Loading...
Plans REVISION OFFICE COPY MISTLETOE DR. RESIDENCE BEAM REPLACEMENT City of Tigard Approved Plans Approved plans * 4_\ A ___Date ll1$0/2.0?a ^haul be on lob ea. MS—(`02-0 — a- Structural Calculations t 3957 SW PiA s\-1,e--"\- =4— 47r Project No. 20-071 Nov 25, 2020 Submitted to: Dosier Construction Portland, OR Submitted by: NBZ Consulting Engineers 21617 SW Susan Lane Beaverton, OR 97003 I V/ r i' : 21617 SW Susan Lane Beaverton, OR 97003 Ph: 971-222-4378 Fax: 503-848- 8748 STRUCTURAL CALCULATIONS Project: Mistletoe Dr. Residence—Beam Replacement Location: 13957 SW Mistletoe Drive Tigard, OR 97223 Client: Dosier Construction Portland, OR Job No.: 20-071 Date: Nov 25, 2020 Dear Austin, Attached please find calculations pages 1 thru 9,which verify the structural adequacy of the existing beam replacement supporting an existing 4x4 roof post at the house located at 13957 SW Mistletoe Drive in Tigard, OR. Details are shown on sketches SK1 through SK4. Design is based on the requirements of the 2019 Oregon Structural Specialty Code and the ASCE 7-16. Sincerely <s,s"S) PROFESS Nadia Zouyed,PE c, LNG I NE£4:, <Dy Principal r 65743PE 9l NBZ Consulting Engineers v OR GON OVA ZGV� EXPIRES: 06/30/22 STRUCTURAL GENERAL NOTES CODES: OSSC 2019 - ASCE7-16 LOADS: ROOF DEAD LOAD: 15 PSF FLOOR DEAD LOAD: 15 PSF SNOW LOAD 25 PSF LIVE LOAD: 40 PSF WOOD: 1. ALL NAILS MAY BE BOX NAILS (NOT SINKERS) EXCEPT AS NOTED. 2. ALL NAILING TO BE IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE TABLE 2301.9.1 UNLESS NOTED OTHERWISE. 3. ALL FRAMING HARDWARE TO BE SIMPSON STRONG-TIE BRAND OR EQUIVALENT SPECIFICALLY APPROVED BY ENGINEER. 4. LUMBER: -ALL SOLID SAWN LUMBER GRADES TO BE DF# 2 OR BETTER -ALL WOOD POST TO BE GRADES DF# 2 OR BETTER -ALL WOOD IN PERMANENT CONTACT WITH CONCRETE TO BE PRESSURE TREATED 5. DRILL BOLT HOLES 1/16 INCH OVERSIZE EXCEPT WHERE NOTED LARGER. N fl2 ,....1)t { fb- .`�J� - �•-I•- -I•- - • - '•• '(: 71, .1 ; . II : I • j.-. • _1•- I I r I. i IL -- -- • - - - - -I- • -- - -- --•--•-- •- -� 1 •i•_ - _ _ I --I-- _ _ . I _ .__•-- -- -- -- - ' - - _ .__._,.„,,,„/_.! _. •J'. —• - - / 4 • . 4 . I - -- - - - - : I -- - - -- -- I =i I I •I I l � '! - -r - 0 (/ x -� I' . I .,;1,'/,,';.. I • I • I • �'� -'- �� - L --. L. ,.,.�,���,...- �..�.� _L . _,,- I e � _ •__•__•__• i_._._._....,_ ,.7.:. _._i_.__.__.__.__._ _._ ._,_..___,__._ .,_____._ ,__.. .r. _T a 1 �Ep P R aFES �(5 <cNGINEt4, /gy9 2" 65743PE { veell R GON V ti4.0 • 2 , 2.ik, /q Z0U EXPIRES: 06/30/22 (� 1 I I I I I I I I I I I I I I I I �----� 1 1 1 I' I IIII I I I I I I I I I I I i cv, w 4..c 8 �F#f2. TO su PPoRr f ---,,, I i i I III 1 1 1 1 I I I I I I I I ill I -.> AAA- R4:4-o t= QoST .-. c-ei L;QC." I I I I ill III I I It=i L„ eL_ . ; I I I I II III I I I I I I I I tl I I I 11 1 1 I1 IIII I I I I I I I I II!, I , i I I I n1 I i i I i i I I I i k, I i ,4 1 1 ► I I I I ii_ � T t I I 1 1 I 1 1 I "�I i t 1� 41f1>2_l -� ��I 1 I m RFC s,,,,y„�•,,,rs III 1 1 1 1 1 ,y 1 I ��� s� • I I I 1 I I I\.+ 1 1 I a , N �5 Po I III IIII I I I I I I � I •I 1 I � � ; 1 Ili IIII I I I I I I I I I i I5L \ 1 1 In 1hiJ _ oo Qom., �� i I l i i lI it 1 a IA.!. 1 1 •ill I i (. ;<.QI I�i i i-!j 1 i bNl I I II 1 1 1 1 1 I I i tAi 1 IN i i i i l i l 1 _ I i i i ( i I I I i i II I I I I I I 1 ►rry il/,ry If 11 Is,J.. 1. I I I I I III I I I I I II__ I . ,d i _ x2 6M. 1 I ,,i • ''1I! I I Ili_ ,D I , I !__i I J I- I I I I II I, I i i i i i I 1\. ii I I I i . I r— r-T T l I. n 1\ 1. I I 9 I I I ` 11 I! I I I � 1 11 II I C I � . .I` .m� . m \,\ N ! 111111 1 I i 1 'I ,i I _�_' �. �.Ir , I I I �I�I 51/0_4 ti-ram _I m I i! i i i li I I I it I III I I III 1 1 1 IN,, I I I ' ! III i IIII ! ! ii ! ! ! ! ! !!! ! ! ! i ! ! 1 ! ! ! ►I ! �+ei o In1! I IdlI n i i It111 IIIIIIII i i I i i i I i i i l I I I I !;111 I ;,I ;I ! 1.;li I II 13111 1 1 1 1 1 1 1 1 1 I ° 1 i 11 i`1 . i Ali i i~11 l II ii1 I IIIIIIIII IIF i 1 1 1 I4. 1 l 1 1 I III I I I I I I I I I I� I i i i Ick,L, I a_1L11 _ -1.1A � _dj. _i_ _ii_ ► ! 1 .L -_ ► 4 • NpR1 I - - _ _I_ � L•Lil i I Lm UPPER 1.OoQ P QT1 � „0 0. b'-0. 3.-4• f41. 4'-Bx II, 9n ec ' Pc.-",....) •���((( 2 x Q FLOOR..IO19M• Q•0.4 N"B Z Project: C X i S"T i N 61 bt Rtr F iN CeM. -*"—k• Sheet# Location: -[LL, p s K'J Consulting Engineers ph:971122.4378 Client: '� S t E"" CpN e —S'RU.GT yr l Job Pc:503.848.8748 Date: I I/ 2 o 2 4 By: 1-k.Z. 2 C_ Oe71 Qo0F FR.A-r,i,v (1 -i f ' • 1 _•_ tMPso--- /\c-tv c_,LE. -R , 1--A (-E ` ) 4 ,7u. `?aT 5i*nP5� 341- PoaG'E A. t=R CL s O X l< x ., PROFS (D c.NG I NffR S%y � 65743PE 9r Ham) 60( 25 of #t-2 P Tvl OREGON �' EXPIRES: 06/30/22 N Ux4 cbt` -M 00�U.r--, 5u 3?0 .--T NBZ Project: EX1 S-FIN Ca VJF7jtm Re PI,RCEI"N v-7 Sheet# Consulting Engineers Location: 7\ G A-Q D f 0 #2, - ph:971.222.4378 Client: roS \ .--� Ljj N ST Job# ix.303.848 R748 Date: I I 1 20 Z O BY: H , Z . 20- 07 ���yEo PROFfss (iv) 4-)C 5 .I]fi.42 c., ��GINffj, ley ; � 65743PE c 4:G�e ?;, 29-° � L o/A z0 t (2.) .SiMPSon41 EXPIRES: 06/30/22 ennV' 1A- (F- JAL ,I � (-) -To f Pth T i 1"I PsoN ;A34 ,..3GF t\-. fh C 1 i"P4 gI Nam? 2.Y.\2 15 oC. uU �� New 4�� oe (�i)ZxA- hF�y t o a >y 4 t; s-1-u 5 'rsT W 3 A AT (3) GOCA"r oi:* ,:e...1..-Y -7) V-1- F loop_ 9 i i Ni_tfl ) )_2x1Z sTuas_ 6K° .,t'a�wpoST7 L`l, Jµ -;00 (JE7Ait_0 NBZProject ,(; c )5- cc g� R- t.-n t`PLkc ^( Sheet C Location: -T ' G h e. D O --- Consulting Engineers ph:971222.4378 Client: Do Sl t--Q GoN S"T IZUS -Ti O 1y Job# fx:503.848.8748 Date: ( /Z.o2 n By: 1'-t.Z. 2O_ 071 (C) 47c4 Pv,T , o\tC N1C-ua 2• RA c-t-M 'T Befit IJ�sic.,, o tic G 'R- 1 be-h t D , \do kp : 1 S; y' / (r) 2, -Cii- '�` �_� oo ! _. Pt1_ = 8.b' ) Cs Pam) = 5/30 1by a_q f— V ( 867 / 25 1. s } ^ 5 i, w A,k-k 5 1 I3JOa1 CIL‘ '. bOUGIA'7 PIP_ L!ARe14 42 — Z� l l'1 r>a,c Z St) k-- . .- . .. .. g-._. ,, t N2- N. \ 4q k vl 1 t"�ACV C A-1-TA-C-itf E-ve^2Cr�c-_ U4-TP T L_Vy p/.<6 .; 3 4 Y to1'y Y2,7ci-ir- NBZ Project: �kj STi N 13+=, 2t �cPrccn�c�, �- Sheet# Location: 71 C, A2 D, OP Consulting Engineers ph:971.222.4378 Client: D-p s 1 t<-_ tpto s-T euc-r, o N Job# Jz:503.848.8748 Date: II 1 202.0 By: 4-1 ^Z Z�-��/ C �cy‹.. l \ tJ 7oS"T C q Gl Ply \es \14 �Str� clt7 165 p N p _P ATTf} CN�'TL o t-r Pu7 PAYE c-5-1o7• '� C11L.0 ZX_!z _- 01 C R c. Yy. 58,0 1105 psi 671b5 71'. 0" Flom : 1s pyt x , X • tOeQ Ve. Uofr CAPkaaT`I m zxla z-cysT 15 /tCCE PTA, tA-E• )2-x12 34z,t4T -TT0, CktT "PuT PA-c,e 8 4_9 Title Block Line 1 Project Title: 7� You can change this area Engineer: using the'Settings'menu item Project ID: and then using the'Printing& Project Descr: Title Block'selection. Title Block Line 6 Printed.24 NOV 2020, 7:26PM I _ File=ClUserslnbznalDOCUME-11ENERCA-1l0osier Projected . Wood Beam Software cop ENERCALC,INC.1993-2019,Build:10.19.1.90 . Lic.#:K W-06009328 --- -- DESCRIPTION: Transfer Beam CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 875 psi Ebend-xx 1300 ksi Fc-Prll 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 170 psi Ft 425 psi Density 31.21 pcf Beam Bracing : Completely Unbraced D(0.581 S(0.967) i k x (X) x i A 4x8 440161 Span=8.750 ft E Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=0.580, S=0.9670 k @ 6.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.785 1 Maximum Shear Stress Ratio = 0.347 : 1 Section used for this span 4x8 Section used for this span 4x8 fb:Actual = 1,009.27psi fv:Actual = 67.93 psi FB:Allowable = 1,285.47psi Fv:Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.483ft Location of maximum on span = 6.515 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.116 in Ratio= 905>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.185 in Ratio= 566>=180 Max Upward Total Deflection 0.000 In Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd Cm CI Cr C m C t CL M lb Pb V fv Pv +0.4f 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.750 fl 1 0.374 0.166 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.97 378.39 1010.73 0.43 25.47 153.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=8.750 ft 1 0.338 0.150 1.00 1.300 1.00 1.00 1.00 1.00 0.99 0.97 378.39 1121.01 0.43 25.47 170.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=8.750 ft 1 0.271 0.120 1.25 1.300 1.00 1.00 1.00 1.00 D.98 0.97 378.39 1394.40 0.43 25.47 212.50 +D+S+ft 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.750 tt 1 0.785 0.347 1.15 1,300 1.00 1.00 1.00 1.00 0.98 2.58 1,009.27 1285.47 1.15 67.93 195.50 +0+0.750Lr+0.750L41 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.750 ft 1 0.271 0.120 1.25 1.300 1.00 1.00 1.00 1.00 0.98 0.97 378.39 1394.40 0.43 25.47 212.50 +0+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.750 ft 1 0.662 0.293 1.15 1.300 1,00 1.00 1.00 1.00 0.98 2.18 851.55 1285.47 0.97 57.32 195.50 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the'Printing& Project Descr: Title Block'selection. Title Block Line 6 Printed:24 NOV 2020, 7:26PM Flle " r CLF^ CNE Pp.e 9.130 . Wood Beam Software copyright ENERCALC,INC.1983-2019,Build.10.19.1.30 . Lic.e:K '-06009328 - DESCRIPTION: Transfer Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i C r Cm C t CL M fb Pb V iv F'v +040.60W+H 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=8.750 ft 1 0214 0.094 1.60 1.300 1.00 1.0D 1.00 1.00 0.97 0.97 378.39 1770.44 0.43 25.47 272.00 .D+0.750Lr+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.750 ft 1 0.214 0.094 1.60 1.300 1.00 1.00 1.00 1.00 0.97 0.97 378.39 1770.44 0.43 25.47 272.00 +D+0.7505+0.450W+H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.750 ft 1 0.481 0.211 1.60 1.300 1.00 1.00 1.00 1.00 0.97 2.18 851.55 1770.44 0.97 57.32 272.00 +0.600+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.750 ft 1 0.128 0.056 1.60 1.300 1.00 1.00 1.00 1.00 0.97 0.58 227.04 1770.44 0.26 15.28 272.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.750 ft 1 0.214 0.094 1.60 1.300 1.00 1.00 1.00 1.00 0.97 0.97 378.39 1770.44 0.43 25.47 272.00 +0+0.750L+0.7505+0.5250E+H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.750 ft 1 0.481 0.211 1.60 1.300 1.00 1.00 1.00 1.00 0.97 2.18 851.55 1770.44 0.97 57.32 272.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.750 ft 1 0.128 0.056 1.60 1.300 1.00 1.00 1.00 1.00 0.97 0.58 227.04 1770.44 0.26 15.28 272.00 Overall Maximum Deflections Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Deft Location in Span +0.5.41 1 0.1854 4.886 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum -0.398 1.149 - Overall MINimum 0.249 0.718 +0+1-1 0.149 0.431 +D+L+H 0.149 0.431 +D+L,r+H 0.149 0.431 40+6+}t 0.398 1.149 +0+0.750Lr+0.750L+H 0.149 0.431 +D+0.750L+0.750S+H 0.336 0.970 •D•0.60W+H 0.149 0.431 +0+0.750Lr+0.450W+H 0.149 0.431 +D+0.750640.450W+H 0.336 0.970 +0.60D+0.60W+0.60H 0.089 0.259 +0+0.70E+0.60H 0.149 0.431 +D+0.750L+0.7505+0.5250E+41 0.336 0.970 +0.601:140.70E+1 0.089 0.259 D Only 0.149 0.431 Is Only L Only S Only 0.240 0.718 W Only E Only H Only Title Block Une 1 Project Title: You can change this area Engineer: using the'Settings'menu item Project ID: and then using the"Printing& Project Descr: Title Block'selection. Title Block Une 6 Printed:24 NOV 2020. 7 49PM ' Wood Column File=C:tUserstnbzna100CUME-11ENERCA-11DosiwPr ect.ec6. Software copyright ENERCALC,INC.1983-2019.8siWd:10.19.1.30. Lic.#:KW-06009328 _.. DESCRIPTION: Post 4x4 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn Exact Width Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 3.50 in 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.250 in Cf or Cv for Compression 1.150 Fb+ 750.0psi Fv 170.0 psi Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb- 750.0 psi Ft 475.0 psi ly 12.505 in^4 Cm:Wet Use Factor 1.0 Fc-Pre700.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Fiat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kt:Built-up columns 1.0 -, Basic 1,300.0 1,300.0 1,300.0 ksl Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for bucking ABOUT Y-Y Axis=8 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8 ft K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:21.240 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft,D=0.580,S=0.9670 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2937:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fclFC Top along X-X 0.0 k Bottom along X-X 0.0 k Location of maxabove base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.568 k for load oombinatlon:nla Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 In at 0.0 ft above base Fc:Allowable 435.932 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.563 0.1202 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.523 0.1165 PASS 0.0ft 0.0 PASS 8.0f1 +D+Lr+H 1.250 0.441 0.1106 PASS 0.0ft 0.0 PASS 8.0ft +D+S+FI 1.150 0.471 0.2937 PASS 0.0 ft 0.0 PASS 8.0 fl +0+0,750Lr+0,750L+H 1.250 0.441 0.1106 PASS 0.0ft 0.0 PASS 8.0ft +0+0.750L+0.750S+H 1.150 0.471 0.2484 PASS 0.0ft 0.0 PASS 8.0ft +0+0.60W+H 1.600 0.359 0.1063 PASS 0.0ft 0.0 PASS 8.0ft +040.750Lr40.450W+H 1.600 0.359 0.1003 PASS 0.0ft 0.0 PASS 6.0f1 +040.750S+0.450W+H 1.600 0.359 0.2344 PASS 0.0ft 0.0 PASS 8.0ft +0.60D+0.60W40.60H 1.600 0.359 0.06376 PASS 0.0ft 0.0 PASS 8.0ft +0+0.70E+0.60H 1.600 0.359 0.1063 PASS 0.0ft 0.0 PASS 8.0ft +0+0.750L+0.750540.5250E+H 1.600 0.359 0.2344 PASS 0.0ft 0.0 PASS 8.0ft Title Block Line 1 Project Title: 6 You can change this area Engineer: using the'Settings'menu item Project ID: and then using the'Printing& Project Descr: Title Block'selection. Title Block Line 6 Printed:24 NOV 2020, 7:49PM Wood Column File=C:lUserslnbmalDOCUME-11ENERCA-110as1er Proiectec6. Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30. Lic.#:KW-06009328 - - DESCRIPTION: Post 4x4 Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 1.600 0.359 0.06376 PASS O.0ft 0.0 PASS 8.Oft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction It Y-Y Axis Reaction Axial Reaction My-End Moments k•ft Mx-End Moments Load Combination ®Base @ Top ©Base ©Top @ Base @ Base @ Top @ Base ©Top +D+H 0.801 - +D+L+H 0.601 +D+Lr+H 0.601 +0+S+H 1.568 +0+0.750Lr+0.750L41 0.601 +0+0.750L+0.75OS+H 1.326 +0+0.60W+1 0.601 +0+0.750Lr+0.450W+H 0.601 +0+0.750S+0.450W+H 1.326 +0.600+0.60W+0.60H 0.361 +0+0.70E+0.69H 0.601 +0+0.750L+0.750S+0.5250E41 1.326 +0.601/+0.70E+H I 0.361 D Only 0.601 Lr Only L Only S Only 0.967 W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0600 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 it 0.000 in 0.000 ft +0+9+H 0.0000 in 0.000 ft 0.000 In 0.000 ft +0+0.750Lr+0.750L+H 0.0000 in 0.000 it 0.000 in 0.000 ft +0+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.60W+H 0.0000 in 0.000 it 0.000 in 0.000 ft +0+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 it 0.000 in 0.000 ft +0+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750L+0.7508+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft 0 Only 0.0000 In 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Title Block Line 1 Project Title: 8 You can change this area Engineer: using the'Settings'menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:24 NOV 2020. 7:50PM Wood Beam Software Projectec6. Software copyright ENERCALC,INC.1983-2019,Buid:10.19.1.30. Lic.#:KW-06009320 - -- DESCRIPTION: (E)Joist 2x12 CODE REFERENCES Calculations per NDS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-16 Fb- 875.0 psi Ebend-xx 1,300.0ksi Fc-Pril 600.0 psi Eminbend-xx 470.0ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 170.0 psi Ft 425.0psi Density 31.210pcf Beam Bracing : Beam Is Fully Braced against lateral-torsional buckling D(0.149)S(0.249) 0(0.02)L(0.0533) d a e e d 2x12 (( ). Span=11.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=0.1490, S=0.2490 k @ 3.330 ft Uniform Load: D=0.020, L=0.05330, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.618 1 Maximum Shear Stress Ratio = 0.239 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 540.55 psi fv:Actual = 46.70 psi FB:Allowable = 875.00psi Fv:Allowable = 195.50 psi Load Combination +D+L+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 4.898ft Location of maximum on span = 0.000 ft Span if where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.076 in Ratio= 1729>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.147 in Ratio= 896>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Sims Ratios Moment Values Shear Values Segment Length Span# M - V Cd CFN CI Cr Cm C t CL M lb Pb V iv Ev +D+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.313 0.123 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0,65 246.10 787.50 0.21 18.86 153.00 +0+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.618 0.238 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.43 540.55 875.00 0.46 40.54 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.225 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.65 246.10 1093.75 0.21 16.86 212.50 +D+S+}j 1.000 1.00 1.00 1.00 1.00 1.00 0.00 D.00 0.00 0.00 Length=11.0 ft 1 0.462 0.175 1.15 1.000 1.00 1.00 1.00 1.00 1,00 1.23 465.01 1006.25 0.39 34.29 195.50 +0+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block'selection. Title Block Line 6 Printed 24 NOV 2020, 7.50PM Wood Beam File=C:lUserslnbzna\DOCUME-1IENERCA-140osierProjectec6. Software copyright ENERCALC,INC.1983-2019,Build-10.19.1.30 . tic.#:KW-08009328 DESCRIPTION: (E)Joist 2x12 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C Cr Cm C t CL M tb Pb V fir Pv Length=11.0 ft 1 0.425 0.165 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.23 465.16 1093.75 0.40 35.12 212.50 •13•0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.604 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.60 607.82 1006.25 0.53 46.70 195.50 +D+4.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.176 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.65 246.10 1400.00 021 18.86 272.00 •D+0.750Lr+0.450W.H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.176 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.65 246.10 1400.00 021 18.86 272.00 .D+0.7508+0.450W+4-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.293 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 410.21 1400.00 0.34 30.43 272.00 •0.600•0.60W40.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.105 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 147.66 1400.00 0.13 11.32 272.00 +D.0.70E.0.6011 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.176 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.65 246.10 1400.00 0.21 18.86 272.00 +0+0.7501+0.750S+0.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.434 0.172 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.60 607.82 1400.00 0.53 46.70 272.00 +0.60D+0.70E*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.0 ft 1 0.105 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.39 147.66 1400.00 0.13 11.32 272.00 Overall Maximum Deflections Load Combination Span Max.'-"Deft Location in Span Load Combination Max."+Dell Location in Span +D+0.750L+0.750S+0.5250E4l 1 0.1472 5.299 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 vO erall MA50mum CRT 0.468Overall MINimum 0.174 0.075 .D+H 0.234 0.175 +0+L41-1 0,527 0.468 +04Lr+H 0.234 0.175 .D+S+H 0.408 0.251 .D-43.750Lr+0.750L41 0.454 0.395 +0+0.750L+0.750S+H 0.584 0.452 +0+O.60W+H 0.234 0.175 +0.0.750Lr40.450W.H 0234 0.175 +0+0.750S.0.450W+H 0.364 0.232 +0.600+0.60W0.60H 0.140 0.105 .D.0.70E.0.60H 0.234 0.175 .D.0.750L+0.750S+0.5250E+H 0.584 0.452 +0.60D40.70E41 0.140 0.105 DOnly D.2�4 0,115 Lr Only L Only 0.293 0.293 S Only 0.174 0.075 W Only E Only H Only