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Sa0/3 RECEIVE') V ED C AUG 2 6 2013 BUILDIAT,pjVISroN Structural Calculations Packet Red Lobster Restaurant Tigard, OR June 17, 2013 PRf? Ø84G33PE e 4,„ •R E :9. t-5V F TWO EXPIRE3: ‘/3 d/.20/3 All Calculations are in Accordance with the 2009 International Building Code 2009 International Existing Building Code 2010 Oregon Special Amendments Table of Contents Wind/Seismic/Snow Loads Lateral Design Existing Framing Calculations New Framing Calculations Mezzanine Calculations 1 Wind/Seismic/Snow Loads 2 Subjeca PL—/ /6X OR Project�JNo: Jss7 Sheet: By: /"f Date: 9//z / JM/ LoAof Roof- 44' = .2. Prf a/fu dr -/O P-If /RNA bvi Ai = 77 g 2 2 02/// -/-169 10a 4Ff = 0 +70 t27/ 3V> -2A /65-2 4' / or dIr =(ZVAt��(72V 7'/x.s7)=/ Oa /IT. bLov Roo/: A-(2 facf) /f91 &///6/„9,2,, ., A,(1 42,)(2,69./ =- zd.ld 4z TUser'' /4— (4J(171-i-(z it "Jf)+(sJ 0) * (6)(72)=/2cq -‘i ' 7 T -GL1/144-/7 /1/.4f *? P .4T1AMJT ,c4---1929(z rye _ 4( Alt=( (411/2Yid 7 qqA /t4A/A ,w 4/7:(72k'49( . ) (/�96 f169067J 11JfJ 20/k -- lc- Is;=D,9% .11 ----7 6 c eUP,ve`% (IV,i --0 ( J//'1rEiN /440 -rii4e0 /✓4&r -4- —3 ( a/, 'i =, �6 3 Subject: RL-Tigard, OR Project No.: 11553 By: asr Date: 4/1/2012 USGS Data TL= 16 Cs=Sos/(R/I)= 0.136 Ss= 0.948 C,= 0.02 S1 = 0.340 x= 0.75 Site Class= D TA=C,(h„)x= 0.203 sec Fa= 1.12 Tcaw = sec F, = 1.72 T= 0.203 sec SMS=FaS,= 1.06 Csmax=SD1/((R/I)T)= 0.369 SM1 =F„S1= 0.58 Csmax=SDITL/((R/I)T2)= NA T<TL SDS=2/3"SMS= 0.708 Csm,„=0.044SDSI?0.01 = 0.039 Su, =2/3'SM1 = 0.390 Cs,„,„=0.5S1/(R/I)= NA S1<0.6 Occupancy Category: Ill Cs= 0.136 Importance Factor= 1.25 Vseismic=CsW= 32 kips Seismic Design Category= Table 11.6-1 SDC= D Ts= 0.550 sec Table 11.6-2 SDC= D Controling SDC= D Structural System: Wood Panels Rated for Shear Resistance Response Modification Coefficient, R= 6.5 System Over-Strength Factor= 3 Deflection Amplification Factor,Ca= 4 Analysis Procedure: Equivalent lateral-force procedure k= 1.00 A B C D=C'B^k E=D/SUM(D) F=E`V G=(F)x+(G)x+1 H=(J)„'[(B)x(B)„-1]+(H)x.1 Vertical — Effective Distribution Seismic Factor, C„ Lateral Height Weight iy, h k Seismic Lateral from base assigned . Story Seismic Story Lateral Seismic Story to level x to level x E w h k Force,Fx Shear,V, Overturning Moment at Level(x) h, (ft) w, (kips) wrh,k ,=t (kips) (kips) _ Levei,M,. (kip-ft) Roof 22 31 682 0.175 6 6 1 l c. 201 3,216 0.825 26 32 33 0 0 0.000 0 32 539 0 0.000 0 32 539 0 0.000 0 32 539 0 0.000 0 32 539 0 0.000 0 32 539 0 0.000 0 32 539 0 0.000 0 32 539 0 0.000 0 32 539 0 0.000 0 32 539 o 0.000 0 32 539 _ 0 0.000 _ 0 32 539 SUM 232 3,898 1.000 32 32 539 4 Subject: RL-Tigard,OR Project No.: 1013#11139 By: asr Date: 3/20/2012 Parameters: Classification Category(I,II,111,IV): III Y Basic Wind Speed,V: 95 mph X Importance factor,1: 1.15 Mean recurrence interval: 50 yrs MR1 factor: 1.00 Adjusted Wind Speed,V 95 mph Exposure Category: B Velocity pressure exposure coeff.,K,: 0.59 Topographic factor,lc: 1.00 Wind directionality factor,Kd: Gust Factor,G(x-dir wind): 0.85 0.85 is permitted for Rigid Buildings only Gust Factor,G(y-dir wind): 0.85 for Flexable Buildings you must use G from the Internal pressure coefficient,+GC,,: 0.18 "Calculated Gust Effect Factors" Building Properties: Mean Roof Height,h: 16.00 ft Parapet Height: 6.00 ft Parapet around roof perimeter? YES Hip Roof? NO Roof Slope,degrees: 0 degrees Length X-direction,Li: 110 ft Length Y-direction,12: 81 ft Calculated Gust Effect Factors: Velocity pressure,qh: 13.2 psf Damping ratio,p: 0Q11L Internal Pressure: +/-2.38 psf Gust Factor.G(X-Direction Wind): C 0.852 Gust Factor,G(Y-Direction Wind): 0.842 T= 4 i Enter the building's period here,or leave T„„.,1= 0.16 sec blank for spreadsheet to determine. 5 Subject: RL-Tigard,OR Project No.:JOB#1 1139 By: asr Date: 3/20/2012 Roof Pressures From Table 6-6(pg 49) h/L Case 1 I Case 2 <0.5 Cp(0-W2)_ -0.90 -0.18 Cp(h/2-h)= -0.90 -0.18 Cp(h-2h)= -0.50 -0.18 C,(2h--)= -0.30 -0.18 1.0 Cp(0-h/2)= -1.04 -0.18 (Reduced) Cp(h/2--)_ -0.70 -0.18 X-direction: Case I I Case 2 h/L= 0.15 a: 7.00 Cp(0-W2)_ -0.90 -0.18 zg: 1200 ft Cp(h/2-h)_ -0.90 -0.18 ni=l!f= 6.25 Hz Cp(h-2h)= -0.50 -0.18 Cp(2h--)= -0.30 -0.18 Case I Case 2 Coverage pr.(-int) Pr(+int) Pr(-int) Pr(+int) (ft) (psi) (psi) (Psi) (Psi) 0 ft <8 ft -7.7 -12.5 0.4 -4.4 Eq 6-17 >8ft < 16 ft -7.7 -12.5 0.4 -4.4 Eq 6-17 > 16 ft <32 ft -3.2 -8.0 0.4 -4.4 Eq 6-17 >32 ft --- -1.0 -5.8 0.4 -4.4 Eq 6-17 6 Subject: RL-Tigard,OR Project No.: JOB#11139 By: asr Date: 3/20/2012 Cantilevered Parapet? YES X-Direction Wind; User Input External wall pressure Total Story Story Story Story OTM z Lt L2 p,,,, p,,, pressure Force Torsion Shear Moment (ft) (ft) (ft) (psi) (Ps° (pa (k) (k-ft) (k) (k-ft) Top of Parapet 22 21.7 -14.5 36 Top of Roof 16 9.0 -4.8 14 30 365 479 Story 0 0 8.8 -4.8 14 6 69 36 479 Af a,./TiPE Arl/KN I417 r�..r L©ray.r AlorrEf koio 411'1 ffaw Mhsr 4kçQ1 fr.t 1 ail/ Ji liv, %EJ .494vl . Tyir D,1&tr Subject: RL-Tigard,OR Project No.: JOB#1 1139 By: asr Date: 3/20/2012 Y-Direction Wind: LIB Leeward External will pressure Total Story Story Story Story OTM (L=/L1) Cp p,,, p,, pressure Force Torsion Shear Moment (fast) (i'st) (psfl (k) (k-h) (k) (k-ft) Top of Parapet -1.00 21 7 -14.5 36 Top of Roof 0.74 -0.50 9.() -5.6 15 41 674 4111 657 Story 0 0.74 -0.50 ti.5 -5.6 Lly 8 137 49 657 46 /4217A-Azo Er4/0170,9.1 6,p AlorE? froRY f ' T>> 44,..p./ timentr767 Ax a'r" 4' ,9 fiirahci, 0 051x.oi'4 TZ"r Ogit co Subject: RL-Tigard,OR Project No.: JOB#11139 By: asr Date: 3/20/2012 Wall pressure X-Direction Wind '-Direction Rind +GCpi -GC�pi +GCpi -GC'pi P.... Pi.. P... Ph. P.... Pi.. P.... Pi.. (Pst) (Psi) (psi) (psi) 1psi) Ipsi) Ipsi) (psil 6.611 -7.2 11.4 2.5 6.6 -8.0 11.4 -3.2 6.446 -7.2 11.2 -2.; 6.4 -8.0 11.2 -3.2 co A.;iy .qsF 2t' 6" " ap.'Ir / 6)AU 3 P-j«sa ^\ pouter'.y� 20'-10° Pf T �7 _7 l A`f` `f PIS i6p Visr Vt Z PFT [ G� { uin/m///._ ii?AV- ?Pi- I■�■..■■■aaa■■■■■■a yz►•� ^ _.1liqunu11uugn 1 1 _ZhS,/ II1111 A111■1■1111111 _ --`` 11111111111■1111111 �� 'T•"""""""""" = 1 111 1 111 1111 I ill / �� q,y 1 it III 000100 1 \. --. .. .. .. .. . .. .. .. .. ... _ s4,1 ...41 . I... .1...I .0,•• , MIN •.1 _ -•• • :.........:.. . ............... _ 11110011100100101 C, • • .. _......................- ___ -11111■1//1//111 i1111111I11•-- - - __ '"' O N I , =11r/ O/IHIMOI O■I= •�':'••_. .. _. _ .. • -7 101II01I11111001/1/ :___-U111U/1//1011iIU F•a \ •:I C IrA■/111/■01/10 0111 i - X101///OOII11001 -.. ram � �.____ __ _____ I- 1:1/1■ ■■■(Iq I.II I i111. _� I - ' L..._ -_-1.n. ..... .. - n.r_ U■■/01/000//■0 � 1111 ■•■ ■11■ _ ■I. I■■ ■1■ ■■I 11■ r------'_1 -r I1/ II1 _� i �11111=11111'.1.LI= ... ... ... ■.. ... y: „ :: 'y.'1=-=rl�ll/.,111.1����=_ ,_M- :IIII. ... :: L1 IHI_� IO PROPOSED a- !-, . --/---,„( allo .SMe4e= 3K.1K (yPheECras..) wAi`��f 5 1i4"- cc f ref,,,tee I t',1"`g lad 16 3`sF ���LL �A p- getf j r l6Osr .-___ , 18'-7" 27'-3" 21'-11" 14'-6" P'% ,y ioe 11%101■.. YS Z•6 K f1li111111■■■■■._ �1' pa ■Ii■... T�f .a■fI�1111111111111111/■... If O -.Ii1■/ri■■.. TAO j`f One IilNE■I MIN I i`1'. /�� ....................I1... 1;• • (L. 111111 u1u■■.n■■n — P� .r _ ./■/■111111/111111/1_ ...=1...1...1■..Inll..' / __ � n�1.. ..•1kwl --_ '•• uuul ,• -Q?ef- '11111/// e=e,.u1-• ----- �� 1 , .'-- •d. I.:.•••— _ .;I111Ittt�t�l�l: — - — �w� ■�. wow ■� p�G ciwiul■i■n :'.:`_.:....:.::::r i !..iii •goof .�. ..— .,•••• =00.00101-_ In1 n■ ■n ■.■ 1�.1. ;�iw �' ■■■ ■=. I=. ■UU iiiiiiiiii_ — 15V5* .■■ ass .■. ... =1111 I.. I1. 111 111 111 ■III 111 1:71 ro 7 It11 K- . .:I•�I■..�...I■■■1. I.I1.I - HI III = 1� 1� 111 111 ' -a 1111= 111 /■■ ••• N I I I I.I■I:' 'I�:'• ii I J' : .. .. .. ......... ,,:►':,�'i' IJU II I .. .. .... .. .. .. .. .. —�1:•�r_-I...•.' Iji OJ __•. - I= 1F r1 PROPOSED.EFT SIDE ELEVATION(box GLAZING REQUIRED PER S I.R.) 52.-1_0" 7i1;791- 6✓:uo <5Nf9L: ZOK (X.0/P e7"4') 0 BRITT,PETERS&ASSOCIATES,INC. Project Name: RL-Tigard.OR CONSULTING ENGINEERS Project No: 11139 (864)271-8869 FAX(864)233-5140 By:dpd 55 Beattie Place,Suite 400,Greenville,SC 29601 Dale: 6/17/2013 Location. 1 -E-W Tower drift-windward Code: 2009 I E C w/2010 OR ammendments CI= 1 Roof Type: Monoslope W= 50 ft Slope= 0 degrees Slippery Surface?(YIN) N Design Snow Load Basic Ground Snow Load.p9 = 25 psf (Fig 1608.2) Ce= 1 (Table 1608.3.1) C,= 1 (Table 7-3) I= 1.1 (Table 1604.5) p,=0 7C.C,Ip 9 = 19.25 psf or p,,,„,= 27 psf Applicable Rain Surcharge= 0 psf p,= 27 psf Snow Drift USE L„= 64 ft Leeward Windward h,= 9.25 It hd= 2.68 ft 2.01 ft hb= 1 57 ft w= 10.73 ft 8.05 ft h,= 7.68 ft Pd= 46 psf 35 psf y= 17.25 pcf hJhb= 4.91 >0.2 Drift Loads Must be Considered Leeward Windward +II Prorni=Pd Pi= 73 psf 62 psf Pd the orhd)�v Smaller of (hc=h,-hb) and hd 1 Ihhb=P,/Y t W 1 Sloped Roof Snow Loads C,= 1.00 is), =C.,R, 27.0 psf 11 BRITT,PETERS&ASSOCIATES,INC. Project Name: RL-Tigard,OR CONSULTING ENGINEERS Project No.: 11139 (864)271-8869 FAX(864)233-5140 By: dpd 55 Beattie Place,Suite 400,Greenville,SC 29601 Date: 6/17/2013 Location. 2-N-S Tower drift-windward Code: 2009 I E C.w/2010 OR ammendments Ct= 1 Roof Type: Monoslope W= 50 ft Slope= 0 degrees Slippery Surface?(Y/N) N Design Snow Load Basic Ground Snow Load,p9 = 25 psf (Fig 1608.2) Cc= 1 (Table 1608.3.1) C,= 1 (Table 7-3) I= 1.1 (Table 1604.5) P r =0.7CeC,Ip g = 19.25 psf or p r,,, ,= 27 psi Applicable Rain Surcharge= 0 psf P,= 27 psf Snow Drift USE L„= 64 ft Leeward Windward h,= 9.25 It hd= 2.68 ft 2.01 ft lib= 1.57 fl w= 10.73 It 8.05 It he= 7.68 ft Pd= 46 psf 35 psf y= 17.25 pcf hc/hb= 4.91 >0.2 Drift Loads Must be Considered Leeward Windward ProT A'.=Pa'Pr= 73 psf 62 psi Pd=(h.or hd) Y Smaller of (hc=h,-ho) and hd y fhb=Pi/Y �- W ► I Sloped Roof Snow Loads C.,= 1.00 p _ .2! - 2/.0 psf 12 BRITT,PETERS&ASSOCIATES,INC. Project Name. RL-Tigard,OR CONSULTING ENGINEERS Project No.: 11139 (864)271-8869 FAX(864)233-5140 By: dpd 55 Beattie Place,Suite 400,Greenville,SC 29601 Date: 6/17/2013 Location 3-E-W roof step-leeward Code: 2009 I.E.C.w/2010 OR ammendments Cl= 1 Roof Type: Monoslope W= 50 ft Slope= 0 degrees Slippery Surface?(YIN) N Design Snow Load Basic Ground Snow Load,p,= 25 psf (Fig 1608.2) C.= 1 (Table 1608.3.1) C,= 1 (Table 7-3) I= 1.1 (Table 16045) p,=0.7C,Ctlpe= 19.25 psf or p,mr„= 27 psf Applicable Rain Surcharge= 0 psf P r= 27 psf Snow Drift USE L„= 56 ft Leeward Windward h,= 5.5 ft hd= 2.50 ft 1.88 ft hb= 1.57 ft w= 10.01 ft 7.50 ft hb= 3.93 ft Pd• 43 psf 32 psf y= 17.25 pcf hdhb= 2.51 >0.2 Drift Loads Must be Considered Leeward Windward Prom=Pd+Pr= 70 psi 59 psf Pd_(h Or hJ`y Smaller of (he=h,-hb) and hd ,� (fhb=Pr/Y W • I Sloped Roof Snow Loads C;= 1.00 P.. `Ci/3( - 21.0 psf 13 BRITT,PETERS&ASSOCIATES,INC. Project Name: RL-Tigard,OR CONSULTING ENGINEERS Project No.: 11139 (864)271-8869 FAX(864)233-5140 By dpd 55 Beattie Place,Suite 400,Greenville,SC 29601 Date: 6/17/2013 Location: 4-N-S cool sIep-leeward Code: 2009 I.E C w 20'3 OR ammendments CI= 1 Roof Type. Monoslope W= 50 ft Slope= 0 degrees Slippery Surface?(YIN) N Design Snow Load Basic Ground Snow Load,pg = 25 psf (Fig 1608.2) C.= 1 (Table 1608.3.1) C,= 1 (Table 7-3) I= 1.1 (Table 1604.5) pr=0.7C,C,Ipg= 19.25 psf or p,,n:,= 27 psf Applicable Rain Surcharge= 0 psf Pr= 27 psf Snow Drift USE L„= 56 ft Leeward Windward h,= 5.5 ft ha= 2.50 ft 1.88 ft hb= 1.57 ft w= 10.01 ft 7.50 ft h.= 3.93 ft Pd= 43 psf 32 psf y= 17.25 pcf - hJhb= 2.51 >0.2 Drift Loads Must be Considered Leeward Windward ProtK=Pd Pr= 70 psf 59 psf Pd=(h�or hd]'Y Smaller of (h.=hr-he) and ha t a I he=PI/Y W I Sloped Roof Snow Loads = 1.00 P. =C,Pr= 27.0 psf 14 BRITT,PETERS&ASSOCIATES,INC. Project Name RL-Tigard,OR CONSULTING ENGINEERS Project No.. 11139 (864)271-8869 FAX(864)233-5140 By: dpd 55 Beattie Place,Suite 400,Greenville,SC 29601 Date: 6/17/2013 Location. 5-roof step-windward Code: 2009 I.E C.w;2010 OR ammendments Cl= 1 Roof Type. Monoslope W= 50 ft Slope= 0 degrees Slippery Surface?(Y/N) N Design Snow Load Basic Ground Snow Load,Pg = 25 psf (Fig 1608.2) C,= 1 (Table 1608.3.1) C,= 1 (Table 7-3) I= 1.1 (Table 1604.5) p r=0.7C0Ctlp 9= 19.25 psf or p,„,„,= 27 psf Applicable Rain Surcharge= 0 psf p,= 27 psf Snow Drift 1 USE L„= 10 ft Leeward Windward h,= 5.5 ft he= 1.56 ft 1.17 ft hb= 1.57 ft w= 6.23 ft 4.67 ft hb= 3.93 ft Pd= 27 psf 20 psf y= 17.25 pcf LEEWARD CONTROLS. hb/hb= 2.51 >0 2 Drift Loads Must be Considered SEE SNOW CALCS#3 AND#4 Leeward Windward PtoTLL=Pd+P,= 54 psf 47 psf Pd=(hC or hd]•y Smaller of (h,=h,-hb) and h,, :--------------------------------------------,,__ 1 1 P,ry W I Sloped Roof Snow Loads Cs= 1.00 P. _ - .P: = 27.0 psf 15 BRITT,PETERS&ASSOCIATES,INC. Project Name: RL-Tigard.OR CONSULTING ENGINEERS Project No.: 11139 (864)271-8869 FAX(864)233-5140 By: dpd 55 Beattie Place,Suite 400,Greenville,SC 29601 Date: 6/17/2013 Location 6-roof step-windward-line 6 and 6.5 Code: 2009 I E C wi 2010 OR ammendments Cl= 1 Roof Type. Monoslope W= 50 ft Slope= 0 degrees Slippery Surface?(Y/N) N Design Snow Load Basic Ground Snow Load,pg= 25 psf (Fig 1608.2) C.= 1 (Table 1608.3.1) C,= 1 (Table 7-3) I= 1.1 (Table 1804.5) P r=0.7C.C,Ip g = 19.25 psf or p r m,,,= 27 psf Applicable Rain Surcharge= 0 psf p,= 27 psf Snow Drift 1 USE L„= 43 ft Leeward Windward hr= 5.5 ft hd= 2.16 ft 1.62 ft hb= 1.57 ft w= 8.66 ft 6.49 ft h.= 3.93 ft Pd= 37 psf 2B psf y= 17.25 pd LEEWARD CONTROLS, hcmb= 2.51 >0.2 Drift Loads Must be Considered SEE SNOW CALCS#3 AND#4 Leeward Windward PTar�=Pd•Pr= 64 psf 55 psf P d=(h or hJ y Smaller of Plc=h,-he) and hd 1 hb= P.;y 4 W �I Sloped Roof Snow Loads C,= 1.00 p, 7 C,p, - 27.0 psf 16 BRITT,PETERS 8 ASSOCIATES,INC. Project Name: RL-Tigard,OR CONSULTING ENGINEERS Project No.: 11139 (86.4)271-8869 FAX(864)233-5140 By dpd 55 Beattie Place,Suite 400,Greenville,SC 29601 Date: 6/17/2013 Location: ; - Ty;_ H Roof Parapet-windward Code: 2009 I E C w/2010 OR ammendmenls Ct= 1 Roof Type. Monoslope W= 50 ft Slope= 0 degrees Slippery Surface?(Y/N) N Design Snow Load Basic Ground Snow Load,pg = 25 psf (Fig 1608.2) C,= 1 (Table 1608.3.1) Ct= 1 (Table 7-3) I= 1.1 (Table 1604.5) pi=0.7C,C,Ip 9 = 19.25 psf or pi„,0,= 27 psf Applicable Rain Surcharge= 0 psf P,= 27 psf Snow Drift USE L„= 56 ft Leeward Windward hr= 2.25 ft hd= 2.50 ft 1.88 ft hb= 1.57 ft w= 5.48 ft 5.48 ft hr= 0.68 ft Pd= 12 psf 12 psf y= 17.25 pcf h.Jhb= 0.44>0 2 Drift Loads Must be Considered Leeward Windward PTOTAL=Pd+Pr= 39 psf 39 psf Pd=[Ivor hd1�Y Smaller of (he=hr-hb) and hd I Pr/y 4— W ■ I Sloped Roof Snow Loads C,= 1.00 P. =C.P,= 27.0 psf 17 BRITT,PETERS&ASSOCIATES,INC. Project Name: RL-Tigard.OR CONSULTING ENGINEERS Project No.: 11139 (864)271-8869 FAX(864)233-5140 By: dpd 55 Beattie Place,Suite 400,Greenville,SC 29601 Date: 6117,'2013 Location: 8-Typ Low Root Parapet-windward Code: 2009 LE C wi 2010 OR ammelaments Ct= 1 Roof Type: Monostope W= 50 ft Slope= 0 degrees Slippery Surface?(YiN) N Design Snow Load Basic Ground Snow Load,p9 = 25 psf (Fig 1608.2) Co= 1 (Table 1608.3.1) C,= 1 (Table 7-3) I= 1.1 (Table 1604.5) Pr=0.7CeC,Ip9 = 19.25 psf or p,„o„n= 27 psf Applicable Rain Surcharge= 0 psf p, = 27 psf Snow Drift USE L„= 10 ft Leeward Windward h,= 2.25 ft he= 1.56 ft 1.17 ft hb= 1.57 ft w= 5.48 ft 5.48 ft he= 0.68 ft Pd= 12 psf 12 psf y= 17.25 pcf h,/ho= 0.44 >0.2 Drift Loads Must be Considered Leeward Windward Prora=Pd+Pr° 39 psf 39 psf Pd=[tic or hd) y Smaller of (h,=h,-Flo) and hd W Tn=Pi1V T Sloped Roof Snow Loads C,= 1.00 p, C,p. 27.0 psf 18 66 c'Jlryo2 171 rekko7 1-4SWd dl) ♦sr $4.rd9 c warn -gsY,Z= 3.issd s 001 - Qrvf 2QS'7 S dsd ( ) ,o'— fit 7}61/,'Q = 01 renorys "I'Z<1z1 s ,4,101 :afeo /Cg ieeq :oN Inafaad Lift 0 'Q l*vr-L 7g :»afgng 4/.2gfi7 morv5 150-.2(3- Lateral Design 20 -a t x III T-�w 77 am' z 3 x< m N -1,s ° g F tim f R R: - T E Z m 8 �, Tm QQ a _ I! ' ' m "P..E n$ �i j G=1A. y co:6-al-°' 8888' rt � _ _ . g a.33 °o g o i P°o mt t� m'g u Q w y y s. Mill _N E �_ . 21 Hgw 8888 0, s s ssso °' oN�o , s 1 y >> y$ r 88EIy iPA '' 8'N $'$oa. 8888 8Nw88' U8458 EF E272: ZZ TQ Ni $&$ O O y g o 1 O y o o 8 d C .r;'* ::: i C) o . I: C �m� p CD m_ pONt.±�p- 7CT P P+N jC Y y N P N V P id ro 01 a N+B k 3 A D o= 8 d J N - G s wmm m g g-,;� 3. .< a 0g 2 m ~ �.3 3 x? ° $S m 47$ Di' J'mNw f-.5- ^� w $ - '86 o pp N®V N m A• ++. P g 8 88 w9 T 11111=1 m IC C p C �$ M.�• OC Om o4Oti9 R uvi W roN� S OTTC tt�tTTT m i ! n 0 J ,3 a '.'253.43g a N R G' p 2 ,i'3 - `i3. N b o a$°° 88888 EKssd 8888888= z v v go P AfJ NNNNM 9,9,9,5. N T N da '888888E5 88888 8888 2v o$ T' z o 8 zzzz LS 4 4 4 2 m 0 '".2 N8888g,80. _ CCCCCdRIm ccccd-m o - 0 BARR8 m E8$8 2, o N'cio ° o m 88888 mmm 0088 gym o 888€m 8888$ 0 G H . 2 O .mm N W O W W^ W s F o m w - N p p p m Z 80088 y- - 8 :J-i O N y 8808°1, 8888888k = 8880K = 8 ��• 88888:i y 880084 8888-g Y J 2 0 O�� 0 n m X Vgag 8 V,8`8ti ont Liior6 3 4":,66,6r:yy �p NN N ` ' S g t r.g fT IJ m,1 I � O ____= 2 =I I 0 T 00000 O O O O NCCCC1 Ec C E,DC 3.N N m m., N 8 2 E F,,TF.1. 3' 0 epJo P. xTE.1 88SSE w(CW e o o 0 0 0 0 o m g 0 o 0 0 si a 4n n UUg 9 si'Q'i si'Q'i g tP0 W m Or,8 8 OVi 8 ga E/9/1 DA 6/?/,0 I Subject.Red Lobate Protect No 1155300 Wood Type OF By Ruh Nails: 8d Date 3115/2012 S.11 Plate Depth: 3 0- If Project is in Seismic Design Category D See IBC la ;q; Shaer Wall Design Spreadsheet Sill Anchor Diameter 0 63 ott anchor and additional requirements ••-; a • } a-'- 79 00 h Base Shear. WaN Dead Load 1000 pat WIND(XI 4" 4• des,,n loads service bads Roof Dead Load 20 00 pat l W nd Vs 14 30 kips 14 30 kips Wind 0= IIIIIMIrrill bps 820 kips I 4500 ft--I Seo-smic= 13 10 kips 9 17 lops Wood Species Factor- 1 00 Controllog Caen V-d000t.on 14 30 kips Wind Controls In Y Direction Controlling Case Xdeecncn 9 17 kips Seismic Controls in X Direction WIND',Si X-0Iree0on 15132-Plyiaod DBL DBL (wall•roof) Heldman Anchor Bolts Panoral54 Moo Fwall VI14 Use V Sheathing Sheathing Root Into Segment Anchor SWB Location TM)Width Length SW L,, Open Hl %Full HI. Co (Kips) Sheerpit) (Wind) (plo Nall Spacing Nail Spacing Wee Height Tension(k) (NI Dead(pr) Length Tna1(kips) TyPe Dm Dlertln., Spacing Lens F 6(8-7 2) 39 50 20.00 NO .. 4 59 229 25 163 75 229 25 84 6.00 Not Used 6.00 11 50 264 300 175 00 20 00 -1.59 HOU2 0.63 0 63 48 68 Cure A 5(6.6 5) 14 00_ 11 83 NO _ 163 137 37 98 12 137 37 8d 600 Nel Used 600 11.50 1.58 300 175.00 11 63 -0 96 HDU2 0.63 0 63 81 24 Line A 5(7 2-8) _ 11 00 933 NO - , 1 28 136.65 97 75 136 85 ad 6.00 Not Used 600 11 50 1 57 300 175 00 933 -1 08 HDU2 083 0.63 81 55 Lane A 518-91 14 50 12 33 NO 168 136 50 97 50 136 50 64 600 NM Used 6.00 11 50 1 57 600 235.00 1233 -0 70 HOU2 0 63 0 63 81 76 79.00 It V-DIrection 15132'Plywood DBL DBL (wed•moil P10140 n Anchor Bolts Panorama Mao 1ae11 VIi 4 Use V Sheathing Sheathing Root Into Segment Anchor SW# Location Trip Width Length SW Lsrr Open Hr %Fulfill Co (Kpe) Shear(plf) (MIA/ (WO Nall Spacing g Neil Spacing Wall Hecht Tension(k) (N) Dead(p11) Length That(kips) Type Dim Diameter Spacing One 9(D-E) 11.80 1600 NO , 3 75 234.36 167.40 167 40 8d 8.00 Not Used 600 11 50 2.70 000 11500 1600 -2.14 HDU2 0.63 0 63 47 62 Line 9(C-B) 10 70 1500 NO 340 226 68 161 92 161 92 8d 800 Not Used 600 12 50 283 000 125 00 1500 -2.27 HDU2 0 63 063 49.23 Shared Lino 6 15.30 28 42 NO 486 171.08 122 20 122.20 8d 8 00 Not Used 600 11 50 1 97 0.00 000 2542 -1.97 110U2 063 0 63 65.23 Shared Line 6 7.20 13 50 NC) 2 29 169 48 121 06 121 06 8d 6.00 Not Used 600 I 1 50 195 000 000- 13 00 -1 95 HDU2 0 63 0 63 85 85 4500 ft -- _-. Mud par IBC 2009 Teto�0 2306 3 Values main$mpoo l 2009-2910 Wood Conet�°^n Values Per 2005 NOS(Table 11E1 15f32-Plywood Wood OF LOWER Wood DF Nail Spacing Sher ad B S Simpson Fbldean kkn Sill 3 0' 8d 6 00 28000 560 00 Type Tension a$hide Rod Dra Diameter Capacity ad 400 430.00 860 00 HDU2 -3075 00 200 0 63 050 77000 ad :i 00 55000 1100 00 HD U4 JS65.50 200 0 63 0 63 930 00 ld l UU 730 00 1460 UO HDU5 5645.00 200 0.63 0 75 1540 00 1-11308 -7870 00 300 0.88 0 BB 1690 00 HDU11 -9535.00 400 0 88 100 2410.00 HDU14 -1492500 400 1.00 11019 .1907000 • 125 N N %AQthL 6 Ssblecl Red Lobster Project No 1155300 Wood Type OF By PP< Nails 84 Data 41000 00 Sill Plate Doph 1 6' 11 Pro(ec)is in Sosnec Design Category D.See IBC for • Shear Wall Design Spreadsheet Sin Anchor Diameter 063 sill anchor and additional requirements A w a ' 1 4 Bsw Shn a Wall Deed Load®" Pal WIND IX) G W It design loads service bads Root Dead Load WI)mot psi } l Wind 0= 1900 kips 1900 kips •�� firer...—. = I Wind X- 13 00 lops 1300 kips I 71 30 II--+ Semots 30 CO lope 2100 kips Wood Species Factor= 100 Controlling Case YEnecbon 21.00 kips Seismic Controls In Y Direction Controlling Case X-dueceon 21 00 kips Seismic Control.In X Direction WIND(Y) Y-Olredlon 15x32'Plywood DBL CBL (wen•roof) Holdover Anchor Bo11, Perforated Man hwell Vl1 4 U.e V She0lhong Sheetharg Root told Segment AfClgr SWa Location TOO Width Length SW Lux 05.1 Ht X Full Ht. Ce (1<1P91 Sh ear(p10 (Wind) (p11) Nell Spacing Net Spacing Wall Moot 74nton(k) (1a) Dead(plf) Length Tnet(kips) Type 015 Diameter Spacing Lone 6 37 40 28 42 NO 11 90 418 72 299 09 299 09 84 400 Not Used 600 13.50 593 0.00 220.00 28 42 -4 05 HDU4 063 0.633 26 65 Line 6 17 60 1350 NO 560 414 81 296 30 296.30 84 4.00 Nol Used 600 13.50 5 87 000 22000 13 00 -4 98 HDUS 0 63 063 26 90 7130h Values Der IBC 2009 Teble_2306 3 Valise from Senoacn 2009-2010 Wood Corot Conn Values Per 2005 NOS Rabb 11E1 1513 Plywood Wood DF LOWER Wood DF Nall Spacing Shear 84 BS Simpson Moldova) kin Sdt 15' 84 6 00 28(1(0 560 00 Type TMalon a Studs Rod Die Diameter Ca act 84 4 00 43000 860 00 HDU2 -3075.00 2 00 0.63 0 50 650 00 84 300 550 00 1100 00 11004 .4565 00 2.00 0 63 3 63 930 00 84 2 00 7'■J CG 1460 00 HDU5 5645.00 2.00 063 0.75 1270 00 11008 7870.00 3.00 0.88 088 169000 HDU11 .9535 00 400 0.88 1 DO 210000 HDU14 -14925.00 4 00 100 14019 19070.00 125 N W Subject. l`� — T-A/P Ll)/2 Project No //Cr? Sheet: By: Afi< Date: y/' �///2 P//3�°/aR.476/h Alevfiqc7-1/Azg Am) N.F9R D-04E7 �� < 77D,/i AFC _X-•,D/RT/0/v_ �Z/I/ ' ' <s-J 1/ 7.?yP2f v l� �(i �y2?�� =. /277=/. 92/ =1-749R/_,A0-- 9,264' �y TF 6rN DoT Ap f;/2 6 e/ Qf /z/4z (X-1 7- 7,727/ Low 'L//L As ay-1 7' ?/_r'= 2V, p , ; 1/1( ,Z//r Ac(fc J AL-4 X-D,tti//41 ..ji,/f Mir ei Per-, : OK 7-14,./JAR /4/(7p, 1/bR4 47 77E, fi. =y6 k (47E) CM/T ('4 _ CI!) L21 f LJ2 C% Gfr/o s/xs' fn /_' ' Tfor�� y�(C5)l'i = 9Sfp 24 Subject: /47Z— 776/R.P OR Project No //.CT Sheet. By:AIR Date: V///2 •44i9,,W4 4074 / s ?"gfi4s-- 2,?7fi/r ,4t D'i, ��2J , ,Y f/ Az1�INtj , O/ 1/7 /?/.0 ' c ?Op fr,' , Jk • r. 1( r/O/!/ '/1/6/4 fi/�'•`P/rs'&ie (27)(%. )=/erAz (/6O7-7r) .-_ /y/ �.. LI 24 - —2g5/'ri z S7 H, (miq) `'-P/vE(r/o ' A ,- ?a-4-7% =//f1-k G-T— h /7 ' 2.(6 =29O dif 25 v.,:.4 cI tT W_v Yoe _ _ rw: k Wren. Ma me, u� C= IW �E y.i Architect.116 I ..I.Y..MRAl1.lI A ',1 A • i �,, I _ Al AI 1 I ql.�. Ina I i 1 1 I��A A I A I rWn.? 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OR Project No: //3-�-' Sheet: J//� By: /�IR Date: �//7��Z -A/f P %SIT/7/1" (CL11tg) 31 Subject: /e L" //4Nee vf'E BPryo:jefy-SS1 Sheet: Date: Y/z9//2 7,/ .%/fe/2 7, - -%/4,1i‘ --?D,/ '4- = /9(d 7 f D, / fL 1/ E (r,2�z.z.J f�lh/e f.Pr /i/. 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A /,G (ear/0 EX-5- APT Ar ,P77/r b. 2'/i (14A.a. ecc �P! l ?7 Iz sLts���' Z /9 �X. 16. soap -11.�.74Eile 2Y/a '` 2x/, 6.6 1c%477' gJ_727 -27r F rr b-7 Ex. -5e/er 6«4re 0;RP F Is-r2J ���f�7va 6,70a(the-10 r 3 7Lb fly ��� ,1 �p : )I F ,r,,/rt '?O f err ,R/Er 4: 27/�p- 204 /SDI` 111 d' 4 <1:U9/A/19'd 2°A 39 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the Printing& Title Block'selection. Title Block Line 6 Pnntetl 3 APR 2012 5'2PM Wood Beam 3:L:12011\11-Red Labste 11553-RL-TOW,ORlCalculr6aislEnerrarct11553-ii bgard or-master eat fie.e:6 1 EHERCALC,INC.1983-2011,Budd:6.12 3.4,Ver.6.12.3.4 Lic.#: KW-06006800 Description: Ex-1-Existing 3x5.75-Drift Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade -No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.042)S(0.105) • • i • • (j411161"IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 3.50 X 5.750 Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0420, S=0.1050, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.54a 1 Maximum Shear Stress Ratio = 0.163 : 1 Section used for this span 3.50 X 5.750 Section used for this span 3.50 X 5.750 fb:Actual 852.90 psi fv:Actual = 50.79 psi FB:Allowable = 1,555.20 psi Fv:Allowable = 311.04 psi - Load Combination +1.200+0.50L+1.605 Load Combination +1.200+0.50L+1.60S Location of maximum on span = 3.500ft Location of maximum on span = 6.545ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.064 in Ratio= 1303 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.093 in Ratio= 903 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 X Mu lb Fb Vu fv Fv +1.400 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.213 0.063 0.600 1.000 1.000 1.000 1.000 1.000 0.40 248.10 1166.40 0.20 14.78 233.28 +1.200+1.60L+0.505+1.601-1 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.265 0.079 0.800 1.000 1.000 1.000 1.000 1.000 0.66 412.73 1555.20 0.33 24.58 311.04 +1.20D+0.50L+1.60S 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.548 0.163 0.800 1.000 1.000 1.000 1.000 1.000 1.37 852.90 1555.20 0.68 50.79 311.04 +1.201)+1.60S+0.80W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 fl 1 0.439 0.131 1.000 1.000 1.000 1.000 1.000 1.000 1.37 852.90 1944.00 0.68 50.79 388.80 +1.20D+0.50L+0.50S+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.212 0.063 1.000 1.000 1.000 1.000 1.000 1.000 0.66 412.73 1944.00 0.33 24.58 388.80 +1.20D+0.50L+0.20S+E 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.151 0.045 1.000 1.000 1.000 1.000 1.000 1.000 0.47 292.69 1944.00 0.23 17.43 388.80 40 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block"selection. Title Block Line 6 Pnnte4 3 PR 2012 5 12PH Wood Beam e:L•12011111-Red Loosten11553-RL-Tigard,ORtCalwtationstEne�lc111553-ri tigard or-master cat Me.ec6 ENERCALC,INC.19832011,8u9d:6.12.3.4,Var.6.12.3.4 Lic.#:KW-06006800 Description: Ex-1-Existing 3x5.75-Drift Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. Deft Location in Span Load Combination Max."+"Deft Location in Span D+S 1 0.0930 3.535 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.530 0.530 D Only 0-163 0.163 S Only 0.368 0.368 D+S 0.530 0.530 41 Title Block Line 1 Title: Job# You can changes this area Engineer using the'Settings'menu item Project Desc.: and then using the Printing& Title Block'selection. Title Block Line 6 Purled 12 APR 2012. 1 30PM Wood Beam L12011111-Red W110 111553-RL-Tigard,ORtCa culaoons1Elercalct1 1553-it tad or-master oats file.ec6 1 F_NERCALC,INC.1983-2011.Sudd.612.3.14.Ver6.12.3.14 Lic.#:KW-06006800 Description: Ex-2-Existing 6.5x10.25-Drift Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E•Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing • Beam is Fully Braced against lateral-torsion buckling S 0,0.217 • ♦ • V V (.; • 6.50 X 10.250 ` Span = 14.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self wdight calculated and added to loads Uniform Load: D=0.020, S=0.0270 ksf, Tributary Width=7.0 ft Varying Uniform Load: S(S,E)=0.0->0.0310 ksf,Extent=6.0->>14.0 ft, Trib Width=7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.949 1 Maximum Shear Stress Ratio = 0.279 : 1 Section used for this span 6.50 X 10.250 Section used for this span 6.50 X 10.250 fb:Actual = 1,461.49 psi fv:Actual 86.81 psi FB:Allowable = 1,555.20 psi Fv:Allowable = 311.04 psi Load Combination +1.200+0.50L+1.60S Load Combination +1.200+0.50L+1.60S Location of maximum on span = 7.420ft Location of maximum on span = 13.160 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.223 in Ratio= 755 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.367 in Ratio= 457 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 X Mu lb Fb Vu fv Fv +1.400 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.480 0,129 0.600 1.000 1.000 1.000 1.000 1.000 5.31 560.18 1166.40 1.34 30.08 233.28 +1.20D+1.60L+0.50S+1.601-1 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.505 0.144 0.800 1.000 1.000 1.000 1.000 1.000 7.46 786.04 1555.20 1.99 44.85 311.04 +1.20D+0.50L+1.60S 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.940 0.279 0.800 1.000 1.000 1.000 1.000 1.000 13.86 1,461.49 1555.20 3.86 86.81 311.04 +1.200+1.605+0.80W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.752 0.223 1.000 1.000 1.000 1.000 1.000 1.000 13.86 1,461.49 1944.00 3.86 86.81 388.80 +1.20D+0.50L+0.50S+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.404 0.115 1.000 1.000 1.000 1.000 1.000 1.000 7.46 786.04 1944.00 1.99 44.85 388.80 +1.20D+0.50L+020S+E 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.310 0.086 1.000 1.000 1.000 1.000 1.000 1.000 5.71 602.31 1944.00 1.48 33.41 388.80 42 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings'menu item Project Desc: and then using the Printing& Title Block'selection. Title Block Line 6 Pn"«a i t APR 2012 1 30P Wood Beam L•12011111-Red Lobalei111553-RL-Tigard,ORiCalculations\Enercalct1 1553-d tigard a-master calc file.ec6 ENERCALC,INC.1983-2011,&Jld;6.12.3.14,Ver.6.12.3.14 Lic.#: KW-06006800 Description: Ex-2-Existing 6.5x10.25-Drift Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Def Location in Span Load Combination Max."+"Dell Location in Span D+S 1 0.3671 7.140 0.0000 0.000 Vertical Reactions-Unfactored Support notation.Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.573 3.110 D Only 1.084 1.084 S Only 1.488 2.026 D+S 2.573 3.110 • 43 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the Printing& Title Block'selection. Title Block Line 6 Pnnted 12 APR 2012 t 31PM Wood Beam ala horn Erlemalcu 1553-rl board or-master talc Ne ec6 ENERCALC,INC.1983-2011,Bred:8.12114,Ver6.12.3.14 Lic.#: KW-06006800 Description: Ex-3-Existing 5 125x20 75'glulam-Drift Material Properties Calculations per NDS 2005,ASCE 7.05 Analysis Method: Load Resistance Factor D Fb-Tension 2,000.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,000.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,600.0 psi Eminbend-xx 830.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade 20F-V7 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1.000.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling S 0.455,0 :: �sMN� D 0.14 S 0.189 r t< $ 5.125X20.750 Span=28.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0270 ksf, Tributary Width=7 0 ft Varying Uniform Load: S(S.E)=0.0650->0.0 ksf,Extent=0.0->>10.0 ft, Trib Width=7.0 ft DESIGN _-._ Design OK Maximum Bending Stress Ratio = 0.521: 1 Maximum Shear Stress Ratio = 0.254 : 1 Section used for this span 5.125 X 20.750 Section used for this span 5.125 X 20.750 fb:Actual = 1,799.52 psi fv:Actual = 116.13 psi FB:Allowable = 3,456.00 psi Fv:Allowable = 457.92 psi Load Combination +1.200+0.50L+1.60S Load Combination 4-1.20D+0.50L+1.60S Location of maximum on span = 13.160ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.533 in Ratio= 630 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.907 in Ratio= 370 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 a, Mu fb Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.283 0.116 0.600 1.000 1.000 1.000 1.000 1.000 22.47 733.22 2592.00 2.82 39.85 343.44 +1.20D+1.60L+0.50S+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.287 0.131 0.800 1.000 1.000 1.000 1.000 1.000 30.45 993.53 3456.00 4.24 59.77 45792 +1.20D+0.50L+1.60S 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.521 0.254 0.800 1.000 1.000 1.000 1.000 1.000 55.15 1,799.52 3456.00 8.23 116.13 457.92 +1.200+1.60S+0.80W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.417 0.203 1.000 1.000 1.000 1.000 1.000 1.000 55.15 1,799.52 4320.00 8.23 116.13 572.40 +1.20D+0.50L+0.50S+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.230 0.104 1.000 1.000 1.000 1.000 1.000 1.000 30.45 993.53 4320.00 4.24 59.77 572.40 +1.20D+0.50L+0.20S+E 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.179 0.078 1.000 1.000 1.000 1.000 1.000 1.000 23.73 774.29 4320.00 3.15 44.40 572.40 44 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Pnnted 12 WR 2012 I 3IPM Wood Beam a:L:12011111-Red Lcbs1er111 553-RL-Tigard,ORRCaladaMons\Enermalc\11553-r1 tigad or-master cafc taeac6 1 ENERCALC,IN 1983-2011,Budd:6.12.3.14,Ver.6.123.14 Lic.#: KW-06006800 Description: Ex-3-Existing 5.125x20.75'glulam-Drift Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Deft Location in Span Load Combination Max.'+'Deft Location in Span D+S 1 0.9067 13.860 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.943 5.210 D Only 2.293 2.293 S Only 4.650 2.917 D+S 6.943 5.210 45 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.. and then using the'Printing& Title Block'selection. Title Block Line 6 Prnied 12 APR 2012 2 01PM Wood Beam 3:L•12011111-Red Labsten11553-l .-Tigard,OR1Calculetlorisl€nercalcl11553-A 5gan1 or-master cdc lile.ec6 i ENERCALC,INC.11t83-2011,13411:6.12.3.14,Vec6.12.3.14 Lic.#: KW-06006800 Description: Ex-4-Existing 5.125x20.75'glulam(grid E btw 2&4) Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 2,200.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,200-0 psi Ebend-xx 1,600.0 ksi Fc-Pril 1,600.0 psi Eminbend-xx 830.0 ksi Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade 20F-V7 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,000.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(2) Lr(1.4)S(2.6)W(0.2) D(0.14) L(0.14)S(0.189) V v i V * , 5.125 X 20.750 A Span=28.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D=2.0, Lr=1.40, S=2.60, W=0.20 k A 13.50 ft Uniform Load D=0.020, L=0.020, S=0.0270 ksf, Tributary Width=7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.870 1 Maximum Shear Stress Ratio = 0.321 : 1 Section used for this span 5.125 X 20.750 Section used for this span 5.125 X 20.750 fb:Actual = 3,306.12 psi fv:Actual = 146.79 psi FB:Allowable = 3,801.60 psi Fv:Allowable = 457.92 psi Load Combination +1.20D+0.50L+1.605 Load Combination +1.20D+0.50L+1.60S Location of maximum on span = 13.440ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 1.090 in Ratio= 308 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 1.724 in Ratio= 194 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 4 M V a.. Mu lb Fb Vu fv Fv +1.400 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.480 0.176 0.600 1.000 1.000 1.000 1.000 1.000 41.92 1,367.92 2851.20 4.27 60.30 343.44 +1.20D+0.50Lr+1.60L+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.538 0.209 0.800 1.000 1.000 1.000 1.000 1.000 62.73 2,046.78 3801.60 6.79 95.72 457.92 +1.200+1.60L+0.505+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 It 1 0.654 0.254 0.800 1.000 1.000 1.000 1.000 1.000 76.15 2,484.79 3801.60 8.26 116.53 457.92 +1.20D+1.60Lr+0.50L 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.501 0.175 0.800 1.000 1.000 1.000 1.000 1.000 58.37 1,904.68 3801.60 5.69 80.21 457.92 +1.200+1.60Lr40.80W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.361 0.121 1.000 1.000 1.000 1.000 1.000 1.000 52.64 1,717.54 4752.00 4.91 69.22 572.40 +1.200+0.50L+1.605 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.870 0.321 0.800 1.000 1.000 1.000 1.000 1.000 101.32 3,306.12 3801.60 10.41 146.79 457.92 +1.200+1.605+0.80W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.656 0.237 1.000 1.000 1.000 1.000 1.000 1.000 95.59 3,118.98 4752.00 9.63 135.79 572.40 46 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block"selection. Title Block Line 6 Pnnteo 11 APR 2012 201PM Wood Beam r L12011 t 1-Red Lobsier111 553-RL-Tigard,ORtCakulationslErtercalc►1,553-d ligard cc-master cote tde ec6 i ENERCALC,INC.19632011,8116.123.14,Ver.6.12.3.14 Lic.#:KW-06006800 Description: Ex-4-Existing 5.125x20.75'glulam(grid E btw 264) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V A. Mu fb Fb Vu fv Fv +1.20D+0.50Lr+0.50L+1.60W 1.000 1.000 t000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.343 0.125 1.000 1.000 1.000 1.000 1.000 1.000 49.88 1,627.62 4752.00 5 05 71.30 572.40 +1.20D+O.50L+0.50S+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.435 0.161 1.000 1.000 1.000 1.000 1.000 1.000 63.30 2.065.57 4752.00 6 53 92.10 572.40 +1.200+0.50L+0.20S+E 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 ft 1 0.344 0.130 1.000 1.000 1.000 1.000 1.000 1.000 50.10 1,634.75 4752.00 5.26 74.22 572.40 +0.90D+1.60W+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=28.0 h 1 0.200 0.072 1.000 1.000 1.000 1.000 1.000 1.000 29.18 952.05 4752.00 2.91 41.10 572.40 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Dell Location in Span D+L+S 1 1.7242 14.000 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.281 9.117 D Only 3.329 3.257 L Only 1.960 1.960 Lr Only 0.725 0.675 L+Lr 2.685 2.635 S Only 3.992 3.900 L+S 5.952 5.860 Lr+S 4.717 4.575 W Only 0.104 0.096 D+Lr 4.054 3.932 0+L 5.289 5.217 0+1..+Lr 6.014 5.892 D+S 7.321 7.157 D+W 3.432 3.354 D+L+S 9.281 9.117 D+Lr+S 8.046 7.832 D+L+W 5.392 5.314 D+Lr+W 4 157 4.029 47 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings"menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Punted 3 APR 2)12 5 17PM Wood Beam r u2011\11-Red Lobster111553-RL-Tigard,ORlCalculationslEnercalc111553-rl tigard or-master calc filesc6 ■ ENERCALC,INC.1983-2011,Buld:6.12.3.4,Ver:6.12.3.4 Lic.#:KW-06006800 Description: Ex-5.Drift at RTUS-(New 2x added to exist) Material Properties Calculations per NDS 2005,ASCE 7-05 ----------- Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.0266)S(0.08645) V V i i V 3.0 X 9.250 Span= 14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020. S=0.0650 ksf, Tributary Width=1.330 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.714 1 Maximum Shear Stress Ratio = 0.192 : 1 Section used for this span 3.0 X 9.250 Section used for this span 3.0 X 9.250 fb:Actual = 1,221.11 psi fv:Actual = 59.84 psi FB:Allowable = 1,710.72 psi Fv:Allowable = 311.04 psi Load Combination +1.20D+0.50L+1.60S Load Combination +1.200+0.50L+1.60S Location of maximum on span = 7.000ft Location of maximum on span = 13.230 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.238 in Ratio= 706 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.328 in Ratio= 511 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 X Mu fb Fb Vu fv Fv +1.400 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.246 0.066 0.600 1.100 1.000 1.000 1.000 1.000 1.13 315.64 1283.04 0.29 15.47 233.28 +1.200+1.60L+0.50S+1.60H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.332 0.089 0.800 1.100 1.000 1.000 1.000 1.000 2.02 567.60 1710.72 0.51 27.81 311.04 +1.20D+0.50L+1.60S 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.714 0.192 0.800 1.100 1.000 1.000 1.000 1.000 4.35 1,221.11 1710.72 1.11 59.84 311.04 +1.200+1.60S+0.80W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.571 0.154 1.000 1.100 1.000 1.000 1.000 1.000 4.35 1,221.11 2138.40 1.11 59.84 388.80 +1.20D+0.50L+0.50S+1.60W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.265 0.072 1.000 1.100 1.000 1.000 1.000 1.000 2.02 567.60 2138.40 0.51 27.81 388.80 +1.20D+0.50L+0.20S+E 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.182 0.049 1.000 1.100 1.000 1.000 1.000 1.000 1.39 389.37 2138.40 0.35 19.08 388.80 48 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the Printing& Title Block'selection. Title Block Line 6 Pulled 3 APR 2012. 5 17PM Wood Beam ?:132011‘11-Red Labsterl11553-RL-Tigard,ORlCalcularionslEnercak111553-n Tigard or-mester calc Ile ec6 ENERCALC,INC.1983-2011,8u1d:6.12.3.4,Vec6.12.3.4 Lic.#: KW-06006800 Description: Ex-5-Drift at RTUs-(New 2x added to exist) Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.3282 7.070 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 - --Overall MAXimum 0.835 0.835 D Only 0.230 0.230 S Only 0.605 0.605 D+S 0.835 0.835 49 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Prretl :2 APR 2012 2 33PM a: 1211111-Re L0bsn11553-RL-Td, RCalculationslEnercalc111553-d Ilgard or-master calc fle.ec6 Wood Beam ENERCALC,INC.IN 1983-2011,Bwidfi.12.3.14,Ver6.12.3.14 Lic.#: KW-06006800 Description: Ex-6-Exist 2x10 Perp to exterior wall 8 loot span Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling W(0.327) S 0.03591,0.0 448 _� - • • 4.11 .. 1 1. -• ♦ • i • • 2x10 h Span=8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020 ksf. Tributary Width=1.330 ft Varying Uniform Load. S(S,E)=0.0270->0.0560 ksf,Extent=0.0-->>8.0 ft, Trib Width=1.330 ft Point Load: W=0.3270k 0 4.50ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.401: 1 Maximum Shear Stress Ratio = 0.158 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 856.73 psi fv:Actual = 61.48 psi FB:Allowable = 2,138.40psi Fv:Allowable = 388.80 psi Load Combination +1.20D+0.50L+0.50S+1.60W Load Combination +1.20D+1.60S+0.80W Location of maximum on span = 4.480ft Location of maximum on span = 7.240 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.032 in Ratio= 2963 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.071 in Ratio= 1360 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 A. Mu Po Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.145 0.062 0.600 1.100 1.000 1.000 1.000 1.000 0.33 186.63 1283.04 0.13 14.57 233.28 *1.20D+0.50Lr+1.60L+1.60H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.128 0.055 0.800 1.100 1.000 1.000 1.000 1.000 0.39 219.66 1710.72 0.16 17.14 311.04 +1.20D+1.601+0.50S+1.60H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.166 0.073 0.800 1.100 1.000 1.000 1.000 1.000 0.51 284.00 1710.72 0.21 22.82 311.04 +1.200+1.60Lr+0.50L 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.205 0.088 0.800 1.100 1.000 1.000 1.000 1.000 0.63 350,98 1710.72 0.25 27.39 311.04 +1.200+1.60Lr+0.80W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.296 0.111 1.000 1.100 1.000 1.000 1.000 1.000 1.13 633.56 2138.40 0.40 43.30 388.80 +1.20D+0.50L+1.60S 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.326 0.147 0.800 1.100 1.000 1.000 1.000 1.000 0.99 557.26 1710.72 0.42 45.57 311.04 +1.20D+1.60S-.0.80W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 50 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings'menu item Project Desc.: and then using the Printing& Title Block'selection. Title Block Line 6 Pnnled 12 APR 2012.2 03PM Wood Beam 3:L:12011111-Red Lobe0er111553•Rt.--rgad,ORlCal ulgionslEnercalc111553-d tigad or-master talc l le.ec6 ENERCALC,INC.1983-2011,8u11d 6.12.3.14,Ver.6.12.3.14 Lic.#:KW-06006800 Description: Ex-6-Exist.2x10 Perp to exterior wail 8 foot span Load Combination Max Stress Ratios Moment Values Shear Values_ Segment Length Span# M V Mu fb Fb Vu fv Fv Length=8.0 ft 1 0.393 0.158 1 000 1.100 1.000 1.000 1.000 1.000 1.50 841.40 2138.40 0.57 61.48 388.80 +1.20D+0.50Lr+0.50L+1.60W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.370 0.126 1.000 1.100 1.000 1.000 1.000 1.000 1.41 791.78 2138,40 0.45 48.96 388.80 +1.20D+0.50L+0.50S+1.60W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.401 0.141 1.000 1.100 1.000 1.000 1.000 1.000 1.53 856.73 2138.40 0.51 54.64 388.80 +1.20D+0.50L+0.20S+E 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.098 0.043 1.000 1.100 1.000 1.000 1.000 1.000 0.37 209.55 2138.40 0.15 16.62 388.80 +0.900+1,60W+1.60H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=8.0 ft 1 0.324 0.106 1.000 1.100 1.000 1.000 1.000 1.000 1.24 693.53 2138.40 0.38 41.18 388.80 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.'--Dell Location in Span Load Combination Max.'*'Defl Location in Span D+Lr+W 1 0.0706 4.120 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.420 0.472 D Only 0.119 0.119 Lr Only 0.106 0.106 S Only 0.195 0.246 Lr+S 0.301 0.353 W Only 0.143 0.184 D+Lr 0.225 0.225 D+S 0.314 0.365 D+W 0.262 0.303 D+Lr+S 0.420 0.472 D+Lr+W 0.368 0.409 51 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.. and then using the'Printing& Title Block'selection. Title Block Line 6 Prmvd 3 APR 2012 5 17PM Wood Beam s:L12011\11-redto x111553-RL-Tgad,oR „lal \11553-ntgardw-masrcalc81e,ec6 ENERCALC,INC.1983.2011,eu4d:6.12.3.4,Ver.6.12.3.4 Lic.#:KW-06006800 Description: Ex-7-Existing 5018'glulam(grid F htw 6&8.2) Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 2,200.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,200.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,600.0 psi Eminbend-xx 830.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :20F-V7 Fv 265.0 psi Eminbend-yy 830.0ksi Ft 1,000.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling S 0 0.3 D(0.7) D(1�ia'1�'7i..�c� D(r.7) D &t 1:.aauC g� ♦ ♦ ♦ , ♦ r i i t f L _ - 5.0 X 18.0 5.0 X 18.0 r Span = 32.0 ft Span = 10.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.140, S=0.1750, Tributary Width=1.0 ft Point Load: D=0.70k(a,1.750 ft Point Load: D=0.70kA8.250ft Point Load: D=0.70 k p29.0ft Varying Uniform Load: S(S,E)=0.30->0.0 k/ft,Extent=8.250--»18.250 ft, Trib Width=1.0 ft Varying Uniform Load: S(S,E)=0.0->0.30 k/ft,Extent=19.0->>29.0 ft, Trib Width=1.0 ft Load for Span Number 2 Point Load: D=0.70k0 4.0ft Uniform Load: D=0.140, L=0.1750, Tributary Width=1.0 ft Varying Uniform Load: L(S,E)=0.0->0.30 kfft,Extent=4.0-->>10.0 ft, Trib Width=1.0 ft DESIGN SUMMARY_ Design OK Maximum Bending Stress Ratio = 0.807 1 Maximum Shear Stress Ratio = 0.467 : 1 Section used for this span 5.0 X 18.0 Section used for this span 5.0 X 18.0 lb:Actual = 3,069.24 psi fv:Actual = 213.88 psi FB:Allowable = 3,801.60 psi Fv:Allowable = 457.92 psi Load Combination +1.200+0.50L+1.60S Load Combination +1.20D+0.50L+1.60S Location of maximum on span = 32.000ft Location of maximum on span = 30.523ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.947 in Ratio= 405 Max Upward L+Lr+S Deflection -0.081 in Ratio= 1489 Max Downward Total Deflection 1.608 in Ratio= 238 Max Upward Total Deflection -0.124 in Ratio= 964 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span# M V a, Mu lb Fb Vu Iv Fv +1.40D 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.443 0.259 0.600 1.000 1.000 1.000 1.000 1.000 28.44 1,264.00 2851.20 5.34 88.98 343.44 Length=10.0 ft 2 0.443 0.259 0.600 1.000 1.000 1.000 1.000 1.000 28.44 1,264.00 2851.20 4.23 88.98 343.44 +1.200+0.50Lr+1.60L+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=32.0 It 1 0.298 0.183 0.800 1.000 1.000 1.000 1.000 1.000 25.52 1,134.06 3801.60 5.01 83.57 457.92 52 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Pnnled 3 APR 2012 5 17PM - ----- -- -------- W OOd Beam a:L:12011111-Red Lobster111 553-RI-Nerd,OR1Caiculabon5lEne`ealcu 1553-d egad or-master calo tde.ec6 ENERCALC,INC.19632011,BUddti.12.3.4,Ver:6.123.4 LiC.#:KW-06006800 Description: Ex-7-Existing 5x18'glulam(grid F btw 6&8.2) Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span# M V X Mu fb Fb Vu fv Fv Length=10.0 ft 2 0.298 0.183 0.800 1.000 1.000 1.000 1.000 1.000 25.52 1,134.06 3801.60 5.01 83.57 457.92 +1.200+1.60L+0.505+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.460 0.262 0.800 1.000 1.000 1.000 1.000 1.000 39.37 1.749.68 3801.60 7.19 119.81 457.92 Length=10.0 ft 2 0.460 0.262 0.800 1.000 1.000 1.000 1.000 1.000 39.37 1,749.68 3801.60 6.40 119.81 457.92 +1.20D+1.60Lr+0.50L 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.289 0.167 0.800 1.000 1.000 1.000 1.000 1.000 24.73 1,099.25 3801.60 4.59 76.46 457.92 Length=10.0 ft 2 0.289 0.167 0.800 1.000 1.000 1.000 1.000 1.000 24.73 1,099.25 3801.60 4 06 76.46 457.92 +1.20D+0.50L+1.605 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=32.0 It 1 0.807 0.467 0.800 1.000 1.000 1.000 1.000 1.000 69.06 3,069.24 3801.60 12.83 213.88 457.92 Length=10.0 ft 2 0.807 0.467 0.800 1.000 1.000 1.000 1.000 1.000 69.06 1069.24 3801.60 8.49 213.88 457.92 +1.20D+1.60S+0.80W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.643 0.373 1.000 1.000 1.000 1.000 1.000 1.000 68.70 3,053.42 4752.00 12.82 213.69 572.40 Length=10.0 ft 2 0.643 0.373 1.000 1.000 1.000 1.000 1.000 1.000 68.70 3,053.42 4752.00 8.05 213.69 572.40 +1.20D+0.50Lr+0.50L+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.231 0.134 1.000 1.000 1.000 1.000 1.000 1.000 24.73 1,099.25 4752.00 4.59 76.46 572.40 Length=10.0 ft 2 0.231 0.134 1.000 1.000 1.000 1.000 1.000 1.000 24.73 1,099.25 4752.00 4.06 76.46 572.40 +1.20D+0.50L+0.50S+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.361 0.209 1.000 1.000 1.000 1.000 1.000 1.000 38.58 1,714.87 4752.00 7.16 119.40 572.40 Length=10.0 ft 2 0.361 0.209 1.000 1.000 1.000 1.000 1.000 1.000 38.58 1,714.87 4752.00 5.44 119.40 572.40 +1.20D+0.50L+0.20S+E 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=32.0 ft 1 0.283 0.164 1.000 1.000 1.000 1.000 1.000 1.000 30.27 1,345.50 4752.00 5.62 93.63 572.40 Length=10.0 It 2 0.283 0.164 1.000 1.000 1.000 1.000 1.000 1.000 30.27 1,345.50 4752.00 4.61 93.63 572.40 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.-'Defl Location in Span Load Combination Max.'+'Dell Location in Span D+S 1 1.6076 14.277 0.0000 0.000 2 0.0000 14.277 D+S -0.1244 4.154 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum- 6.362 16.633 -3.721 D Only 3.174 7.302 -0.951 L Only -0.022 1.148 1.524 S Only 3.188 8.182 -2.770 L+S 3.166 9.331 -1.247 D+. 3.152 8.451 0.573 1J+S 6.362 15.484 -3.721 D+L+S 6.340 16.633 -2.197 53 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings'menu item Project Desc.: and then using the Printing& Title Block"selection. Title Block Line 6 Pnnted 4 APR 2012 7 04AM Wood Beam le:1 2011111-Red L.ot�sler1 11553-RL--Tigard.OR1Ca culafronstEnercalc111553-d tigard or-nosier talc tile.ec6 ■ ENERCALC.INC.1983-2011.Butld:6.12.3.4.Ver.6.12.3.4 Lic.#:KW-06006800 Description: Ex-8-LVL at east parapet Material Properties _ Calculations per NDS 2005,ASCE Analysis Method: Load Resistance Factor D Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Fri! 2,635.0 psi Eminbend-xx 2,000.0ksi Wood Species : RedBuilt Fc-Perp 750.0 psi Wood Grade : RedLam LVL Beam/Joist Fv 285.0 psi Ft 1,660.0 psi Density 32.210pcf Beam Bracing : Completely Unbraced D(0.027) Lr(0.087)W(0.2) • * t+ i * r;l ° ...'warn q f'R- -rig," I',' 2-1.75x9.25 Span = 14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0270, Lr=0.0870, W=0.20, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.366 1 Maximum Shear Stress Ratio = 0.186 : 1 Section used for this span 2-1.75x9.25 Section used for this span 2-1.75x9.25 fb:Actual = 2,332.02 psi fv:Actual = 114.28 psi FB:Allowable = 6,366.05 psi Fv:Allowable = 615.60 psi Load Combination +1.20D+0.50Lr+0.50L+1.60W Load Combination +1.20D+0.50Lr+0.50L+1.60W Location of maximum on span = 7.000ft Location of maximum on span = 13.230 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.164 in Ratio= 1023 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.593 in Ratio= 283 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 X Mu fb Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.058 0.030 0.600 1.029 1.000 1.000 1.000 0.987 0.93 222.66 3819.63 0.24 10.91 369.36 +1.20D+0.501..r+1.60L+1.60H 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.088 0.044 0.800 1.029 1.000 1.000 1.000 0.987 1.86 447.08 5092.84 0.47 21.91 492.48 +1.200+1.60Lr+0.50L 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.198 0.101 0.800 1.029 1.000 1.000 1.000 0.987 4.20 1,010.80 5092.84 1.07 49.53 492.48 +1.200+1.60Lr+0.80W 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.307 0.155 1.000 1.029 1.000 1.000 1.000 0.987 8.12 1,953.27 6366.05 2.07 95.72 615.60 +1.20D+1.60S+0.80W 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.178 0.090 1.000 1.029 1.000 1.000 1.000 0.987 4.71 1,133.32 6366.05 1.20 55.54 615.60 +1.20040.50Lr+0.50L+1.60W 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.366 0.186 1.000 1.029 1.000 1.000 1.000 0.987 9.70 2,332.02 6366.05 2.47 114.28 615.60 +1.20040.50L+0.50S+1.60W 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.326 0.165 1.000 1.029 1.000 1.000 1.000 0.987 8.63 2,075.79 6366.05 2.20 101.72 615.60 +0.900+1.60W+1.60H 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.319 0.161 1.000 1.029 1.000 1.000 1.000 0.987 8.44 2,028.08 6366.05 2.14 99.38 615.60 54 Title Block Line 1 Title: Job# You can changes this area Engineer using the'Settings"menu item Project Desc. and then using the"Printing& Tile Block"selection. Title Block Line 6 Pnnte4 4 APR 2012 7 04AM Wood Beam 1e:I:t2011111-Red Lobster11553-RL-Tigard,OR1CalculationstEnercalc+11553-d Tied or-master calc frle.ec6 ENERCALC,INC.1983-2011,Build:6.12.3.4,Var6.12.3.4 Lic.#: KW-06006800 Description: Ex-8-LVL at east parapet Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max'+'Deft Location in Span D+Lr+W 1 0.5926 7.070 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.198 2.198 D Only 0.189 0.189 Lr Only 0.609 0.609 W Only 1.400 1.400 D+Lr 0.798 0.798 D+W 1.589 1.589 D+Lr+W 2.198 2.198 55 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Panted 3 APR 2312 s 18PM Wood Beam a:L12011111-Red Lobslerl11553-RL-Tigard.ORVCalcula6a1s1Eneroalc111553-d paid or-master ealc file.ec6 1 ENERCALC,INC.1983-2011.t1u7d: .123.4,Ver.6.123.4 Lic.#:KW-06006800 Description: Ex-9-Exist.2x10 Perp to exterior wall 14 loot span Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pril 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase S 0.0292 A*4)3) D 0.0'66 Lr 0.02=6 2x10 v Span = 14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020 ksf, Tributary Width=1.330 ft Varying Uniform Load: S(S,E)=0.0220->0.0560 ksf,Extent=0.0-->>8.0 ft, Trib Width=1.330 ft Point Load: W=0.3270k(o,4.50ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.69S 1 Maximum Shear Stress Ratio = 0.225 : 1 Section used for this span 2x1 0 Section used for this span 2x10 fb:Actual = 1,709.66psi tv:Actual = 87.30 psi FB:Allowable = 2,459.16psi Fv:Allowable = 388.80 psi Load Combination +1.20D+1.60S+0.80W Load Combination +1.20D+1.60S+0.80W Location of maximum on span = 5.670ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.196 in Ratio= 859 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.505 in Ratio= 332 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 X Mu lb Fb Vu N Fv +1.400 - 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.387 0.120 0.600 1.100 1.150 1.000 1.000 1.000 1.02 571.56 1475.50 0.26 28.01 233.28 +1.20D+0.50Lr+1.60L+1.60H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.342 0.106 0.800 1.100 1.150 1.000 1.000 1.000 1.20 672.71 1967.33 0.30 32.96 311.04 +1.20D+1.60L+0.50S+1.60H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.381 0.121 0.800 1.100 1.150 1.000 1.000 1.000 1.34 750.47 1967.33 0.35 37.79 311.04 +1.20D+1.60Lr+0.50L 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.546 0.169 0.800 1.100 1.150 1.000 1.000 1.000 1.92 1,074.87 1967.33 0.49 52.67 311.04 +1.20D+1.60Lr-.0.80W 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.582 0.185 1.000 1.100 1.150 1.000 1.000 1.000 2.55 1,430.41 2459.16 0.66 71.86 388.80 +1.200+0.50L+1.603 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.677 0.219 0.800 1.100 1.150 1.000 1.000 1.000 2.37 1,331.04 1967.33 0.63 68.11 311.04 +1.200+1.606+0.80W 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 56 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Pnnted 3 APR 2012 5 18PM Wood Beam 3:Lt2011111-RedLmintl553-RL•Tga�d,ORlC m g r rcw.ec6 ENERCALC,INC.1983-2011,8ulId:6.123.4,Voc6.12.3.4 Lic.#:KW-06006800 Description: Ex-9-Exist.2x10 Perp to exterior wall 14 foot span Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span# M V X Mu fb Fb Vu fv Fv Length=14.0 ft 1 0.695 0.225 1.000 1.100 1.150 1.000 1100 1.000 3.05 1,709.66 2459.16 0.81 87.30 388.80 +1.200+0.501.r+0.50L+1.60W 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 It 1 0.603 0.184 1.000 1.100 1.150 1.000 1.000 1.000 2.64 1,481.84 2459.16 0.66 71.35 388.80 +1.20D+0.50L+0.505+1.60W 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.638 0.196 1.000 1.100 1.150 1.000 1.000 1.000 2.79 1,567.89 2459.16 0.70 76.17 388.80 +1.20D+0.50L+0.20S+€ 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.241 0.076 1.000 1.100 1.150 1.000 1.000 1.000 1.06 593.41 2459.16 0.27 29.52 388.80 +0.900+1.60W+1.60H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 It 1 0.494 0.145 1.000 1.100 1.150 1.000 1,000 1.000 2.16 1.213.96 2459.16 0.52 56.39 388.80 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. 'Deft Location in Span Load Combination Max.'+-Deft Location in Span D+Lr+S 1 0.5051 6.860 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.673 0.530 D Only 0.208 0.208 Lr Only 0.186 0.186 S Only 0.279 0.136 Lr+S 0.465 0.322 W Only 0.222 0.105 D+Lr 0.394 0.394 D+S 0 487 0.344 D+W 0.430 0.313 D+Lr+S 0.673 0.530 D+Lr+W 0.616 0.499 57 Title Block Line 1 Title: Job# You can changes this area Engineer: using the*Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Pin"e 4 APR 2012 7 05AM Wood Beam ie:t12011111-Redla bsierl11553-RL-Tigard.ORICaIaAalionslEncatclt 1553-it gardor-masterealctae.ec6 ENERCALC,INC.1983-2011,Bulld:6.12.3.4,Vec6.12.3.4 Lic.#:KW-06006800 Description: Ex-9a-Existing 2x10 Perpendicular to wall w/parapet kicker(uplift) Material Properties _ Calculations per NDS 2005,ASCE 7-05 Analysis Method. Load Resistance Factor D Fb-Tension 900 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900 psi Ebend-xx 1600ksi Fc-Prll 1350 psi Eminbend-xx 580ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Completely Unbraced W(0.327) t ' 2x10 L_ Span = 14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: W=0.3270 k 0 4.50 ft DESIGN SUMMARY OK Maximum Bending Stress Ratio = 0.449 1 Maximum Shear Stress Ratio = 0.099 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 892.28 psi fv:Actual = 38.38 psi FB:Allowable = 1,986.95 psi Fv:Allowable = 388.80 psi Load Combination +1.20D+0.50Lr+0.50L+1.60W Load Combination +1.20D+0.50Lr+0.50L+1.60W Location of maximum on span = 4.480ft Location of maximum on span = 0.000 fl Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.173 in Ratio= 971 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 A. Mu fb Fb Vu fv Fv +1.20D+1.60Lr+0.80W 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.225 0.049 1.000 1.100 1.000 1.000 1.000 0.929 0.80 446.14 1986.95 0.18 19.19 388.80 +1.20D+1.605+0.80W 1.100 1.000 1.000 1.000 0.929 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.225 0.049 1.000 1.100 1.000 1.000 1.000 0.929 0.80 446.14 1986.95 0.18 19.19 388.80 +1.200+0.50Lr+0.50L+1.60W 1.100 1.000 1.000 1.000 0.929 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.449 0.099 1.000 1.100 1.000 1.000 1.000 0.929 1.59 892.28 1986.95 0.36 38.38 388.80 +1.200+0.50L+0.505+1.60W 1.100 1.000 1.000 1.000 0.929 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.449 0.099 1.000 1.100 1.000 1.000 1.000 0.929 1.59 892.28 1986.95 0.36 38.38 388.80 +0.90D+1.60W+1.60H 1.100 1.000 1.000 1.000 0.929 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.449 0.099 1.000 1.100 1.000 1.000 1.000 0.929 1.59 892.28 1986.95 0.36 38.38 388.80 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.-"Defl Location in Span Load Combination Max.'+"Deft Location in Span W Only 1 0.1730 6.370 0.0000 0.000 58 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings'menu item Project Desc.: and then using the'Printing& Title Block"selection. Title Block Line 6 Pnnted <APR 2012 7 05AM Wood Beam le:e12o11111-RedLa> 11553-RL.Tigad,omC t 1En�,11563-iibgard or-��c .ec6 ENERCALC,INC.1963-2011,Build:6.12.3.4,Ver.6.12.3.4 Lic.#:KW-06006800 Description Ex-9a-Existing 2x10 Perpendicular to wall w/parapet kicker(uplift) Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support l Support 2 — — — – Overall MAXimum 0222 0.105 - W Only 0.222 0.105 59 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc. and then using the'Printing& Title Block"selection. Title Block Line 6 Punted 3 APR 2012 5 20P141 Wood Beam 3:L12011111-Red LobsmA11 553-RL-Tigard,ORICakula ions\Enercalc111553-A IIgatd or-master cart file.ec6 ENERCALC,INC.1983-2011,Build:6.12.14,Ver6.12.3.4 Lic.#:KW-06006800 Description: Ex-10-Existing 2x8 framing at 16'o.c.no additional loading Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 750.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 750.0 psi Ebend-xx 1,300.0ksi Fc-Pdl 700.0 psi Eminbend-xx 470.0 ksi Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 170.0 psi Ft 475.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.02) Lr(0.02) 4 $ 4 ♦ V SIIIWIIIIIIIIIMMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIII i 2x8 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.73T.. 1 Maximum Shear Stress Ratio = 0.178 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 1,318.22 psi fv:Actual = 52.34 psi FB:Allowable = 1,788.48 psi Fv:Allowable _ 293.76 psi Load Combination +1.20D+1.60Lr+0.50L Load Combination +1.200+1.60Lr+0.50L Location of maximum on span = 7.000ft Location of maximum on span = 13.440 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.281 in Ratio= 597 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.597 in Ratio= 281 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 X Mu ft) Fb Vu hi Fv +1.40D 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.524 0.127 0.600 1.200 1.150 1.000 1.000 1.000 0.77 702,65 1341.36 0.20 27.90 220.32 +1.200+0.50Lr+1.60L+1,60H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.462 0.112 0.800 1.200 1.150 1.000 1.000 1.000 0.90 826.00 1788.48 0.24 32.79 293.76 +1.20D+1.60Lr+0.50L 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.737 0.178 0.800 1.200 1.150 1.000 1.000 1.000 1.44 1,318.22 1788.48 0.38 52.34 293.76 +1.20D+1.60Lr+0.80W 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.590 0.143 1.000 1.200 1.150 1.000 1.000 1.000 1.44 1,318.22 2235.60 0.38 52.34 367.20 +1.200+0.50Lr+0.50L+1.60W 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.369 0.089 1.000 1.200 1.150 1.000 1.000 1.000 0.90 826.00 2235.60 0.24 32.79 367.20 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span D+Lr 1 0.5970 7.070 0.0000 0.000 60 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the Printing& Title Block"selection. Title Block Line 6 _ Pr,te, 3 APR 2013 5 20P Wood Beam x L1.2011111-Red Lobster\11553-RL-Tigard,OR1Calculations1Enen;alch11553-rt tigard or-master calc fde.ec6 ENERCALC,INC.1983-2011,Build:6.12.3.4,Ver.6.12.3.4 Lic.#: KW-06006800 • - - Description: Ex-10-Existing 2x8 framing at 16'o.c.no additional loading Vertical Reactions-Unfacto_red Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.297 0.297 D Only 0.157 0.157 Lr Only 0.140 0.140 D*Lr 0.297 0.297 61 New Framing Calculations 62 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Pnnted 12 APR 2012 2 01PM Wood Beam 3:L�t1U1.Redt�u1553-w.-Tigard,OffiC ulaios,Enarcic115 -rigardor- rcacIe.ec6 ENERCALC,INC.1983-2011,13u916.12.3.14,Vec6.12.3.14 Lic.#: KW-06006800 Description: 1-New beam along grid 3 blw E&F Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method. Load Resistance Factor D Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Pill 2,635.0 psi Eminbend-xx 2,000.0ksi Wood Species : RedBuilt Fc-Perp 750.0 psi Wood Grade :RedLam LVL Beam/Joist Fv 285.0 psi Ft 1,660.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(2)Lr(1.1)S(2)W(0.4) D(0.07)Lr(0.07)S(0.175) D(0.14)Lr(0.14)S(0.245) + + + $ + v V * $ 5.250x11.875 Span = 14.0 ft Applied Loads Service loads entered.Load Factors wilt be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.020, Lr=0.020, S=0.0350 ksf,Extent=0.0-»7.0 ft, Tributary Width=7.0 ft,(roof) Uniform Load: D=0.020, Lr=0.020, S=0.050 ksf,Extent=7.0--»14.0 ft, Tributary Width=3.50 ft,(roof) Point Load: D=2.0, Lr=1.10, S=2.0, W=0.40 k on,7.0 ft,(from beam 12) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.60T. 1 Maximum Shear Stress Ratio = 0.290 : 1 Section used for this span 5.250x11.875 Section used for this span 5.250x11.875 fb:Actual = 3,046.86 psi fv:Actual = 142.65 psi FB:Allowable = 5,017.03 psi Fv:Allowable = 492.48 psi Load Combination +1.20D+0.50L+1.60S Load Combination +1.20D+0.50L+1.60S Location of maximum on span = 7,000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.261 in Ratio= 644 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.605 in Ratio= 277 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 if M V A. Mu fb Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.359 0.165 0.600 1.001 1.000 1.000 1.000 1.000 13.88 1,349.86 3762.78 2.53 60.77 369.36 +1.200+0.50Lr+1.60L+1.60H 1.001 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.293 0.137 0.800 1.001 1.000 1.000 1.000 1.000 15.11 1,469.33 5017.03 2.80 67.37 492.48 +1.200+1.60L+0.50S+1.60H 1.001 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.348 0.163 0.800 1.001 1.000 1.000 1.000 1.000 17.97 1,747.60 5017.03 3.34 80.39 492.48 +1.20D+1.60Lr+0.501 1.001 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.430 0.205 0.800 1.001 1.000 1.000 1.000 1.000 22.17 2,156.40 5017.03 4.20 100.99 492.48 +1.20D+1.60Lr+0.80W 1.001 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.361 0.170 1.000 1.001 1,000 1.000 1.000 1.000 23.29 2,265.33 6271.29 4.36 104.84 615.60 +1.20D+0.50L+1.60S 1.001 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.607 0.290 0.800 1.001 1.000 1.000 1.000 1.000 31.33 3.046.86 5017.03 5.93 142.65 492.48 63 Title Block Line 1 Title: Job# You can changes this area Engineer. using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Ported 12 APR 2011 207PM Wood Beam 3:L12)11111-RedLobsler111 553-RL-Tgad,ORiCaladadorrslEnercelc11553-ritgador-master calc9e.ec6 ENERCALC,INC.1983.2011,Build:6.123.14,Ver.6.12.3.14 Lic.#: KW-06006800 Description: 1 -New beam along grid 3 btw E&F Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V X Mu Ib Fb Vu fv Fv +1.20D+1.60S+0.80W - - 1.001 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.503 0.238 1.000 1.001 1.000 1.000 1.000 1.000 32.45 3,155.78 627129 6.09 146.50 615.60 +1.20D+0.501r+0.50L+1.60W 1.001 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.269 0.122 1.000 1.001 1.000 1.000 1.000 1.000 17.35 1,687.18 6271.29 3.12 75.07 615.60 +1.200+0.50L+0.505+1.60W 1.001 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.313 0.143 1 000 1.001 1.000 1.000 1.000 1.000 20.21 1,965.45 6271.29 3.66 88.09 615.60 +1.200+0.50L+0.20S+E 1.001 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.222 0.103 1.000 1.001 1.000 1.000 1.000 1.000 14.33 1,393.25 6271.29 2.64 63.41 615.60 +0.90D+1.60W+1.60H 1.001 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.173 0.076 1.000 1.001 1.000 1.000 1.000 1.000 11.16 1,085.62 6271.29 1.94 46.77 615.60 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. Deli Location in Span Load Combination Max.'+'Defl Location in Span D+Lr+S 1 0.6046 7.000 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.955 5.220 D Only 1.955 1.710 Lr Only 1.408 1.163 S Only 2.593 2.348 Lr+S 4.000 3.510 W Only 0.200 0.200 D+Lr 3.363 2.873 O+S 4.548 4.058 D+W 2.155 1.910 D+Lr+S 5.955 5.220 D+Lr+W 3.563 3.073 64 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed 3 APR 2012 s 29PM Wood Beam d:L12011111-RedLobstal1t553-RL-Tipad, 111563-rtigatdor-master cakik.ec6 1 ENERCAI.C,INC.1983-2011,Buich6.123.4,Ver:6.12.3.4 Lic.#:KW-06006800 Description: 2•New Beam along Grid 2 between Gnds E&E.5 Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.21)Lr(0.21)S(0.693) r i i v ffillIllillIllIlliIlliIllIll • 3-2x10 L. Span=7.0 ft Applied Loads _ Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020, S=0.0660 ksf, Tributary Width=10.50 ft DESIGN SUMMARY _ Design OK Maximum Bending Stress Ratio = 0.919 1 Maximum Shear Stress Ratio = 0.434 : 1 Section used for this span 3-2x10 Section used for this span 3-2x10 fb:Actual = 1,571.40 psi fv:Actual = 134.97 psi FB:Allowable = 1,710.72 psi Fv:Allowable = 311.04 psi Load Combination +1.20D+0.50L+1.60S Load Combination +1.20D+0.50L+1.60S Location of maximum on span = 3.500ft Location of maximum on span = 6.230 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.079 in Ratio= 1057 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.129 in Ratio= 652 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 X Mu fb Fb Vu iv Fv +1.40D 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.274 0.129 0.600 1.100 1.000 1.000 1.000 1.000 1.88 351.67 1283.04 0.84 30.21 233.28 +1.20D+0.50Lr+1.60L+1.60H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.246 0.116 0.800 1.100 1.000 1.000 1.000 1.000 2.26 421.69 1710.72 1.01 36.22 311.04 +1.200+1.60L+0.50S+1.60H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.408 0.193 0.800 1.100 1.000 1.000 1.000 1.000 3.73 698.30 1710.72 1.66 59.98 311.04 +1.200+1.60Lr+0.50L 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.401 0.190 0.800 1.100 1.000 1.000 1.000 1.000 3.67 686.27 1710.72 1.64 58.95 311.04 +1.200+1.60Lr+0.80W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.321 0 152 1.000 1.100 1.000 1.000 1.000 1.000 3.67 686.27 2138.40 1.64 58.95 388.80 +1.20D+0.50L+1.605 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.919 0.434 0.800 1.100 1.000 1.000 1.000 1.000 8.40 1,571.40 1710.72 3 75 134.97 311.04 +1.20D+1.605+0.80W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.735 0.347 1.000 1.100 1.000 1.000 1.000 1.000 8.40 1,571.40 2138.40 3.75 134.97 388.80 +1.20D+0.50Lr+0.50L+1.60W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 65 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings'menu item Project Desc.: and then using the"Printing& Title Block'selection. Title Block Line 6 Pnnted 3 APR 2012 `-2CPM Wood Beam e:L12011%11-Red tobsier111553-RL-Tr d,061CaNwlabonslEnetialctl 1553-d tigard or-master talc f le.ee6 ENERCALC,INC,1983-2011,Built-6.12.3.4,Ver.6.123.4 Lic.#:KW-06006800 Description: 2-New Beam along Grid 2 between Grids E&E.5 Load Combination Max Stress Ratios Moment Values _ _ Shear Values _ Segment Length Span# M V a, Mu fb Fb Vu N Fv Length=7.0 ft 1 0.197 0.093 1.000 1.100 1.000 1.000 1.000 1.000 2.26 421.69 2138.40 1.01 36.22 388.80 +1.200+0.50L+0.50S+1.60W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.327 0.154 1.000 1.100 1.000 1.000 1.000 1.000 3.73 698.30 2138.40 1.66 59.98 388.80 +1.20D+0.50L+0.20S+E 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.215 0.102 1.000 1.100 1.000 1.000 1.000 1.000 2.46 460.18 2138.40 1.10 39.53 388.80 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Dell Location in Span Load Combination Max."+"Dell Location in Span D+Lr+S 1 0.1287 3.535 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.928 3.928 D Only 0.768 0.768 Lr Only 0.735 0.735 S Only 2.426 2.426 Lr+S 3.161 3.161 D+Lr 1.503 1.503 D+S 3.193 3.193 D+Lr+S 3.928 3.928 66 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc. and then using the'Printing& Title Block'selection. Title Block Line 6 Pried 4 APR 2012 7 06AM Wood Beam 1e:1:12011111-Red t absier111553-RL-Tigard,ORlCakulatIonsiEnercalcn 1553-rl tigad or-master cafe Oe.x6 I ENERCALC,INC.1983-2911,Budd:6123.4,Ver:6.123.4 Lic.#:KW-06006800 Description: 3-LVL on B Btw 6.5&8 Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 2900 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2900 psi Ebend-xx 2000 ksi Fc-Pill 2635 psi Eminbend-xx 2000 ksi Wood Species : RedBuilt Fc-Perp 750 psi Wood Grade : RedLam LVL Beam/Joist Fv 285 psi Ft 1660 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.7) S 0.3,0 urn •. -.. V ,, 5.250x16.000 Span=23.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.210, S=0.2740, Tributary Width=1.0 ft Point Load: D=0.70k17.0ft Varying Uniform Load: S(S,E)=0.30->0.0 k/ft,Extent=7.0--»17.0 ft, Trib Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.702 1 Maximum Shear Stress Ratio = 0.340 : 1 Section used for this span 5.250x16.000 Section used for this span 5.250x16.000 fb:Actual = 3,407.65 psi fv:Actual = 167.68 psi FB:Allowable = 4,853.55 psi Fv:Allowable = 492.48 psi Load Combination +1 20D+0.50L+1.60S Load Combination +1.20D+0.50L+1.60S Location of maximum on span = 11.045ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.711 in Ratio= 396 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.226 in Ratio= 230 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 a, Mu fb Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.378 0.195 0.600 0.969 1.000 1.000 1.000 1.000 25.87 1,375.39 3640.16 4.04 72.10 369.36 +1.20D+1.60L+0.505+1.60H 0.969 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.386 0.193 0.800 0.969 1.000 1.000 1.000 1.000 35.00 1,875.18 4853.55 5.31 94.89 492.48 +1.20D+0.50L+1.605 0.969 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.702 0.340 0.800 0.969 1.000 1.000 1.000 1.000 63.61 3,407.65 4853.55 9.39 167.68 492.48 +1.20D+1.60S+0.80W 0.969 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.562 0.272 1.000 0.969 1.000 1.000 1.000 1.000 63.61 3,407.65 6066.94 9.39 167.68 615.60 +1.200+0.50L+0.50S+1.60W 0.969 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.309 0.154 1.000 0.969 1.000 1.000 1.000 1.000 35.00 1,875.18 6066.94 5.31 94.89 615.60 +1.200+0.50L+0.20S+E 0.969 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=23.50 ft 1 0.240 0.122 1.000 0.969 1.000 1.000 1.000 1.000 27.20 1,457.37 6066.94 4.20 75.04 615.60 67 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Pnrte4 4 APR 2012 7 36AM Wood Beam — le:112011111-RadLobstetl„553-RL-Tigard.ORICalcuLsOons\Enemalc111553•d egad or-master caicNaec6 I ENERCALC,INC 1983-2011,a ild:6.12.3.4,Vec6.123.4 Lic.#:KW-06006800 Description: 3-LVL on B Btw 6.5 8 8 Overall Maximum Deflections-Unfactored Loads _ Load Combination Span Max.''Dell Location in Span Load Combination Max.'+'Defl Location in Span 0+6 1 1.2256 11.633 0.0000- 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.240 6.776 D Only 3.180 2.897 S Only 4.060 3.879 0+S 7.240 6.776 68 Title Block Line 1 Title: Job# You can changes this area Engineer using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Pnntea 4 APR 2012 r 07AM Wood Beam le:I:12011111-Red Lobster111553-RL•.Tigard,ORlCa alforrstEnercalc111553-rl tigard or-master cric tile.ec6 ENERCALC,INC.1983-2011,9ui11-6.123.4,Ver.6.12.3.4 Lic.#: KW-06006800 Description: 4-LVL Under RTU-2(w/openings) Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 2900 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2900 psi Ebend-xx 2000 ksi Fc-Pr!' 2635 psi Eminbend-xx 2000 ksi Wood Species : RedBuift Fc-Perp 750 psi Wood Grade : RedLam LVL Beam/Joist Fv 285 psi Ft 1660 psi Density 32.21 pcf Beam Bracing : Completely Unbraced D(1.3) D(0.0266) Lr(0.0266) S(0.07315) i V i + i`. 2-1.75x9.25 Span= 14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0=0.020, Li=0.020. S=0.0550 ksf, Tributary Width=1.330 ft Point Load: D= 1.30k an,8.50ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.451: 1 Maximum Shear Stress Ratio = 0.182 : 1 Section used for this span 2-1.75x9.25 Section used for this span 2-1.75x9.25 fb:Actual = 1,722.80psi fv:Actual = 89.39 psi FB:Allowable = 3,819.63psi Fv:Allowable = 492.48 psi Load Combination +1.400 Load Combination +1.200+0.50L+1.605 Location of maximum on span = 8.470ft Location of maximum on span = 13.230 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.138 in Ratio= 1216 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.515 in Ratio= 326 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 a, Mu lb Fb Vu fir Fv +1.40D 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.451 0.176 0.600 1.029 1.000 1.000 1.000 0.987 7.17 1,722.80 3819.63 1.40 64.87 369.36 +1.200+0.50Lr+1.60L+1.60H 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.305 0.121 0.800 1.029 1.000 1.000 1.000 0.987 6.45 1551.58 5092.84 1.28 59.44 492.48 +1.200+1.60L+0.505+1.60H 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.330 0.134 0.800 1.029 1.000 1.000 1.000 0.987 7.00 1,682.63 5092.84 1.43 66.16 492.48 +1.20D+1.60Lr+0.50L 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.337 0.138 0.800 1.029 1.000 1.000 1.000 0.987 7.14 1,716.33 5092.84 1.47 67.89 492.48 +1.20D+1.60Lr+0.80W 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.270 0.110 1.000 1.029 1.000 1.000 1.000 0.987 7.14 1,716.33 6366.05 1.47 67.89 615.60 +1.20D+0.50L+1.60S 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 It 1 0.419 0.182 0.800 1.029 1.000 1.000 1.000 0.987 8.88 2,135.70 5092.84 1.93 89.39 492.48 +1.200+1.605+0.80W 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.335 0.145 1.000 1.029 1.000 1.000 1.000 0.987 8.88 2,135.70 6366.05 1.93 89.39 615.60 69 Title Block Line 1 Title: Job# You can changes this area Engineer using the'Settings'menu item Project Desc. and then using the'Printing& Title Block'selection. Title Block Line 6 Pnnkd 4 APR 2012 2 0/AM WOO CI B @x117 - le:112011111-Red Lobstei11553-RL-Tigard.ORIC�alaAatioeslEner cakt11563-rttgad or-master calc9e.ec6 ig ENERCALC,INC.1983-2011,Build:6.123.4,Ver.6.123.4 Lic.#:KW-06006800 Description: 4-LVL Under RTU-2(wlopenings) Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V k Mu fb Fb Vu tv Fv +1.20D+0.50Lr+0.50L+1.60W- 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.244 0.097 1.000 1.029 1.000 1.000 1.000 0.987 6.45 1,551.58 6366.05 1.28 59.44 615.60 +1.20D+0.50L+0.505+1.60W 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.264 0.107 1.000 1.029 1.000 1.000 1.000 0.987 7.00 1,682.63 6366.05 1.43 66.16 615.60 +1.20D+0.50L+0.29S+E 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.245 0.097 1.000 1.029 1.000 1.000 1.000 0.987 6.48 1,559.06 6366.05 1.29 59.83 615.60 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Deft Location in Span Load Combination Max.'+'Dell Location in Span D+1.r+S 1 0.5150 7.280 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.446 1.724 D Only 0.748 1.026 Lr Only 0.186 0.186 S Only 0.512 0.512 Lr+S 0.698 0.698 D+Lr 0.934 1.212 D+S 1.260 1.538 D+Lr+S 1.446 1.724 70 Title Block Line 1 Title: Job# You can changes this area Engineer using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection, Title Block Line 6 Rnntec 4 APR 2012 r 07AM Wood Beam Ie:112011111-Red1obses111 553-RL-Tigad,OR1Calculations1Ener calct11553-Alipador-muter cola tile.ec6 ENERCALC,INC.1983-2011,Buid:6.123.4,Ver6.123.4 Lic.#:KW-06006800 Description: 5-LVL Under RRU-2(wlopenings) Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor 0 Fb-Tension 2900 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2900 psi Ebend-xx 2000 ksi Fc-Pill 2635 psi Eminbend-xx 2000 ksi Wood Species : RedBuilt Fc-Perp 750 psi Wood Grade RedLam LVL Beam/Joist Fv 285 psi Ft 1660 psi Density 32.21 pcf Beam Bracing : Completely Unbraced D(1) D(0.0266) Lr(0.0266) S(0.07315) i i i i + S 2-1.75x9.25 Span = 14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020. S=0.0550 ksf, Tributary Width=1.330 ft Point Load: 0=1.0k(a,8.50ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.363 1 Maximum Shear Stress Ratio = 0.161 : 1 Section used for this span 2-1.75x9.25 Section used for this span 2-1.75x9.25 fb:Actual = 1,386.79 psi fv:Actual = 79.26 psi FB:Allowable = 3,819.63psi Fv:Allowable = 492.48 psi Load Combination +1.40D Load Combination +1.20D+0.50L+1.60S Location of maximum on span = 8.470ft Location of maximum on span = 13.230 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.138 in Ratio= 1216 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.454 in Ratio= 369 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 X Mu 11) Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.363 0.144 0.600 1.029 1.000 1.000 1.000 0.987 5.77 1,386.79 3819.63 1.15 53.06 369.36 +1.20D+0.50Lr+1.60L+1.60H 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.248 0.100 0.800 1.029 1.000 1.000 1.000 0.987 5.26 1,263.57 5092.84 1.06 49.32 492.48 +1.20D+1.60L+0.50S+1.60H 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.274 0.114 0.800 1.029 1.000 1.000 1.000 0.987 5.80 1,394.62 5092.84 1.21 56.04 492.48 +1.20D+1.60Lr+0.50L 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.280 0.117 0.800 1.029 1.000 1.000 1.000 0.987 5.94 1,428.32 5092.84 1.25 57.76 492.48 +1.20D+1.60Lr-'0.80W 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.224 0.094 1.000 1.029 1.000 1.000 1.000 0.987 5.94 1,428.32 6366.05 1.25 57.76 615.60 +1.20D+0.50L+1.60S 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.363 0.161 0.800 1,029 1.000 1.000 1.000 0.987 7.69 1,847.69 5092.84 1.71 79.26 492.48 +1.200+1.60S+0.80W 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.290 0.129 1.000 1.029 1.000 1.000 1.000 0.987 7.69 1,847.69 6366.05 1.71 79.26 615.60 71 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the Printing& Title Block'selection. Title Block Line 6 Pnnted 4 APR 2012 r 074.1 WOOC� B @a�tl ie:M2011111-Red tabster111553-RL-Tigard.OR1Calalations\Enercak111553-rt Ward a-master oak file.ec6 ENERCALC,INC.1983-2011,Budd:6.12.3.4,Ver:6.12.14 Lic.#: KW-06006800 Description: 5-LVL Under RRU-2(w/openings) Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span# M V A. Mu Ib Fb Vu iv Fv +1.200+0-50Lr+0.50L+1.60W - 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.198 0.080 1.000 1.029 1.000 1.000 1.000 0.987 5.26 1,263.57 6366.05 1.06 49.32 615.60 +1.200+0.50L+0.505+1.60W 1.029 1.000 1.000 1.000 0987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.219 0.091 1.000 1.029 1.000 1.000 1.000 0.987 5.80 1,394.62 6366.05 1.21 56.04 615.60 +1.200+0.50L+0.20S+E 1.029 1.000 1.000 1.000 0.987 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.200 0.081 1.000 1.029 1.000 1.000 1.000 0.987 5.29 1,271.06 6366.05 1.07 49.70 615 60 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Deli Location in Span Load Combination Max.'+'Defl Location in Span D4.r+S 1 0.4543 7.210 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.328 1.542 D Only 0.630 0.844 Lr Only 0.186 0.186 S Only 0.512 0.512 Lr+S 0.698 0.698 D+Lr 0.816 1.030 D+S 1.142 1.356 D+Lr+S 1.328 1.542 72 Title Block Line 1 Title Job# You can changes this area Engineer using the'Settings"menu item Project Den.: and then using the Printing& Title Block'selection. Title Block Line 6 Panted 12 APR 2012 1 26PM Wood Beam 3:L12011111-Red Lobsmt11553-Rt.-Tigard,ORICakvlationslEnercak111553-ri tigerd or-master calc l4e.ec6 ENERCALC,INC.1983-2011,Build:6.12.3.14,Ver.6.123.14 Lic.#:KW-06006600 Description: 6-New Beam along B between 4&5 Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Pill 2,635.0 psi Eminbend-xx 2,000.0ksi Wood Species : RedBuilt Fc-Perp 750.0 psi Wood Grade : RedLam LVL Beam/Joist Fv 285.0 psi Ft 1,660.0 psi Density 32.210pcf Beam Bracing : Completely Unbraced D(1.82)S(2.65)W(0.46)E(0.68) D(0.07)S(0.09) • D(0.11)S(0.11) * i i i • A 5.25x11.25 Span=14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.110, S=0110 k/ft,Extent=0.0-->>7.0 ft, Tributary Width=1.0 ft Uniform Load: D=0.070, S=0.090 k/ft,Extent=7.0--» 14.0 ft, Tributary Width=1.0 ft Point Load: D=1.820, S=2.650, W=0.460, E=0.680 k 0 7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.634 1 Maximum Shear Stress Ratio = 0.255 : 1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb:Actual = 3,147.85 psi he:Actual = 125.66 psi FB:Allowable = 4,967.41 psi Fv:Allowable = 492.48 psi Load Combination +1.20D+0.50L+1.60S Load Combination +1.200+0.50L+1.60S Location of maximum on span = 7.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.282 in Ratio= 596 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.490 in Ratio= 342 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 X Mu fb Fb Vu tv Fv +1.40D 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.349 0.145 0.600 1.000 1.000 1.000 1.000 0.991 12.01 1,300.86 3725.56 2.11 53.69 369.36 +1.20D+1.60L+0.505+1.60H 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.352 0.144 0.800 1.000 1.000 1.000 1.000 0.991 16.15 1,750.28 4967.41 2.79 70.90 492.48 +1.20D+1.60Lr+0.80W 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.202 0.082 1.000 1.000 1.000 1.000 1.000 0.991 11.58 1,254.59 6209.26 2.00 50.69 615.60 +1.200+0.50L+1.60S 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.634 0.255 0.800 1.000 1.000 1.000 1.000 0.991 29.05 3,147.85 4967.41 4.95 125.66 492.48 +1.20D+1.60S+0.80W 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.529 0.212 1.000 1.000 1.000 1.000 1.000 0.991 30.34 3.287.42 6209.26 5.13 130.33 615.60 +1.20D+0.50Lr+0.50L+1.60W 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.225 0.090 1.000 1.000 1.000 1.000 1.000 0.991 12.87 1,394.16 6209.26 2.18 55.36 615.60 +1.200+0.501_+0.50S+1.60W 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 73 Title Block Line I Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 P-rei ,s APR 2012 1 26PM Wood Beam a:L12011\11-RedLa n11553-RL-Tigard,ort�c „ta s 11553-rt*lardor-master c 1ae.oc6 ENERCALC,INC.1983-2011,Build:6.123.14,Ver.6.12.3.14 Lic.#: KW-06006800 Description: 6-New Beam along B between 4&5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V a, Mu tb Fb Vu fir Fir Length=14.0 ft 1 0.327 0.130 1.000 1.000 1.000 1.000 1.000 0.991 18.73 2,029.42 6209.26 3.16 80.25 615.60 +1.20D+0.50L+0.20S+E 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.262 0.105 1.000 1.000 1.000 1.000 1.000 0.991 15.02 1,627.02 6209.26 2.54 64.61 615.60 +0.90D+1.60W+1.60H 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.180 0.071 1.000 1.000 1.000 1.000 1.000 0.991 10.29 1,115.40 6209.26 1.73 43.86 615.60 +0.900+E+1.60H 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.176 0.070 1.000 1.000 1.000 1.000 1.000 0.991 10.10 1,094.16 6209.26 1.70 43.15 615.60 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.-'Deft Location in Span Load Combination Max.'+"Defl Location in Span D+S 1 0.4900 7.000 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.670 3.460 D Only 1.610 1.470 S Only 2.060 1.990 W Only 0.230 0.230 E Only 0.340 0.340 D+S 3.670 3.460 D+W 1.840 1.700 DIE 1.950 1.810 74 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.. and then using the Printing& Title Block'selection. Title Block Line 6 Pronted 12 AIR 2012 1 20Pd 3:L:12011111-Red t obslaA11653-RL-Tigard.ORCalculaXars\Enercalcll 1553-rl tgad or-master calc file.ec6 ' Wood Bea m ENERCALC.INC.1983-2011,Build:6.12.3.14,Ver6.12.3.14 Lic.#: KW-06006800 Description: 7-New beam along Grid B between 5&6 Material Properties Calculations per NOS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-PrIl 2,635.0 psi Eminbend-xx 2,000.0 ksi Wood Species : RedBuilt Fc-Perp 750.0 psi Wood Grade : RedLam LVL Beam/Joist Fv 285.0 psi Ft 1,660.0 psi Density 32.210pcf Beam Bracing : Completely Unbraced W(1.4)E(2.6) 61(9. )L61 W(1.4)E(2.6) D(0.07)L(0.07) + 4 i 4 r J • 5.25x11.25 Span =14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load. D=0.070, L=0.070, Tributary Width=1.0 ft,(roof live) Uniform Load: D=0.150, L=0.0950, Tributary Width=1.0 ft Point Load: W=1.40, E=2.60k a(�,3.0ft Point Load: D=0.980, S=1.850k(a17.0ft Point Load: W=1.40, E=2.60k(o-11.0ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.509: 1 Maximum Shear Stress Ratio = 0.230 : 1 Section used for this span 5.25x11.25 Section used for this span 5.25x1 1.25 lb:Actual = 2,530.60 psi fv:Actual = 141.71 psi FB:Allowable = 4,967.41 psi Fv:Allowable = 615.60 psi Load Combination +1.20D+0.50L+1.60S Load Combination +1.20D+0.50L+0.20S+E Location of maximum on span = 7.000ft Location of maximum on span = 13.090 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.263 in Ratio= 638 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.608 in Ratio= 276 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 a, Mu ib Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.372 0.184 0.600 1.000 1.000 1.000 1.000 0.991 12.80 1,387.13 3725.56 2.67 67.92 369.36 +1.200+0.50Lr+1.60L+1.60H 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.380 0.201 0.800 1.000 1.000 1.000 1.000 0.991 17.44 1,889.84 4967.41 3.90 99.05 492.48 +1.20D+1.60L+0.50S+1.60H 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.451 0.225 0.800 1.000 1.000 1.000 1.000 0.991 20.68 2,240.65 4967.41 4.36 110.80 492.48 +1.20D+1.60Lr+0.50L 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.283 0.144 0.800 1.000 1.000 1.000 1.000 0.991 12.99 1,407.99 4967.41 2.79 70.98 492.48 +1.20D+1.60Lr+0.80W 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.250 0.141 1.000 1.000 1.000 1.000 1.000 0.991 14.33 1,553.06 6209.26 3.41 86.66 615.60 +1.200+0.50L+1.60S 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 75 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc and then using the`Printing& Title Block'selection. Title Block Line 6 Prated 12 APR 2012 1 29PM Wood Beam a:L-12011111-Red L.obsterl11553-RL-Tigard,ORICalculationstEnercak111553-rl Tgard or-master cage file.ec6 ENERCALC,INC.1983-2011.Buld:6.12.3.14,V*6.12.3.14 Lic.#:KW-06006800 DesCription: 7-New beam along Grid B between 5&6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V A. Mu fb Fb Vu fv Fv Length=14.0 ft 1 0.509 0.220 0.800 1.000 1.000 1.000 1.000 0.991 23.35 2,530.60 4967.41 4.27 108.56 492.48 +1.20D+1.60S+0.80W 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.431 0.202 1.000 1.000 1.000 1.000 1.000 0.991 24.69 2,675.66 6209.26 4.89 124.25 615.60 +1.200+0.50Lr+0.50L+1.60W 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.344 0.208 1.000 1.000 1.000 1.000 1.000 0.991 19.71 2,136.17 6209.26 5.03 127.87 615.60 +1.2013+0.50L+0.50S+1.60W 1.000 1.000 t000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.401 0.227 1.000 1.000 1.000 1.000 1.000 0.991 22.95 2,486,98 6209.26 5.50 139.61 615.60 +1.200+0.50L+0.20S+E 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.385 0.230 1.000 1.000 1.000 1.000 1.000 0.991 22.09 2,393.52 6209.26 5.58 141.71 615.60 +0.90D+1.60W+1.60H 1.000 1.000 1.000 1.000 0.991 0.00 0.00 0.00 0.00 Length=14.0 It 1 0.261 0.163 1.000 1.000 1.000 1.000 1.000 0.991 14.95 1,619.90 6209.26 3.96 100.55 615.60 +0.900+E+1.60H 1.000 1.000 1.000 1.000 0,991 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.280 0.178 1.000 1.000 1.000 1.000 1.000 0.991 16.03 1,736.93 6209.26 4.32 109.69 615.60 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Deft Location in Span Load Combination Max.'+'Dell Location in Span D+L+E 1 0.6077 7.070 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.877 5.877 D Only 2.122 2.122 L Only 1.155 1.155 S Only 0.925 0.925 L+S 2.080 2.080 W Only 1.400 1.400 E Only 2.600 2.600 D+L 3.277 3.277 D+S 3.047 3.047 D+W 3.522 3.522 D+L+S 4.202 4.202 D+L+W 4.677 4.677 D+E 4.722 4.722 D+L+E 5.877 5.877 76 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 P,xnad 3 APR 2012 5 31PM [-Wood Beam 3:L12011111-Red Lobsle 11553-RL-Tpad,ORtCalphabonslEner calc111553-dtigador-asteroak61e.ec6 i ENERCALC,IND 1983.2011,Build:6.12.3.4,Ver6.123.4 Lic.#: KW-06006800 Description: 8-2x8 spanning A.5-B Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PM 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.027) v i S 0.0292&0.07448 + + :1 2x8 Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load: S(S,E)=0.0220->0.0560 ksf,Extent=0.0--»7.0 ft, Tub Width=1.330 ft Uniform Load: D=0.0270, Tributary Width=1.0 ft DESIGN SUMMARY OK Maximum Bending Stress Ratio = 0.305 1 Maximum Shear Stress Ratio = 0.162 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 663.46 psi N:Actual = 50.51 psi FB:Allowable = 2,146.18psi Fv:Allowable = 311.04 psi Load Combination +1.20D+0.50L+1.60S Load Combination +1.200+0.50L+1.60S Location of maximum on span = 3.675ft Location of maximum on span = 6.405 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.037 in Ratio= 2266 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.058 in Ratio= 1446 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 A. Mu lb Fb Vu Iv Fv +1.400 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.143 0.071 0.600 1.200 1.150 1.000 1.000 1.000 0.25 230.48 1609.63 0.12 16.51 233.28 +1.20D+1.60L+0.50S+1.60H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.160 0.082 0.800 1.200 1.150 1.000 1.000 1.000 0.38 342.94 2146.18 0.18 25.51 311.04 +1.200+0,50L+1.60S 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.309 0.162 0.800 1.200 1.150 1.000 1.000 1.000 0.73 663.46 2146.18 0.37 50.51 311.04 +1.200+1.60S+0.80W 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.247 0.130 1.000 1.200 1.150 1.000 1.000 1.000 0.73 663.46 2682.72 0.37 50.51 388.80 +1.200+0.50L+0.505+1.60W 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.128 0.066 1.000 1.200 1.150 1.000 1.000 1.000 0.38 342.94 2682.72 0.18 25.51 388.80 +1.200+0.50L+0.20S+E 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 fl 1 0.095 0.048 1.000 1.200 1.150 1.000 1.000 1.000 0.28 255.64 2682.72 0.14 18.70 388.80 77 Tide Block Line 1 Title.. Job# You can changes this area Engineer: using the"Settings'menu item Project Desc.: and then using the'Printing& Tide Block'selection. Title Block Line 6 Pnnted 3 APR 2012.5 31PM Wood Beam — 3:L12011111-Red Lobster111 553-RL-Tigard,OR CalculationslErealc1 11553-d 5ga d or•master calc file.ec6 ENERCALC.INC.19113-2011.Bu6d.6.12.3.4.Ver612.3.4 Lic.#:KW-06006800 Description• 8-2x8 spanning A 5-6 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. Dell Location in Span Load Combination Max.'+Dell Location in Span D+S 1 0.0581 3.570 — 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.258 0.311 D Only 0.103 0.103 S Only 0.155 0208 D+S 0.258 0.311 78 Title Block Line 1 Title Job# You can changes this area Engineer: using the'Settings*menu item Project Desc.. and then using the Printing& Title Block'selection. Title Block Line 6 _ arntea 3 APR 2012 :31PM 1 Wood Beam a:L12011111-Red Lobster111553-RL-Tigard,omcald,laYaistEnercalcu 1553-d lgard or-master calc file.ec6 ENERCALC,INC.1983-2011,Budd:6.12.3.4,Ver.6.12.3.4 Lic.#:KW-06006800 Description: 9-2x8 spanning A.5-B-Drift from Tower Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Emend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.0266)Lr(0.0266)S(0.10108) ♦ v i • ; \ 2x8 Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied For calculations. Beam self weigh)calculated and added to loads Uniform Load: D=0.020, Lr=0.020, S=0.0760 ksf, Tributary Width=1.330 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.512 1 Maximum Shear Stress Ratio = 0.253 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 1,099.47 psi fv:Actual = 78.76 psi FB:Allowable = 2,146.18psi Fv:Allowable = 311.04 psi Load Combination +1,20D-0.50L+1.60S Load Combination +1.20D+0.50L+1.60S Location of maximum on span = 3.500ft Location of maximum on span = 6.405 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.072 in Ratio= 1163 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<3fi0 Max Downward Total Deflection 0.112 in Ratio= 750 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 2.. Mu fb Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.141 0.070 0.600 1.200 1.150 1.000 1.000 1.000 0.25 227.34 1609.63 0.12 16.29 233.28 +1.20D+0.50Lr+1.60L+1.60H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.125 0.062 0.800 1.200 1.150 1.000 1.000 1.000 0.29 269.26 2146.18 0.14 19.29 311.04 +1.20D+1.60L+0.50S+1.60H 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.223 0.110 0.800 1.200 1.150 1.000 1.000 1.000 0.52 477.55 2146.18 0.25 34.21 311.04 +1.20D+1.60Lr+0.50L 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.202 0.100 0.800 1.200 1.150 1.000 1.000 1.000 047 432.92 2146.18 0.22 31.01 311.04 +1.20D+1.60Lr-0.80W 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.161 0.080 1.000 1.200 1.150 1.000 1.000 1.000 0.47 432.92 2682.72 0.22 31.01 388.80 +1.200+0.50L+1.60S 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.512 0.253 0.800 1.200 1 150 1.000 1.000 1.000 1.20 1,099.47 2146.18 0.57 78.76 311.04 +1.20D+1.605+0.80W 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.410 0.203 1.000 1.200 1.150 1.000 1.000 1.000 1.20 1,099.47 2682.72 0.57 78.76 388.80 +1.20D+0.50Lr+0.50L+1.60W 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 79 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings"menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 vnnte3 3 APR 2312 s 3'PM I Wood Beam xL1 2011111-Rai Lobsteta1553-RL-Tigard,or:tcal« > u1553-nrirdor- c c master crae.ec6 ` ENERCALC,INC.1983-2011,Buid:6.12.3.4,Ver.6.12.3.4 J Lic.#: KW-06006800 Description: 9-2x8 spanning A.5-B-Drift from Tower Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span# M V X Mu lb Fb Vu fv Fv Length=70 ft 1 0.100 0.050 1.000 1.200 1.150 1.000 1.000 1.000 0.29 269.26 2682 72 0.14 19.29 388.80 +1.2013+0.50L+0.505+1.60W 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 It 1 0.178 0.088 1.000 1.200 1.150 1.000 1.000 1.000 0.52 477.55 2682.72 0.25 34.21 388.80 +1.20D+0.50L+0.20S+E 1.200 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.115 0.057 1.000 1.200 1.150 1.000 1.000 1.000 0.34 307.94 2682.72 0.16 22.06 388.80 Overall Maximum Deflections-Unfactored Loads Load Combinaton Span Max.'"Defl Location in Span Load Combination Max.'+•Dell Location in Span D+Lr+S 1 0.1120 3.535 0.0000 - 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.548 0.548 0 Only 0.102 0.102 Lr Only 0.093 0.093 S Only 0.354 0.354 Lr+S 0.447 0.447 D+Lr 0.195 0.195 D+S 0.455 0.455 D+Lr+S 0.548 0.548 80 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block"selection. Title Block Line 6 Pnntei 3 AP 1011 5 32PM i Wood Beam 3:L12o,nn-Red t�o�ert„553-RL-rtoard,oRU',afculetiar�slEtbrcakr11553-d tiyard a-master eaic flesc6 ENERCALC,INC.1983-2011,Buid:6.123.4,Ver.6.12.3.4 Lic.#:KW-06006800 Description 10-2x10©16'oc btw 2-3 and E-E.5 Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx I,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.02) Lr(0.02) S(0.062) V V V . V ` 2x10 Span = 13.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load. D=0.020, Lr=0.020, S=0.0620 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.800: 1 Maximum Shear Stress Ratio = 0.257 : 1 Section used for this span 2x1 0 Section used for this span 2x10 fb:Actual = 1,574.51 psi fv:Actual = 80.01 psi FB:Allowable = 1,967.33 psi Fv:Allowable = 311.04 psi Load Combination +1.200+0.50L+1.60S Load Combination +1.20D+0.50L+1.60S Location of maximum on span = 6.750 It Location of maximum on span = 12.758 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.295 in Ratio= 549 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.485 in Ratio= 333 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 it M V a, Mu fb Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.243 0.078 0.600 1.100 1.150 1 000 1,000 1.000 0.64 357.84 1475.50 0.17 18.18 233.28 +1.20D+0.50Lr+1.60L+1.601-1 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.221 0.071 0.800 1.100 1.150 1.000 1.000 1.000 0.77 434.52 1967.33 0.20 22.08 311.04 +1.200+1.60L+0.505+1.60H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.357 0.115 0.800 1.100 1.150 1.000 1.000 1.000 1.25 702.91 1967.33 0.33 35.72 311.04 +1.20D+1.60Lr+0.50L 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.364 0.117 0.800 1.100 1.150 1.000 1.000 1.000 1.28 715.69 1967.33 0.34 36.37 311.04 +1.20D+1.60Lr+0.80W 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.291 0.094 1.000 1.100 1.150 1.000 1.000 1.000 1.28 715.69 2459.16 0.34 36.37 388.80 +1.20D+0.50L+1.60S 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.800 0.257 0.800 1.100 1.150 1.000 1.000 1.000 2.81 1,574.51 1967.33 0.74 80.01 311.04 +1.20D+1.60S+0.80W 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.640 0.206 1.000 1.100 1.150 1.000 1.000 1.000 2.81 1,574.51 2459.16 0.74 80.01 388.80 +1.20D+0.50Lr+0.50L+1.60W 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 000 Length=13.50 ft 1 0.177 0.057 1.000 1.100 1.150 1.000 1.000 1.000 0.77 434.52 2459.16 0.20 22.08 388.80 81 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Prnted 3 APR 70:2 S 32PM Wood Beam rL12011111-RedtobshM11553-RL-Tgrd ORICalcd ons\Enercalc11 1553-d board or-mash Gale 1 ENERCALC,INC.1983-2011,Buid:6.12.3.4,Vec6.12.3.4 Lic.#:KW-06006800 Description: 10-2x10 @16'oc btw 2-3 and E-E.5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Mu ib Fb Vu iv Fv +1.20D+0.50L+0.50S+1.60W 1.100 1.150 1.000 1.000 1.000 0.00 0.00 000 0.00 Length=13.50 ft 1 0.286 0.092 1.000 1.100 1.150 1.000 1 000 1.000 1.25 702.91 2459.16 0.33 35.72 388.80 +1.20D+0.50L+0.20S+E 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.50 ft 1 0.189 0.061 1.000 1.100 1.150 1.000 1.000 1.000 0.83 465.20 2459.16 0.22 23.64 388.80 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.-'Defl Location in Span Load Combination Max.'+'Defl Location in Span D+Lr+S 1 0.4854 6.818 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.689 9.689 D Only 0.135 0.135 Lr Only 0.135 0.135 S Only 0.419 0,419 Lr+S 0.554 0.554 D+Lr 0270 0.270 D+S 0.554 0.554 D+Lr+S 0.689 0.689 82 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the Printing& Title Block'selection. Title Block Line 6 Pried 12 APR 2012 207PM l r L1201101-feed t.obsfen11553-RL-Tgad,ORICaladationslEnercak:N 1553-d tipard or-master calc tde.ec6 I Wood Beam ENERCALC,INC.19832011,f3Wd'b.123.14,Vec6.123.14 Lic.#: KW-06006800 Description: 11 New beam along 2.5 btw E.5 and F.6 Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method. Load Resistance Factor D Fb-Tension 2,900.0 psi E Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-PM 2,635.0 psi Eminbend-xx 2,000.0 ksi Wood Species RedBuilt Fc-Perp 750.0 psi Wood Grade :RedLam LVL Beam/Joist Fv 285.0 psi Ft 1,660.0 psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.07)Lr(0.07)S(0.175)* Lr( .28)S(0.7) i • + D(0.18)Lr(0.18)S(0.243) -_ i • D( '135) • v • • • r: i t r1' . ..,--. 7\ 25.250 X 14.0 Span= 14.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150 ksf, Tributary Width=9.0 ft,(tower wall) Uniform Load D=0.020, Lr=0.020, S=0.0270 ksf, Tributary Width=9.0 ft,(tower roof) Uniform Load: D=0.020, Lr=0.020, S=0.050 ksf,Extent=0.0-->>7.0 ft, Tributary Width=3.50 ft,(roof) Point Load: D=0.280, Lr=0.280, S=0.70 k a 7.0 ft,(from beam 13) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.433 1 Maximum Shear Stress Ratio = 0.292 : 1 Section used for this span 5.250 X 14.0 Section used for this span 5.250 X 14.0 fb:Actual = 2,135.27 psi fv:Actual = 143.95 psi FB:Allowable = 4,926.10 psi Fv:Allowable = 492.48 psi Load Combination +1.20D+0.50L+1.60S Load Combination +1.203+0.50L+1 60S Location of maximum on span = 6.960ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.168 in Ratio= 1033 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.435 in Ratio= 399 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 X Mu fb Fb Vu fv Fv +1.403 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.281 0.190 0.600 0.983 1.000 1.000 1.000 1.000 14.84 1,038.02 3694,57 3.44 70.11 369.36 +1.20D+0.50Lr+1.60L+1.60H 0.983 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.228 0.154 0.800 0.983 1.000 1.000 1.000 1.000 16.03 1,121.43 4926.10 3.71 75.72 492.48 +1.200+1.60L+0.505+1.60H 0.983 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.260 0.175 0.800 0.983 1.000 1.000 1.000 1.000 18.28 1,278.96 4926.10 4.23 86.30 492.48 +1.200+1.60Lr+0.50L 0.983 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.331 0.224 0.800 0.983 1.000 1.000 1.000 1.000 23.31 1,631 18 4926.10 5.40 110.10 492.48 +1.200+1.60Lr+0.80W 0.983 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0265 0.179 1.000 0.983 1.000 1.000 1.000 1.000 23.31 1.631.18 6157.62 5.40 110.10 615.60 +1.200+0.50L+1.60S 0.983 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.433 0.292 0.800 0.983 1.000 1.000 1.000 1.000 30.52 2.135.27 4926.10 7.05 143.95 492.48 83 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the Printing& Title Block'selection. Title Block Line 6 Pnnk1 12 APR 2012.2 07PM Wood Beam a:L12011111-Red Lobster111553-RL-Tpad,ORlCaiwlations\Eneroaic,11553-d beard or-masts colt fle.ec6 ■ ENERCALC.INC.1983-2011,Build:6.123.14,Ver6.12.3.14 Lic.#: KW-06006800 Description: 11-New beam along 2.5 blw E.5 and F.6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V A. Mu fb Fb Vu fv Fv +1.200+1.605+0.80W 0.983 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.347 0.234 1,000 0.983 1.000 1.000 1.000 1.000 30.52 2,135.27 6157.62 7.05 143.95 615.60 +1.20D+0.50Lr+0.50L+1.60W 0.983 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.182 0.123 1.000 0.983 1.000 1.000 1.000 1.000 16.03 1,121.43 6157.62 3.71 75.72 615.60 +1.20D+0.50L+0.50S+1.60W 0.983 1.000 1000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.50 ft 1 0.208 0.140 1.000 0.983 1.000 1.000 1.000 1.000 18.28 1,278.96 6157.62 4.23 86.30 615.60 +1.200+0.50L+0.20S+E 0.983 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.50 R 1 0.170 0.115 1.000 0.983 1.000 1.000 1.000 1.000 14.94 1,045.43 6157.62 3.46 70.58 615.60 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max."+'Defl Location in Span D+{.r+S 1 0.4353 7.178 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.794 6.610 - - D Only 2.919 2.656 Lr Only 1.822 1.558 S Only 3.053 2.395 Lr+S 4.875 3.954 D+Lr 4.741 4.215 D+S 5.973 5.052 D+Lr+S 7.794 6.610 84 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings"menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed 12 APR 2012.2 07PM I Wood Beam sLti2011111-Red Loodn1 15x3-RI.-1-Ord,0R1Calculations 111553-ittigaraor-maskrdepeecs I ENERCALC,INC.1983-2011,9uald:6.12.3.14,Ver.6.12.3.14 Lic.#:KW-06006800 Description: 12-New beam along E.5 blvd grids 2&3 Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 2,900.0 psi E E.Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-Prll 2,635.0 psi Eminbend-xx 2,000.0 ksi Wood Species : RedBuilt Fc-Perp 750.0 psi Wood Grade :RedLam LVL Beam/Joist Fv 285.0 psi Ft 1,660.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.135) D(2.92w(01A2)S(3) + 6(0.0266) Lr(0. 1266)S(0.0665) i 1! ♦ 4 I* ' _. _- 0 - i X 5.250x11.250 Span= 14.0 ft Applied Loads Service loads entered.Load Factors will be applied For calculations. Uniform Load: D=0.020, Lr=0.020. S=0.050 ksf, Tributary Width=1.330 ft Point Load: W=0.80 k toy 7.0 ft,(lateral) Point Load: 0=2.920, Lr=1.820, S=3.0 k Q 7.0 ft,(reaction beam 11) Uniform Load: D=0.0150 ksf,Extent=0.0->>7.0 ft, Tributary Width=9.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.739 1 Maximum Shear Stress Ratio = 0.294 : 1 Section used for this span 5.250x11.250 Section used for this span 5.250x11.250 fb:Actual = 3,731.62 psi fv:Actual = 144.70 psi FB:Allowable = 5,047.26psi Fv:Allowable 492.48 psi Load Combination +1.20D+0.50L+1.60S Load Combination +1.20D+0.50L+1.60S Location of maximum on span = 7.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.286 in Ratio= 587 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.749 in Ratio= 224 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 X Mu fb Fb Vu fv Fv +1.400 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.502 0.213 0.600 1.007 1.000 1.000 1.000 1.000 17.54 1,900.16 3785.45 3.09 78.50 369.36 +1.200+0.50Lr+1.60L+1.60H 1.007 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.398 0.164 0.800 1.007 1.000 1.000 1.000 1.000 1854 2,009.14 5047.26 3.19 80.90 492.48 +1,20D+1.60L+0.50S+1.60H 1.007 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.453 0.186 0.800 1.007 1.000 1.000 1.000 1.000 21.10 2.285.87 5047.26 3.60 91.48 492.48 +1.20D+1.60Lr+0.50L 1.007 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.564 0.225 0.800 1.007 1.000 1.000 1.000 1.000 26.27 2,846.10 5047.26 4.36 110.85 492.48 +1.20D+1.60Lr+0.80W 1.007 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.490 0.193 1.000 1.007 1.000 1.000 1.000 1.000 28.51 3,088.82 6309.08 4.68 118.98 615.60 +1.20D+0.50L+1.60S 1.007 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.739 0.294 0.800 1.007 1.000 1.000 1.000 1.000 34.44 3,731.62 5047.26 5.70 144.70 492.48 +1.20D+1.60S+0.80W 1.007 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 85 Title Block Line 1 Title: Job# You can changes this area Engineer using the'Settings"menu item Project Desc.: and then using the'Printing& Title Block"selection. Title Block Line 6 Pr pied 12 APR 2O12,2 07PM Wood Beam a:L12011111-Red Lobster111 563-RL-Tigard,OR1CSculatlaislEnercalcu 1553-d tgad or-master cat file.ec6 ENERCALC,INC.1983-2011,Build:6.123.14.Ver6.12.3.14 Lic.#: KW-06006800 Description: 12-New beam along E.5 btw grids 2&3 Load Combination Max Stress Ratios Moment Values Shear Values _ Segment Length Span# M V x Mu Ito Fb Vu iv Fv Length=14.0 ft 1 0.630 0248 1.000 1.007 1.000 1.000 1.000 1.000 36.68 3,974.35 6309.08 6.02 152.82 615.60 +1.20D+0.50Lr+0.50L+1.60W 1.007 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.395 0.158 1.000 1.007 1.000 1.000 1.000 1.000 23.02 2,494.59 6309.08 3.83 97.15 615.60 +1.20D+0.50L+0.50S+1.60W 1.007 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.439 0.175 1.000 1.007 1.000 1.000 1.000 1.000 25.58 2,771.32 6309.08 4.24 107.73 615.60 +1.20D+0.50L+0.20S+E 1.007 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.300 0.125 1.000 1.007 1.000 1.000 1.000 1.000 17.46 1,891.57 6309.08 3.03 76.96 615.60 +0.90D+1.60W+1.60H 1.007 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.271 0.108 1.000 1.007 1,000 1.000 1.000 1.000 15.75 1,706.98 6309.08 2.63 66.72 615 60 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination Max.'+'Defl Location in Span D+Lr+S 1 0.7493 7.000 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.417 4.944 D Only 2.355 1.882 Lr Only 1.096 1.096 S Only 1.966 1.966 Lr+S 3.062 3.062 W Only 0.400 0.400 D+Lr 3.451 2.979 D+S 4.320 3.848 D+W 2.755 2.282 D+Lr+S 5.417 4.944 D+Lr+W 3.851 3.379 86 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Pr n ed 12 APR 2011.2 08PM R .OOd Beam r 1.:V011111-Red W6001111553-RI.-regal,OftsiculationstEneccatc 111553-d tgard or-maser cat ile.ec6 i ENERCALC,INC.19812011,Buik1:6.123.14,Ver.6.12.3.14 Lic.#:KW-06006800 Description: 13-New beam along line F btw 2.5&3 Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pc( Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 1.330 ft from Left-Most support Regular spacing of lateral supports on length of beam =1.330 ft D(0.08)Lr(0.08)S(0.2) r r r * 2-2x8 Span=7.0 ft Applied Loads Service loads entered-Load Factors will be applied for calculations. Uniform Load: D=0.020, Lr=0.020, S=0.050 ksf, Tributary Width=4.0 ft,(roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.748 1 Maximum Shear Stress Ratio = 0.268 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 1,163.41 psi fv:Actual = 83.34 psi FB:Allowable = 1,554.34psi Fv:Allowable = 311.04 psi Load Combination +1.20D+0.50L+1.60S Load Combination +1.20D+0.50L+1 60S Location of maximum on span = 3.500ft Location of maximum on span = 6.405 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.071 in Ratio= 1175 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.129 in Ratio= 653 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 A Mu fb Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.165 0.096 0.600 1.000 1.000 1.000 1.000 0.999 0.42 192.82 1165.75 0.33 22.44 233.28 Length=1.330 ft 1 0.253 0.096 0.600 1000 1.000 1.000 1.000 0.999 0.65 295.19 1165.75 0.24 22.44 233.28 Length=1.330 ft 1 0.269 0.096 0.600 1.000 1.000 1.000 1.000 0.999 0.69 313.23 1165.75 019 22.44 233.28 Length=1.330 ft 1 0.263 0.096 0.600 1.000 1.000 1.000 1.000 0.999 0.67 307.09 1165.75 0.20 22.44 233.28 Length=1.330 ft 1 0.196 0.096 0.600 1.000 1.000 1.000 1.000 0.999 0.50 228.53 1165.75 0.33 22.44 233.28 Length=0.350 ft 1 0.051 0.096 0.600 1.000 1.000 1,000 1.000 1.000 0.13 59.51 1166.23 0.33 22.44 233.28 +1.20D+0.50Lr+1.60L+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.151 0.088 0.800 1.000 1.000 1.000 1.000 0.999 0.51 234.14 1554.34 0.40 27.25 311.04 Length=1.330 ft 1 0.231 0.088 0.800 1.000 1.000 1.000 1.000 0.999 0.79 358.44 1554.34 0.30 27.25 311.04 Length=1.330 ft 1 0.245 0.088 0.800 1.000 1.000 1.000 1.000 0.999 0.83 380.35 1554.34 0.11 27.25 311.04 Length=1.330 ft 1 0.240 0.088 0.800 1.000 1.000 1.000 1.000 0.999 0.82 372.89 1554.34 0.25 27.25 311.04 Length=1.330 ft 1 0.179 0.088 0.800 1.000 1.000 1.000 1.000 0.999 0.61 277.50 1554.34 0.40 27.25 311.04 87 Title Block Line 1 Title: Job# You can changes this area Engineer using the'Settings'menu item Project Desc and then using the'Printing& Title Block'selection. Title Block Line 6 Pointed 12 APR 2012. 2 08PM Wood Beam e:L:12011111-Red Lobstei11553-RL-Tigard,ORtCalculabons\Enercalc111553-d bgad or-master cat file.ec6 ENERCALC,INC.1983-2011,Build:6.12.3.14,Ver6.12.3.14 Lic.#:KW-06006800 Description: 13-New beam along line F blw 2.5&3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V A, Mu fb Fb Vu fv Fv Length=0.350 ft 1 0.046 0.088 0.800 1.000 1.000 1.000 1.000 1.000 0.16 72.27 1554.97 0 40 27.25 311.04 +120D+1.60L+0.50S+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0 00 0.00 0.00 Length=1.330 ft 1 0.217 0126 0.800 1.000 1.000 1.000 1.000 0.999 0.74 337.44 1554.34 0 57 39.27 311.04 Length=1.330 ft 1 0.332 0.126 0.800 1.000 1.000 1.000 1.000 0.999 1.13 516.57 1554.34 0.43 39.27 311.04 Length=1 330 ft 1 0.353 0.126 0.800 1.000 1.000 1.000 1.000 0 999 1.20 548.15 1554.34 0.16 39.27 311.04 Length=1330 ft 1 0.346 0.126 0.800 1.000 1.000 1.000 1.000 0.999 1.18 537.40 1554 34 0.36 39.27 311.04 Length=1.330 ft 1 0.257 0.126 0.800 1.000 1.000 1.000 1.000 0.999 0.88 399.93 1554.34 0.57 39.27 311.04 Length=0.350 ft 1 0.067 0.126 0.800 1.000 1.000 1.000 1.000 1.000 0.23 104.15 1554.97 0.57 39.27 311.04 +1.20D+1.60Lr+0.50L 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.248 0.144 0.800 1.000 1.000 1.000 1 000 0.999 0 84 385.65 1554 34 0.65 44 88 311.04 Length=1.330 ft 1 0.380 0 144 0.800 1.000 1.000 1 000 1.000 0 999 1.29 590.37 1554 34 0.49 44 88 311.04 Length=1.330 ft 1 0.403 0 144 0.800 1.000 1.000 1 000 1.000 0 999 1 37 626.45 1554 34 0.19 44 88 311.04 Length=1.330 ft 1 0.395 0.144 0.800 1.000 1.000 1.000 1.000 0.999 1.35 614.18 1554 34 0 41 44.88 311.04 Length=1.330 ft 1 0 294 0.144 0 800 • 1.000 1.000 1.000 1.000 0.999 1 00 457 06 1554 34 0.65 44.88 311.04 Length=0.350 ft 1 0.077 0.144 0 800 1.000 1.000 1.000 1.000 1.000 0 26 119.03 1554.97 0.65 44.88 311.04 +1.20D+1.60Lr+0.80W 1.000 1.000 1.000 1000 1.000 0.00 0.00 0.00 0.00 Length-1.330 ft 1 0.198 0.115 1 000 1.000 1.000 1.000 1 000 0.999 0.84 385.65 1942.92 0.65 44.88 388.80 Length=1.330 ft 1 0.304 0.115 1.000 1.000 1.000 1 000 1.000 0.999 1 29 590.37 1942.92 0.49 44.88 388.80 Length=1.330 ft 1 0.322 0.115 1 000 1.000 1.000 1.000 1.000 0.999 1.37 626.45 1942.92 0.19 44.88 388.80 Length=1.330 ft 1 0.316 0.115 1.000 1.000 1.000 1.000 1.000 0.999 1.35 614.18 1942.92 0.41 44.88 388.80 Length=1.330 ft 1 0.235 0.115 1.000 1.000 1.000 1.000 1.000 0.999 1.00 457.06 1942 92 0.65 44.88 388.80 Length=0.350 ft 1 0.061 0.115 1.000 1.000 1.000 1 000 1 000 1 000 0.26 119.03 1943.72 0.65 44.88 388.80 +1.20D+0.50L+1.60S 1.000 1.000 1 000 1000 1.000 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.461 0.268 0.800 1.000 1.000 1.000 1 000 0.999 1.57 716.20 1554.34 1 21 83.34 311.04 Length=1.330 ft 1 0.705 0.268 0.800 1.000 1.000 1 000 1 000 0.999 2 40 1,096.40 1554.34 0.90 83 34 311.04 Length=1.330 ft 1 0.748 0.268 0.800 1.000 1.000 1.000 1.000 0.999 2.55 1,163.41 1554.34 0.35 83.34 311.04 Length=1.330 ft 1 0.734 0.268 0 800 1 000 1.000 1 000 1 000 0 999 2.50 1,140.61 1554.34 0.76 83.34 311.04 Length=1.330 ft 1 0.546 0 268 0.800 1.000 1.000 1.000 1.000 0.999 1.86 848.83 1554.34 1.21 83.34 311.04 Length=0.350 ft 1 0.142 0.268 0.800 1.000 1.000 1.000 1 000 1.000 0 48 221.05 1554.97 1.21 83.34 311.04 +1.200+1.60S+0.80W 1.000 1.000 1 000 1 000 1 000 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0.369 0.214 1.000 1.000 1.000 1.000 1.000 0 999 1 57 716.20 1942 92 1.21 83.34 388.80 Length=1.330 ft 1 0.564 0.214 1.000 1.000 1.000 1.000 1.000 0 999 2.40 1,096.40 1942 92 0.90 83.34 38.880 Length=1.330 ft 1 0.599 0.214 1.000 1.000 1.000 1.000 1.000 0 999 2.55 1,163.41 1942.92 0 35 83.34 388 80 Length=1.330 ft 1 0.587 0.214 1.000 1.000 1.000 1.000 1.000 0.999 2.50 1,140.61 1942.92 0.76 83.34 388.80 Length=1.330 ft 1 0.437 0.214 1.000 1.000 1.000 1.000 1.000 0.999 1.86 848.83 1942.92 1.21 83.34 388.80 Length=0.350 ft 1 0 114 0 214 1.000 1.000 1.000 1.000 1.000 1.000 0.48 221.05 1943.72 1.21 83.34 388.80 +1.20D+0.50Lr+0.50L+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0 00 Length=1.330 ft 1 0.121 0.070 1.000 1.000 1000 1.000 1 000 0.999 0.51 234.14 1942.92 0.40 27.25 388.80 Length=1.330 ft 1 0.184 0.070 1.000 1.000 1.000 1.000 1.000 0.999 0.79 358.44 1942.92 0.30 27.25 388.80 Length=1.330 ft 1 0.196 0 070 1.000 1.000 1.000 1.000 1.000 0.999 0.83 380 35 1942.92 0.11 27 25 388.80 Length=1.330 ft 1 0.192 0 070 1.000 1.000 1.000 1.000 1.000 0.999 0.82 372 89 1942.92 0.25 27.25 388.80 Length=1.330 ft 1 0.143 0.070 1.000 1.000 1.000 1.000 1.000 0.999 0.61 277.50 1942.92 0.40 27.25 388.80 Length=0.350 ft 1 0.037 0 070 1.000 1.000 1.000 1.000 1.000 1.000 0.16 72.27 1943.72 0.40 27.25 388.80 +1.200+0 50L+0.50S+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=1 330 ft 1 0.174 0.101 1.000 1.000 1.000 1.000 1.000 0.999 0.74 337.44 1942.92 0.57 39.27 388.80 Length=1 330 It 1 0.266 0.101 1.000 1.000 1.000 1.000 1.000 0.999 1.13 516.57 1942.92 0.43 39.27 388.80 Length=1 330 ft 1 0.282 0.101 1.000 1.000 1.000 1.000 1.000 0.999 1.20 548.15 1942.92 0.16 39.27 388.80 Length=1.330 ft 1 0.277 0.101 1.000 1.000 1.000 1.000 1.000 0.999 1.18 537.40 1942.92 0.36 39.27 388.80 Length=1.330 ft 1 0.206 0.101 1.000 1.000 1.000 1.000 1.000 0.999 0.88 399.93 1942 92 0.57 39.27 388.80 Length=0.350 ft 1 0 054 0.101 1.000 1.000 1.000 1.000 1 000 1 000 0.23 104.15 1943.72 0.57 39.27 388.80 +1.20D+0.50L+0.20S+E 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=1.330 ft 1 0121 0.070 1.000 1.000 1.000 1.000 1 000 0.999 0.51 234.14 1942.92 0.40 27.25 388.80 Length=1.330 ft 1 0 184 0 070 1.000 1.000 1.000 1.000 1.000 0.999 0.79 358.44 1942 92 0.30 27.25 388.80 Length=1.330 ft 1 0196 0.070 1.000 1.000 1.000 1.000 1.000 0.999 0 83 380 35 1942 92 0.11 27 25 388.80 Length=1.330 ft 1 0.192 0.070 1.000 1.000 1.000 1.000 1.000 0 999 0.82 372.89 1942.92 0.25 27 25 388 80 Length=1.330 ft 1 0.143 0.070 1.000 1.000 1.000 1.000 1.000 0.999 0.61 277.50 1942.92 0.40 27 25 388 80 Length=0.350 ft 1 0.037 0.070 1.000 1.000 1.000 1.000 1 000 1.000 0.16 72.27 1943.72 0.40 27.25 388.80 88 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Pnntec 12 APR 2012 208?M Wood Beam a:L:12011111-Red Lobslx111 553-RL-Tigard,OR1Calcuta8atslEnercalc 11553-d egad or-master calc R e.ec6 ENERCALC,INC.1983-2011,Build:6.12.3.14,Ven6.12.3.14 Lic.#: KW-06006800 Description 13-New beam along line F btw 2.583 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span D+Lr+S 1 0.1286 3.535 0.0000 0.000 Vertical Reactions-Unfactored Support notation.Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.260 1.260 D Only 0.280 0.280 Lr Only 0.280 0.280 S Only 0.700 0.700 Lr+S 0.980 0.980 D+Lr 0.560 0.560 D+S 0.980 0.980 D+Lr+S 1.260 1.260 89 Title Block Line 1 Title. Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed 3 APR 2312 5 34PM Wood Beam - 3:L12011\11-Redlobsteru1 553-RL-Ted,ofac. ,l It1553-eti�rdor-mesbircacee.ec6 i ENERCALC,INC.1983-2011.Bu ld:6.12.3.4,Ver:6.12.3.4 Lic.#:KW-06006800 Description: 14-New beam under tower wall-11'-4'span Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 750.0 psi E Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 750.0 psi Ebend-xx 1,300.0ksi Fc-Prtl 700.0 psi Eminbend-xx 470.0 ksi Wood Species . Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 475.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.18) • • D(0.0266)Lr(0.666)S(0.08246) • • ♦ 4 4 • A . 3-2x10 \ Span=11.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020, S=0.0620 ksf, Tributary Width= 1.330 ft Uniform Load: D=0.180, Tributary Width=1.0 ft,(Tower Wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.76a 1 Maximum Shear Stress Ratio = 0.247 : 1 Section used for this span 3-2x10 Section used for this span 3-2x10 fb:Actual = 934.42 psi fv:Actual = 54.49 psi FB:Allowable = 1,229.58psi Fv:Allowable = 220.32 psi Load Combination +1.40D Load Combination +1.400 Location of maximum on span = 5.750ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.085 in Ratio= 1627 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.334 in Ratio= 413 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 A. Mu tb Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.760 0.247 0.600 1.100 1.150 1.000 1 000 1.000 5.00 934.42 1229.58 1.51 54.49 220.32 +1.200+0.50Lr+1.60L+1.6011 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.514 0.167 0.800 1.100 1.150 1.000 1.000 1.000 4.50 842.05 1639.44 1.36 49.10 293.76 +1.200+1.60L+0.505+1.60H 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.566 0.184 0.800 1.100 1.150 1.000 1.000 1.000 4 96 928.39 1639.44 1.50 54.14 293.76 +1.20D+1.60Lr+0.50L 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=11.50 fl 1 0.569 0.185 0.800 1.100 1.150 1.000 1.000 1.000 4.99 932.50 1639.44 1.51 54.38 293.76 +1.20D+1.60Lr+0.80W 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.455 0.148 1.000 1.100 1.150 1.000 1.000 1.000 4.99 932.50 2049.30 1.51 54.38 367.20 +1.200+0.50L+1.60S 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.737 0.240 0.800 1.100 1.150 1.000 1.000 1.000 6.46 1,208.79 1639.44 1.96 70.49 29316 +1.200+1.60S+0.80W 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.590 0.192 1.000 1.100 1.150 1.000 1.000 1.000 6.46 1,208.79 2049.30 1.96 70.49 367.20 90 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.. and then using the'Printing& Title Block'selection. Title Block Line 6 Panted a APR 2012 5 34PM Wood Beam a:L:12011111-Red Lobster111553-RL-Tigard.ORtCalculabonslErwnalc111553-it tigand or-master calc Neal* ENERCALC,INC.1983-2011,Buidfi.12.3.4,Ver.6.12.3.4 1 Lic.#:KW-06006800 Description: 14-New beam under tower wall-11'-4'span Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V X. Mu lb Fb Vu Iv Fv +1.20D+0.50Lr+0.50L+1.60W 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=11.50 It 1 0.411 0.134 1.000 1.100 1.150 1.000 1.000 1.000 4.50 842.05 2049.30 1.36 49.10 367.20 +1.20D+0.50L+0.50S+1.601N 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length.11 50 ft 1 0.453 0.147 1.000 1.100 1.150 1.000 1.000 1.000 4.96 928.39 2049.30 1,50 54.14 367.20 +1.20D+0.50L+0.20S+E 1.100 1.150 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=11.50 ft 1 0.416 0.135 1.000 1.100 1.150 1.000 1.000 1.000 4.56 851.92 2049.30 1.38 49.68 367.20 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Dell Location in Span Load Combination Max_'+'Dell Location in Span D+Lr+S 1 0 3341 5.808 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.869 1.869 D Only 1.241 1.241 Lr Only 0.153 0.153 S Only 0.474 0.474 Lr+S 0.627 0.627 D+Lr 1.394 1.394 D+S 1.716 1.716 D+Lr+S 1.869 1.869 91 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block"selection. Title Block Line 6 Pn,1ed 3 APR 2012 5 34P.M 1 Wood Column 3:L:12011111-Red Lobstat11553-RL-Ngad,ORlcalaAasons\Enercalctt 1553-rt Ward or-master talc ble.ecs ENERCALC.INC.1983-2011.Build:6.123 4.Ver6.12 3 4 Lic.#:KW-06006800 Description 15-North Tower Mullion General Information Calculations per 2005 NDS,ASCE 7-05 Analysis Method: Load Resistance Factor Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 16.0 ft Wood Member Type Sawn (Used fa non-slender calculations) Exact Width 5,50 in Allowable Stress Modification Factors Wood Species Douglas Fir-Larch Exact Dept Wood Grade No.2 5.50 in Cf or Cv for Bending 1.0 Area 30.250 in"2 Cf or Cv for Compression 1.0 Fb Tension 750.0 psi Fv 170.0 psi ix 76.255 in"4 Cf or Cv for Tension 1.0 Fb-Compr 750.0 psi Fl 475.0 psi ly 76.255 in"4 Cm.Wet Use Factor 1.0 Fc-PrIl 700.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 r- 5 75 i Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No',:r-c,r,o^ Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC&ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis.Unbraced Length for Y-Y Axis buckling=16 ft.K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 108.26 lbs*Dead Load Factor AXIAL LOADS.. . Roof Loads from headers:Axial Load at 16.0 ft,0=0.680, Lr=0.680 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.0560 k/ft DESIGN SUMMARY _ Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8494:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.200+0.50Lr+0.50L+1.60W Top along Y-Y 0.4480 k Bottom along Y-Y 0.4480 k Governing NOS Formla Comp+Mxx, NDS Eq.3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.946 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.8420 in at 8.054 ft above base Applied Axial 1.286 k for load combination: W Only Applied Mx 2.867 k-ft psi Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 443.65 psi Applied My 0.0 for load combination:nla Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.06453:1 Bending Compression Tension Load Combination +0 900+1.60W+1 60H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 0.0 ft LRFD-Format Conversion factor 2.541 2.400 2.700 Applied Design Shear 23.696 psi LRFD-Resistance factor 0.850 0.900 0.800 Allowable Shear 367,20 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.08856 PASS 0.0 ft 0.0 PASS 0.0 ft +1.200+0.50Lr+1.60L+1.60H 0.09831 PASS 0.0 ft 0.0 PASS 0.0 ft +1.200+1.60Lr+0,50L 0.1555 PASS 0.0 ft 0.0 PASS 0.0 ft +1.200+1.60Lr+0.80W 0.4682 PASS 7.946 ft 0.03227 PASS 0.0 It +1.200+1.60S+0.80W 0.4146 PASS 7.946 ft 0.03227 PASS 0.0 ft +1.20D+0.50Lr+0.50L+1.60W 0.8494 PASS 7.946 ft 0.06453 PASS 0.0 ft +1.20D+0.50L+0.505+1.60W 0.8242 PASS 7.946 ft 0.06453 PASS 0.0 ft +0.90D+1.60W+1.60H 0.8080 PASS 7.946 ft 0.06453 PASS 0.0 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base ©Top @ Base @ Top @ Base D Only k k 0.788 k 92 Title Block Line 1 Title• Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the Printing& Title Block'selection. Title Block Line 6 Punted 3 APR 2012 5 34Pu Wood Column r.LI2011111-RedLatlsbrt11553-RL-Tigard,ORtCalculatloltslEnercalc111553-d egad or-masrccrae.ec8 ENERCALC,INC.1983-2011,Build:812.3.4,Ver.6.1214 Lic.#:KW-06006800 Description: 15-North Tower Mullion Maximum Reactions-Unfactored Note.Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base ©Top @ Base ©Top @ Base Lr Only k k 0.680 k W Only k 0.448 0.448 k k D+Lr k k 1.468 k D+W k 0.448 0.448 k 0.788 k D+Lr+W k 0.448 0 448 k 1.468 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max X-X Deflection Distance Max.Y-Y Deflection Distance 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 W Only 0.0000 in 0.000 ft 0.842 in 8.054 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.842 in 8.054 ft D+Lr+W 0.0000 in 0.000 ft 0.842 in 8.054 ft Sketches AVVLoads 4 � I txa '-` at r*' ` �• tat".- �_ ' • x- e,a i i 5501n ----. Loads are to entered value.Arrows do nol reflect absolute direction 93 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnted 3 APR 2012 5 34PM Wood Column 3:L•12011111-Red Lobstert11553-RL-rpaid,ORtCalcutalonslEnercalct 11553-d lipoid or-master cab Ne.ec6 I ENERCALC,INC.1983.2011,B dd:6.12.3A,Ver.6.1a3.4 Lic.#:KW-06006800 Description: 16-North West Tower Mullion-Supporting Mezzanine General Information Calculations per 2005 NDS,ASCE 7-05 Analysis Method: Load Resistance Factor Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.0 ft Wood Member Type Sawn (Used for ncn-slender calculations) Wood Species Douglas Fir Larch Exact Width 5.50 in Allowable Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb-Tension 750.0 psi Fv 170.0 psi Ix 76.255 in"4 Cf or Cv for Tension 1.0 Fb-Compr 750.0 psi Ft 475.0 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-PrII 700.0 psi Density 32.210 pc{ Ct:Temperature Factor 1.0 Fc Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 15 3 2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No trcnIm may,) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC&ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=11 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:74.430 Ibs'Dead Load Factor AXIAL LOADS. . . Mezzanine Loads from ledger:Axial Load at 11.0 ft,Xecc=2.750 in, D=0.680,L=3.40 k Roof loads from headers:Axial Load at 11.0 ft,D=0.680,Lr=0.680 k BENDING LOADS. . . Lat.Uniform Load creating Mx-x,W=0.0560 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5827:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.20D+0.50Lr+1.60L+1.60H Top along Y-Y 0.3080 k Bottom along Y-Y 0.3080 k Governing NDS Formla Comp+Myy, NDS Eq.3.9-3 Top along X-X 0.0850 k Bottom along X-X 0.0850 k Location of max.above base 11.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1881 in at 5.537 ft above base Applied Axial 7.412 k for load combination:W Only Applied Mx 0.0 k-ft Applied My -1.434 k-ft Along X-X -0.1276 in at 6.423 ft above base Fc:Allowable 759.84 psi for load combination:D+L Other Factors used to calculate allowable stresses.., PASS Maximum Shear Stress Ratio= 0.04437:1 Bending Compression Tension Load Combination +0.900+1.60W+1.60H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 0.0 ft LRFD-Format Conversion factor 2.541 2.400 2.700 Applied Design Shear 16.291 psi LRFD-Resistance factor 0.850 0.900 0.800 Allowable Shear 367.20 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D 0.1066 PASS 10.926 ft 3.002976 PASS 0.0 ft +1.20D+0.50Lr+1.60L+1.60H 0.5827 PASS 11.0 ft 0.01467 PASS 0.0 ft +1.20D+1.60L+0.50S+1.60H 0.5734 PASS 11.0 ft 0.01467 PASS 0.0 ft +1.200+1,60Lr+0.50L 0.2297 PASS 10.926 ft 3.005899 PASS 0.0 ft +1.200+1.60Lr+0.80W 0.2378 PASS 5.832 ft 0.02218 PASS 0.0 ft +1.20D+0.50L+1.60S 0.2135 PASS 11.0 ft 3.005899 PASS 0.0 ft +1.200+1.60S+0.80W 0.2223 PASS 5.832 ft 0.02218 PASS 0.0 ft +1.20D+0.50Lr+0.50L+1.60W 0.5160 PASS 5.980 ft 0.04437 PASS 0.0 ft +1.20D+0.50L+0.50S+1.60W 0.5069 PASS 6.054 ft 0.04437 PASS 0.0 ft +1.20D+0.50L+0.20S+E 0.1720 PASS 11.0 ft 3.004719 PASS 0.0 ft +0.90D+1.60W+1.60H 0.3995 PASS 5.611 ft 0.04437 PASS 0.0 ft 94 Title Block Line 1 Title: Job# You can changes this area Engineer. using the"Settings"menu item Project Desc.: and then using the Printing& Title Block'selection. Title Block Line 6 Pnntecl 3 APR 2012 s 34PM Wood Column a:L:12011111-RedLobsbA11553-RL-Tgad 11553•dtipador-master calcNe.ec6 g ENERCALC,INC.19834011,Buid:6.12.a4,Ver6.123.4 Lic.#:KW-06006800 Description: 16-North West Tower Mullion-Supporting Mezzanine Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only -0.014 0.014 k k 1.434 k L Only -0.071 0.071 k k 3.400 k Lr Only k k 0.680 k L+Lr -0.071 0.071 k k 4.080 k W Only k 0.308 0.308 k k D+Lr -0.014 0.014 k k 2.114 k D+L -0.085 0.085 k k 4.834 k D+L+Lr -0.085 0.085 k k 5.514 k D+W -0.014 0.014 k 0.308 0.308 k 1.434 k D+L+W -0.085 0.085 k 0.308 0.308 k 4.834 k O+Lr+W -0.014 0.014 k 0.308 0.308 k 2.114 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0213 in 6.423 ft 0.000 in 0.000 ft L Only -0.1063 in 6.423 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L+Lr -0.1063 in 6.423 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.188 in 5.537 ft D+Lr -0.0213 in 6.423 ft 0.000 in 0.000 ft D+L -0.1276 in 6.423 ft 0.000 in 0.000 ft D+L+Lr -0.1276 in 6.423 ft 0.000 in 0.000 ft D+W -0.0213 in 6.423 ft 0.188 in 5.537 ft D+L+W -0.1276 in 6.423 ft 0.188 in 5.537 ft D+Lr+W -0.0213 in 6.423 ft 0.188 in 5.537 ft Sketches hint Loads T r`41'' .if',;7f :'e i I 4. 1 1 t R • ,- 1 w it- L*. _I .i 2 w•..1St { GA t i 550n 'J Loads are total entered value Arrows do not reflect absolute d,recton 95 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc: and then using the'Printing& Title Block'selection. Title Block Line 6 _ Paned 3 APR 2012 5 34PM Wood Column 3:L12011\11-Red Lobslalf 1553-RL-Tga-d,ORICalculalgnslEnercalcu 1553-rl tiga d or-master talc flle.ec6 ■ ENERCALC,INC.1983-2011,Build:6.12.3.4.Ve-..6.123.4 Lic.#: KW-06006800 Description: 17-2x4 Kicker(Ref to 11S4.0) General Information Calculations per 2005 NDS,ASCE 7-05 Analysis Method: Load Resistance Factor Design Wood Section Name 2-2x4 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 7.0 ft Wood Member Type Sawn (Used for non-slender calculat ons) Wood Species Douglas Fir-Larch Exact Width 3.0 in Allowable Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Area 10.50 in^2 Cf or Cv for Compression 1.150 Fb Tension 750.0 psi Fv 170.0 psi Ix 10.719 in^4 Cf or Cv for Tension 1.50 Fb-Compr 750.0 psi Ft 475.0 psi Fc-Pr!! 700.0 psi Density 32.210 pot ly 7.875 in^4 Cm:wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 r.D5'5;' Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No it ^-o/c r'., Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC&ASCE 7-05 X-X(width)axis:Unbraced Length for X-X Axis buckling=7 ft,K=1.0 Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=7 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 16.441 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 7.0 ft,W=0.6340 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1482:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.20D+0.50Lr+0.50L+1.60W Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Formla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above 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 1.034 k for load combination: n/a 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 664.63 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 +0.900+1.60W+1.60H Cf or Cv:Size based factors 1.500 1.150 Location of max.above base 0.0 ft LRFD-Format Conversion factor 2.541 2.400 2.700 Applied Design Shear 0.0 Psi LRFD-Resistance factor 0.850 0.900 0.800 Allowable Shear 0.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination __ Stress Ratio Status_ Location Stress Ratio Status Location +1.20D+1.60Lr+0.80W 0.07551 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+1.60S+0.80W 0.07551 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50Lr+0.50L+1.60W 0.1482 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50L+0.50S+1.60W 0.1482 PASS 0.0 ft 0.0 PASS 0.0 ft +0.90D+1.60W+1.60H 0.1475 PASS 0.0 ft 0.0 PASS 0.0 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base W Only k k 0.634 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 96 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Title Block Line 6 Pooled 3 APR 2012 5 34PM Wood Column L12011111-RedLcn, nt1563-RI.-rtgard.ORC ot>s�Ene c11�-dtgaador-mas c c eoc6 I EbE RCALC,INC.1963.2011,Buid:6.123.4,Vec6.123.4 Lic.#:KW-06006800 Description: 17-21(4 Kicker(Ref to 1154.0) Sketches 1, 5"' R' o r Loads are iota)entered value.Arrows do rot reflect absolute direction. 97 File=G:1201111G Wood Beam AHYR-8112G95D-0 1C7A4YC-F\Enercalc116582N-8.EC6 ENERCALC,INC.1983-2013,Build:6.13.5.2,Ver.6.13.5.2 Lic.#: KW-06006800 Licensee:BRITT PETERS&ASSOCIATES INC. Description: 18-2x Framing @ Roof 1-2&G-F CODE REFERENCES Calculations per NDS 2005 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.0266) Lr(0.0266) S(0.05719) • • • • • 1-i a . 2X10 Span = 11.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020, S=0.0430 ksf, Tributary Width=1.330 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.620 1 Maximum Shear Stress Ratio = 0.227 : 1 Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 1,230.99 psi fv:Actual = 70.74 psi FB:Allowable = 1,967.33 psi Fv:Allowable = 311.04 psi Load Combination +1.200+0.50L+1.60S Load Combination +1.200+0.50L+1.60S Location of maximum on span = 5.875ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.156 in Ratio= 904 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.309 in Ratio= 455 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 a, Mu fb Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.273 0.099 0.60 1.10 1.00 1.15 1.00 1 00 1.00 0.72 402.61 1475.50 0.21 23.13 233.28 +1.20D+0.50Lr+1.60L+1.60H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.241 0.088 0.80 1.10 1.00 1.15 1.00 1.00 1.00 0.84 473.86 1967.33 0.25 27.23 311.04 +1.200+1.60L+0.505+1.60H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.316 0.115 0.80 1.10 1.00 1.15 1.00 1.00 1.00 1.11 621.93 1967.33 0.33 35.74 311.04 +1.20D+1.60Lr+0.50L 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.385 0.140 0.80 1.10 1.00 1.15 1.00 1.00 1.00 1.35 757.14 1967.33 0.40 43.51 311.04 +1.200+1.60Lr+0.80W 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.308 0.112 1.00 1.10 1.00 1.15 1.00 1.00 1.00 1.35 757.14 2459.16 0.40 43.51 388.80 +1.200+0.50L+1.60S 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 98 Wood Beam File G:201111 ENERCALC,INC.1983-2013,Build:6.13.52,Ver.6.13.5.2 Lic.#: KW-06006800 Licensee:BRITT PETERS&ASSOCIATES INC. Description: 18-2x Framing @ Roof 1-2&G-F Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V X Mu lb Fb Vu fv Fv Length=11.750 ft 1 0.626 0.227 0.80 1.10 1.00 1.15 1.00 1.00 1.00 2.19 1,230.99 1967.33 0.65 70.74 311.04 +1.20D+1.605+0.80W 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.501 0.182 1.00 1.10 1.00 1.15 1.00 1.00 1.00 2.19 1,230.99 2459.16 0.65 70.74 388.80 +1.20D+0.50Lr+0.50L+1.60W 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.193 0.070 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.84 473.86 2459.16 0.25 27.23 388.80 +1.20D+0.50L+0.505+1.60W 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.253 0.092 1.00 1.10 1.00 1.15 1.00 1.00 1.00 1.11 621.93 2459.16 0.33 35.74 388.80 +1.20D+0.50L+0.205+E 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.185 0.067 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.81 455.83 2459.16 0.24 26.19 388.80 +0.90D+1.60W+1.60H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.105 0.038 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.46 258.82 2459.16 0.14 14.87 388.80 +0.900+E+1.60H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=11.750 ft 1 0.105 0.038 1.00 1.10 1.00 1.15 1.00 1.00 1.00 0.46 258.82 2459.16 0.14 14.87 388.80 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+S 1 0.3093 5.918 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.667 0.667 D Only 0.175 0.175 Lr Only 0.156 0.156 S Only 0.336 0.336 Lr+S 0.492 0.492 D+Lr 0.331 0.331 D+S 0.510 0.510 D+Lr+S 0.667 0.667 99 Wood Beam File=G:120111 1GAHYR-811ZG95D-01C7A4YC-F\Enercalc116582N-B.EC6 ENERCALC,INC.1983-2013,Build:6.13.52,Ver8.13.5.2 Lic.#: KW-06006800 Licensee: BRITT PETERS&ASSOCIATES INC. Description: 20-Beam D2 to 0.582 CODE REFERENCES Calculations per NDS 2005 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Load Resistance Factor D Fb-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.12) Lr(0.12) S(0.288) V V V V . • 3-2x8 Span = 7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020. S=0.0480 ksf, Tributary Width=6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.613 1 Maximum Shear Stress Ratio = 0.264 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb:Actual = 1,143.94 psi fv:Actual = 82.16 psi FB:Allowable = 1,866.24 psi Fv:Allowable = 311.04 psi Load Combination +1.20D+0.50L+1.60S Load Combination +1.20D+0.50L+1.60S Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.068 in Ratio= 1227 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.127 in Ratio= 660 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 a, Mu fb Fb Vu fv Fv +1.400 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.237 0.102 0.60 1.20 1.00 1.00 1.00 1.00 1.00 1.09 332.28 1399.68 0.52 23.86 233.28 +1.20D+0.50Lr+1.60L+1.60H 1,20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.213 0.092 0.80 1.20 1.00 1.00 1.00 1.00 1.00 1.30 396.67 1866.24 0.62 28.49 311.04 +1.200+1.60L+0.505+1.60H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.296 0.128 0.80 1.20 1.00 1.00 1.00 1.00 1.00 1.82 553.29 1866.24 0.86 39.74 311.04 +1.20D+1.60Lr+0.50L 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.344 0.148 0.80 1.20 1.00 1.00 1.00 1.00 1.00 2.11 642.78 1866.24 1.00 46.16 311.04 +1.200+1.60Lr+0.80W 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.276 0.119 1.00 1.20 1.00 1.00 1.00 1.00 1.00 2.11 642.78 2332.80 1.00 46.16 388.80 +1.20D+0.50L+1.60S 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 100 Wood Beam Fib=G:1201fl1GAHYR-811ZG 95D-01C7A4YC-F1Enercak.116582N-B.EC6 ENERCALC,INC.1983-2013,Build:6.13.52,Vec6.13.52 Lic.#: KW-06006800 Licensee: BRITT PETERS&ASSOCIATES INC. Description: 20-Beam D2 to D 5&2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V a, Mu lb Fb Vu fv Fv Length=7.0 ft 1 0.613 0.264 0.80 1.20 1.00 1.00 1.00 1.00 1.00 3.76 1,143.94 1866.24 1.79 82.16 311.04 +1.20D+1.60S+0.80W 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.490 0.211 1.00 1.20 1.00 1.00 1.00 1.00 1.00 3.76 1,143.94 2332.80 1.79 82.16 388.80 +1.200+0.50Lr+0.50L+1.60W 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.170 0.073 1.00 1.20 1.00 1.00 1.00 1.00 1.00 1.30 396.67 2332.80 0.62 28.49 388.80 +1.20D+0.50L+0.50S+1.60W 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.237 0.102 1.00 1.20 1.00 1.00 1.00 1.00 1.00 1.82 553.29 2332.80 0.86 39.74 388.80 +1.20D+0.50L+0.205+E 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.168 0.072 1.00 1.20 1.00 1.00 1.00 1.00 1.00 1.29 392.20 2332.80 0.61 28.17 388.80 +0.90D+1.60W+1.601-1 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.092 0.039 1.00 1.20 1.00 1.00 1.00 1.00 1.00 0.70 213.61 2332.80 0.33 15.34 388.80 +0.90D+E+1.60H 1.20 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.092 0.039 1.00 1.20 1.00 1.00 1.00 1.00 1.00 0.70 213.61 2332.80 0.33 15.34 388.80 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span D+Lr+S 1 0.1272 3.526 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.874 1.874 D Only 0.446 0.446 Lr Only 0.420 0.420 S Only 1.008 1.008 Lr+S 1.428 1.428 D+Lr 0.866 0.866 D+S 1.454 1.454 D+Lr+S 1.874 1.874 101 Wood Beam ENERCALC,ENERCALC,INC.1983-2013,Bold:6.13.52,Vert.13.5.2 Lic.#: KW-06006800 Licensee: BRITT PETERS&ASSOCIATES INC. Description: 21-LVL F2-F3 CODE REFERENCES Calculations per NDS 2005 Load Combination Set:ASCE 7-02 Material Properties Analysis Method: Load Resistance Factor D Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-02 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-Prll 2,635.0 psi Eminbend-xx 2,000.0 ksi Wood Species : RedBuilt Fc-Perp 750.0 psi Wood Grade :RedLam LVL Beam/Joist Fv 285.0 psi Ft 1,660.0 psi Density 32 210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.12) Lr(0.12) S(0.288) • • • • • II._ . _, , 3-1.75x9.5 Span = 14.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, Lr=0.020, S=0.0480 ksf, Tributary Width=6.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.44& 1 Maximum Shear Stress Ratio = 0.235 : 1 Section used for this span 3-1.75x9.5 Section used for this span 3-1.75x9.5 fb:Actual = 2,301.51 psi fv:Actual = 115.90 psi FB:Allowable = 5,142.98 psi Fv:Allowable = 492.48 psi Load Combination +1.200+0.50L+1.60S Load Combination +1.200+0.50L+1.60S Location of maximum on span = 7.000ft Location of maximum on span = 13.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.334 in Ratio= 503 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.625 in Ratio= 268 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 A. Mu fb Fb Vu fv Fv +1.40D 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.177 0.093 0.60 1.03 1.00 1.00 1.00 1.00 1.00 4.50 683.61 3857.23 1.14 34.42 369.36 +1.20D+0.50Lr+1.60L+1.60H 1.03 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.157 0.083 0.80 1.03 1.00 1.00 1.00 1.00 1.00 5.33 809.33 5142.98 1.36 40.75 492.48 +1.200+1.60L+0.50S+1.60H 1.03 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.218 0.115 0.80 1.03 1.00 1.00 1.00 1.00 1.00 7.38 1,122.06 5142.98 1.88 56.50 492.48 +1.200+1.60Lr+0.50L 1.03 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.253 0.133 0.80 1.03 1.00 1.00 1.00 1.00 1.00 8.56 1,300.77 5142.98 2.18 65.50 492.48 +1.200+1.60Lr+0.80W 1.03 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.202 0.106 1.00 1.03 1.00 1.00 1.00 1.00 1.00 8.56 1,300.77 6428.72 2.18 65.50 615.60 +1.20D+0.50L+1.60S 1.03 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 102 Wood Beam File=G:1201111GAHYR-811ZG95D-01C7A4YC-FlEnerc#06582N-B.EC6 ENERCALC,INC.1963-2013,Buid..6.13.52,Ver.6.13.52 Lic.#: KW-06006800 Licensee:BRITT PETERS&ASSOCIATES INC. Description: 21-LVL F2-F3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V a, Mu lb Fb Vu fv Fv Length=14.0 ft 1 0.448 0.235 0.80 1.03 1.00 1.00 1.00 1.00 1.00 15.15 2,301.51 5142.98 3.85 115.90 492.48 +1.20D+1.60S+0.80W 1.03 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.358 0.188 1.00 1.03 1.00 1.00 1.00 1.00 1.00 15.15 2,301.51 6428.72 3.85 115.90 615.60 +1.20D+0.50Lr+0.50L+1.60W 1.03 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.126 0.066 1.00 1.03 1.00 1.00 1.00 1.00 1.00 5.33 809.33 6428.72 1.36 40.75 615.60 +1.20D+0.50L+0.505+1.60W 1.03 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.175 0.092 1.00 1.03 1.00 1.00 1.00 1.00 1.00 7.38 1,122.06 6428.72 1.88 56.50 615.60 +1.20D+0.50L+0.20S+E 1.03 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.125 0.065 1.00 1.03 1.00 1.00 1.00 1.00 1.00 5.27 800.40 6428.72 1.34 40.30 615.60 +0.900+1.60W+1.60H 1.03 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 It 1 0.068 0.036 1.00 1.03 1.00 1.00 1.00 1.00 1.00 2.89 439.46 6428.72 0.74 22.13 615.60 +0.900+E+1.60H 1.03 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.068 0.036 1.00 1.03 1.00 1.00 1.00 1.00 1.00 2.89 439.46 6428.72 0.74 22,13 615.60 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Deb Location in Span Load Combination Max."+"Def Location in Span D+Lr+S 1 0.6248 7.051 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.774 3.774 0 Only 0.918 0.918 Lr Only 0.840 0.840 S Only 2.016 2.016 Lr+S 2.856 2.856 D+Lr 1.758 1.758 D+S 2.934 2.934 D+Lr+S 3774 3.774 103 Mezzanine Calculations 104 PV P14-,' J in 0 o ®Q a o 0 irawr i4,0' 4 .v I ® 1.3 y (� 3.5 4b I j I I I I I i I I I I i I j I I i 1 I I j 1 I I ». G 4 ' 1 — = - - - - -i- - ._ = R J k'�� i11 ; I Q --r j 3,u 3 r o j I g„� ;.r j A _ I O • II b i4. I . R'/YYOm It • 1 44144 fwoPi . +l li , 1 j ' 0 ur Yd� I` k yT CE)aast.KfA Nair MEZZANINE FRAMING PLAN SCALE-yr.M. Subject. R1 --rTGf•f(iofO t Project No 11553 Sheet By: j/413(.1 Date eyL,¢,vrue (A}AL-G- —' jJ.44/1cn -z c�c� . (.3eF 7/5).1) (456 --acskt,4b AA _ * (5.?) = 700 *-14 (Sruos e ic,116.6 •) 700*--t+ (ia) aycx) s` f4-SSU44 E /-04(7 ZS fpF-47 duel 5" SrctD.S Ipfr.40 - ?ypr) yge S S4fcc7.v S P1 c.¢P-1-6.1Ty = c83 J o/r C.4 5 4,1 (3.y = /7s -44/p -- (STc DS 1a 'o. C. RTmo 175-)c '3.5--- it s rA7W/PA L,J' is A fvEJ trat frI/1 (fie 4fix rJ 106 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings"menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Prnied 3 APR 2012 5 36PrM Wood Beam 3:L12011111-RedLebsteAlt553-RL-Tgad, e 11553-ii gal or-maser calc tie.ec6 1 ENERCALC,INC.1983-2011,Bui1d:6.123.4,Ver.6.723.4 Lic.#: KW-06006800 Description: M2-Typ 2x8 floor framing 7ft span Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Fri! 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.0266)L(0.133) t t t t t r- ei ii.rz 2x8 Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.10 ksf, Tributary Width=1.330 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.742 1 Maximum Shear Stress Ratio = 0.319 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 1,385.13psi fv:Actual = 99.23 psi FB:Allowable = 1,866.24 psi Fv:Allowable = 311.04 psi Load Combination +1.20D+0 50Lr+1.60L+1.60H Load Combination +1.200+0.50Lr+1.60L+1.60H Location of maximum on span = 3.50011 Location of maximum on span = 6.405 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.095 in Ratio= 883 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.116 in Ratio= 725 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 X Mu lb Fb Vu Iv Fv +1.400 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.162 0.070 0.600 1.200 1.000 1.000 1.000 1.000 0.25 227.34 1399.68 0.12 16.29 233.28 +1.20D+0.50Lr+1.60L+1.60H 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.742 0.319 0.800 1.200 1.000 1.000 1 000 1.000 1.52 1,385.13 1866.24 0.72 99.23 311.04 +1.200+1.60L+0.50S+1.60H 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.742 0.319 0.800 1.200 1.000 1.000 1.000 1.000 1.52 1,385.13 1866.24 0.72 99.23 311.04 +1.20D+1.60Lr+0.50L 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.131 0.800 1.200 1.000 1.000 1.000 1.000 0.62 566.82 1866.24 029 40.61 311.04 +1.20D+0.50L+1.60S 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.304 0.131 0.800 1.200 1.000 1.000 1.000 1.000 0.62 566.82 1866.24 0.29 40.61 311.04 +1.20D+0.50Lr+0.50L+1.60W 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.243 0.104 1.000 1.200 1.000 1.000 1.000 1.000 0.62 566.82 2332.80 0.29 40.61 388.80 +1.200+0.50L+0.50S+1.60W 1.200 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.243 0.104 1.000 1.200 1.000 1.000 1.000 1.000 0.62 566.82 2332.80 0.29 40.61 388.80 +1.20D+0.50L+0.20S+E 1.200 1.000 1.000 1,000 1.000 0.00 0.00 0.00 0.00 107 Title Block Line 1 Title Job# You can changes this area Engineer using the'Settings"menu item Project Desc.. and then using the Printing& Title Block"selection. Title Block Line 6 Pnnted 3 APR 2012 5 36PM Wood Beam 3:L2011111-Rad Lobstert11553-RI.-Tgad,ORlCaiculationslEnerceict11553-d board or-master caic Ne.ec6 ENERCALC,INC.1983-2011,Build6.12.3.4.Ver6.12.3.4 Lic.#:KW-06006800 Description M2-Typ 2x8 floor framing 7ft span Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V �. Mu fb Fb Vu fv Fv Length=7.0 ft 1 0.243 0.104 1.000 1.200 1.000 1.000 1.000 1.000 0.62 566.82 2332.80 0.29 40.61 388.80 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.1158 3.535 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.567 0.567 D Only 0.102 0 102 L Only 0.466 0 466 D+L 0.567 0 567 108 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Panted 3 APR 2012 5 36PM Wood Beam a:L•12011111-Red Lobster11t553-RL-Tgad, t 11563-rl dyad or-msctarwlefisec6 ■ ENERCALC.INC.1983-2011,8uid:6.123.4,Ver.6.12.3.4 Lic.#:KW-06006800 Description: M3-7ft LVL Girder on 2.5 from E.5 to F Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-PrIl 2,635.0 psi Eminbend-xx 2,000.0 ksi Wood Species : RedBuilt Fc-Perp 750.0 psi Wood Grade : RedLam LVL Beam/Joist Fv 285.0 psi Ft 1,660.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.28)L(1.4) * ♦ i 3-1.75x9.25 ' Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0,10 ksf, Tributary Width=14.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.493 1 Maximum Shear Stress Ratio = 0.443 : 1 Section used for this span 3-1.75x9.25 Section used for this span 3-1.75x9.25 lb:Actual = 2,541.76psi fv:Actual = 218.32 psi FB:Allowable = 5,158.24psi Fv:Allowable = 492.48 psi Load Combination +1.200+0.50Lr+1.60L+1.60H Load Combination +1.200+0.50Lr+1.60L+1.60H Location of maximum on span = 3.500ft Location of maximum on span = 6.230 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.110 in Ratio= 763 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.133 in Ratio= 631 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 a, Mu Ib Fb Vu iv Fv +1.400 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.103 0.093 0.600 1.029 1.000 1.000 1.000 1.000 2.49 399.77 3868.68 1.11 34.34 369.36 +1.200+0.50Lr+1.60L+1.60H 1.029 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.493 0.443 0.800 1.029 1.000 1.000 1.000 1.000 15.86 2.541.76 5158.24 7.07 218.32 492.48 +1.20D+1.60L+0.50S+1.60H 1.029 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 It 1 0.493 0.443 0.800 1.029 1.000 1.000 1.000 1.000 15.86 2,541.76 5158.24 7.07 218.32 492.48 +1.20D+1.60Lr+0.50L 1.029 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.200 0.180 0.800 1.029 1.000 1.000 1.000 1.000 6.43 1,029.88 5158.24 2.86 88.46 492.48 +1.20D+0.50L+1.60S 1.029 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.200 0.180 0.800 1.029 1.000 1.000 1.000 1.000 6.43 1,029.88 5158.24 2.86 88.46 492.48 +1.20D+0.50Lr+0.50L+1.60W 1.029 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.160 0.144 1.000 1.029 1.000 1.000 1.000 1.000 6.43 1,029.88 6447.80 2.86 88.46 615.60 +1.200+0.50L+0.50S+1.60W 1.029 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.160 0.144 1.000 1.029 1.000 1.000 1.000 1.000 6.43 1,029.88 6447.80 2.86 88.46 615.60 +120D+0.50L+0.20S-E 1.029 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 109 Title Block line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Pr r,ted 3 F R 231i ;36Pti1 Wood Beam 3:LA2011111-raid I W.611553-RL-Tipad,ORtCaIculationBlEnercalc111553-r1 Dgad or-mask cat fle.ec6 ENERCALC,INC.1983.2011,Build:6.12.3.4,Ver6.123.4 Lic.#: KW-06006800 Description: M3-7ft LVL Girder on 2 5 from E.5 to F Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V A Mu it Fb Vu fv Fv Length=7.0 ft 1 0.160 0.144 1.000 1.029 1.000 1.000 1.000 1.000 6.43 1,029.88 6447.80 2.86 88.46 615.60 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."'Dell Location in Span Load Combination Max."+'Deft Location in Span D+L 1 0.1330 3.535 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.918 5.918 OOnly 1.018 1.018 L Only 4.900 4.900 D+L 5.918 5.918 110 Title Block Line 1 Title. Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.. and then using the'Printing& Title Block'selection. Title Block Line 6 PInred 3 APR 2011 5 37PM Wood Beam a:L1201111-Red Lobeler11 1563-RL-Tigard,ORtCalartaiaislEnaplclt 1553-n tigard or-master calc 1fe.ec6 ■ ENERCALC,INC.1983-2011,8uid:6.123.4,Ver:6.12.3.4 Lic.#:KW-06006800 Description: M4-14'LVL Girder Mezz on E from 4 to 5 Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC &ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-PrIl 2,635.0 psi Eminbend-xx 2,000.0ksi Wood Species : RedBuill Fc-Perp 750.0 psi Wood Grade : RedLam LVL Beam/Joist Fv 285.0 psi Ft 1,660.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.07) L(0.35) v i v + 5.25x9.25 Span = 14.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.10 ksf, Tributary Width=3.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.515 1 Maximum Shear Stress Ratio = 0.257 : 1 Section used for this span 5.25x9.25 Section used for this span 5.25x9.25 fb:Actual = 2,580.15psi fv:Actual = 126.43 psi FB:Allowable = 5,011.20 psi Fv:Allowable = 492.48 psi Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.200+0.50Lr+1.60L+1.60H Location of maximum on span = 7.000ft Location of maximum on span = 13.230 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.440 in Ratio= 381 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.542 in Ratio= 309 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 A. Mu Ib Fb Vu hr Fv +1.40D 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.118 0.059 0.600 1.000 1.000 1.000 1.000 1.000 2.77 444.56 3758.40 0.71 21.78 369.36 +1.20D+0.50Lr+1.60L+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.515 0.257 0.800 1.000 1.000 1.000 1.000 1.000 16.10 2,580.15 5011.20 4.09 126.43 492.48 +1.200+1.60L+0.50S+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.515 0.257 0.800 1.000 1.000 1.000 1.000 1.000 16.10 2,580.15 5011.20 4.09 126.43 492.48 +1.200+1.60Lr+0.50L 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.213 0.106 0.800 1.000 1.000 1.000 1.000 1.000 6.66 1,068.27 5011.20 1.69 52.35 492.48 +1.200+0.50L+1.605 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.213 0.106 0.800 1.000 1.000 1.000 1.000 1.000 6.66 1,068.27 5011.20 1.69 52.35 492.48 +1.20D+0.50Lr+0.50L+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.171 0.085 1.000 1.000 1.000 1.000 1.000 1.000 6.66 1,068.27 6264.00 1.69 52.35 615.60 +1.230+0.50L+0.50S+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=14.0 ft 1 0.171 0.085 1.000 1.000 1.000 1.000 1.000 1.000 6.66 1,068.27 6264.00 1.69 52.35 615.60 +1,200+0.50L'0.205+E 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 111 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Protect Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 PrNtea 3 c^e 2012 5 37PM+ x LV011111-Red Lobster111553-RL-Tigard,ORICallculaUOnsslEnercak■11553-rl agard or-master talc fde.ec6 Wood Beam ENERCALC,INC.1983.2011,Build:6.12.3.4,Ver6.12.3.4 Lic.#: KW-06006800 Description: M4-14 _VL Girder Mezz on E from 4 to 5 Load Comb ration Max Stress Ratios Moment Values Shear Values Segment Length Span# M V A. Mu tb Fb Vu he Fv Length=14.0 ft 1 0.171 0.085 1.000 1.000 1.000 1.000 1.000 1.000 6.66 1,068.27 6264.00 1.69 52.35 615.60 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.''Dell Location in Span Load Combination Max.'+Dell Location in Span D+L - 1 - 0.5421 7.070 -_ - 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.016 3.016 D Only 0.566 0.566 L Only 2.450 2.450 D+L 3.016 3.016 112 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.. and then using the"Printing& Title Block'selection. Title Block Line 6 F I+d 4 APR 2012 7 10AM f le:1:12011111-Red Lobslar111553-RI.-rgad,ORtCslculationslEnneak111553-rl tgad or-matter calc ble.ec6 Wood Beam ENERCALC,INC.1983-2011,Build:6.12.3.4,Var.6.123.4 Lic.#: KW-06006800 Description: M5-6.5ft Header on E.5 from 4 to 4.5 Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 900 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-Prit 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.14)L(0.7) I,. . . . 3-2x10 Span=6.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations- -------- Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.10 ksf, Tributary Width=7.0 ft,(3.5ft Crib mezz loading) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.750: 1 Maximum Shear Stress Ratio = 0.377 : 1 Section used for this span 3-2x10 Section used for this span 3-2x10 fb:Actual = 1,283.04 psi fv:Actual = 117.16 psi FB:Allowable = 1,710.72 psi Fv:Allowable = 311.04 psi Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span = 3.250ft Location of maximum on span = 5.753ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.060 in Ratio= 1306 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.072 in Ratio= 1077 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 a, Mu lb Fb Vu Iv Fv +1.40D 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.161 0.081 0.600 1.100 1.000 1.000 1.000 1.000 1.10 206.44 1283.04 0.52 18.85 233.28 +1.20D+0.50Lr+1.60L+1.601-1 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.750 0.377 0.800 1.100 1.000 1.000 1.000 1.000 6.86 1,283.04 1710.72 3.25 117.16 311.04 +1.200+1.60L+0.50S+1.60H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.750 0.377 0.800 1.100 1.000 1.000 1.000 1.000 6.86 1,283.04 1710.72 3.25 117.16 311.04 +1.200+1.60Lr+0.50L 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.305 0.153 0.800 1.100 1.000 1.000 1.000 1.000 2.79 522.60 1710.72 1.32 47.72 311.04 +1.26D+0.50L+1.60S 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.305 0.153 0.800 1.100 1.000 1.000 1.000 1.000 2.79 522.60 1710.72 1.32 47.72 311.04 +1.200+0.501r+0.50L+1.60W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.244 0.123 1.000 1.100 1.000 1.000 1.000 1.000 2.79 522.60 2138.40 1.32 47.72 388.80 +1.200+0.50L+0.50S+1.60W 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.244 0.123 1.000 1.100 1.000 1.000 1.000 1.000 2.79 522.60 2138.40 1.32 47.72 388.80 +1,20D+0.50L+0.20S+E 1.100 t000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 113 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block"selection. Title Block Line 6 Punted 4 APR 2012 7 10AM Wood Beam b:1:1201l 11-Red tabsiod11553-RL-Tgad,OR CaiatleIIons\Enercalcl1 1553-d tigard or-master talc fle.ec6 ENERCALC,INC.1983-2011,Bold:6.12.3.4,Ver.6.12.3.4 Lic.#:KW-06006800 Description• M5-6.5ft Header on E.5 from 4 to 4.5 Load Combination Max Stress Ratios Moment Values _ Shear Values Segment Length Span# M V X Mu tb Fb Vu iv Fv Length=6.50 ft 1 0.244 0.123 1.000 1.100 1.000 1.000 1.000 1.000 2.79 522.60 2138.40 1.32 47 72 388.80 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Deli Location in Span D+L 1 0.0724 3.283 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.760 2.760 D Only 0.485 0.485 L Only 2.275 2.275 D+i- 2.760 2.760 114 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing 8 Title Block'selection. Title Block Line 6 Printed 3 APR 2012 5 37PM Wood Beam rL:12011111-Redt.obsted11 563-RL-Tlpad, 111553-rtfgaador-master akfieec6 ENERCALC.INC.1983-2011,Buit6.123-4,Ver:6.123.4 Lic.#: KW-06006800 Description• M6-9ft LVL Girder on E.5 from 2.5 to 3 5 Material Properties Calculations per NDS 2005,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 2,900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-PrIl 2,635.0 psi Eminbend-xx 2,000.0ksi Wood Species : RedBuilt Fc-Perp 750.0 psi Wood Grade : RedLam LVL Beam/Joist Fv 285.0 psi Ft 1,660.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.14)L(0.7) V V + V v • /\/ / 3.5x9.25 Span=9.50 ft Applied Loads - - Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, L=0.10 ksf, Tributary Width=7.0 ft.(3.5ft trib mezz loading) DESIGN S UMMARY Design OK Maximum Bending Stress Ratio = 0.561: 1 Maximum Shear Stress Ratio = 0.389 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb:Actual = 3,517.02psi fv:Actual = 239,71 psi FB:Allowable = 6,264.00 psi Fv:Allowable = 615.60 psi Load Combination +1.20D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span - 4.750ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.280 in Ratio= 407 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.339 in Ratio= 336 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 a, Mu Ib Fb Vu fv Fv +1.400 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.089 0.062 1.000 1.000 1.000 1.000 1.000 1.000 2.33 559.11 6264.00 0.82 38.11 615.60 +1.200+0.50Lr+1.60L+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.561 0.389 1.000 1.000 1.000 1.000 1.000 1.000 14.63 3,517.02 6264.00 5.17 239.71 615.60 +1.20D+1.60L+0.50S+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.561 0.389 1.000 1.000 1.000 1.000 1.000 1.000 14.63 3,517.02 6264.00 5.17 239.71 615.60 +1.20D+1.60Lr+0.50L 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.228 0.158 1.000 1.000 1.000 1.000 1.000 1.000 5.94 1,428.54 6264.00 2.10 97.37 615.60 +1.20D+0.50L+1.60S 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.228 0.158 1.000 1.000 1.000 1.000 1.000 1.000 5.94 1,428.54 6264.00 2.10 97.37 615.60 +1.200+0.50Lr+0.50L+1.60W 1.000 1.000 1.000 1.000 t000 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.228 0.158 1.000 1.000 1.000 1.000 1.000 1.000 5.94 1,428.54 6264.00 2.10 97.37 615.60 +1.200+0.50L+0.50S+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=9.50 ft 1 0.228 0.158 1.000 1.000 1.000 1.000 1.000 1.000 5.94 1,428.54 6264.00 2.10 97.37 615.60 +1.20D+0.50L+0.20S+E 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 115 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc.. and then using the'Printing& Title Block'selection. Title Block Line 6 Panted 3 APR 2012 5 37PN Wood Beam '.:L:\2011\11-RedLobster111 563-RL-Tpad,ORlCalculationskEnercalcU1553-dtipxdor•master calctiile.ec6 i ENERCALC,INC,1963-2011,Bu6d:6.12.3.4.Ver6.12.3.4 Lic.#:KW-06006800 Description M6•9ft LVL Girder on E.5 from 2.5 to 3.5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V X Mu lb Fb Vu tv Ai Length=9.50 ft 1 0.228 0.158 1.000 1.000 1 000 1.000 1.000 1 000 5.94 1.428.54 6264 00 2.10 97.37 615.60 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max ''Defl Location in Span Load Combination Max.'+'Dell Location in Span D . 1 0.3390 4.798 0.0000 0.000 Vertical Reaction s-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.024 4.024 0 Only 0.699 0.699 L Only 3 325 3.325 D+L 4.024 4.024 116 Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings'menu item Project Desc.. and then using the"Printing& Title Block'selection. Title Block Line 6 Prmted 3 APR 2012 5 38PM Wood Beam - ):U2011\11-Red Lobsten11553-RI.-Tigard,0RiCatculalionalEnervAc111553-d ttgad or-mgr talc file.ec6 1 ENERCALC,INC.1983-2011.94d:6.12.3.4,Ver6.12.3.4 Lic.#: KW-06006800 Description: M7-14ft Existing HT Girder on F from 4 to 5 Material Properties Calculations per NDS 200.5,ASCE 7-05 Analysis Method: Load Resistance Factor D Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 875.0 psi Ebend-xx 1.300.0ksi Fc-PrIl 600.0 psi Eminbend-xx 470.Oksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 170.0 psi Ft 425.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.063) L(0.35) i i * $ i i. 6.50 X 10.250 Span= 13.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0180, L=0,10 ksf, Tributary Width=3.50 ft,(3.5ft)rib mezz loading) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 1.000r 1 Maximum Shear Stress Ratio = 0.292 : 1 Section used for this span 6.50 X 10.250 Section used for this span 6.50 X 10.250 lb:Actual = 1,511.99 psi fv:Actual = 85.77 psi FB:Allowable = 1,512.00 psi Fv:Allowable = 293.76 psi Load Combination +120D+0.50Lr+1.60L+1.60H Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span = 6.625ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.323 in Ratio= 492 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.394 in Ratio= 403 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 X Mu lb Fb Vu fv Fv +1.400 0.00 0.00 0.00 0.00 Length=13.250 ft 1 0.223 0.065 0.600 1.000 1.000 1.000 1.000 1.000 2.39 252.34 1134.00 0.64 14.32 220.32 +1.203+0.50Lr+1.60L+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.250 ft 1 1.000 0.292 0.800 1.000 1.000 1.000 1.000 1.000 14.34 1,511.99 1512.00 3.81 85.77 293.76 +1.20D+1.60L+0.50S+1.60H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.250 It 1 1.000 0.292 0.800 1.000 1.000 1.000 1.000 1.000 14.34 1,511.99 1512.00 3.81 85.77 293.76 +1.20D+1.60Lr+0.50L 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.250 ft 1 0.411 0.120 0.800 1.000 1.000 1.000 1.000 1.000 5.89 621.20 1512.00 1.57 35.24 293.76 +1.20D+0.50L+1.60S 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.250 ft 1 0.411 0.120 0.800 1.000 1.000 1.000 1.000 1.000 5.89 621.20 1512.00 1.57 35.24 293.76 +120D+0.501r+0.50L+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.250 ft 1 0.329 0.096 1.000 1.000 1.000 1.000 1.000 1.000 5.89 621.20 1890.00 1.57 35.24 367.20 +1.20040.50L+0.50S+1.60W 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 Length=13.250 ft 1 0.329 0.096 1.000 1.000 1.000 1.000 1.000 1.000 5.89 621.20 1890.00 1.57 35.24 367.20 +1.200+0.50L+0.20S+E 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00 117 Title Block Line 1 Title: Job# You can changes this area Engineer: using the'Settings'menu item Project Desc. and then using the'Printing& Title Block'selection. Title Block Line 6 Panto.] 3 APR 2012 5 38PM Wood Beam 3:LA2011111-Red Lobsler111553-RI.-Tigard,ORCaIwlaYona\Enercalel11553-it tipad or-master cat rde ec6 ` ENERCALC,INC.1983-2011,Buid:&12.3.4,Ver6.12.3.4 1 Lic.#: KW-06006800 Description: M7-14ft Existing HT Girder on F from 4 to 5 Load Combination Max Stress Ratios _ Moment Values _ Shear Values Segment Length Span# M V a, Mu lb Fb Vu fir Fv Length=13.250 ft 1 0.329 0.096 1.000 1.000 1.000 1.000 1.000 1.000 5.89 621.20 1890.00 1.57 35.24 367.20 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."2 Dell Location in Span Load Combination Max.***Deft Location in Span D+L 1 0.3945 6.691 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.835 2.835 D Only 0.516 0.516 L Only 2.319 2.319 D+L 2.835 2.835 118