -13.4 -9.0 -10.3 2 25.7 17.6 20.4 14.0 9.9 -7.7 8.6 -5.5 -9.0 •10.3 Unit Conversions-1.0 ft=0.3048 m; 1.0 psf =0.0479 kN/m 2 38 ASCE 7-05 LFA-5 Main Wind Force Resisting System—Method 1 h 5 60 ft. Figure 6-2(cont'd) I Design Wind Pressures Enclosed Buildings Walls & Roofs Adjustment Factor for Building Height and Exposure, Mean roof Exposure height(ft) B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 40 ASCE 7-05 C" ..../\� f I, I --1 '-_ Li -. 1!C = ___. It St' 1 - 3 - - Cr AJ2. -A-KV"...A • 76 CLIENT PROJECT WOLF INDUSTRIES TINY HOUSE MODEL B BY JES DATE AUGUST 7, 2017 STRUCTURAL PROJECT NO. 17-105 SHEET 1-17-A.1-• OF 11815 NE 113th St,Ste.104•Vancouver,WA 98662 — Office 360.883.5331 • Mobile 360.901.6463 ,...i.elkt-railri%L. frib ilT.CA-i— ASNAL71 S.I.0 . i 1 --f 1 lam - ---T-1-7- __•17--r--r---1---.. ; 1 i • ; _i_' ,..._••••••4, i 1 1 4.- - ; I 11 ! , - - ; • ---1- 4--- 1--- , ;- 1 1, ,,, 1 1 1 I t --' • , ,,--• , , --;- , 1 1 1 1 L... ..1....--; 1 1-----T I ' 1 , 11111k&t..1 .1 li 1111 11 ill 1111111 T- -I- T----i --i- +.- i ---,- . i'-u,- • + , 1-----; : --1-. : : ; ; i-- 1 --1----1.------1--i----1-. 1 : --1----- 1 i , i i • 1 ' ' 11 _i„ . _1.__ ! Milli ! Ii ' itclill I COO .2*_. , 111 .1 % 1 ..1____.,. ....1...___A_ I 1...._ L...,I lAth' 10-...1___3_C 0)..i.t- 1, AL Ci:._ i,. 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IBC ShearwaII Design •PERFORATED SHEARWALL per 2305.3.7.2 Table 2305.3.7.2 Shear Resistance Adjustment Factor(Co r-FULL HEIGHT SHEATHING Maximum Opening Height I %Full tit 33% 50% 67% 8356 100% %)/j/��/ /!�//, Sheathing H13 HQ 2H/3 5W8 H / //� //� / /// /// % ,/,// 10% 1 0.69 0.53 0.43 0.36 -'- //f / %//�/ /%i' /:� 20% 1 0.71 0.56 0.45 0.38 2 2 S, r///� i'/ -v 30% 1 0.74 0.59 0.49 0.42 = f f / j% ///�.1/j1 40% 1 0.77 0.63 0.53 0.45 4 o / ,-%/ / /i/ / �•�/�� /r�/i 50% 1 0.8 0.67 0.57 0.5 ' /�/ ///�/ /j i / :/. ' 60% 1 0.83 0.71 0.63 0.56 /� /i%//!�i% ;% /% %/%!. 70% 1 0.87 0.77 0.89 0.63 80% 1 0.91 0.83 0.77 0.71 Li I L2 ,j, 1 L3 Li 90% 1 0.95 0.91 0.87 0.83 KK �dr �t P 100% 1 1 1 1 1 WALL LENGTH,"L" V=(Y/COELi) Wind(W)or Selmic(S)Controls? W T_ TJ-�]�jJCI, o Maximum Shearwall Aspect Ratio 3.5 Full Height of Wall(ft) 8 9 10 11 12 Min.Width of Sheerwa0 Segment 2.29 2.57 2.86 ' 3.14 3.43 Shear Height of Total Length Sum of Full Max Opening %Full - %Max Unit Uplift Wat4 of Well Height Sheath. Height Height Opening Shear' Wall End Wall V H t. EU Ho Sheathing Haight Co v Shearwall T Holdown2 Identification (Ib) (ft) , (ft) (ft) (ft) % % (p10 Type' AIp) WWI WI 775 8 30 19 8.70 0.63 0.84 0.68 73 A 83 CORNER DETAIL Wall W2 775 8 30 20 4.00 0.67 _ 0.50 0.63 47 A 373 CORNER DETAIL Wall WA 2,046 8 10 B 3.00 0.80 0.38 0.91 281 S 2248 MSTCM40IMSTC40 Wall WB 2,048 8 10 5 1.50 0.50 0.19 1 409 C 3274 MSTCM40/NISTC40 *DIV/01 #DIV/01 AWN##DMM1 NDIV/ot #DIV/01 #DIV/Ol,##N##DIV/01 I/DIV/01 _,"#DfV/Ol #DIV/01 #IIM8#WV/Di _- - #DMI01 __ ' SIDIVI01 #DIV/01 #N/J##DIVMI t/13n701 • 80Mrol #DIV/0! NM#DM/el #DM/OM #01V/01 #DIV/01 flf#gM NDMroI NDMroI #DIVIO! #DIVI0! ###N,#0IV/01 #DIV/01 41DIV/0! #DIV/01_1MM_#DM/0!_ NDMrol Perforated Shearwall Notes 'See Attached Shearwall Schedule T See Attached Holdown Schedule 3 Maximum Allowable Shear shall not exceed 490 pIt. 4 Perforated Sheanval shall not exceed 20'in height. 'A perforated sllearwal segment shall be located at each end of shearwal 3- S CLIENT \AOLAa' PROJECT 11 t•-t-1 t4 ' I BY ^�i DATE 636 VI STRUCTURAL PROJECT NO. SHEET LA''tb OF 11815 NE 113th 5t,Ste.104•Vancouver,WA 98662 Office 360.883.5331 • Mobile 360.901.6463 A i I { i I ' I I i 1 I !1 1 I i II i- _.L. 1 � i i li ! ! I j 1 ! ! I i i.1 3... I 1 ! , _. I I , _. I I I I I I , 1 5� I I 1 I I ty - 1 d i I I i 1 • 1 1 44 ._ - 1_ a — :, _ I ` I I ' _, It�_ !._—�-- - - _ ! 1 I �.i.y I 1 I1 , 1 1 1 i �_ i , • 1Ulli® �,_ '' I ;- - •io1G61 _ ; Lt i 1 -- ; -- '-s�- PI N ' 74'�--'� - -- - - It�+ - ! • 1 1 -�_ 1 ! a �jca4 .�c. •{ i : I 1 I : I 1.-. limit .i nK.,'C iL- ---�...._ __ __.__i_ _ _.__L.._._..� I 1 I I I - : • Ii.1 I I! 1I1 II .. 1 - io4.1 1 I I ✓ (`•-i I 1 I I 1 ! N 1 I i -I i I 1 ' 1 1 4 _— ‘1p� — 1 I I I i — � I i 1 I r z _ I _ I ! - I — � ! _ 1--111- �-- 1 I 1 — — ' el acr uc zl Z _ifr--'�I_ I 's�-‘-I 1 —._� tI '� SIws,Qsan�, S 'l 4!5- 7-6, 2. (VW IS CLIENT \4(,t..(= PROJECT H.4'( (.k n,IT w, ►Abv)t-.a. 15 — 1.0-0 4 BY --5 DATE 04/ 4 1 t STRUCTURAL PROJECT NO. I-1-^(tYr. SHEET i--Pc 11 OF 11815 NE 113th St,Ste.104•Vancouver,WA 98662 'Office 360.8835331 • Mobile 360.901.6463 I 1 I I I i I I I I I - 1 1 1 T _..-_-.I. .__i _.i. 1 I iT1 I ja. (1 ta )_4'iS"i'S I I + Ielt it, I u I t i l4 ' 11 Chti , .o $i• Z ; �,. 0.4 i Frt. � �':rr �. R' - I I � ` 1 ( —1---1—' s1 — s ' x 1 1 i 1 I ? 1 ; I , � ; .� ;I.- v ISrlin. R "-Sts�lLtCt P l I �"' y �, `- � F,.` -- I I ; i j I i ' 1 � i 1 i f 1 iI 1I ' 1--; — i I r 1 1 t j 1 t I , I I i 1 � - - -- — _. --- _ ` — -I-- • I 1 l i I 1 1 i I I i i I ! I 1 1 T I ' I � ' � I I ,1 ` I T I t. ( i.._ I I I I ._.... — -I I I -I— • I • _ i 11 1 I 1 1 ' . j 1 1 I I 1 I I i 1 I 1 1 ' I 1 " .__._-.. .__._I-- -- -- — i - - — 1 I 1 ' I - I I ' I 1 I 1 I I ! i i _. ! i 1— I I 1 ; I 1 , l I 1 1 i i I 1 1 i I_ I 1 I : 1 1 i I 1 1 i �� I • 4 1 1 ' 1 1 1 I I 1 1 1 -- I II . I I I. 1 I I i --1 ! F i — I iI 1 I i — — I -1 I L ' I -j- 1 - i 1 1 1 i 1 i • i I ' I 1H I I 1 i j1i i i I i I • T- I I GT' c l_L — I —Z - - _ _J f ‘S... OM 10 1MN. a•"MM. .•••• MN VW WO OW IM. w•el INIm N , ••••..•NOM= •••=•• MN MINO=W'NM/ Vm •••••• ••••,allOMM•,IIMW •....n. I i IMIIIMIMM.11 •••••••••1001•••1 i MM. = = _ 3 ff. .1•••••MNINIms•........ ‘A I e I i I 40 1 ..... = .or wt. ,4 eemmgmemo: i' I Inommiwn•••••mm. 1,-..............4 r; .J••••-• 1-71 t -L 4 gri 76 CLIENT WOLF INDUSTRIES PROJECT TINY HOUSE MODEL B BY JES DATE — AUGUST 7. 2017 STRUCTURAL PROJECT NO. SHEET TZ•S OF 11815 NE 113th St,Ste.104•Vancouver,WA 98662 1,_ ub , — Office 360.883.5331 • Mobile 360.901.6463 : ' I 1 1 �i ' I i I s i I I I k : I i , LW* larti._6'44 4--.-11r. T i � _� rtl i 1 ; i 1 I I . i i 1 I 1 ' ' 1 I. ' 1 i j i I i : I , i i I ' , 11Iyl i I _ ' --- 1 1 i . I , I icA.fr-i_.!_.../... ctii-t,r,)17- 15-04...: 4.:i!'Liz 1 I ,, I 1 . 1_ 1 + 1 1 1 I , I 1 I I 11 , : , I i r I I _.� i I_ i I � s ; 1 I � ' 1 'al L ' 1 i i t � I j _L_ I 1 , . i : 1 1 1- 1 1 i i 1 1 i t ± I I I 1 _ I-- 1 L 1 1 I 1 i I I ( 1 V it iI I , , i ITir, i ti 1 l I 1 I ii — + 1 l I I i I : r i ' i 1 -1 i 1 -- — 1.- 1, , I 1 ' i -7 I I- -1 , ' s" , , _ oil � L .— i I 1 3 I —I--` 1 I __ — ._ liTiiiiII 1 ` i . I ! •� 1 I — I I , I : +t' 5. ,,",, _1 1 l IL 1 I 11 I ! I I — —'— j 1 I — 1 i I 1 1 I i i , i 1 I I 1 1 j1 i ` i I 1_ CLIENT PROJECT WOLF INDUSTRIES TINY HOUSE MODEL B BY JES DATE AUGUST 7. 2017 STRUCTURAL PROJECT NO. 1 t lUb SHEET 1 ( OF - , 11815 NE 113th St,Ste.104•Vancouver,WA 98662 — Office 360.883.5331 • Mobile 360.901.6463 r"_str"r4 ,,,,-T- , I' , , r-- 1 "-r! --- J , ! i i i .1 i J I i 1 ... 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B BY JES DATE AUGUST 7. 2017 STRUCTURAL PROJECT NO. 1/ 10b I SHEET F-1— OF - - 11815 NE 113th St,Ste.104•Vancouver,WA 98662 Office 360.8835331 • Mobile 360.901.6463 1511-44VAX 4 I,. 1712k 4^4 .... .........:-.....,.'F-7----...T..----r--E--1---T---T-7 ------1"."--1---F-1---r—T- —I I---1.--7 1-- 1 10 1 I v L4i ,iiilli ! j ! I ' , . 1 1 . 1 .1- -1 i I ----T----r i -----r.--,---7-- --I-, -----1 I -i---1 ,..---- lb i ki*SNL 1 ; I i — ' 1 1 1 1 --• I I i I I 1 LriLs i i -t-- I- "1 -I .-1-. 1 1 --; • IIH' I I 1 ;• I ; I 1 4.4.64-' ei V' 1 1 I 1 th- 41t-tel, .27 1 IS,1 rU/I I I -----h-41---ii---1--21---4------1.----1-1---1----1. - ;"--t ; I.- I—1- 1 --r------r-- '----€-1-. ',..- I , -1------r.---1----- ,, ,, .,„ likki ,... 111 , , ili , , . , ,„, -,.,... 1 , 4_, i I L 1 I I ' -- 11 , , ,tiii , ' 11111111 _1_,_. 111i4i111111-r.-- , iti , , . . I I i ; ' bLtite.. I 1-44..ig I I it iki_I 1 1404 1 7....I I I(eLtt.I V,,I I I I 1 I I -ii -f--. I : i 1 -0. 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J. ; I I I , : ,cs _ . 1 di14\ 1 i 1 1 1 1 021 ii c it. i ( t: 16z2.. 341 1 1 . __ 1mifmr.,6-=.r..... --...1--1----r------i- 1 t'..---h-Ty-i-t-st---, 1.)_1 1 -1 t- •__ _i__ •. i 111 , , • , 1.____ ,t__I 1 .1.0._11-__ f•_!. .! _lr•____ _7',_v•ii_i,__•!•itt.__ 1 -1 - --t-- Et? ti 1 1, i iv i . i 1 , , ..... _ 1 --t-----.: Ili ! 1 1I 1 , 1 , ,i, i i 1 i, t_ t 1-- t__ 1 I I 1 tit ' ll , , , 1 I t---1 --±,---Ij t t r- a , -I-- I I OK. I. 14*_i_timeri )4?7.,k_ 1 i I 111- I ' -I- i 1 1 ' " I I I I !' -IL 1 "1—1 --1--- 1 i 1 1 ---*1 1---" -.1— -..1 ill ; . i 1 I i i ! 1 4..____1 , , 1 ...., i { r --L--- --- , . , 1 1 I li 1 1- i i 1 I I - i 1 i I 1 I I I i 1 i I 1 l I I i I j 1 1 i I I L I I 1 ' lii i -1--- -- -1 ' i 1- 4 1;___ ....4. t -- H-j---t--r- ''''-- , -r" l.----'---1 1 i , I l i I j 1 I .1 I I 1 I i i I .----.1.- 1-----t----t 1 --1-1- I I 1 F. I i---1 1 --I 4 .1- f ' ' i I , I , --1 ,I If : J I , I I I I . i -4 L- ! --i---i- -I I 1 I -1----.4--. 4 I j f- , I iiiIIIIIII ! I i i I FIIIII, i I 1,----, 1-- --f-- I 4 I --I -1---i --I- -t-- t---- - ---1- 1 I 1 -r---i--- I 1 1 i I I , 1 1 f I I 1 1 I I I 1 1 .1 1 f 1 f _.1. f I I I -.4- i ---t- i i-- 1 I - - --. 1 -t- 1- .1,_ ...4._ ,, 1 illi ! tilt 1 4 I , 1 1 1 , 1 i , ._ t_. ., _. L. 4 1 4. -- --1-----1—r-7 7 .1. , 1 1----i 1 1 1 J r 1 1 1 ! 1 1 1 i 1 11 ! 1 ill 4 , , i , ..-4. -.4 - I-- ---I- 1 .I 4_.. ..i.... I---1 --1 --4---;"; --1-- ;t- f- -- ! f I ; --I- , 1 1 , j ,, j II ; ; 11111 , 1 , IIIIII ; ; 111 : , 11 , 1 _i_,_ I I I I . 1 I 1 I I II il IT-- Project: 17-105.Wolf.Tiny House.Framing klifOrf page ',Jason Stanek Location:J-1 JS Structural - � �`�: o Floor Joist �.-��� 11815 NE 113th Street Ste 104 a [2015 International Building Code(2012 NDS)] +:-or - y Vancouver,WA 98662 1.5 IN x 7.25 IN x 10.0 FT @16O.C. #2-Douglas-Fir-Larch-Dry Use StruCaic Version 9.0.2.5 8/31/2017 8:23:59 AM Section Adequate By:48.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN L/762 Dead Load 0.06 in Total Load 0.22 IN U554 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS 0 Live Load 267 lb 267 lb Dead Load 100 lb 100 lb Total Load 367 lb 367 lb Bearing Length 0.39 in 0.39 in SUPPORT LOADS A Live Load 200 plf 200 plf t;: Dead Load 75 plf 75 plf loft Total Load 275 plf 275 plf MATERIAL PROPERTIES #2-Douglas-Fir-Larch JOIST DATA Center Base Values Adiusted Span Length 10 ft Bending Stress: Fb= 900 psi Fb'= 1242 psi Unbraced Length-Top 0 ft Cd=1.00 CF=1.20 Cr-1.15 Unbraced Length-Bottom 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top c f joists fully braced. Cd=1.00 Floor Duration Factor 1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc- = 625 psi Fc- = 625 psi JOIST LOADING, Uniform Floor Loading Center Controlling Moment: 917 ft-lb Live Load LL= 40 psi 5.0 Ft from left support of span 2(Center Span) Dead Load DL= 15 psi Created by combining all dead loads and live loads on span(s)2 Total Load TL= 55 psi Controlling Shear: -323 lb TL Ad'.For Joist S acin wT= 73.3 plf 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: ftea'd Provided Section Modulus: 8.86 in3 13.14 in3 Area(Shear): 2.69 in2 10.88 in2 Moment of Inertia(deflection): 30,93 in4 47.63 in4 Moment: 917 ft-lb 1360 ft-lb Shear: -323 lb 1305 lb Project:17-105.Woif.Tiny House.Framing 11 V , —^— vase Jason Stanek age Location:J-2 JS Structural Multi-Loaded Multi-Span Beam . 11815 NE 113th Street Ste 104 or [2015 International Building Code(2012 NDS)] j ; Vancouver,WA 98662 (3)1.5 IN x 7.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/31/2017 8:55:17 AM Section Adequate By:47.9% Controlling Factor.Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.14 IN U850 Dead Load 0.08 in Total Load 0.22 IN U534 Live Load Deflection Criteria:U480 Total Load Deflection Criteria:U360 REACTIONS A Live Load 622 lb 622 lb Dead Load 364 lb 364 lb 1 2 Total Load 986 lb 986 lb Bearing Length 0.35 1n 0.35 in BEAM DATA Center W Span Length 10 ft Unbraced Length-Top 0 ft loft Unbraced Length-Bottom 10 ft ` Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 53 p11 Base Values Adjusted Uniform Dead Load 20 pif Bending Stress: Fb= 900 psi Fb'= 1242 psi BeamSelfWeight 7 plf Cd=1.00 CF=1.20 Cr=1.15 TotaallUniform Load 80 ptf Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One IwQ Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 357 lb 357 lb Comp. L to Grain: Fc--L= 625 psi Fc-1'= 625 psi Dead Load 229 lb 229 lb Location 3 ft 7 ft Controlling Moment: 2759 ft-lb 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: 938 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: Read Provided Section Modulus: 26,66 in3 39.42 in3 Area(Shear): 7,82 in2 32.63 in2 Moment of Inertia(deflection): 96,43 in4 142.9 in4 Moment: 2759 ft-lb 4080 ft-lb Shear: 938 lb 3915 lb NOTES Project:17-105.Wolf.Tiny House.Framing Jason Stanek page Location:B-1 ;" JS Structural O Multi-Loaded Multi-Span Beam - 11815 NE 113th Street Ste 104 of [2015 International Building Code(2012 NDS)] Vancouver,WA 98662 (2)1.5INx7.25INx7.0FT #2-Douglas-Fir-Larch-Dry Use StruCaic Version 9.0.2.5 8/31/2017 8:50:41 AM Section Adequate By:269.9% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN L/3155 Dead Load 0.01 in Total Load 0.04 IN U2019 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 350 lb 175 lb Dead Load 192 lb 104 lb Total Load 542 lb 279 lb Bearing Length 0.29 in 0.15 in BEAM DATA Center TRI Span Length 7 ft . .: Unbraced Length-Top 0 ft 7 ft _ Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center Uniform Live Load 0 plf #2-Douglas-Fir-Larch Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 5 pif Bending Stress: Fb= 900 psi Fb'= 1242 psi Cd=1.15 CF=1.20 Total UniformLoad 5 plf Shear Stress: Fv= 180 psi Fv'= 207 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.15 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Live Load 150 plf Comp. t-to Grain: Fc---= 625 psi Fc- = 625 psi Left Dead Load 75 plf Right Live Load 0 plf Controlling Moment: 735 ft-lb Right Dead Load 0 plf 3.01 Ft from left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 7 ft Controlling Shear: 418 lb Load Length 7 ft 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: Read, Provided Section Modulus: 7.11 in3 26.28 in3 Area(Shear): 3.03 in2 21.75 in2 Moment of Inertia(deflection): 8.49 in4 95.27 in4 Moment: 735 ft-lb 2720 ft-lb Shear: 418 lb 3002 lb NOTES Project: 17-105.Wolf.Tiny House.Framing II. WWf Page Location:B-2 ..,� "—`Jason Stanek �,;' , JS Structural Multi-Loaded Multi-Span Beam i` `"" 11815 NE 113th Street Ste 104 of [2015 International Building Code(2012 NDS)] _t r• . Vancouver,WA 98662 3.5 IN x 11.25 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/31/2017 8:50:31 AM Section Adequate By:66.0% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN U2135 Dead Load 0.03 in Total Load 0.09 IN U1376 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A j3 Live Load 725 lb 725 lb i Dead Load 405 lb 405 lb Total Load 1130 lb 1130 lb 1 Bearing Length 0.52 in 0.52 in fi BEAM DATA Center TR1 TR2 Span Length 10 ft Unbraced Length-Top 0 ft loft . Unbraced Length-Bottom 10 ft - Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 0 plf Base Values Adjusted Uniform Dead Load 0 plf Beam Self Weight 9 plf Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 9 plf Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 700 lb Comp.-I-to Grain: Fc-1= 625 psi Fc-I'= 625 psi Dead Load 350 lb Location 5 ft Controlling Moment: 3669 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 5.0 Ft from left support of span 2(Center Span) Load Number One, Two Created by combining ail dead loads and live loads on span(s)2 Left Live Load 150 plf 0 plf Controlling Shear: -938 lb Left Dead Load 75 plf 0 plf At a distance d from right support of span 2(Center Span) Right Live Load 0 plf 150 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf 75 plf Load Start 0 ft 5 ft Comparisons with required sections: J3eo'd Provided Load End 5 ft 10 ft Section Modulus: 44.47 in3 73.83 in3 Load Length 5 ft 5 ft Area(Shear): 7.82 in2 39.38 in2 Moment of Inertia(deflection): 72.42 in4 415.28 in4 Moment: 3669 ft-lb 6091 ft-lb Shear: -938 lb 4725 lb NOTES Project:17-105.Wolf.Tiny House.Framing ' Page x fir- Jason Stanek Location:B-3 JS Structural Multi-Loaded Multi-Span Beam 4,*. ►* 11815 NE 113th Street Ste 104 a [2015 International Building Code(2012 NOS)] --' Vancouver,WA 98662 3.5INx5.5INx4.OFT _ #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/31/2017 8:50:24 AM Section Adequate By:232.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U3319 Dead Load 0.01 in Total Load 0.02 IN U2178 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A Live Load 390 lb 390 lb Dead Load 204 lb 204 lb Total Load 594 lb 594 lb Bearing Length 0.27 in 0.27 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft Oft 411 • Unbraced Length-Bottom 4 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 195 plf Uniform Dead Load 98 plf Base Values Adjusted Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1346 psi Total Uniform Load 297 pif Cd=1.15 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.--to Grain: Fc- = 625 psi Fc- ►-'= 625 psi Controlling Moment: 594 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 464 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: Read Provided Section Modulus: 5,3 in3 17.65 in3 Area(Shear): 3.36 in2 19.25 in2 Moment of Inertia(deflection): 4.01 in4 48.53 in4 Moment: 594 ft-lb 1979 ft-lb Shear: 464 lb 2657 lb NOTES Project: 17-105.Woif.Tiny House.Framing ‘ , " 1 Page r -- Jason Stanek Location:B-4 JS Structural Multi-Loaded Multi-Span Beam �''"''-`""' 11815 NE 113th Street Ste 104 [2015 International Building Code(2012 NDS)] Vancouver,WA 98662 (3)1.5 IN x 5.5 IN x 10.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/31/2017 9:20:05 AM Section Adequate By:84.4% Controlling Factor.Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.16 IN U761 Dead Load 0.09 in Total Load 0.25 IN U482 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS @ Live Load 350 lb 350 lb Dead Load 202 lb 202 lb Total Load 552 lb 552 lb Bearing Length 0.20 in 0.20 in BEAM DATA Center w Span Length 10 ft Unbraced Length-Top 0 ftAIL Unbraced Length-Bottom 10 ft tun B Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 70 plf Base Values Adjusted Uniform Dead Load 35 plf BeamSelf Weight 5 plf Bending Stress: Fb= 900 psi Fb'= Total 1346 psi Uniform Load 110 plf Cd=1.O0 CF=1.30 Cr--1.15 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-I-to Grain: Fc- = 625 psi Fc- L'= 625 psi Controlling Moment: 1380 ft-lb 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: 508 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: Rea'd Provided Section Modulus: 12.3 in3 22.69 in3 Area(Shear): 4.23 in2 24.75 in2 Moment of Inertia(deflection): 31.04 in4 62.39 in4 Moment: 1380 ft-lb 2544 ft-lb Shear: 508 lb 2970 lb NOTES Project:17-105.WoIf.Tiny House.Framing �' Pew 111 -- Jason Stanek Location:B-5 .,; JS Structural Multi-Loaded Mufti-Span Beam '`n" 11815 NE 113th Street Ste 104 of [2015 International Building Code(2012 NDS)] Vancouver,WA 98662 3.5 IN x 5.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/31/2017 9:10:21 AM Section Adequate By:141.5% Controlling Factor.Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.03 IN U2214 Dead Load 0.02 in Total Load 0.04 IN U1351 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 562 lb 562 lb Dead Load 359 lb 359 lb 1 2 Total Load 921 lb 921 lb Bearing Length 0.42 in 0.42 in BEAM DATA Center, Span Length 5 ft Unbraced Length-Top 0 ft 6tt — Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIALUNIFORM LOADS Center PROPERTIES #2-Douglas-Fir-Larch Uniform Live Load 82 plf Uniform Dead Load 48 plf Base Values Adiustec( Beam Self Weight 4 plf Bending Stress: Fb= 900 psi Fb'= 1170 psi Total Uniform Load 134 pif Cd=1.00 CF=1.30 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1,00 Load Number One Two Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Live Load 357 lb 357 lb Comp.-I-to Grain: Fc-1-= 625 psi Fc = 625 psi Dead Load 229 lb 229 lb Location 0.5 ft 4.5 ft Controlling Moment: 712 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 861 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: Read, Provided Section Modulus: 7.31 in3 17.65 in3 Area(Shear): 7.18 in2 19.25 in2 Moment of Inertia(deflection): 8.62 in4 48.53 in4 Moment: 712 ft-lb 1720 ft-lb Shear: 881 lb 2310 lb NOTES Project: 17-105.Wolf.Tiny House.Framing page • Jason Stanek Location:B-6 ° JS StructuralleV Multi-Loaded Multi-Span Beam 11815 NE 113th Street Ste 104 or [2015 International Building Code(2012 NDS)] Vancouver,WA 98662 3.5 IN x 5.5 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/31/2017 9:11:21 AM Section Adequate By:404.3% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U4733 Dead Load 0.01 in Total Load 0.02 IN U3035 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS 9 Live Load 175 lb 175 lb Dead Load 98 lb 98 lb Total Load 273 lb 273 lb Bearing Length 0.12 in 0.12 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft _ $ft Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES UNIFORM LOADS Center #2-Douglas-Fir-Larch Uniform Live Load 70 plf Base Values Adjusted Uniform Dead Load 35 plf To Bending Stress: Fb= 900 psi Fb'= 1170 psi Self 4 plf Cd=f.00 CF=1.30 Total Uniform Load 109 plf Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-i-to Grain: Fc- = 625 psi Fc--t-'= 625 psi Controlling Moment: 341 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -224 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: Read Provided Section Modulus: 3,5 in3 17.65 in3 Area(Shear): 1.87 in2 19.25 in2 Moment of Inertia(deflection): 3.84 in4 48.53 in4 Moment: 341 ft-lb 1720 ft-lb Shear. -224 lb 2310 lb NOTES Project: 17-105.Wolf.Tiny House.Framing % Ir!' pie Location:B-7 Jason Stanek JS Structural Multi-Loaded Multi-Span Beam ` 11815 NE 113th Street Ste 104 [2015 International Building Code(2012 NDS)] Vancouver,WA 98662 (3)1.5INx7.25INx10.0FT _ #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 8/31/2017 9:17:29 AM Section Adequate By: 17.7% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN U800 Dead Load 0.08 in Total Load 0.23 IN U513 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS Live Load 576 lb 576 lb • Dead Load 317 lb 317 lb Total Load 893 lb 893 lb Bearing Length 0.32 in 0.32 in BEAM DATA Center Span Length 10 ft rill1111111111111111111111111111111 Unbraced Length-Top 0 ft - -loft Unbraced Length-Bottom 10 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIALUNIFORM LOADS Center PROPERTIES Uniform Live Load 53 plf #2-Douglas-Fir-Larch Uniform Dead Load 20 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1242 psi Total Uniform Load 80 plf Cd=1.00 CF=1.20 Cr=1.15 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 622 lb Comp.-I-to Grain: Fc- = 625 psi Fc- L'= 625 psi Dead Load 364 lb Location 5 ft Controlling Moment: 3466 ft-lb 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: 845 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: Read Provided Section Modulus: 33.49 in3 39.42 in3 Area(Shear): 7.04 in2 32.63 in2 Moment of Inertia(deflection): 66.88 in4 142.9 in4 Moment: 3466 ft-lb 4080 ft-lb Shear: 845 lb 3915 lb NOTES on 1,. 465 r ;11 �r' JS STRUCTURAL SK- 1 JASON STANEK WOLF INDUSTRIES Aug 31, 2017 at 8:26 AM 17-105 WOLF INDUSTRIES_TINY HOME.10'SPAN 17-105.Wolf.10x30.Model B 08-23... Company : JS STRUCTURAL Aug 31,2017 14U Designer : JASON STANEK 8:33 AM Job Number : 17-105 WOLF INDUSTRIES Checked By: Basic Load Cases BLC Description _ Category X Gravity Y Gravity Joint Point Distributed 1 EL ELX 2 SL SL 2 3 DL DL 2 4 LL LL Joint Boundary Conditions Joint Label X[Win] Y in Rotation[k-ft/radl _ Footinq ^ 1 _ N1 Reaction Reaction _ 2 N2 Reaction Wood Design Parameters Label Shape Length[ft] Le-outjft]. Le-in(ft] Ie-bend to...le-bend bo... K-out K-in CV Cr Out sway In sway 1 M1 WOODIA 5.59 _ 2 M2 WOOD1A 5,59 _ _ 3 M3 WOOD2 3 • Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC :ASD 13th (Direct Analysis Method) Cold Formed Steel Code AISI 01:ASD Wood Code NDS 2005:ASD Wood Temperature < 100F Concrete Code AC1 2005 Masonry Code MSJC 05/IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment(in} 4 Concrete Stress Block Rectangular ✓Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Joint Coordinates and Temperatures Label X[f,jt ^Y_(ft] Temo[E](F] 1 N1 0 0 I 0 2 N2 10 0 0 3 N3 5 2.5 0 4 N4 3.5 1.75 0 5 N5 6.5 1.75 0 Envelope Joint Displacements Joint X[in] LC Y jn1 LC Rotation[_rad] LC 1 N1 max 0 17 0 17 -1.212e-3 17 2 min 0 4 0 4 -6.062e-3 4 3 N2 max .189 4 0 17 6.062e-3 4 ...�. u.. .,.... .. ._.____mot RISA-2D Version 9.1.0 [C:\...\...\...\...\...\...\17-105.Wolf.10x30.Model B.60 psf 08-23-27.r2d] Page 1 Company : JS STRUCTURAL Aug 31,2017 Designer : JASON STANEK 8:33 AM Job Number : 17-105 WOLF INDUSTRIES Checked By: Envelope Joint Displacements(Continued) Joint _ X in LC Yin] LC Rotation fradl LC 4 min .038 17 0 4 1.212e-3 17 5 N3 max .094 4 -.039 17 0 _ 17 6 I _ min .019 17 -.193 4 0 4 7 N4 max .093 4 -.037 17 -2.73e-4 17 8 min .019 17_ -.186 4 -1.365e-3 4 9 N5 max .096 4 -.037 17 1.365e-3 4 10 min .019 17 -.186 4 2.73e-4 I 17 Envelope Joint Reactions Joint X[k] LC Y[k)_ LC Moment fk-ft] LC 1 N1 max 0 4 .503 4 0 1 2 min 0 17 .101 17 0 1 3 N2 max 0 1 .503 4 0 1 4 _ min 0 1 .101 17 0 _ 1 5 Totals: max , 0 4 1.006 4 _ 6 min 0 17 .201 17 Load Combination Design Description ASIF CO ABIF Service Hot Rolled Cold Formed Wood Con -e Masonu_ F•. 'I. 1 IBC 16-8 .9 Yes Yes Yes Yes Yes Yes Yes 2 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes 3 BC 16-10(a) 1.25 Yes Yes Yes _ Yes Yes Yes Yes 4 BC 16-10(b) 1.15 Yes Yes Yes Yes Yes Yes Yes 5 BC 16-10(c) 1.15 Yes Yes Yes Yes Yes Yes Yes 6 BC 16-11 (a) 1.25 Yes Yes Yes Yes Yes Yes Yes 7 BC 16-11 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes 8 BC 16-11 (c) 1.15 Yes Yes Yes _ Yes Yes Yes Yes 9 BC 16-12 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes 10 BC 16-12(b). 1.6 Yes Yes Yes Yes Yes Yes Yes 11 BC 16-13(a) 1.6 , _ Yes Yes Yes Yes Yes Yes Yes 12 BC 16-13(b) 1.6 , Yes Yes Yes Yes Yes Yes Yes 13 BC 16-13(c) 1.6 Yes . Yes Yes Yes Yes Yes Yes 14 BC 16-13(d) 1.6 _ Yes Yes Yes Yes Yes Yes Yes 15 BC 16-13(e) , 1.6 Yes Yes Yes Yes Yes Yes Yes 16 BC 16-13(f) _ 1.6 Yes Yes Yes Yes Yes Yes Yes 17 IBC 16-14 1.6 , , Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-15 1.6 , Yes , Yes Yes Yes Yes Yes Yes 19 IBC 16-8 . .9 Yes Yes _ Yes Yes Yes Yes Yes 20 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes 21 BC 16-10(a) 1.25 Yes Yes Yes Yes Yes Yes Yes 22 BC 16-10(b) 1.15 _ Yes Yes Yes Yes Yes Yes Yes 23 BC 16-10(c) 1.15 , Yes , Yes Yes Yes Yes Yes Yes 24 BC 16-11 (a) 1.25 Yes Yes Yes Yes Yes Yes Yes 25 BC 16-11 (b) 1.15 Yes _ Yes Yes Yes Yes Yes Yes 26 BC 16-11 (c) 1.15 Yes Yes Yes Yes Yes Yes Yes 27 BC 16-12(a) 1.6 Yes Yes _ Yes Yes Yes Yes Yes 28 BC 16-12(b)(a) 1.6 , Yes Yes Yes Yes Yes Yes Yes 29 IBC 16-12(b)(b) 1.6 Yes Yes Yes Yes Yes Yes Yes 30 IBC 16-13(a) 1.6 Yes Yes Yes Yes Yes Yes Yes 31 IBC 16-13(b)(a) 1.6 Yes Yes Yes Yes Yes Yes Yes 32 )BC 16-13(b)(b) 1.6 Yes Yes Yes Yes Yes Yes Yes 33 IBC 16-13(c) I 1.6 Yes Yes Yes Yes Yes Yes Yes 34 IBC 16-13(d)(a) t 1.6 Yes Yes Yes Yes Yes Yes Yes 35 IBC 16-13(d)(b) 1.6 _ Yes Yes Yes Yes Yes Yes Yes 36 IBC 16-13(e) 1.6 Yes Yes Yes , l(eq „,Yes Yes Yes RISA-2D Version 9.1.0 [C:\...\...\...\...\...1...117-105.Wolf.10x30.Model B.60 psf 08-23-27.r2d] Page 2 Company : JS STRUCTURAL Aug 31,2017 -17..-1„, Designer : JASON STANEK 8:33 AM Job Number : 17-105 WOLF INDUSTRIES Checked By: Load Combination Design (Continued) Description ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Masonry Footings 37 IBC 16-13(f)(a) 1.6 Yes Yes Yes Yes Yes Yes Yes 38 IBC 16-13(f)(b) 1.6 Yes Yes Yes Yes _ Yes Yes Yes 39 IBC 16-14 1.6 Yes Yes Yes Yes Yes Yes Yes 40 IBC 16-15(a) 1.6 Yes Yes Yes Yes Yes Yes Yes 41 IBC 16-15(b) 1.6 Yes Yes Yes Yes Yes Yes Yes 42 ASCE 1 .9 Yes Yes Yes Yes Yes 43 ASCE 2 Yes Yes Yes Yes Yes 44 ASCE 3(a) 1.25 Yes Yes Yes Yes Yes 45 ASCE 3 (b) 1.15 Yes Yes Yes Yes Yes 46 ASCE 3(c) 1.15 Yes Yes` Yes Yes Yes 47 ASCE 4 (a) 1.25 Yes Yes Yes Yes Yes 48 ASCE 4(b) 1.15 Yes Yes Yes Yes ! Yes 49 ASCE 4 (c) 1.15 Yes Yes _ Yes Yes Yes 50 ASCE 5(a) _ 1.6 _ Yes Yes Yes _ Yes Yes 51 ASCE 5(b)(a) 1.6 Yes Yes Yes Yes Yes 52 ASCE 5(b)(b) 1.6 Yes Yes Yes _ Yes I _ Yes 53 ASCE 6(a) 1.6 Yes _ Yes - Yes _ Yes Yes 54 ASCE 6(b)(a) 1.6 Yes Yes Yes Yes Yes 55 ASCE 6(b)(b) 1.6 Yes Yes Yes _ Yes _ Yes 56 ASCE 6(c) 1.6 Yes Yes Yes Yes Yes 57 ASCE 6(d)(a) 1.6 Yes Yes Yes Yes Yes 58 ASCE 6(d)(b) 1.6 _ Yes Yes Yes Yes Yes 59 ASCE 6(e) 1.6 Yes Yes Yes Yes Yes 60 ASCE 6(f)(a) 1.6 Yes Yes Yes Yes Yes 61 ASCE 6(f)(b) 1.6 Yes Yes Yes Yes Yes 62 ASCE 7 1.6 Yes Yes Yes Yes Yes 63 ASCE 8(a) 1.6 Yes Yes Yes _ Yes _ _ Yes 64 ASCE 8(b) 1.6 _ Yes _ Yes Yes Yes Yes Load Combinations Description Solve PD...SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLG Factor BLC Factor BLC Factor 1 IBC 16-8 Yes _ DL _ 1 2 IBC 16-9 Yes DL 1 LL 1 LLS 1 3 IBC 16-10(a) Yes DL 1 ,RLL 1 4 IBC 16-10(b) Yes DL 1 SL 1 5 IBC 16-10(c) Yes DL 1 RL 1 6 IBC 16-11 (a) Yes DL 1 LL .75 LLS .75 RLL .75 7 IBC 16-11 (b) Yes 1 DL 1 LL .75 LLS .75 SL .75 8 IBC 16-11 (c) Yes DL 1 LL .75 LLS .75 RL .75 g IBC 16-12(a) Yes DL 1 WL 1 10 IBC 16-12(b) Yes DL 1 EL .7 11 IBC 16-13(a) Yes DL 1 WL .75 _ LL .75 LLS .75 RLL .75 12 IBC 16-13(b) Yes DL 1 EL .525 LL .75 LLS .75 RLL .75 13 IBC 16-13(c) Yes DL 1 WL .75 LL .75 LLS .75 SL .75 14 IBC 16-13(d) Yes DL_ 1 EL .525 LL .75 LLS .75 SL .75 15 IBC 16-13(e) Yes DL _ 1 WL .75 LL .75 _LLS .75 RL .75 _ 16 IBC 16-13(f) Yes _ DL_ 1 EL . .525 _LL .75 LLS .75 _RL .75 17 IBC 16-14 Yes DL .6 WL 1 18 IBC 16-15 Yes DL .6 EL .7 19 IBC 16-8 Yes DL 1 20 IBC 16-9 Yes DL 1 LL 1 LLS 1 21 IBC 16-10(a) Yes DL 1 RLL 1 _ 22 IBC 16-10(b) Yes DL 1 SL 1 _ 23 IBC 16-10(c) Yes DL 1 RL 1 24 IBC 16-11 (a) Yes DL_ 1 LL .75 LLS, .75 RLL_.75 25 IBC 16-11 (b) Yes DL 1 LL .75 LLS .75 SL .75 RISA-2D Version 9.1.0 [C:\...\...1...\...1...\...\17-105.WoIf.10x30.Model B.60 psf 08-23-27.r2d] Page 3 Company : JS STRUCTURAL Aug 31,2017 fiLl Designer : JASON STANEK 8:33 AM Job Number : 17-105 WOLF INDUSTRIES Checked By: Load Combinations(Continued) Description Solve PD.. SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 26 IBC 16-11 (c) Yes) DL 1 LL .75 LLS .75 RL .75 __,_ 27 IBC 16-12(a) Yes DL 1 WL 1 28 IBC 16-12(b..Yes DL 1 EL .7 29 IBC 16-12(b..Yes _ DL 1 1 EL -.7 30 IBC 16-13(a) Yes DL 1 WL .75 LL .75 LLS .75 RLL .75 31 IBC 16-13(b..Yes DL 1 EL .525 LL .75 LLS .75 RLL .75 32 IBC 16-13(b..Yes DL 1 EL -.525 LL .75 LLS .75 RLL .75 33 IBC 16-13(c) Yes DL 1 WL .75 LL .75 LLS .75 SL .75 34 IBC 16-13(d..Yes DL 1 EL .525 LL .75 _LLS .75 , SL .75 35 IBC 16-13(d..Yes DL 1 EL -.525 LL .75 LLS ,75 SL .75 36 IBC 16-13(e) Yes DL 1 WL .75 LL .75 LLS .75 RL .75 37 IBC 16-13(f)..Yes DL 1 EL .525 LL .75 LLS .75 RL .75 38 IBC 16-13(t)..Yes DL 1 EL -.525 LL .75 LLS .75 RL .75 39 I IBC 16-14 Yes DL .6 WL 1 40 IBC 16-15(a) Yes DL .6 EL .7 41 IBC 16-15(b) Yes DL .6 EL -.7 42 ASCE 1 Yes DL 1 43 ASCE 2 Yes DL 1 LL 1 LLS 1 1 44 ASCE 3(a) Yes. DL 1 RLL 1 45 ASCE 3(b) Yes _ DL 1 SL 1 ! 46 ASCE 3(c) Yes DL 1 RL 1 47 ASCE 4(a) Yes , DL 1 LL .75 LLS .75 RLL .75 48 ASCE 4(b) Yes DL 1 LL .75 LLS .75 SL .75 49 ASCE 4(c)Yes DL 1 LL�.75 LLS .75 RL .75 50 ASCE 5(a) Yes DL, 1 WL 1 51 ASCE 5(b)(..Yes DL 1 EL .7 52 ASCE 5(b)(..Yes DL 1 EL -.7 53 ASCE 6(a) Yes DL 1 WL .75 LL .75 LLS .75 RLL .75 54 ASCE 6(b)(..Yes DL 1 EL .525 LL ,75 LLS_ .75 RLL .75 _ 55 ASCE 6(b)(..Yes DL 1 EL -.525 LL .75 LLS .75 RLL .75 56 ASCE 6(c) Yes DL 1 WL .75 LL .75 LLS .75 SL .75 57 ASCE 6(d)(._Yes DL 1 EL .525 LL .75 LLS .75 SL .75 58 ASCE 6(d)(..Yes DL 1 EL -.525 LL .75 LLS .75 SL .75 59 ASCE 6(e) Yes DL 1 WL .75 LL .75 LLS .75 RL .75 60 60 ASCE 6(f)(a)Yes DL 1 EL .525 LL .75 LLS .75 RL .75 61 ASCE 6(f)(b)Yes DL. 1 EL -.525 LL .75 LLS .75 RL .75 62 ASCE 7 Yes DL .6 WL 1 63 ASCE 8(a) Yes DL .6 EL .7 64 ASCE 8(b) Yes_ DL .6 EL -.7 _ Member Distributed Loads(BLC 2: SL) Member Label Direction Start Magnitudejklft.d...End Magnitude[k/ft,de... Start Location[ft,%] End Location[ft,%] 1 M 1 Y -.06 -.06 0 0 2 M2 Y -.06 -.06 0 0 Member Distributed Loads(BLC 3 :DL) Member Label Direction Start Magnitude[k/ft,d...End Magnitude[k(t.de... Start Location[ft,%] End Location[ft,%] 1 M1 Y -.03 - -.03 0 0 2 M2 Y _ -.03 _ -.03 0 0 Wood Material Properties Label Species Grade Cm Emod Nu Therm(\1 E... Dens]k/ft^3] 1 DF Larch Douglas Fir-Larch No.1 1 .3 .3 .035 2 So Pine Southern Pine No.1 1 .3 .3 .035 RISA-2D Version 9.1.0 [C:\...\...\...1...\...\...\17-105.WoIf.10x30.Model B.60 psf 08-23-27.r2d] Page 4 Company : JS STRUCTURAL Aug 31,2017 ,?fL' Designer : JASON STANEK 8:33 AM Job Number : 17-105 WOLF INDUSTRIES Checked By: Wood Material Properties(Continued) Label Species Grade Cm Emod Nu Therm(11E... Dens[k/ft^3]__ [_3 Glu-lam 24F-V4 DF/DF na _L 1 .3 .3 .035 Member Advanced Data Label I Release J Release I Offset[in] J Offsetfinl TIC Only Physical TOM Inactive 1 M1 Yes 2 M2 Yes 3 M3 Yes Envelope Member Section Deflections Member Sec x[in] LC y[in] LC L/y Ratio LC 1 M1 1 max 0 1 0 1 NC 1 2 min _ 0 1 0 1 NC _ 1 3 2 , max _ 0 17 -.02 17 7507.75 17 4 min 0 4 -.098 4 1501.55 4 5 3 max 0 17 -.035 17 5008.964 17 6 min _ 0 , 4 -.174 4 1001.793 4 7 4 _ max 0 , 17 , -.042 17 6676.228 . 17 8 min 0 4 -.211 4 _ 1335.246 4 9 5 _ max 0 17 -.043 17 NC 17 10 min _ -.002 . 4 -.215 4 . NC 4 11 M2 _ 1 max _ .171 4 -.026 17 NC 17 12 , min .034 17 -.13 4 _ NC 4 13 2 max .17 4 -.025 17 6676.228 17 14 min .034 . 17 -.127 4 _ 1335.246 4 15 3 _ max .169 4 -.018 17 5008.964 17 16 . min , .034 , 17 -.09 4 1001.793 . 4 17 4 max _ .169 4 -.003 17 7507.75 17 18 _ min .034 17 -.014 4 1501.55 4 19 . 5 max , .169 4 _ .084 4 , NC 4 20 min _ .034 17 .017 17 , NC 17 21 M3 1 max , .093 , 4 -.037 17 NC 17 22 _ min .019 17 -.186 4 NC 4 23 2 max .094 4 , -.039 17 NC 17 24 min _ .019 . 17 -.195 4 3907.026 4 25 3 . max .094 4 , -.04 17 NC 17 26 , _ min .019 17 -.198 4 2930.27 , 4 27 4 , max _ .095 4 -.039 17 NC 17 28 min .019 . 17 -.195 4 3907.026 4 29 5 , max .096 4 , -.037 17 NC , 17 30 min .019 17 -.186 4 NC 4 Envelope Member Section Forces Member Sec •dal[k] ____LC Shear[k] LC Moment.[k-ftj LC 1 M1 1 max .225 _ 4 .45 4 0 1 2 min .045 17 .09 17 0 1 3 2 max .169 . 4 .338 4 -.11 17 4 min .034 17 .068 _ 17 -.55 4 5 3 max .113 _ 4 .225 4 -.189 17 6 min .023 17 .045 17 -.943 4 7 4 max 1.342 4 -.106 17 -.155 17 8 min 268 17 -.53 4 -.776 4 9 5 max 1.285 4 -.129 17 .043 4 10 min .257 17 -.643 4 .009 17 RISA-2D Version 9.1.0 [C:\...\...1...1...\...\...117-105.Woif.10x30.Model B.60 psf 08-23-27.r2d] Page 5 Company : JS STRUCTURAL Aug 31,2017 r14 Designer : JASON STANEK 8:33 AM Job Number : 17-105 WOLF INDUSTRIES Checked By: Envelope Member Section Forces (Continued) Member Sec Axial[k] LC Shear k LC Moment[k-ft] LC 11 M2 1 max 1.285 4 .643 4 .043 4 12 min .257 17 .129 17 .009 17 13 2 max 1.342 4 .53 4 -.155 17 14 min .268 17 .106 17 -.776 4 15 - 3 max .112 4 -.045 17 -.189 17 16 min ,022 17 -.225 4 -.943 4 17 4 max .169 4 -.068 17 -.11 17 18 _min .034 17 -.337 4 -.55 4 19 5 max .225 4 -.09 17 _ 0 1 20 _ min .045 17 -.45 4 0 1 21 M3 1 max -.287 17 0 1 - -.045 17 22 _ min -1.437 4 0 1 -.223 4 23 2 max -.287 17 0 1 -.045 17 24 min -1.437 4 0 1 -.223 4 25 _ 3 max -.287 17 0 1 -.045 17_ 26 min -1,437 4 _ 0 1 -.223 4 27 4 max -.287 17 0 1 -.045 17 28 min -1.437 4 0 1 -.223 4 29 5 max -.287 17 0 1 -.045 17 30 min -1.437 4 0 1 -.223 4 Envelope Member Section Stresses Member Sec Axial[ksi) LC Shear[ksi] LC Top Bendinglk... LC Bottom Bendin... LC 1 M 1 1 max .021 _-_-- 4 .062 4 0 1 0 ___-- 1 2 min .004 17 .012 17 0 1 0 1 3 2 max .016 4 .047 4 .503 4 -.101 17 4 min .003 17 .009 17 .101 17 -.503 4 5 3 max .01 4 .031 4 .861 4 -.172 17 6 min .002 17 .006 17 .172 17 -.861 4 7 4 max .123 4 -.015 17 .709 4 -.142 17 8 min .025 17 -.073 4 .142 17 -.709 4 9 5 max .118 4 _ -.018 17 -.008 17 .04 4 10 min .024 17 -.089 4 -.04 4 .008 17 11 M2 1 max .118 4 .089 4 -.008 17 .04 4 12 min .024 17 .018 17 -.04 4 .008 17 13 2 max .123 4 .073 4 .709 4 -.142 17 14 min .025 17 .015 17 .142 17 -.709 4 15 3 max .01 4 -.006 17 .861 4 -.172 17 16 min .002 17 -.031 4 .172 17 -.861 4 17 4 max .016 4 -.009 17 .503 4 -.101 17 18 min .003 17 -.047 4 .101 17 -.503 _4 19 5 max .021 4 -.012 17 0 1 0 1 20 min .004 17 -.062 4 0 1 0 1 21 M3 1 max -.035 , 17 0 1 .355 4 -.071 17 22 min -.174 4 0 1 .071 17 -.355 4 23 2 max -.035 17 0 1 .355 4 -.071 17 24 min _ _174 4 0 1 .071 17 -.355 4 25 ' 3 max -.035 17 0 1 .355 4 -.071 17 26 _ min -.174 4 0 1 .071 17 -.355 4 27 4 max -.035 17 _ 0 1 .355 4 -.071 17 28 min -.174 4 0 1 .071 17 -.355 4 29 5 max -.035 17 0 1 .355 4 -.071 17 30 min -.174 4 0 1 .071 17 -.355 4 RISA-2D Version 9.1.0 [C:\...\...\...\...\...\...\17-105.WoIf.10x30.Model B.60 psf 08-23-27.r2d] Page 6 • Company : JS STRUCTURAL Aug 31,2017 Designer : JASON STANEK 8:33 AM -lout Job Number : 17-105 WOLF INDUSTRIES Checked By: Wood Section Sets Label Shape Type Design List Material Design Rules A[in21 I(90.270)ji...I(0,180)jin41 1 WOODIA 2X8 Beam Rectangular D... DF Larch Typical 10.875 2.039 47.635 2 WOOD2 2X6 HBrace Rectangular DF Larch Typical 8.25 1.547 20.797 3 WOOD3 6.75X18FS _ Beam Rectangular Glu-lam Typical 121.5 _ 461.32 3280.5 RISA-2D Version 9.1.0 jC:\...\...\...\...\...\...\17-105.Wolf.10x30.Model B.60 psf 08-23-27.r2d1 Page 7