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Home My WebLink AboutX2020-2348 - CalcsX 2020 - 2,; q q ' 111 N jso we, Russ Feilzer and Associates Enaineeri STROGTORAL GAVOLATTONS Project: Rubin Residence 317 Aliso Avenue Newport Beach, CA RFA #17001 Client: Jeffrey A. Dahl Architect -W 1102 Main Street Huntington Beach, CA 92648 (714) 847-8480 CcDiral Coast office: 895 Bear Canyon Lane Arroyo Grande, Ca 93420 (805) 431-9474 cell (805) 473-4755 rfaenkineeriw(&,aol.com Loads Russ Feilzer and Associates Engineering ResMeDtTal Desin Loads Roof Floor (tile) Floor (wd Live Loads (PSF) 20.0 40.0 40.0 Dead Loads (PSF) Roofing 5.0 n/a n/a Sheathing 1.5 2.5 2.5 Framing 1.5 2.5 2.5 Ceiling 1.5 1.0 1.0 Finish Floor n/a 19.0 3.0 Insulation 1.0 2.0 1.0 Sprinklers n/a n/a n/a Miscellaneous 1.5 1.0 1.0 Partitions n/a N/a n/a Dead Loads (PSF) 13.0 28.0 11.0 Total Loads (PSF) 33.0 68.0 51.0 100 PSF live load at entry corridors/stairs Code: California Building Code, 2016 Edition Cereal Coast, 895 Bear Canyon Lane Arroyo Grande, Ca 93420 (805) 431-9474 cell (805) 473-4755 rfaengineering@aol.com Russ Feilzer and Associates Engineering ResTdeDfTGj DeSTGD Loads Loads Roof (metal) Floor (tile) Floor (wd Live Loads (PSF) 20.0 40.0 40.0 Dead Loads (PSF) Roofing 3.0 n/a n/a Sheathing 1.5 2.5 2.5 Framing 2.0 2.5 2.5 Ceiling 1.5 1.0 1.0 Finish Floor n/a 19.0 3.0 Insulation 1.0 2.0 1.0 Sprinklers n/a n/a n/a Miscellaneous 1.0 1.0 1.0 Partitions n/a N/a n/a Dead Loads PSF 10.0 28.0 11.0 Total Loads (PSF) 30.0 68.0 51.0 100 PSF live load at entry corridors/stairs Code: California Building Code, 2016 Edition CeDfTal Coast: 895 Bear Canyon Lane Arroyo Grande, Ca 93420 (805) 431-9474 cell (805) 473-4755 rfaengineering@aoLcom Russ Feilzer and Associates pro�ec 511 AA -A50 �Je, dm�e. 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805)473-4755 job _ l 00 (805) 431-9474 cell J e ry3� d v0 9 3 d N gg` � 9 U U wl W yj F W O I� O 3 � 5 a � @ 8 L 0'0 e e o'0 0 0 0 0 0 o e e o 0 0 0 x ie x% x u x x x x b �W �o v fW M N O tP+f d H b VMi O _ N N N N M M M 1@02 @ p P P M M CO CD N bry M O P P h P ��yy RAN nnVIWOM��L �L ICTPNVNtSObb��bN'eF�OpWNpM �'Oh N N N N M M M@ IN y � e b b_ ,yNq N� W W W N N O O Py b N N � Op b n m hK pN ry ePi, N C N a M (r� W W M GO P b@ ^r M N b b V1 ^ N N N V, vl P P M CO M ��pp 00 O q MpO M W M R p^ b. e�� r �f0p1 O m Ob0 � N t+1 @ VO b O LL yG N M O O M@ /phpi n N N N M @ N N V 'hV �O h W T � zz ��L1.1 �^Qd'fVNrIL'L 'L V.^i N lVm@vblbnWO@P�fOOVONNN� U P thn l` b t@�1 W W O W V1 N vmi Q 0Op ,N N M M Z Z ,L W W _G�] Pb� � MN NeeM!! ��`e'vPi�NMMNm pm vl vhf � I`POM� ��N N@. N N g � b N b P N ttl ttl Neo�o h Oe__ V,o @ h eeo2Z2 �W 1c 1c 2'1e 2.� NN B O m <vMi m aMOb vPi �N yNy pppp��T br@nON � O mP rPOh.N d h� h N N M � .� m vPf P cb�f hW V N W ,b11 6 u N N N W W W 00 �^^ Mf Vf N N O] W W W Oi W CO CO Vl M VVff VVff 11II''ff Vf M W W W W N N N N M M M M M M M fn N N N N N N N N N vl m e0 l� t�I �p (�, n N O N W M GO N_ n O N N hry y GO N b a%@@�@ V V O V a dx' b b b b b 1 subject pg, 0 W Oxo W lii e ry3� d v0 9 3 d N gg` � 9 U U wl W yj F W O I� O 3 � 5 a � @ 8 L 0'0 e e o'0 0 0 0 0 0 o e e o 0 0 0 x ie x% x u x x x x b �W �o v fW M N O tP+f d H b VMi O _ N N N N M M M 1@02 @ p P P M M CO CD N bry M O P P h P ��yy RAN nnVIWOM��L �L ICTPNVNtSObb��bN'eF�OpWNpM �'Oh N N N N M M M@ IN y � e b b_ ,yNq N� W W W N N O O Py b N N � Op b n m hK pN ry ePi, N C N a M (r� W W M GO P b@ ^r M N b b V1 ^ N N N V, vl P P M CO M ��pp 00 O q MpO M W M R p^ b. e�� r �f0p1 O m Ob0 � N t+1 @ VO b O LL yG N M O O M@ /phpi n N N N M @ N N V 'hV �O h W T � zz ��L1.1 �^Qd'fVNrIL'L 'L V.^i N lVm@vblbnWO@P�fOOVONNN� U P thn l` b t@�1 W W O W V1 N vmi Q 0Op ,N N M M Z Z ,L W W _G�] Pb� � MN NeeM!! ��`e'vPi�NMMNm pm vl vhf � I`POM� ��N N@. N N g � b N b P N ttl ttl Neo�o h Oe__ V,o @ h eeo2Z2 �W 1c 1c 2'1e 2.� NN B O m <vMi m aMOb vPi �N yNy pppp��T br@nON � O mP rPOh.N d h� h N N M � .� m vPf P cb�f hW V N W ,b11 6 u N N N W W W 00 �^^ Mf Vf N N O] W W W Oi W CO CO Vl M VVff VVff 11II''ff Vf M W W W W N N N N M M M M M M M fn N N N N N N N N N vl m e0 l� t�I �p (�, n N O N W M GO N_ n O N N hry y GO N b a%@@�@ V V O V a dx' b b b b b 1 subject pg, Russ Feiizer and Associates PRQ�ECT: 3j ESQ �� - DATE tv i 995 N. 12' Street Grover Beach, CA 93433 (805) 473-4755 �OB �19Q (805)473-4808 fax - Design Properties, Material Weights, and Job -Site Safety Trus )orsr • '"'L icsr SXC Nn ( s G Ide 2025 • ,Warm 200: Design Properties (100% Load Duration) Material Weights 6esic Prpperlies Reaction. �Pr_opertles (include TJI® weights in dead load Maximum 131V 3rh" Intermediate calculations -see Design Properties Depth Tile Joist Resistive Joist Only Maximum End Reaction' (Ibs) table at left for joist weights) Weight Momen6ti EI x 105 Vertical (lba/h) (R -lbs) (10.2 -lbs) Shear (Ibs) Reaction (Ibs) No Web With Web Floor Panels _...._. _ _ 110 2.3 2,380 140 -_-_._ 1,220 ._ _ 885 Stiffeners .._. 1,935 Stiffeners N._____ _-.-.__._A._._ Southern Pine 91/e" 210 2.6 2,860 167 1,330 980 2,145 N.A. '/r' plywood ....... ..1.7 psi 230 2.7 ,3,175 183 1330 1,035 Mill. SW plywood ..... . . ... . .....2.0 psf 110 2.5 3,015 238 1,560 885 1,935 _ Ii 265 2,295 s/e' plywood ...............2.5 pat 210 2.8 3,620 283 1,655 980 2,145 2,505 11W plywood ...............3.8 psi 11'74" 230 3.0 4,015 310 1,655 1,035 2,410 2,765 +h' OSB 7.8 psf 360, 3.0 6,180_ 419 1,705 .. 1,080 2,460 2,815 . _ .. 568 4.0 9,500 636 2,050 1,265 3,000. 3,475 sis, OSB ....... ... 2.2 psf 110 2 8 3,565 351 1,860 885, 1,935_ 2,295 3/5' OSB .... ..... 2.7 psi 210 3.1 4,280 415 1,945 980 2,145 2,505 r4' OSB ...................3.1 psf 14" 230 3.3 4,755 454 1,945 1,035 2,410 2,765 1++W OSB _4.1 psi 360 3.3 7,335 612 1,955 1,080 2,460 2,815 Based on.: Southern pine -4o poi for 560 4.2 11,275 926 2,390 1,265 3000 3,475 plywood, 44 per for OSB 216 3.3 4,895 566 2,190 980 2,145 2,505 230 3.5 5,440 618 2,190 1fi 1,035 2,410 2,765 Roofing 360 3.5 8,405 830 2,190 1,080 2,460 2,815 Asphalt shingles ............2.5 pat 560 4.5 12,925 1,252 2,710 1,265 3,000 3,475 Wood shingles ..... ..... .2.0 psi + cantles: Oo not rnurease;bist moment design properties by a repetitive member use factor Clay tile 9.0 to 140 psf Slate (SW thick) ...... _ ....15.0 psf General Notes uin„, p i r i Rail or Bag Insulation (1" thick): Design reaction includes all loads on the joist, Design shear is computed Rock wool .02psf at the face of supports including all loads on the span(s). Allowable Glass wool .0 .1 psf shear may sometimes be increased at interior supports in accordance Floor Finishes with pending ICC ESR -1153 and these increases are reflected in span Hardwood (nominal 1'1 ......4.0 psf tables. Sheet vinyl.................0.5 psf " The following formulas approximate the uniform load deflection Carpet and pad .......... .t0 psf of A (inches): W ceramic or quarry rile ...10.0 psi For For Concrete: TJI®110, 210, 230, and 360 Joists TJI® 560 Joists Regular (r) . .. .........12.0 psf _ 22.5 wL4 2.67 wLz 22.5 wLa 2.29 wLz ' A= Lightweight (i') .... _ .8 ,0 to 10.0 pat EI dx105 EI ` dx10s= Gypsum concrete (s/a) ......6.5 psf w = uniform load in pounds per linear foot L = span in feet s Ceilin 0 d = out -to -out depth of the joist in inches Acoustical fiber tile _.. .....1.0 pst EI = value from table above 'R gypsum board .......... ,2.2 pat 5A' gypsum board ........ ..2.8 pat Plaster (1' thick) ...... .....8.0 pat Russ F611zer and Associates PkNC(j: X11 AUso �Je - DR1E: �4 II 995 N. 121h St. Grover Beach, CA 93433 p (805) 473-4755 JOV p0 (805) 473-4808 fax DESIGN PROPERTIES Allowable Design Properties(') (100% Load Duration) ut For product in seam orientation, unless dthamise noted. Dent DesiOa I I n 4%05% -Plank 5'h' OrleetaUoe 1Vi' 8�i' 9�h' 944' 115P 11th' l/TTIV YO' Orede Width 1.3E 354 Him ot(ft4k) 1,735 Shear 111m 4,085 Mame et of faerDe(in.9 24 2,685 1.780 5,135 1,925 _49 --20 __ 5.674 ,.. _ I ) - 4,550[635 6,765018.635_; 111 7,240 !0520_ 10,500 231 4(5we t( d) 45 _ 94 } - I1.55�- 1 4 950 5,21-0 7.195 T 7,975 --. 3345 13435 4070_ 4295 115 125 F 208 244 5.t .... 52 62-_ 65 9 905 10 420 14 390 15 955 �- 6,690 _6W08140 8590 ---- 231 _ 250 415 481 10.1 10.4 1 12,3 1 13 1.55E pp• Momant (ft-Ihs) 10.920 -- 5065 - 400 77 21840 10125 14,090 --t---- - 5185 -, - - 597 ! Shear(Ibs) Moment of Inertia (in.. 9 Moment (it -lbs) Sheer(Ibs) Mo menleffnerli00.4) _ We ht( III 88-.---_ 28,180 ' _ - )1575 3�h' - - 800 1,195 ._..-_ _ 1 15.3 1 17.5 L9E 1°/i' Moment (h-Ihs) Shear(16s) 2,125 _---..-.. 3,555 T,410 5,600 _...__. -- 3_075 5,885 8070 &925 3,160 3,7a0 3,950 12,130 a,655 15,555 19,375 23,580 5,320 ___ MDmeatel dertW (in.+) Wei hl( M) 1 _1,830_ __ _ ___ 24- 2.8 it-- 56 I 3.7i T_.__I ! 115 125 1 4.7 1 4.8 1 208 1 244 1 5.1 1 6.1 400 1 I LI 1 597 1 8.2 j 5,985 6,650 851 1 1,167 9.2 1 102 2.0E pn/s• Moment (ft-Ihs) _ Sheer(Ibs) Momeot ollnertia (In.9 ! Wel ht( D) --_ MOment(ft-lbs) I Shear(Ihs) of Inertia(InA Wei ht( If) __- Moment(ft-lbs)_ J __ ---9,535 4805 115 t' 78 _ 12415 6260 _. 231_ -_ I0,o25 4,935 192 8.0 13,800 15280 5,845 6170 319 375 20,855 26.840 7.275 8315 615 917.E 33,530 )305 9.5 !00 8 13.4 11F7�16 _ 15.1 3�h' 13,055 17,970 ]9900134,955 43,665 6,430 250 7,615 8.03510,825 12,180Moment 415 488 1,195 1,701 -_ 12,3 130 15.3 175 19.7 26,95529555 40.740 52430 65,495 1 _ 11,420 12055 14.210 16240 N, 101 _ _ 18625 19390 104 _19,585 9,645 51h• _ _ Shear(Ibs) 1 _ Moment of Inertia (In 41 _ Wel ht( IO - Moment (111 -his) Shear Obs) _. T ____ 4 -f _ ___ 346 375 623 733 1 16.5 195 I. 35,940 39605 15,225 16,070 831 i 977 -I - 24.6 26.0 I 1,201 1792 2552 _ _ 152 24830 12,520 156 26,115 12,8.5 23A 263 54,325 69905 87,325 18,945 21655 24,360 7' Moment of Inertia (in.�) __--. - Weight ( 10 1 I ! - 462 j_ . 202 500 20.8 1601. 2 389 3,402 30.6 ' 35.0 39.4 ut For product in seam orientation, unless dthamise noted. Russ Feilzer and Associates project �'-Ja date. t 0 I i 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #. (805) 431-9474 cell (Mem I 2r Q e 'A 0" `tL 46� d�,, Wl� -{e W109 V3 .1561.1)=-v•°0�� v CDP 0- 0--tD� e �Iv�e 1= rIry �11 N'bINIP��', = —114/It L v. M1� T subject I pg, I Russ Feilzer and Associates project X11 fsg,ISQ bJF , date. [Dill 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job#: `1QQ_ (805) 431-9474 cell subject: pg_ 2 Russ Feilzer and Associates props& kre , dmEr. n 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #_ 11091 (805) 431-9474 cell subject pg: F2 Russ Feilzer and Associates projeo& A] pUSG fJ6dale: rU 111 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job (805) 431-9474 cell Q P� 4k; L - ail TA -=Lr sf3d� SIA ti } LO I � F�-- -I , wrr �J rjvA A- 10 -If'?e(o O 1�r� * dp1,;"-/2 C GOC -SD - sabjec �4. — a� i p9= Russ Feilzer and Associates project- 1:111 AUSO plJ1; dale: ISI1 895 Bear Canyon Lane Arroyo Grande, CA 93420 !! (805) 473-4755 fob k F Q (805) 431-9474 cell rw- MINI �o vk J� e I � I �i,5 ti r4,i , -ay 11 per _ J'zJ/tT ( -�Uc' L'u) IVT tt ��ail I �1tc� 'T L-�v,I'��I -� UIzIq �V� 0 k-" 141 I t5ua a I -21� Sol I %0 e W Ot � '2 ��— 1 A�, 6�9 VT l ,I NIS I� subject L— �, 1 7az. I pg. 5 Russ Feilzer and Associates project 7211 AI�p 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 Jeb #. 1100 (805) 431-9474 cell Ee �q rpp� �*v- GAP Q� _ �t Y,� p—Ao�'4 (m, rz 104 kmi 1 P16 subject pg_ (o Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 rfaengineering@aol.com Wood Beam beam CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Project Descr: Single Family Residence Analysis Method: Allowable Stress Design Fb- Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend- xx 2,000.Oksi fv : Actual = 286.16 psi Fc -Prll 2,900.0 psi Eminbend -xx 2,000.Oksi Wood Species :PSL Fc - Perp 625.0 psi +1.159D -1.750E Wood Grade Manufactured Fv 290.0 psi Span # where maximum occurs = Beam Bracing : Ft Beam is Fully Braced against lateral -torsion buckling 2,025.Opsi Density 35.Opcf D(1.166) L(0.174) E(-9.543) 5.25x14.0 = 11.50 ft L(0.29) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.4140, L = 0.6240 , Tributary Width =1.0 fi Point Load : D=1.166, L=0.1740, E = -9.543 k na, 4.0 fi Point Load : D=0.6750, L = 0.290 k (c,11.0 fl aximum Bending Stress Ratio = 0.818: 1 Maximum Shear Stress Ratio -=0.617 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual = 3,797.09 psi fv : Actual = 286.16 psi FB: Allowable = 4,640.00psi Fv: Allowable = 464.00 psi Load Combination +1.159D -1.750E Load Combination +1.159D -1.750E Location of maximum on span = 4.029ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Segment Length Span # Max Downward L+Lr+S Deflection 0.107 in Ratio = 1286 C FN Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 C t Max Downward Total Deflection 0.394 in Ratio = 350 Fb Max Upward Total Deflection -0.193 in Ratio = 714 D Only Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 11.50 it 1 0.230 0.190 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.52 665.81 2900.00 2.70 55.13 290.00 +D+L 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 ft 1 0.487 0.402 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20.17 1,411.12 2900.00 5.71 116.49 290.00 +1.110+0.7501.+1.313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.50 it 1 0.222 0.244 1.60 1.00 1.00 1.00 1.00 1.00 1.00 14.73 1,030.92 4640.00 5.55 113.30 464.00 +1.119D+0.750L-1.313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 It 1 0.761 0.592 1.60 1.00 1.00 1.00 1.00 1.00 1.00 50.48 3,531.83 4640.00 13.45 274.48 464.00 44410+1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 it 1 0.593 0.450 1.60 1.00 1.00 1.00 1.00 1.00 1.00 39.30 2,750.10 4640.00 10.22 208.60 464.00 0.1 Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Fetzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 rfaengineering@aol.com Wood Beam Description : I@G1 4:30PM Load Combination Max Stress Ratios 3.170 3.432 L Only 3.714 3.926 E Only Moment Values -3.319 Shear Values Segment Length Span # M V Cd C FN C i C r C m C t C L M to F'b V fv F'v +0.4410D -1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.717 0.531 1.60 1.00 1.00 1.00 1.00 1.00 1.00 47.55 3,327.11 4640.00 12.08 246.59 464.00 +1.159D+1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.491 0.402 1.60 1.00 1.00 1.00 1.00 1.00 1.00 32.59 2,280.38 4640.00 9.13 186.33 464.00 +1.159D -1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.818 0.617 1.60 1.00 1.00 1.00 1.00 1.00 1.00 54.27 3,797.09 4640.00 14.02 286.16 464.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. V Defl Location in Span Load Combination Max. W' Defl Location in Span D+L-E 1 0.3936 5.498 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 D Only 3.170 3.432 L Only 3.714 3.926 E Only -6.224 -3.319 -E Only 6.224 3.319 D+L 6.884 7.358 D+E 3.053 0.112 D -E 9.394 6.751 D+L+E 0.661 4.038 D+L-E 13.108 10.677 (P -v Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 daengineering@aol.com Wood Column Description : Code References Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-10 Analysis Method: Allowable Stress Design Maximum Axial + Bending End Fixities Top & Bottom Pinned 1.0 Overall Column Height 10.0 it ( Used for non -slender calculations ) 193.359 in A4 Cf or Cv for Tension Wood Species Douglas Fir - Larch 103.984 104 Cm: Wet Use Factor Wood Grade No.1 Ct: Temperature Factor Fb- Tension 1000 psi Fv 180 psi Fb - Compr 1000 psi Ft 675 psi Fc - Prll 1500 psi Density 32.21 pcf Fc - Perp 625 psi 973.06 psi E : Modulus of Elasticity ... x -x Bending y -y Bending Y -Y (depth) axis: Basic 1700 1700 0.0 :1 Minimum 620 620 Applied Loads Column self weiqht included : 92.268 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 9.761, E = 6.224 k DESIGN SUMMARY Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Protect Descr: Single Family Residence 4:49PM INC. Wood Section Name 6x8 Wood Grading/Manuf, Graded Lumber Wood Member Type Sawn Exact Width 5.50 in Allow Stress Modification Factors Maximum Axial + Bending Exact Depth 7.50 in Cf or Cv for Bending 1.0 Area 41.250 1nA2 Cf or Cv for Compression 1.0 Ix 193.359 in A4 Cf or Cv for Tension 1.0 ly 103.984 104 Cm: Wet Use Factor 1.0 At maximum location values are Ct: Temperature Factor 1.0 Axial Cfu : Flat Use Factor 1.0 Applied Mx Kf: Built-up columns 1.0 NDS 15.3.2 1700ksi Use Cr: Repetitive? No 'non -gib only) Brace condition for deflection (buckling) along columns : 973.06 psi X -X (width) axis: Unbraced Length for X -X Axis buckling = 10 ft, K = 1.0 Y -Y (depth) axis: Fully braced against buckling along Y -Y Axis PASS Maximum Shear Stress Ratio = Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results Maximum Axial + Bending PASS Max. Axial+Bending Stress Ratio = 0.5559:1 Maximum SERVICE Lateral Load Reactions Load Combination +1.159D+1.750E . . Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Governing NDS Fommla 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 It Maximum SERVICE Load Lateral Deflections... At maximum location values are 1.920 0.5559 PASS ... Applied Axial 22.312 k Along Y -Y 0.0 in at 0.0 It above base Applied Mx 0.0 k -ft for load combination: n/a Applied My 0.0 k -ft Along X -X 0.0 in at 0.0 It above base Fc: Allowable 973.06 psi for load combination : n/a Load Combination @ Base Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bendino Compression Tension Load Combination +1.159D+1.750E Cf or Cv : Size based factors 1.000 1.000 Location of max.above base 10.0 It Applied Design Shear 0.0 psi Allowable Shear 345.60 psi Load Combination Results E Only D+E k k 6,224 k 16.077 k V%) Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location +0.4410D+1.750E 1.920 0.3796 PASS 0.0 ft 0.0 PASS 10.0 it +1.159D+1.750E 1.920 0.5559 PASS 0.0 ft 0.0 PASS 10.0 it 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 E Only D+E k k 6,224 k 16.077 k V%) Russ Feilzer and Associates project 311 AU,Su dale; 10111 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 fob ; l l ()O (805) 431-9474 cell �� ►M °moi � nr�.. c 3 THIN O &C- e 't e� 61W ROM subject pg: —I Russ Feilzer and Associates project —date. oI ) 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #: 1 qQ (805) 431-9474 cell v 3324 71loll I y it ?L �Vt , Y LTi oil or WtS f" WQ �` �1 cr- 0 5��1 I� �� PSV I ► s 222 IAF 9V� , V� rLe6,TkO or I-Wr 5PY2 e to 5 tkvaOT ePtW 14 X11," �1� 4 ' 20 t54 112q r?I/�, I � F?L-, sabjA pg. b 7Russ Feilzer and Associates project Mi P l t So %dC 895 Bear Canyon Lane date: IQ I I Arroyo Grande, CA 93420 (805) 473-4755 job (805) 431-9474 cell j 00 �je �M 41 I'f� 1•�� s 25f l�f. S;IS ti (41 FT _ slz, g P�vu.1ink VL -3 4 61v3t) I JTt _+ 5530 �a�r11c� �a�� 47. subject P9= J Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Fetzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 3 JAN Steel Beam F9 - beam @ great room 1063 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(0.05) L(0.18) D(0.273) LV. 061) L(0.5) + 1486) D(1.183) Lr2.469)(a.3,aW t46)33®1225) n = 23.250 ft W 10x60 rnpprrea Lxaas Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Numbed Uniform Load : D = 0.2410, Lr = 0.110, L = 0.180 Wit, Extent = 0.0 -->> 1.750 ft, Tributary Width =1.0 f Uniform Load : D = 0.2070, Lr = 0.0430, L = 0.50 k/ft, Extent =1.750 -->> 9.0 ft, Tributary Width =1.0 f Uniform Load : D = 0.2730, Lr = 0.0610, L = 0.50 k/ft, Extent = 9.0 -->> 16.50 ft, Tributary Width =1.0 f Uniform Load: D = 0.050, L = 0.180 k/ft, Extent =16.50 ->> 23.250 ft, Tributary Width =1.0 f Point Load : D = 2.722, Lr =1.784, L = 0.8140 k (5) 1.750 ti Point Load: E _ -5.550 k ()) 4.0 ft Point Load : D = 0.4860 k ()x. 9.0 ft Point Load: D=1.183, Lr = 2.465 k x(),12.750 ft Point Load : D = 0.4860 k ()x,15.250 ft Point Load : D = 0.3680, L =1.336 k nx-16.50 ft Point Load: 0=0.1460, Lr=0.2250knx,17.50f1 OUMMvrcr ImBendina Stress Ratio = Section used for this span W10x60 Me: Applied 91.574 k -ft Mn / Omega : Allowable 186.128 k -ft Load Combination +1.1 19D47501 -r+07501 -4,313E Location of maximum on span 11.509ft Span # where maximum occurs Span # 1 Maximum Deflection Span # where maximum occurs Max Downward L+Lr+S Deflection 0.514 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio= Max Downward Total Deflection 0.835 in Ratio= Max Upward Total Deflection -0.130 in Ratio = rviaxummH rurces a stresses Tor Loaa Loonlnlnatlons Load Combination Max Stress Ratios Segment Length Span # M V Mmax+ Mmax D Only Dsgn. L = 23.25 ft 1 +D+L Dsgn. L = 23.25 ft 1 +D+0.7501.r+0.7501- Dsgn.L= 23.25 ft 1 +1.119D+0.750Lr+0.750L+1.313E Dsgn.L= 23,25 ft 1 +1.119D+0.750Lr+0.75OL-1.313E Dsgn. L = 23.25 ft 1 +0.4410D+1.750W Dsgn. L = 23.25 ft 1 +1.159D+1.750E um onear oiress nano = 0.244 : Section used for this span W10x60 Va : Applied 20.906 k Vn/Omega : Allowable 85.680 k Load Combination +1.119D+0.750Lr+0.750L-1.313E Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 542 0 <360 334 2147 Mnx Mnx/Omega Cb Rm Va Max Vnx 0.178 0.080 33.21 33.21 310.83 186.13 1.00 1.00 6.89 128.52 85.68 0.367 0.152 68.23 68.23 310.83 186.13 1.00 1.00 12.99 128.52 85.68 0.397 0.164 73.83 73.83 310.83 186.13 1.00 1.00 14.05 128.52 85.68 0.347 0.103 64.58 64.58 310.83 186.13 1.00 1.00 8.84 128.52 85.68 0.492 0.244 91.57 91.57 310.83 186.13 1.00 1.00 20.91 128.52 85.68 0.079 0.035 14.65 14.65 310.83 186.13 1.00 1.00 3.04 128.52 85.68 1.1 Russ Feilzerand Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 rfaengineefing@aol.com Steel Beam Description: Beam F9 -beam Project Title: Rubin Residence Engineer: Russ Fetzer Project ID: 17001 Project Descr: Single Family Residence Panted: 3 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 23.25 ft 1 0.113 0.060 21.03 -9.80 21.03 310.83 186.13 1.00 1.00 5.17 128.52 85.68 +1.159D -1.750E -4.595 -0.955 -E Only Dsgn. L = 23.25 it 1 0.321 0.187 59.70 59.70 310.83 186.13 1.00 1.00 16.03 128.52 85.68 Deflections - Unfactored Loads Load Combination Span Max. "-" Dail Location in Span Load Combination Max. "-O'Dell Location in Span D+L+Lr 1 0.8353 11.625 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 D Only 6.889 4.202 L Only 6.101 4.954 Lr Only 3.450 1.986 L+Lr 9.551 6.940 E Only -4.595 -0.955 -E Only 4.595 0.955 D+Lr 10.339 6.188 D+L 12.990 9.157 D+L+Lr 16.440 11.142 D+E 2.294 3.247 D -E 11.484 5.157 D+L+E 8.395 8.202 D+L-E 17.585 10.111 D+Lr+E 5.744 5.233 D+Lr-E 14.935 7.143 Russ Feilzer and Associates project dR. �n I� 895 Bear Canyon Lane -----1 Arroyo Grande, CA 93420 (805) 473-4755 fob #. I�(?r� (805) 431-9474 cell O `1I 11 tv� F = 4r,4- Im 3, I t'A � O I.uL' Qe-llll� N�spq F subject: pg, � 0 Russ Feilzer and Associates project �f, At,vSq A4c , date: ID II 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805)473-4755 job #: 11001 (805) 431-9474 cell L S I "_ 1tio Zr)lit��7 Ii 660 (I X12 �M � Flo e l 0 Ht4r.0 IU uJ = 15i� yt� °�tti�tJ'0 1511ft � f• 1 subject pg; 1I Russ Feilzer and Associates project -�i1 ku,,5Q 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 ,fob �_ 11001 (805) 431-9474 cell 52 (c1,2 MO 200 2F)O Ifo) e%T� Lieu II �hlhr' I'I�i� d Ib "jcl}>u11�n>t� I�o�•� d9- rl a"" o�11 t� FIS � � �I2 a KV subjec& pg, I v Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 Location of maximum on span = Span # 1 rfaengineeriflg@aol.com Fb - Tension 2900 psi C40672 Load Combination ASCE 7-10 Pnntetl' 3JAN 2018 512PM Wood Beam Ebend-xx 2000ksi File:c:IUwrslRusselllDocumentslENERCALC Data Fl1es117001ec6 Fc -Prll _ ENERCALC, INC. 1983-2012. Bulld:6.12.11.1. Ver -6.0.25 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 3.5x14.0 Section used for this span = 2,119.05psi Load Combination Set: ASCE 7-10 = 2,900.00psi Fv: Allowable +D+0.750Lr+0.750L Material Properties = 10.861 it Location of maximum on span = Span # 1 Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2900 psi Ebend-xx 2000ksi 1155 Fc -Prll 2900 psi Eminbend -xx 2000ksi Wood Species : PSL Fc - Perp 625 psi 0.459 Wood Grade Manufactured Fv 290 psi 1.00 Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 2025 psi Density 35pcf 3.5x14.0 Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.2180, Lr = 0.140, L = 0.0270 , Tdbutary Width =1.0 fl Point Load: D = 3.149, Lr = 4.138, E = 3.873 k Ix, 13.50 fl Point Load E = 3.873 k (a) 0.0 ft aximum Bending Stress Ratio Section used for this span fb : Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.731: 1 Maximum Shear Stress Ratio 3.5x14.0 Section used for this span = 2,119.05psi fv:Actual = 2,900.00psi Fv: Allowable +D+0.750Lr+0.750L Load Combination = 10.861 it Location of maximum on span = Span # 1 Span # where maximum occurs 0.330 in Ratio= 581 0.000 in Ratio = 0 <360 0.806 in Ratio = 238 -0.166 in Ratio = 1155 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios 1.00 1.00 Segment Length Span # M V Cd CFN D Only 1.00 1.00 1.00 1.00 Length = 16.0 it 1 0.415 0.439 1.00 1.00 +D+L 1.00 1.00 1.00 1.00 Length = 16.0 It 1 0.444 0.459 1.00 1.00 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.00 Length =16.0 ft 1 0.731 0.807 1.00 1.00 +0.4410D -1.750E 1.00 1.00 1.00 1.00 Length =16.0 ft 1 0.220 0.265 1.60 1.00 444101)+1.750E 464.00 1.00 Length = 16.0 ft 1 0.426 0.498 1.60 1.00 Ci Cr Cm C C 1.00 1.00 1.00 1.00 1.00 1A0 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.807 : 1 3.5x14.0 = 233.90 psi 290.00 psi +D+0.750Lr+0.750L = 14.891 ft = Span # 1 Moment Values M fb Fb V Shear Values fv Fv 0.00 0.00 0.00 0.00 11.47 1,203.58 2900.00 4.16 127.32 290.00 Ho 0.00 0.00 0.00 12.27 1,287.84 2900.00 4.35 133.01 290.00 0.00 0.00 0.00 0.00 20.19 2,119.05 2900.00 7.64 233.90 290.00 0.00 0.00 0.00 Ho 9.73 1,021.24 4640.00 4.01 122.87 464.00 0.00 0.00 0.00 0.00 18.84 1,977.40 4640.00 7.55 231.21 464.00 Russ Feilzer and Associates fV F'v 0.00 -000000 8.701 0.0000 0.000 10.54 Project Title: Rubin Residence 0.00 895 Bear Canyon Lane 0.00 1.88 57.42 464.00 0.00 0.00 Engineer: Russ Feilzer 278.09 Arroyo Grande, CA 93420 0.00 0.00 0.00 1.69 51.86 464.00 Project Descr: Single Family Residence 805 473-4755 -3.268 D+Lr 4.003 9.012 D+L 2.452 4.617 D+L+Lr 4.219 9.228 rfaengineering@aol.com D+E -1.032 7.669 D -E 5.504 1.133 D+L+E -0.816 7.885 D+L-E 5.720 C40672 D+Lr+E 0.735 12.280 D+Lr-E 7.270 5.745 Wood Beam File: cAIJwmlRusse1IkDocumenu ENERCALC, INC. 191 s,rr :r. Description : Beam F14 - beam @ F13 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr C in C t C L M fb F'b +1.159D+1.750E 1.00 1.00 1.00 1A0 1.00 1.00 0.00 Length =16.0 ft 1 0.594 0.695 1.60 1.00 1.00 1.00 1.00 1.00 1.00 26.26 2,755.78 4640.00 +1.159D -1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length =16.0 it 1 0.105 0.124 1.60 1.00 1.00 1.00 1.00 1.00 1.00 4.65 487.82 4640.00 +1.119D+0.750L+0.7505+1.313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length =16.0 it 1 0.512 0.599 1.60 1.00 1.00 1.00 1.00 1.00 1.00 22.64 2,376.19 4640.00 +1.110+01601 -4750S -1,313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Length =16.0 it 1 0.150 0.112 1.60 1.00 1.00 1.00 1.00 1.00 1.00 6.61 694.27 4640.00 Overall Maximum Deflections - Unfactored Loads Project ID: 17001 6:12PM Shear Values V fV F'v 0.00 -000000 8.701 0.0000 0.000 10.54 322.63 464.00 0.00 0.00 0.00 1.88 57.42 464.00 0.00 0.00 0.00 9.06 278.09 464.00 0.00 0.00 0.00 1.69 51.86 464.00 LON combination Span Max. " " DeFl Location in Span Load Combination Max. "+" DeFl Location in Span D+Lr+E 1 0.8061 8.701 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.270 12.280 D Only 2.236 4.401 L Only 0.216 0.216 Lr Only 1.767 4.611 L+Lr 1.983 4.827 E Only -3.268 3.268 -E Only 3.268 -3.268 D+Lr 4.003 9.012 D+L 2.452 4.617 D+L+Lr 4.219 9.228 D+E -1.032 7.669 D -E 5.504 1.133 D+L+E -0.816 7.885 D+L-E 5.720 1.349 D+Lr+E 0.735 12.280 D+Lr-E 7.270 5.745 Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Load Combination Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Location Project Descr: Single Family Residence 805 473-4755 0.5648 PASS 0.0 ft rfaengineering@aol.com +1.159D+1.750E 1.920 0.8006 C40672 0.0 ft 0.0 PASS 10.0 ft Printed: 3 JAN 2018, 5:20PM Wood Column 0.6215 PASS File:c:lUsems Russelll0ocumentslENERCALC Data 1`IIe07001.ec6 0.0 PASS 10.0 It Maximum Reactions - Unfactored ENERCALC, INC.1983-2012, Build:6.12.11.1, Ver.6.0.25 r.rr•:r. Note: Only non -zero reactions are listed. Description : Post at F14 Y -Y Axis Reaction Axial Reaction Code References @ Base @ Top Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7-05 @ Base Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x10 End Fixities Top & Bottom Pinned Wood Gmding/Manuf. Graded Lumber Overall Column Height 10.0 ft Wood Member Type Sawn ( Used for non-slender calculations) Wood Species Douglas Fir - Larch Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.1 Exact Depth 9.250 in Of or Cv for Bending 1.20 Fb- Tension 1,000.0 psiFv 180.0 psi Area 32.375 in A2 Cf or Cv for Compression 1.050 Fb-Compr 1,000.0 psi Ft 675.0 psi Ix 230.840 iO4 Cf or Cv for Tension 1.20 Fc -Prll 1,500.0 psi Density 32.210 pal' N 33.049 inA4 Cm: Wet Use Factor 1.0 Fc- Perp 625.0 psi Ct: Temperature Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Cfu :Flat Use Factor 1.0 Basic 1,700.0 1,700.0 1,700.0 ksi Kf: Built-up columns 1,0 NDS 15.3.2 Use Cr: Repetitive? No(non-gibonly) Minimum 620.0 620.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraoed Length for X-X Axis buckling =10 ft, K = 1.0 Y-Y (depth) axis : Fully braced against buckling along Y-Y Axis tpplied Loads Column self weight included : 72.417 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 4.401, Lr = 4.611, E = 3.268 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio Load Combination Governing NDS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc: Allowable 0.8006: 1 +1.159D+1.750E Comp Only, fa/Fd 0.0 ft 10.904 k 0.0 k -ft 0.0 k -ft 420.669 psi PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination +1.119D+0.750Lr+0.750L+1.313W Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 345.60 psi Load Combination Results Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections... Along Y -Y 0.0 in at 0.0 ft above base for load combination: n/a Along X -X 0.0 in at 0.0 ft above base for load combination: n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Cf or Cv : Size based factors 1.200 1.050 E Only D+Lr 4.473 k 4.611 k 3.268 k 9.084 k Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location +0.4410D+1.750E 1.920 0.5648 PASS 0.0 ft 0.0 PASS 10.0 ft +1.159D+1.750E 1.920 0.8006 PASS 0.0 ft 0.0 PASS 10.0 ft +1.119D+0.750Lr+0.750L+1.313W 1.920 0.6215 PASS 0.0 ft 0.0 PASS 10.0 It Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. XA Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base E Only D+Lr 4.473 k 4.611 k 3.268 k 9.084 k Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 Wood Column Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Project Descr: Single Family Residence 5:20PM Maximum Reactions - Unfa_C_t_ored 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+Lr+E Maximum Deflections for Load Combinations - Unfactored Loads 12.352 k Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 it 0.000 in 0.000 it Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 it U00 in 0.000 it D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 it D+E 0.0000 in 0.000 it 0.000 in 0.000 it D+Lr.E 0.0000 in 0.000 it 0.000 in 0.000 it 12280k Loads are total entered value. Arrows do not reflect absolute direction. Russ Feilzer and Associates projec& /�i j Al 1,50 Me dale. (o! 11 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #_ (805) 431-9474 cell (A YVDT 17) Ti— i I' �'��I-�,�__3,5 '�? �� U�j Imo✓ 4 (k) 7 C)L rrt�'+Ij)�5 or tqr wt I 1I 5 Pol 65 �fT Ot P, Momgj r? -Pmt,_ I� p�YjeYz 3r(1Vk�1 k (OPV 1� 000e) �)F-- tWti ua\ �o M10 subjecE pg, 13 Russ Feilzer and Associates project X11 tFU Sn A.Jz . dale: 10111 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805)473-4755 Job #. hlvo (805) 431-9474 cell OF' of ww L_ ot-1}5 4 41'' r75�v 415 Nb � 2�4UA, , vyl ' Hill 6tJu � z t4iy, ISI.G�V�2�- F 4i --Z oI j t- 90 - subject,pg: I I . Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Fetzer Proiect ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 Wood Beam F16 - beam @ floor o/garage INC. 5:43PM Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 0.623 1 Maximum Shear Stress Ratio = 0.356 : 1 Section used for this span Load Combination Set: ASCE 7-10 Section used for this span 3.5x14.0 fb : Actual = Material Properties fv : Actual = 103.36 psi FB: Allowable = Analysis Method: Allowable Stress Design Fb- Tension 2900 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb -Compr 2900 psi Ebend-xx 2OOOksi 6.015ft Fc -Prll 2900 psi Eminbend -xx 2OOOksi Wood Species : PSL Fc- Perp 625 psi Maximum Deflection Wood Grade Manufactured Fv 290 psi Max Downward L+Lr+S Deflection Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 2025 psi Density 35pcf E(-3.758) 14 3.5x14.0 = 16.0 ft E(3.758) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0,2950, Lr = 0.140, L=0.120, Tributary Width =1.0 fl Point Load : E _ -3.758 k (a) ft Point Load: E = 3.758 k (5) 15.250 It aximum Bending Stress Ratio = 0.623 1 Maximum Shear Stress Ratio = 0.356 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fb : Actual = 3,467.63 psi fv : Actual = 103.36 psi FB: Allowable = 5,568.00psi Fv: Allowable = 290.00 psi Load Combination +1.159D -1.750E Load Combination +D+O.75OLr+O.75OL Location of maximum on span = 6.015ft Location of maximum on span = 14.891 ft Span it where maximum occurs = Span # 1 Span # where maximum occurs = Span If 1 Maximum Deflection 2.03 1.00 Length = 16.0 ft Max Downward L+Lr+S Deflection 0.241 in Ratio = 796 1.00 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 0.00 Max Downward Total Deflection 0.674 in Ratio = 284 Length =16.0 ft Max Upward Total Deflection -0.273 in Ratio = 702 1.92 _ Maximum Forces S Stresses for Load Combinations Load Combination Cm Max Stress Ratios CL Moment Values M fib Segment Length Span# M V Cd CFN D Only 0.00 0.00 Length =16.0 ft 1 0.342 0.215 1.00 1.00 +D+0.750Lr+0.750L 9.44 990.79 2900.00 2.03 1.00 Length = 16.0 ft 1 0.567 0.356 1.00 1.00 +O.4410D-1.750E 0.00 0.00 0.00 1.00 Length =16.0 ft 1 0.503 0.258 1.92 1.00 +0.44100+1.750E 2900.00 3.38 103.36 290.00 1.00 Length =16.0 ft 1 0.356 0.194 1.92 1.00 +1.159D+1.750E 0.00 0.00 0.00 1.00 1.00 Length = 16.0 It 1 0.236 0.190 1.92 1.00 Ci Cr Cm C t CL Moment Values M fib Pb V Shear Values fl Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 9.44 990.79 2900.00 2.03 62.23 290A0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 15.68 1,645.71 2900.00 3.38 103.36 290.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 26.68 2,800.06 5568.00 4.70 143.83 556.80 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 18.87 1,980.01 5568.00 3.54 108.25 556.80 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 12.50 1,312.44 5568.00 3.45 105.71 556.80 Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 Wood Beam beam @ floor o/garage Project Title: Rubin Residence Engineer: Russ Feilzer Proiect ID: 17001 Project Descr: Single Family Residence 5:43PM Load Combination Max Stress Ratios 2.360 2.360 L Only 0.960 0.960 Lr Only Moment Values 1.120 L+Lr Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +1.159D -1.750E 1.00 1.00 1.00 1.00 1.00 1.00 4.533 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.623 0.339 1.92 1.00 1.00 1.00 1.00 1.00 1.00 33.04 3,467.63 5568.00 6.16 188.51 556.80 +1.119D+0.750L+0.750S+1.313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.106 0.160 1.92 1.00 1.00 1.00 1.00 1.00 1.00 5.65 592.82 5568.00 2.92 89.26 556.80 +1.119D+0.750L+0.750S-1.313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.560 0.316 1.92 1.00 1.00 1.00 1.00 1.00 1.00 29.70 3,117.27 5568.00 5.75 175.94 556.80 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'-" Deft Location in Span Load Combination Max. '-O Deft Location in Span D+Lr-E 1 0.6743 7.650 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 D Only 2.360 2.360 L Only 0.960 0.960 Lr Only 1.120 1.120 L+Lr 2.080 2.080 E Only -2.173 2.173 -E Only 2.173 -2.173 D+Lr 3.480 3.480 D+L 3.320 3.320 D+L+Lr 4.440 4.440 D+E 0.187 4.533 D -E 4.533 0.187 D+L+E 1.147 5.493 D+L-E 5.493 1.147 D+Lr+E 1.307 5.653 D+Lr-E 5.653 1.307 Russ Feilzer and Associates pPoject So �A - dote. 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #_ I vo (805) 431-9474 cell k "q I ;L OSI k ' q � k I I22 I IIS i2)13� � P Ili' I LAI 556 I f �21115� H:� 0e lNo,* �� ,0- l io5 Ydlt) --Jib lvl� P-L�:' i subjec& pg: I t:� Russ Feilzer and Associates PIYPG& �l1 A� l �j �J� . dada. 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 ,fob #. (805) 431-9474 cell sabjA L,— Lil k N Pte. 1 �� 1 I(0 P9= Russ Feilzer and Associates project: 71`I AW 5o Aae - dak f 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 fob #. ° QU (805) 431-9474 cell �Z-^, f `lew G i l l S w - tic, ieu �� t? ��LldiNn��I�01 I tPG�;ts ,OIO� INS ° I 11. I a 1�5� ►al�� to �2b P��D41 e �y rv� sabject ZN— n , Veqti5G9 2v t p9- I(e Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 phone: 805 4734755 email: daengineering@aol.com Steel Beam Description : Beam F23 CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-10 Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Protect Descr: Single Family Residence Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing; Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 W(-13.LM4pI9A)M§7.01) D(0.157) L(0 07) W(-13.AQ4�&�9�KH¢7.01) Span = 14.50 ft W8x10 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0. 1570, L = 0.070 k/ft, Tributary Width =1.0 ft Point Load : W = -13.094, E _ -7.010 k (a, 0,50 It Point Load: W =13.094, E = 7.010 k na,1.250 It Point Load: W = -13.094, E _ -7.010 k (a, 13.250 ft Point Load: W =13.094, E = 7,010 k ()c.14.0 ft Ivlaxlmum eenomg stress Natio = 0.421: 1 Maximum Shear Stress Ratio = 0.459 : 1 Section used for this span W8x10 Section used for this span W8X10 Ma: Applied 9.212 k -ft Va : Applied 12.304 k Mn / Omega: Allowable 21.870 k -ft Vn/Omega : Allowable 26.826 k Load Combination +1.159D -1,750E Load Combination +1.159D -1.750E Location of maximum on span 13.195ft Location of maximum on span 13.993 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Mnx Mnx/Omega Cb Max Downward L+Lr+S Deflection 0.079 in Ratio= 2,214 Vnx/Omega Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.285 in Ratio= 610 Max Upward Total Deflection -0.061 in Ratio = 2863 Maximum Forces S Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 14.50 ft 1 0.201 0.045 4.39 4.39 36.52 21.87 1.00 1.00 1.21 40.24 26.83 +D+L Dsgn. L = 14.50 ft 1 0.285 0.064 6.23 6.23 36.52 21.87 1.00 1.00 1.72 40.24 26.83 +0.4410D+1.750E Dsgn. L = 14.50 ft 1 0.374 0.429 8.18 -6.91 8.18 36.52 21.87 1.00 1.00 11.50 40.24 26.83 +0.4410D -1.750E Dsgn. L = 14.50 ft 1 0.374 0.429 8.18 -6.91 8.18 36.52 21.87 1.00 1.00 11.50 40.24 26.83 +1.159D+1.750E Dsgn. L = 14.50 ft 1 0.421 0.459 9.21 -5.88 9.21 36.52 21.87 1.00 1.00 12.30 40.24 26.83 +1.159D -1.750E Dsgn. L = 14.50 ft 1 0.421 0.459 9.21 -5.88 9.21 36.52 21.87 1.00 1.00 12.30 40.24 26.83 +1.119D+0.750L+1.313E Dsgn. L = 14.50 ft 1 0.374 0.368 8.19 -3.61 8.19 36.52 21.87 1.00 1.00 9.87 40.24 26.83 +1.119D+0.750L-1.313E Dsgn. L = 14.50 ft 1 0.374 0.368 8.19 -3.61 8.19 36.52 21.87 1.00 1.00 9.87 40.24 26.83 +0.60D+0.60W Dsgn. L = 14.5011 1 0.260 0.288 5.69 -3.97 5.69 36.52 21.87 1.00 1.00 7.72 40.24 26.83 +0.60D -0.60W Dsgn. L = 14.50 ft 1 0.260 0288 5.69 -3.97 5.69 36.52 21.87 1.00 1.00 7.72 40.24 26.83 Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 phone: 805 473-4755 email: rfaengineering@aol.com Steel Beam Description : Beam F20 revised Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Project Descr: Single Family Residence CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D 0.466 Lr 0.145 L 0.36 D 0.417 Lr!q Q 03) D(1.211) L(0.508) (1.35) E(0.7 5) D( .103) L(0.147) Span = 14.50 It Wan = 1.50 It W8x18 W8x18 Applled 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 = 0.4170, Lr = 0. 1450, L = 0.290 k/ft, Extent = 0.0 ->> 10.0 It, Tributary Width =1.0 ft Uniform Load: D = 0.4660, Lr = 0.1450, L = 0.360 Wit, Extent =10.0 -->> 14.50 ft, Tributary Width =1.0 ft Point Load : D=0.0960, L = 0.1030 k ()a, 6.0 ft Point Load : D=1.211, L=0.5080, W =1.355, E = 0.7250 k na,10.0 ft Load for Span Number 2 Uniform Load: D = 0.1030, L = 0.1470 k/ft, Extent = 0.0 -->> 1.50 ft, Tributary Width =1.0 ft urarury OumMAKY & Stresses for Load Combinations • Maximum Bending Stress Ratio = 0.613: 1 Maximum Shear Stress Ratio = 0.199 : 1 Section used for this span W8x18 Section used for this span W8x18 Me: Applied 25.983 k -ft Va : Applied 7.462 k Mn /Omega: Allowable 42.415 k -ft Vn/Omega : Allowable 37.444 k Load Combination +1.119D+0.750L+1.313E Load Combination +1.119D+0.750L+1.313E Location of maximum on span 8.365ft Location of maximum on span 14.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span If 1 Maximum Deflection Rm Va Max Vnx Max Downward L+Lr+S Deflection 0.282 in Ratio= 617 Max Upward L+Lr+S Deflection -0.093 in Ratio = 386 Max Downward Total Deflection 0.597 in Ratio = 292 Max Upward Total Deflection -0.198 in Ratio = 182 Dsgn. L = 14.50 ft Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 14.50 ft 1 0.348 0.113 14.77 -0.14 14.77 70.83 42.42 1.00 1.00 4.22 56.17 3744 Dsgn. L = 1.50 it 2 0.003 0.005 -0.14 0.14 70.83 42.42 1.00 1.00 0.18 56.17 37.44 +D+L Dsgn. L = 14.50 ft 1 0.569 0.187 24.15 -0.30 24.15 70.83 42.42 1.00 1.00 7.00 56.17 37.44 Dsgn. L = 1.50 ft 2 0.007 0.011 -0.30 0.30 70.83 42.42 1.00 1.00 0.40 56.17 37.44 +0.4410D+1.750E Dsgn. L = 14.50 ft 1 0.238 0.073 10.10 -0.06 10.10 70.83 42.42 1.00 1.00 2.74 56.17 37.44 Dsgn. L = 1.50 ft 2 0.001 0.002 -0.06 0.06 70.83 42.42 1.00 1.00 0.08 56.17 37.44 +0.4410D -1.750E Dsgn. L = 14.50 ft 1 0.088 0.032 3.74 -0.06 3.74 70.83 42.42 1.00 1.00 1.20 56.17 37.44 Dsgn. L = 1.50 it 2 0.001 0.002 -0.06 0.06 70.83 42.42 1.00 1.00 0.08 56.17 37.44 +1.159D+1.750E Dsgn. L = 14.50 ft 1 0.482 0.154 20.46 -0.16 20.46 70.83 42.42 1.00 1.00 5.77 56.17 3744 Dsgn. L = 1.50 ft 2 0.004 0.006 -0.16 0.16 70.83 42.42 1.00 1.00 0.21 56.17 37.44 +1.159D -1.750E Dsgn. L = 14.50 ft 1 0.332 0.107 14.09 -0.16 14.09 70.83 42.42 1.00 1.00 4.02 56.17 37.44 Dsgn. L = 1.50 ft 2 0.004 0.006 -0.16 0.16 70.83 42.42 1.00 1.00 0.21 56.17 37.44 I I ,. A Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Fetzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence phone: 805 4734755 7.362 email: ifaengineering@aol.com 0.000 Steel Beam Description : Beam F20 revised 9/29/19 Load Combination Max Stress Ratios Segment Length Span# M V Mmax+ Mmax- Summary of Moment Values Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega +1.119D+0.750L+1.313E 0.5966 7.362 0.0000 0.000 2 0.0000 7.362 D+L+Lr -0.1982 1.500 Vertical Reactions - Unfactored Support notation: Far left is #1 Dsgn. L = 14.50 ft 1 0.613 0.199 25.98 -0.28 25.98 70.83 42.42 1.00 1.00 7.46 56.17 37.44 Dsgn. L = 1.50 ft 2 0.007 0.010 L Only 2.358 -0.28 0.28 70.83 42.42 1.00 1.00 0.37 56.17 37.44 +1.119D+0.750L-1.313E L+Lr 3.409 4.045 W Only 0.421 0.934 -W Only -0.421 -0.934 Dsgn. L = 14.50 It 1 0.501 0.164 21.26 -0.28 21.26 70.83 42.42 1.00 1.00 6.15 56.17 37.44 Dsgn. L = 1.50 ft 2 0.007 0.010 -0.28 0.28 70.83 42.42 1.00 1.00 0.37 56.17 37.44 +0.60D+0.60W D+W 4.031 5.339 D+L+W 6.389 8.333 D+Lr+W 5.082 Dsgn. L = 14.50 ft 1 0.260 0.083 11.02 -0.08 11.02 70.83 42.42 1.00 1.00 3.09 56.17 37.44 Dsgn. L = 1.50 ft 2 0.002 0.003 -0.08 0.08 70.83 42.42 1.00 1.00 0.11 56.17 37.44 +0.60D -0.60W D+Lr-E 4.436 4.956 Dsgn. L = 14.50 It 1 0.164 0.053 6.95 -0.08 6.95 70.83 42.42 1.00 1.00 1.97 56.17 37.44 Dsgn. L = 1.50 ft 2 0.002 0.003 -0.08 0.08 70.83 42.42 1.00 1.00 0.11 56.17 37.44 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" De8 Location in Span Load Combination Max. W' Defl Location in Span D+L+Lr 1 0.5966 7.362 0.0000 0.000 2 0.0000 7.362 D+L+Lr -0.1982 1.500 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support1 Support Support Overall MAXimum 7.019 8.450 D Only 3.610 4.405 L Only 2.358 2.993 Lr Only 1.051 1.051 L+Lr 3.409 4.045 W Only 0.421 0.934 -W Only -0.421 -0.934 E Only 0.225 0.500 -E Only -0.225 -0.500 D+Lr 4.661 5.456 D+L 5.968 7.398 D+L+Lr 7.019 8.450 D+W 4.031 5.339 D+L+W 6.389 8.333 D+Lr+W 5.082 6.391 D+E 3.835 4.905 D -E 3.385 3.905 D+L+E 6.193 7.898 D+L-E 5.743 6.898 D+Lr+E 4.886 5.956 D+Lr-E 4.436 4.956 Russ Feilzer and Associates project 3g t& Q 'k -4s. dm�e- �q 895 Bear Canyon Lane - --�—} — Arroyo Grande, CA 93420 (805) 473-4755 fob #_ { 1001 (805) 431-9474 cell �— S-±f�e -,Wf 111- r7 p� I k,912 I�(e001— .2y11 4. I 0 sabject 771 l� p9 44 Russ Feilzer and Associates project '�idale: l 895 Bear Canyon Lane Arroyo Grande, CA 93420 ` (805) 473-4755 job #: `� 0 (805) 431-9474 cell X22 4v� JO3 subject zL ' �vMfe Pq - CO� - I (VvI 11 p9: 6'-1 Russ Feilzer and Associatesprojectlq" A.L1 S¢ e dQEe. 895 Bear Canyon Lane I Arroyo Grande, CA 93420 (805) 473-4755 job #: �1— (805) 431-9474 cell Lateral Analysis: Wind: MWFRS Wind Loads Enclosed Simple Diaphragm Building Per ASCE?-10, Table 27.5-1: Step 1. Risk Category = II Step 2. V = 110 mph Step 3. Kd = 0.85 n/a (gable roof) Exposure B n/a (gable roof) Kz = 1.0 (flat) n/a (gable roof) Enclosure class - enclosed Step 4. Ph = 15.6 psf, po = 15.0 psf Step 5. p,: see zones below Step 6. Kt= 1.0, no modification Step 7. See below for load diagram Step 5 zones: 5:12 pitch, 22.5' mean ht. Zone 1: lateral = 6.7 psf, uplift = -11.6 psf Zone 2: lateral = -5.0 psf, uplift = -11.7 psf Zone 3: n/a (gable roof) Zone 4: n/a (gable roof) Zone 5: n/a (gable roof) Step 5 zones: flat roof, 20' mean ht. Zone 1: n/a (flat roof) Zone 2: n/a (flat roof) Zone 3: lateral = 0.0 psf, uplift = -17.6 psf Zone 4: lateral = 0.0 psf, uplift = -15.6 psf Zone 5: lateral = 0.0 psf, uplift = -12.8 psf In order to truly simplify this process, this office policy is to use the worst case loads on the entire building. Force Diagram: %6sVd1.� 3�1 subject pg: q Russ Feilzer and Associates project 1911 W,9 A46 d*- [0I 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #: 11001 (805) 431-9474 cell Seismic: Simplified Design Proceedure — ASCE 7-10 Per section 12.14.1.1, limitations: 1. Risk Category I or II, yes II. 2. The site class shall not be class E or F, Site class D. 3. Structure shall not exceed 3 stories in height, 2 story structure. 4. Seismic force -resisting system shall either a bearing wall system or building frame system, bearing wall system type A13 per Table 12.14-1. 5. Structure shall have at least two lines of lateral resistance in each of two I O.The simplified design procedure shall be used for each major orthogonal horizontal axis direction of the building, see design. 11. System irregularities caused by in - plane or out -of -plane offsets of lateral force -resisting elements shall not be permitted, allowed by exception for two-story buildings of light -frame construction. 12.The lateral load resistance of any story shall not be less than 80% of the story above, yes. major axis directions, yes. This structure complies. 6. At least one line of resistance shall be provided on each side of the center of mass in each direction, yes. 7. For structures with flexible diaphragms, overhangs beyond the outside line of shear walls or braced frames shall satisfy the following: a < d/5, yes flexible, no overhangs. 8. For buildings with a diaphragm that is not flexible, the distance between the center of mass parallel to each major axis shall not exceed 15% of the greatest width of the diaphragm parallel to that axis, n/a. 9. Lines of resistance of the seismic force -resisting system shall be oriented at angles of no more than 15° from alignment with the major orthogonal horizontal axes of the building, n/a. sebjec� pg. I 1 Russ Feilzer and Associates project. `►1 P-L'so Ae date, Io I 1 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805)473-4755 Jeb 1-100I (805) 431-9474 cell Seismic load determination: SS = 1.703 g S1= 0.628 g Site class D (per soils report) Sds = 1.135 g Sd1 = 0.628 g see pgs. 5 of soils report Seismic Category D En, = CsWdi + 0.2 SdsWdl (where Sds> 0.125) R=6.5 Q.=2.5 Cd=4.0 per ASCE?-10 table 12.14-1, system A13 Cs = Sds/[RAI = 1.135/(6.5/1) = 0.1746Wd, O Use E/1.4 = 0.4016/1.4 = 0.2869Wd1 ASD per 1605.3.2, Eqns. 16-21 & 16-22 Em@FND = 2.5(.1746)Wdi = 0.4365Wdi Distribution: 4 = 11471 14Zo fr �r� x (I I I d-1U,� tt'IQ4a-® (?�'�� f �-1' rt � � 3032— 23014 � %��p�- �, 3543y(5�j'►3v� subject:pg, I''n I, ro pLtl� ^ Z J 1 5J \ Va 4 - : rN .,R� �'Y'_. ( Cys, �7'\\ kw �(° .� k SII QJ pp el • �' /�j„ � n N r e v !Nr � pqy,•' Ne`+ INE i r � ❑� s � CD � co ro pLtl� ^ Z J 1 5J \ Va 4 - : rN .,R� �'Y'_. ( Cys, �7'\\ kw �(° .� k SII QJ pp el • �' /�j„ � n N r e v !Nr � pqy,•' Ne`+ INE Russ Feilzer and Associates project '211 pU,50 pic d G 0 S 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473.4755 job f 1140 (805) 431-9474 cell M" subject W'2 9U)0L I00( 5 P-yanU, M-L� P -N, I Wq pg: II LP subject W'2 9U)0L I00( 5 P-yanU, M-L� P -N, I Wq pg: II Russ Feilzer and Associates project So MrG . dale• 10 q 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job° i (805) 431-9474 cell m 5ubjecE ,I LTP k= i; d v ?r cs J 9 0 I� W m 5ubjecE ,I LTP k= i; yx ov m 5ubjecE ,I LTP k= i; Russ Fellzer and Associates PROJECT: ��1 �� 5n �J>r ee i 995 N. 12th St. • Grover Beach, CA 93433 (805) 473-4755 (805) 473-4755 fax NY- f zr D# pp4 a - :� LO "--max ��5,- �• ® '� ' �--•- e, -r�--'.. Q U0 w co cJ -2- Ly� 2 8 a cy— o �S' S -d 9 iP L d N .0 — r--1 21W— en U' A rt' CL o V' Lrl IN � 4E4- S(18JEC�: �t�►?,nr� lith Slur �a�� - rev. ��zz�tc� PG:� Russ Feilzer and Associates P20JECi: 995 N. 12th St. Grover Beach, CA 93433 (805) 473-4755 (805) 473-4755 faxW rc�r44 to LP c r E s"; M c v- LO _S M o J aQ _N :9 '�cn sr v� u 9 ate' s� sem, Z. r s9 5J4} Ol r SUBJECT°, �z LNe� rG�`-�,<, I2� I I�". P6: —__ Russ Feilzer and Associates p]eJeC 311 PcWJQ iwe dale: �p�( 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 Job #. I oo (805) 431-9474 cell Line V # ry L' (1)% ft F.H.S.(2) M.O.H. (3) H/ S.C.A.F. (4) v' (5) L USE `' - ¢51�CS 23 �I �IY 0, �1w X33 �y) `''1i•� A S2>6 I (51 0. 28� II (1) L'=Lanai—Lpenomuuns�+-�eJ��hpi�2ol5 Sec�1.oN �..T'Z (2) % Full Height Sheathing (3) Maximum Open Height Ratio (4) Shear Capacity Adjustment Factor per AWC-SDPW2015 table 4.3.3.5 (5) Adjusted Per Unit Shear = W[(L')(S.C.A.F.)] sabjec& LU L" aJFs� l vu51 cI IJ Z�'— F'v 1-2'pP9- `'5 Russ Feilzer and Associates project 'J� j PSI LSp /a�(G dale. (Qh 895 Bear Canyon Lane I Arroyo Grande, CA 93420 (805) 473-4755 —job �1 U 0 (805) 431-9474 cell i� A u I� subject 3 u u U o 3 u 0 u 0 0 0 ooe��v`Oi 0 0 v�Oi N 'N^ as tV N N N N N W N �oo 666;= 6 w 'Daa a' ° 0 �DCaa,wC� ADC DCDC� :e VNUUU� M Vii N N N N vM�i vM�, vM, L w° ^ o N � N N N z ° o v -o UD 4 AU 0 r. p o c v Sao -O to ^Od ° A U too A x � W E -a O Us bw > rI� E a on �i ° o o vl bA pp C w 03 � � ° ° bo ztoto �. a ° ° � °M 3 Icy y .o ❑ o °o °��° v �o o Iii a 18 � v o ° ° +7 N C U a'atiN0�o� . — dam � o M 3 M7. Russ Feilzer and Associates projW& X11 k;tj;�q A46 dQEe- 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job: �� I (805) 431-9474 cell 06 ir��l U&5 Pi 5 F�r 0 I 8,5 -Do -3,o G�=�> �t - 40'�5 (Oo)- X111 subjeo& p9- 2.] Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 Y Restraint Z Restraint rfaengineering@aol.com 0 2 C40672 Roof Live Live Snow Pdnted: 2JAN 2018, MOPM 2-D Frame Analysis Fixed File: c:kUsemsRussellkDocumentskENERCALCData Files117001.ec6 1. Fixed ENERCALC, INC. 196&2012, auild:6.12.11.L Vers.0.26 18 Joints... Joint Joint Coordinates u.0 Joint Reactions Fixed Joint Label X ft X Restraint Y Restraint Z Restraint Tempp 0 2 7.750 Roof Live Live Snow 0.0 de F Joint Loads..., Load Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth 3 1 Global X 2780 k 4 1 Global Y 7.570 k Member Point Loads.... Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth C I Global Y O ft 1 0.1360 0.0270 k Load Combinations... u.0 u.0 Joint Reactions Fixed Load Combination Group Fixed Fixed in n Radians Description 0 2 7.750 Roof Live Live Snow 0.0 D Only+Mbr t ,-11 Fixed 1. Fixed Fixed 1.0 -1.0 0 1.0 0.0 +0.4410D-2.10E+MbrWt(0:1) 9.50 -1.0 0.4410 -2.10 +1.159D+2.10E+MbrWt(0.-1) 1.0 -1.0 1.159 0 4 7.750 -1.0 9.50 n 7Fn 1 F7F 0 Members... Member Endpoint Joints Member I End Releases J End Releases Label Property Label I Joint J Joint Length x y z x y z A column 1 3 9.5001 Fixed Fixed Fixed Fixed Fixed Fixed B column 2 1 4 9.500 1 Fixed Fixed Fixed Fixed Fixed Fixed C beam 3 4 7.750 1 Fixed Fixed Fixed I Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb A 9.500 9.500 1.00 1.00 1.000 1.000 B 9.500 9.500 1.00 1.00 1.000 1.000 C 7.750 7.750 1.00 1.00 1.000 1.000 Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29.000.00 0.490 0.000650 50.00 Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy Default Group De-faul-tr 1.0 inA2 0.0 in 0.0 in 1.0 iO4 1.0 inA4 W8x18 beam Steel 5.260 inA2 8.140 in 5.250 in 61.90 in A4 7.970 inA4 W8x18 column Steel 5.260 inA2 8.140 in 5.250 in 61.90 in A4 7.970 inA4 Joint Loads..., Load Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth 3 1 Global X 2780 k 4 1 Global Y 7.570 k Member Point Loads.... Member Load Distance from Load Magnitude Label Direction "I"Joint Dead Roof Live Live Snow Seismic Wind Earth C I Global Y O ft 1 0.1360 0.0270 k Load Combinations... Joint Displacements Joint Reactions Joint Label Load Combination Group SelfWeight Factors Load Combination Factors in n Radians Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth D Only+Mbr t ,-11 1.0 1. +D+L+MbrWt(0,-1) 1.0 -1.0 1.0 1.0 +0.4410D-2.10E+MbrWt(0:1) 1.0 -1.0 0.4410 -2.10 +1.159D+2.10E+MbrWt(0.-1) 1.0 -1.0 1.159 2.10 +1.119D+0750L+1.575E+MbrWt(0: 1) 1.0 -1.0 1 119 n 7Fn 1 F7F Joint Displacements & Reactions by Load Combination : Joint Displacements Joint Reactions Joint Label LoadCombination X Y Z X Y z in n Radians k k k -ft I u unry+lvlDrvvrlu: u l u.0 U.0 OA 1 0.008749 0.3751 -0.02890 Zv Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Faker Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 daengineering@aol.com X40672 Printed: 2JAN2018, 310PM 2-D Frame Analysis File: caUserslRussellkDacementslENERCALCData Fllas117001.ec6 ENERCALC, INC, 1983-2012, Build:6.12.11.1, Vec0.025 KW -06004806 Description : Moment Frame at line 98x -1.2.18 Joint Displacements & Reactions by Load Combination : Only Load Combinations giving maximum values are listed Mmbr Label Material Axial Dist from T' Joint Moment Dist from "I" Joint Shear Dist from "I" Joint MemberJoin Joint Displacements t " I " End Forces Joint Reactions Joint" J " End Forces Joint Label LoadCombination X Y Z X Y Z Moment a in n Radians k k k -ft 2F+O.441 Onlv+MbrWt(0,-11 0.0 0.0 0.0 -0.008749 0.2397 0.02639 3Only+MbrWt(0,-1) c 0000520 0.000217 000010 0.05422 -0.008749 0.06968 4Onlv+MbrWt(0,-1) a -.0000570 -0.000116 .0000120 -0.02915 -0.2320 0.008749 1+L+MbrWt(0,-11 b 0.0 0.0 0.0 0.008749 0.4020 -0.02915 2D+L+MbrWt(0,-1) c 0.0 0.0 0.0 -0.008749 0.2398 0.02614 3+L+MbrWt(0,-1) a -.0000630 -0.000237 -.0000090 15.450 3.044 -2.917 4+L+MbrWt(0,-1) b -.0000680 -0.000116 .0000120 15.421 12.655 -2.921 1D-2.10E+MbrWt(0.-1) c 0.0 0.0 0.0 -2.917 -2.874 15.450 2D-2,10E+MbrWt(0,-1) a 0.0 0.0 0.0 -2.921 -12.485 15.421 3D-2.10E+MbrWt(0,-1) b 0.2699 0.002211 -0.001215 -15.368 -12.794 2.903 4D-2.10E+MbrWt(0,-1) c 0.2681 0.009394 -0.001179 12.372 2.903 -3.103 1D+2.10E+MbrWt(0.-1) a 0.0 0.0 0.0 2.935 3.569 -15.508 2D+2,1OE+MbrWt(0,-1) b 0.0 0.0 0.0 2.903 12.964 -15.368 3 +1.159D+2.1OE+MbrWt(0,-1) -0.2699 -0.002604 0.001195 9.292 2175 -2310 4 +1.159D+2.10E+MbrWt(0,-1) -0.2682 -0.009625 0.001202 1 +1.119D+0.750L+1.575E+MbrWt(0,-11 0.0 0.0 0.0 2.203 2.791 -11.638 2 +1.119D+0.750L+1.575E+MbrWt(0,-11 0.0 0.0 0.0 2.175 9.783 -11.519 3 +1.119D+0.750L+1.575E+MbrWt(0:1) -0.2025 -0.002022 0.000894 4 1 +1.119D+0.750L+1.575E+MbrWt(0,-1) -0.2012 -0.007248 0.000904 Extreme End Forces by Load Combination Only Load Combinations giving maximum values are listed Mmbr Label Material Axial Dist from T' Joint Moment Dist from "I" Joint Shear Dist from "I" Joint MemberJoin Load Combination t " I " End Forces 2.917k 0.0 ft Joint" J " End Forces Label +0.441OD-2.10E+MbrWt(0,-1) Arial Shear Moment Axial Shear Moment a D Only+MbrWt(0.-1) 0.3751 -0.008749 -0.02890 -0.2050 0.008749 -0.05422 b D Only+MbrWt(0.-1) 0.2397 0.008749 0.02639 -0.06968 -0.008749 0.05673 c D Only+MbrWt(0,-11 0.008749 0.2050 0.05422 -0.008749 0.06968 -0.05673 a +D+L+MbrWt(0,-1) 0.4020 -0.008749 -0.02915 -0.2320 0.008749 -0.05397 b +D+L+MbrWt(0,-1) 0.2398 0.008749 0.02614 -0.06975 -0.008749 0.05698 c +D+L+MbrWt(0,-1) 0.008749 0.2320 0.05397 -0.008749 0.06975 -0.05698 a +0.4410D-2.10E+MbrWt(0,-1) -2.874 2.917 15.450 3.044 -2.917 12.263 b +0.441OD-2.10E+MbrWt(0:11 -12.485 2.921 15.421 12.655 -2.921 12.327 c +0.4410D-2.10E+MbrWt(0:1) 2.921 -3.044 -12.263 -2.921 3.242 -12.327 a +1.159D+2.1OE+MbrWt(0:1) 3.569 -2.935 -15.508 -3.399 2.935 -12.372 b +1.159D+2.1OE+MbrWt(0,-1) 12.964 -2.903 -15.368 -12.794 2.903 -12.214 c +1.159D+2.10E+MbrWl(0.-11 -2.903 3.399 12.372 2.903 -3.103 12.214 a +1.119D+0.750L+1.575E+MbrWt(0,-1) 2.791 -2.203 -11.638 -2.621 2.203 -9.292 b +1.119D+0.750L+1.575E+MbrWt(0,-1) 9.783 -2.175 -11.519 -9.613 2.175 -9.146 c +1.119D+0.750L+1.575E+MbrWt(0: 11 -2.175 2.621 9.292 2175 -2310 9146 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Material Axial Dist from T' Joint Moment Dist from "I" Joint Shear Dist from "I" Joint A 3.044k 9.50 ft 15.450k -ft O.Oft 2.917k 0.0 ft Max +0,441OD-2.10E+MbrWt(0,-1) +0.441OD-2.10E+MbrWt(0,-1) +0.441OD-2.10E+MbrWt(0,-1) 3.569k 0.0 It 15.508 k -ft 0.0 ft -2.935 k 0.0 ft Min +1.159D+2.10E+MbrWt(0,-1) +1.1590+2. 10E+MbrM(0,-1) +1.1590+2. f0E+MbrM(0,-1) B 12.655k 9.50 ft 15.421 k -ft 0.0 ft 2.921 k 0.0 ft Max +0,4410D-2.10E+Mbr Wt(0,-1) +0.441OD-2.10E+MbrWt(0,-1) +0.4410D-2.10E+MbrWt(0,-1) 12,964k 0.0 ft 15.368 k -ft 0.0 ft -2.903 k 0.0 ft Min +1.159D+2.10E+MbrWt(0,-1) +1.159D+210E+MbrM(0,-1) +1.159D+2.10E+MbrWt(0,-1) C 2.903k 0.0 ft 12.372 k -ft 0.0 It 3,242 k 0.0 ft Max +1.159D+2.10E+MbrWt(0,-1) +1.159D+2.10E+MbrWt(0,-1) +1.159D+2.10E+MbrWt(0,-1) 2.921 k 0.0 ft 12.263 k -ft 0.0 ft 3.242 k 7.750 ft Min +0.441OD-2.10E+MbrWt(0,-1) +0.441OD-2.10E+MbrWt(0,-1) +0.4410D-2.10E+MbrWt(6,-1) Steel Stress Checks... Using 13th EdIbon RISC Code Member Section Material Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) A I column breell +1. mu+z. utnvwrvv4' UAN rAbs U.UU I +1.1o9u+2.7ut+MorWgr 0.078 PASS 0..00 Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 daengineering@aol.com 040672 Pdntee: 2JAN 2018, 3:10PM 2-D Frame Analysis File: c:lUserslRusselllDocumentslENERCALCData Flles117001.ec6 ENERCALC, INC, 19632012. Build:6.12.11.1. Vec6.0.25 at line 98x -1.2.18 Steel Stress Checks... Using 13th Edition AISC Code Member Section Material Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) I Load Combination Ratio Status Dist (ft) B column Steel +1.159D+2.10E+MbrWt( 0.536 PASS 0.00 I +0.4410D-2.10E+MbrWt 0.078 PASS 0.00 C beam Steel +0A410D-2.10E+MbrWG 0.352 PASS 7.75 1 +0.4410D-2.10E+MbrWt, 0.087 PASS 7.75 rpm Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 2-D Frame 1 Project Title: Rubin Residence Engineer: Russ Fetzer Project ID: 17001 Project Descr: Single Family Residence PdM d: 3JAN 2D1& 12:36AM Joints... Joint Joint Coordinates 0.0 Fixed Joint Label Xft X Restraint Y Restraint Z Restraint Temp Depth Width 0 2 8.0 deg F 1 0.0 Group 0.0 Fixed Load Combination Factors Fixed Group Tag Fixed Area Depth Width 0 2 8.0 Grow 0.0 Fixed 0.0 in 0.0 in 1.0 inA4 Fixed W18x40 Fixed Steel 11.80 inA2 0 3 0.0 W8x21 8.50 Steel 6.160 inA2 8.280 in 5.270 in 75.30 inA4 9.770 inA4 Joint Loads.... 1.0 0 4 8.0 2.10 8.50 Load -1.0 1.119 0.750 Load Magnitude 0 Members... Direction Dead Roof Live Live Snow Seismic Wind Earth 3 Member Property Label 8.284 Endpoint Joints Member Lenrgth I End Releases J End Releases Label 0.7420 3.518 I Joint J Joint k z y z x y z A column k 1 3 8.500 Fixed Fixed Fixed Fixed Fixed Fixed B column Load Magnitude 2 4 8.500 Fixed Fixed Fixed Fixed Fixed Fixed C beam Moment 3 4 31.520 8.0001 Fixed Fixed Fixed I Fixed Fixed Fixed Member Stress Check Data... -13.990 k -ft Load Combinations... Member Unbraced Lengths Slenderness Factors AISC Bending & Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb A 8.500 8.500 1.00 0.65 1.000 1.000 B 8.500 8.500 1.00 0.65 1.000 1.000 C 8.000 8.000 1.00 0.65 1.000 1.000 Materials... Member Youngs Density Thermal Yield Label ksi kcf m/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000650 50.00 Member Sections... Group Self Weight Factors Load Combination Factors Prop Label Group Tag Material Area Depth Width Izx lyy Default Grow Default 1.0 inA2 0.0 in 0.0 in 1.0 inA4 1.0 iO4 W18x40 beam Steel 11.80 inA2 17.90 in 6.020 in 612.0 inA4 19.10 inA4 W8x21 column Steel 6.160 inA2 8.280 in 5.270 in 75.30 inA4 9.770 inA4 Joint Loads.... 1.0 -1.0 1.159 2.10 +1.119D+0.750L+1.575E Load -1.0 1.119 0.750 Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth 3 Global Y 8.284 8.895 k 4 Global Y 0.7420 3.518 k 4 Global X 5.735 k Member Point Loads.... Member Load Distancem I Load Magnitude Label Direction " ' Jointfro Dead Roof Live Live Snow Seismic Wind Earth C Moment 0 ft 31.520 10.020 k -ft C Moment 8 ft -30.470 -13.990 k -ft Load Combinations... Load Combination Group Self Weight Factors Load Combination Factors Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth D Onlv 1.0 -1.0 1.0 +D+L 1.0 -1.0 1.0 1.0 +0.4410D-2.10E+H 1.0 -1.0 0.4410 -2.10 1.0 +1.159D+2.10E 1.0 -1.0 1.159 2.10 +1.119D+0.750L+1.575E 1.0 -1.0 1.119 0.750 1.575 Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-0755 0.0 0.0 rfaengineering@aol.com -0.07838 8.614 C40672 2 Printed: 3 JAN 2018, 12:38A 2-D Frame Analysis 0.0 File: oWserslRasselllDocumenlslENERCALCData Flles117001.ea Description : Moment Frame @ line 4y -1.2.18 - -- oint Displacements & Reactions by Load Combination: Joint Label LaadCombination X in Y in Z Radians ---------- X k - ---- Y k Z k -ft 1 D Only 0.0 0.0 0.0 -0.07838 8.614 0.1425 2 D Onlv 0.0 0.0 0.0 0.07838 1.090 -0.3008 3 D Onlv -0.002274 -0.004868 0.000107 0.3654 a 4 D Onlv -0.002252 -0.000571 -.0000180 -17.276 -0.1115 0.7631 1 +D+L 0.0 0.0 0.0 -0.1115 17.455 0.1844 2 +D+L 0.0 0.0 0.0 0.1115 4.662 -0.4462 3 +D+L -0.003757 -0.009915 0.000162 +0.441OD-2.10E+H 10.233 4 +D+L -0.003725 -0.002611 -.0000150 -24.698 b 1 +0.441OD-2.10E+H 0.0 0.0 0.0 5.973 10.233 -26.075 2 +0.441OD-2.10E+H 0.0 0.0 0.0 6.070 5.575 -26.409 3 +0.441OD-2.10E+H -0.2616 -0.005792 0.000386 3.685 6.096 26.295 4 +0.441OD-2.10E+H -0.2633 0.003234 0.000342 +1.159D+2.10E 7.453 1 +1.1590+2.10E 0.0 0.0 0.0 -6.096 3.685 26.295 2 +1.159D+2.10E 0.0 0.0 0.0 -5.948 7.453 25.935 3 +1.159D+2.10E 0.2580 -0.002053 -0.000217 19.789 -11.368 4 +1.159D+2.10E 0.2597 -0.004205 -0.000369 8.542 4.416 19.267 1 +1. 1 19D+0.750L+1.575E 0.0 0.0 0.0 4.616 11.546 19.789 2 +1.119D+0.750L+1.575E 0.0 0.0 0.0 4.416 8.542 19.267 3 +1.119D+0.750L+1.575E 0.1918 -0.006542 -.0000950 Axial Dist from "I" Joint Moment Dist from 4 +1.119D+0.750L+1.575E 0.1931 -0.004826 -0.000279 -3.507k 8.50 ft 26.295 k -ft Extreme End Forces by Load Combination: Member oaomnaon Load Combination Joint "I"End Forces Joint "J"End Forces Label -8.436 Axial Shear Moment Axial Shear Moment a D Onlv 8.614 0.07838 0.1425 -8.436 -0.07838 0.5237 b D Onlv 1.090 -0.07838 -0.3008 -0.9115 0.07838 -0.3654 c D Onlv -0.07838 0.1518 -0.5237 0.07838 0.1695 0.3654 a +D+L 17.455 0.1115 0.1844 -17.276 -0.1115 0.7631 b +D+L 4.662 -0.1115 -0.4462 4.484 0.1115 -0.5014 c +D+L -0.1115 0.09748 -0.7631 0.1115 0.2237 0.5014 a +0.441OD-2.10E+H 10.233 5.973 -26.075 -10.054 5.973 -24.698 b +0.441OD-2.10E+H -5.575 -6.070 -26.409 5.753 6.070 -25.188 c +0.441OD-2.10E+H 5.973 6.401 24.698 -5.973 -6.080 25.188 a +1.159D+2.10E 3.685 6.096 26.295 -3.507 -6.096 25.519 b +1.159D+2.10E 7.453 5.948 25.935 -7.275 -5.948 24.620 c +1.159D+2,10E -6.096 -6.094 -25.519 6.096 6.415 -24.620 a +1. 1 19D+0.750L+1.575E 11.546 4.616 19.789 -11.368 4.616 19.450 b +1.119D+0.750L+1.575E 8.542 4.416 19.267 -8.363 4.416 18.272 c +1.119D+0.750L+1.575E -4.616 -4.573 -19.450 4.616 4.895 -18.272 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from "I" Joint Moment Dist from "I" Joint Shear Dist from "I" Joint A -3.507k 8.50 ft 26.295 k -ft 0.0 ft 6.096 k 0.0 ft Max +1.1590+2.10E +1.1580+2.10E +1.1590+2.10E 17.455k 0.0 It 26.075 k -ft O.Oft -5.973 k 0.0 ft Min +D+L +0.4410D-2.10E+H +0.441OD-2.10E+H B 5.753k 8.50 ft 25.935 k -ft 0.0 ft 5.948 k 0.0 ft Max +0.44100-2.10E+H +1.1590+2.f0E +1,1590+2.10E 8.542k 0.0 it 26.409 k -ft 0.0 it 6.070 k 0.0 it Min +1.119D+0.750L+1.575E +0.441OD-2.10E+H +0.441OD-2.10E+H C 6.096k 0.0 ft 27.563k -ft 8.0ft 6.401 k 0.0 If Max +1.159D+2.10E +1.159D+2.10E +0.441OD-2.10E+H -5.973k 0.0 it -24.068 k -ft 8.0 ft -6.415 k 8.0 ft Min +0.44100-2.10E+H +0.44100-2.10E+H +1.1590+2.10E 2- Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 rfaengineering@aol.com 2-D Frame Analysis Description : Moment Project Title: Rubin Residence Engineer: Russ Fetzer Project ID: 17001 Project Descr: Single Family Residence Ver.6,0.25 Steel Stress Checks... Using 13th Edition AISC Code Member Section Material Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) column Steell +u441uu-z.1ut+H 0.646 PASS 0.001 +1.159D+2.10E 0.147 PASS 0.00 column Steell +1.159D+2.10E 0.630 PASS 0.001 +0.4410D-2.10E+H 0.147 PASS 0.00 beam Steell +1.159D+2.10E 0.176 PASS 8,00 1 +1.159D+2.10E 0.057 PASS 8.00 M Russ Feilzer and Associates projeG 311 �q,l50 �� dmEe. Lp I 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #, (805) 431-9474 cell i S-jE� 1'+caeY lock k A,! 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C 4{tt- 4� subjecE pg. �"� Russ Feilzer and Associates project 7�1 fk"D A'JtV � dam: IDI 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #. 1109 (805) 431-9474 cell i LllrL` '47- 1 [Vz t I C- I �%i '. II ,10 u 17 subject pg: 3u Russ Feilzer and Associates project '7A� &L Ko hoe. (If(�e. f � 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 TO #. 1100 (805) 431-9474 cell OR�-- [ t(se 4�Tr %go V)- .SII '0II — C ("'Ub )' ,k)0o5 ti 4''- r5 @ �� a E uNG r5o. 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I u { 895 Bear Canyon Lane Arroyo --�— Grande, CA 93420 (805) 473-4755 job #: (805) 431-9474 cell cog -I f P'r 4A4T kwrn at..l w°f'Sfi tf',% wt?r�DPJ subject pg: 43 -1a Russ Feilzer and Associates En2ineerin SROGTOUL CALGOLATTONS Project: Rubin Residence 317 Aliso Avenue Newport Beach, CA RFA #17001 Client: Jeffrey A. Dahl Architect 1102 Main Street i Huntington Beach, CA 92648 (714) 847-8480 CcDtpal Coast office, 895 Bear Canyon Lane Arroyo Grande, Ca 93420 (805) 473-4755 (805) 431-9474 cell com Russ Feilzer and Associates Engineering ReSTODNJ Desw Lows Loads Roof (comp) Floor (tile) Floor (wd) Live Loads (PSF) 20.0 40.0 40.0 Dead Loads (PSF) 33.0 68.0 51.0 Roofing 5.0 n/a n/a Sheathing 1.5 2.5 2.5 Framing 1.5 2.5 2.5 Ceiling 1.5 1.0 1.0 Finish Floor n/a 19.0 3.0 Insulation 1.0 2.0 1.0 Sprinklers n/a n/a n/a Miscellaneous 1.5 1.0 1.0 Partitions n/a N/a n/a Dead Loads PSF 13.0 28.0 11.0 Total Loads (PSF) 33.0 68.0 51.0 100 PSF live load at entry corridors/stairs Code: California Building Code, 2016 Edition Central Coast: 895 Bear Canyon Lane Arroyo Grande, Ca 93420 (805) 473-4755 (805) 431-9474 cell com Loads Russ Feilzer and Associates Engineering kes*DfTal Desm Loads Roof (metal Floor (tile I Floor ( Live Loads (PSF) 20.0 40.0 40.0 Dead Loads (PSF) Roofing 3.0 n/a n/a Sheathing 1.5 2.5 2.5 Framing 2.0 2.5 2.5 Ceiling 1.5 1.0 1.0 Finish Floor n/a 19.0 3.0 Insulation 1.0 2.0 1.0 Sprinklers n/a n/a n/a Miscellaneous 1.0 1.0 1.0 Partitions n/a N/a n/a Dead Loads PSF 10.0 28.0 11.0 Total Loads (PSF) 30.0 68.0 51.0 100 PSF live load at entry corridors/stairs Code: California Building Code, 2016 Edition CeDtPa1 Coast: 895 Bear Canyon Lane Arroyo Grande, Ca 93420 (805) 431-9474 cell (805) 473-4755 rfaengineering@aol.com Russ Feilzer and Associates proJec& 511 P,.;O ��e, �� Ik) 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 Job_ f Qty (805) 431-9474 cell C 5 3OCUI�IIFTV�iWi�U/�QNV^iV�L CNY1J VC �� Oh_^O^^Ov�_k3 Y'8 V'V_W•�t(yd4C6�Y�!�CpC\�J e=V^yeim^Vq�pi�1. 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Stiffeners .... N.A. Southern Pine 91h" 210 2.6 2,860 167 1,330 980 2,145 N.A. '/h' plywood ..... ....1.7 psi 230 2.7 3,175 183 1,330 ._. _.__-._ _._.. 1,035 2,410 N.A. s%' plywood ................2.0 psi ____. 110 2.5 3,015 238 1,560 . 885 ..-._-... 1,935 2,295 3/a' plywood .............. _2.5 pat 210 2.8 3,620 283 1,655 980 2,145 2,505 1''A'plywood ...............3.6 psf 1174" 230 3.0 4,015 310 1,655 1,635 2,410 2,765 ih• OSB 360 3 0 6,180 419 1,705 .. 1,080 2,4 60 2, 815 ........ ...... _ .1.8 psi 560 4.0 9,500 636 2,050 1,265 -.. 3 000._ ._ 3,475 s%'OSB ..,........__. ...2.2 psi 565 110 2.8 3, 351 1,860 885 1, .935 2,295 '/' OSB ................. _2.7 psi 210 3.1 4,280 415 1,945 980 2,145 2,505 "A, OSB ...................3.1 pat 14" 230 3.3 4,755 454 1,945 1,035 2,410 2,765 1'h' OSB .. 4.1 inst 360 3.3 7,335 612 1,955 560, 1,080 2,460 2,815 Based on: Southern pine -40 pct for 4.2 11,275 926 2,390 1,265_ 3,000 3,475 plywood, 44 pcf for 058 216 3.3 4,895 566 2,190 980 2,145 2,505 230 3.5 5,440 618 2,190 16 1,035 2,410 2,765 Roofing 360 3.5 8,405 830 2,190 1,080 2,460 2,815 Asphalt shingles .... ... ....2.5 psi 560 4.5 12,925 1,252 2,710 1,265 3,006 3,475 Wood shingles . ...... _2.0 psf 1:: Caviled: Do not inc,=ase;elst moment design properties by a repetitive member use factor Clay tile _ .9.0 to 14.0;)at Slate (3h' thick) _.1..15.0 par General Notes vs:. Roll or Bae Insulation fl" thick): • Design reaction includes all loads on the joist. Design shear is computed - Rock wool .02psf at the face of supports including all loads on the span(s). Allowable Glass wool .0.1 pa; shear may sometimes be increased at interior supports in accordance Floor Finishes with pending ICC ESR -1153 and these increases are reflected in span Hardwood (nominal 1') .4.0 psi tables. Sheet vinyl ............. ..0.5 psi • The following formulas approximate the uniform load deflection cf A (inches): Carpet and pad ........... .1.0 psi rV ceramic or quarry life _10.0 ps For For Concrete: TJI®110, 210, 230, and 360 Joists TJI® 560 Joists Regular (1') .............12.0 psi A = 22.5 vvL4+ 2.67 wL2A _ 22.5 wL4+ 2.29 wL2 Lightweight (1') ...... 8.0 to 10.0 psi EI d x 105 EI d x 105 Gypsum concrete (a/<') .... _6.5 psi 'st = uniform load in pounds per linear foot L = span in feet Ceilings d = out -to -out depth of the joist in inches Acoustical fiber tile ...... .1.0 psi EI = value from table above W gypsum board ... .......2.2 psi ca' gypsum board ..... ,..... 2.8 psf Plaster (1'thick) ............8.0 pst Russ Feilzer and Associates PROJECT: PAX[oil 995 N. 12" St. Grover Beach, CA 93433 ` (805) 473.4755 (805) 473-4808 fax V DESIGN PROPERTIES Allowable Design Properties(I) (100% Coad Duration) u) rm Vluuuci in beam unenarmn, unless otnewe noted. DeL SVr' 5%'414' Plank Orbntadon 1Y.' 88'1' BSA' 11W 11�' IP 16' IB' 20' 1.3E 3A' YDment (fl -lbs) 1,735-- 2,685 --- 5,135 49 5.6 -- I. 1,780 -_1,92$ 20 5.6 _ _ _ r ' - TimberStrand�'ISL 4_550 6,3357,240 !0520 Shear (lbs) 4,085 Moment of I0ertl10 9 24 6,765 111 - ___ _6,050 8,635 � 10,500 _ 187 231 415 - -- -- --- ---- We ( in 45 _ 74 _ _ 8.8 94 11.5 - -- i 4950 5,2161719577975 -- -. 3345 ..3435 I-4070_4 115 125 208 51 52 62 9905 10420 14390 --- 6 6901. 6 870 8140 _-- 231 231 _250 415 10.1 10.4 11 12.3 - 10,920 42955065 244 .400 65 7.7 15955 21840 B 590- 10.125 --- 488 800 14,090 _ 5785 1.55E 1rb' moment( -lbs) Shear (lbs) --� Moment of Inertia (in.. q We ht(H) Yoment(ft-lbs) Shear(lbs) .1. Shear MomentofUertlalin.e) Weight( e) 31h' 28,180 j 11.57-5T- 1,575 r- --- 1,195 T- 13 15.3 17.5 i LBE 1>/f Moment (h-ths) Shear ([as) Moment of InertW(in.4) Weight( (on) ___ 2,125 _1,830_ 24 2.8 ____ M_ _ _ --- 3,555 _2,410 56 5_600 I 3,075 115 1 4.7 5885 3,160 125 1 4.8 8,070 3,740 208 15.71 8,925 3,950 244 6.1 12 ]30 4,655 400 1 7.1 1 ]5 $55 19,375 5,320 5,985 597 851 8.2 1 9.2 23,580 6,650 1,167 1 101 2.0E 2„��r• Moment(It-lbs) Shear(Ibs) Mament Of Inertia (in .9 We qt( tl) Yomant (11 -lbs) Shear (Ihs) Moment of Inertia (in.9 Wei ht( If) Moment(ft-lbs) Shear !lbs) Moment of Inertia (in.4) W01 hl( If) Moment (O-lbs) Shear Obs) Momanloflnortia(in.q Wei hit If) .. 4. - .____ __�_ I _ _ _ _ - j -__ _ ..-_ .._.. _- _ _ __ 9,535 4,805 175. „ 7.8 _ _ 12415 6,260 231 10,025 4,935 .192 13,800 5,845 319 15,280 6.170 375 20,855 7,275 -" 26,840 133,530 8315 j_9J50_ 15 615 917 1305 8.0 9.5 !0.0 11.8 13.4 i 15.1 27.160- 1 3-4,955 y 43,665 _ 3ih. 13,055 17,970 19,900 6,430 7,615 250 415 104 12.3 19565 26,95529655 _._ 8,035 488 13.0 9.475 10,825 12,180 1 _800 1,195 1,701 15.3 175 19.7 40.740 52430 65,495' __ _ 101 18 fi25 ._... _ 9390 - 511' 9,645 11,420 12,055 ._ __ 14.210 16,240 18,270 11.201 1792 2552 _ - _ { 346 375 623 733 _ -1 __ _ 112,520 _ 152 15.2 462 20.2 15.6 156 18.5 195 23.0 263 29.5 54,325 69905 87,325_ - 18 945 21655 24,360 ._-- 1.601.4 2389 3,402 30.6 35 0 39.4 _ - 7•r_ 26115 35,940 39805 -- 12,855 15,225.16 070 500 831 977 20 8 24.6 26.0 u) rm Vluuuci in beam unenarmn, unless otnewe noted. Russ Feilzer and Associates prOjA Sa t`J dde. 895 Bear Canyon Lane —={ Arroyo Grande, CA 93420 �vy Q Q (805) 473-4755 Job (805) 431-9474 cell �Mlr�� 1ctN 2Y a 40) `22 d4240'r hVA LS 13 Nf'lLeo pG� c c't�k-6 2Ao�' Io. Ho- (000. @ -tui W, -- tFv vmF (—' �rrqk* / e101�49 -, (MEQ VF (goo 6 subJec� pg. I T subJec� pg. I T Russ Feilzer and Associates project �Al NSp fi,JF, dale: fo�I 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job (805) 431-9474 cell subject pg, 2 Russ Feilzer and Associates projeG& 7;11 &4 So kG . dale. I o 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #. (805) 431-9474 cell til ( by, �O I �2il =� '- p . (R�°I0 i. �1I slrl pts' STui t�? C rI 51M Ov �('Uyto Oda j J9ff5 = h 17A IN I. leo X21 xll subject pg, ?;� Russ Feilzer and Associates projeC& 2 p LLSo !��0 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #: (805) 431-9474 cell ® +I e, �pp�u 4ek; L�,JI T�,=ll,S6AI)Lr � ti } *� ,Lsrs c �Ounr subject A— 2a i pg: 4 Russ Feilzer and Associates project �Il a�� A p�J� date. 101 11 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 jab #: I oQ (805) 431-9474 cell ��I�- INS ��► �10t �v�5T °gut �b '• Lei P I i ti,5 �2 tI A %o e 14 bTCI,�0 -?qJ O I 111` 1� 1 5uc ISII OG 2C 1 it �4't2 FT subject L7�' , 1 hz 1 q pg, 52 Russ Feilzer and Associates pmjA -)211 Awso AWE. dale, IDI 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805)473-4755 job #. �1 0Q (805) 431-9474 cell 11�1 11 11 1 subjeG& pg: (o Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 daengineering@aol.com Wood Beam Description : Beam F2 -flush beam @ stairs CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-10 Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Project Descr: Single Family Residence Analysis Method: Allowable Stress Design Fb- Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2:900.0 psi Ebend-xx 2,000.Oksi 286.16 psi FB: Allowable = Fc -PrII 2,900.0 psi Eminbend -xx 2,000.Oksi Wood Species : PSL Fc - Perp 625.0 psi Location of maximum on span = Wood Grade Manufactured Fv 290.0 psi Span # 1 Beam Bracing : Ft Beam is Fully Braced against lateral -torsion buckling 2,025.0 psi Density 35.Opcf D(1.166) L(0.174) E(-9.543) 5.25x14.0 = 11.50 ft D(0.675) L(0.29) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.4140, L = 0.6240 , Tributary Width =1.0It Point Load : D=1.166, L=0.1740, E = -9.543 k @ 4.O fl Point Load : D=0.6750, L = 0.290 k an,11.0 ft Maximum Bending Stress Ratio = 0.81& 1 Maximum Shear Stress Ratio = 0.617 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual = 3,797.09psi fv : Actual = 286.16 psi FB: Allowable = 4,640.00 psi Fv : Allowable = 464.00 psi Load Combination +1.159D -1.750E Load Combination +1.159D -1.750E Location of maximum on span = 4.029ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Segment Length Span # M Max Downward L+Lr+S Deflection 0.107 in Ratio = 1286 C i Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 C L Max Downward Total Deflection 0.394 in Ratio = 350 V Max Upward Total Deflection -0.193 in Ratio = 714 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M to F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11.50 it 1 0.230 0.190 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.52 665.81 2900A0 2.70 55.13 290.00 +D+L 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 it 1 0.487 0.402 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20.17 1,411.12 2900.00 5.71 116.49 290.00 +1.119D+0.750L+1.313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.222 0.244 1.60 1.00 1.00 1.00 1.00 1.00 1.00 14.73 1,030.92 4640A0 5.55 113.30 464.00 +1.119D+0.750L-1.313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 it 1 0.761 0.592 1.60 1.00 1.00 1.00 1.00 1.00 1.00 50.48 3,531.83 4640.00 13.45 274.48 464.00 +0.4410D+1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.593 0.450 1.60 1.00 1.00 1.00 1.00 1.00 1.00 39.30 2,750.10 4640.00 10.22 208.60 464.00 0I Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 8054734755 3.714 3.926 daengineering@aol.com -6.224 Load Combination 040672 6.224 Printed: 3JAN 2018, 4:30PM Wood Beam 6.884 FIIe:c:IUserslRusselll0ocumentslENERCALC Date FilesU7001.ec6 D+E -3.053 ENERCALC, INC, 1983-2012, Bulld:6.12.11,1, Vec6.0.25 r.rr,806 9.394 Shear Values Description : Beam F2 -Flush beam @ stairs Support; Overall MAXimum 13.108 10.677 D Only 3.170 3.432 L Only 3.714 3.926 E Only -6.224 Load Combination Max Stress Ratios 6.224 3.319 D+L 6.884 7.358 D+E -3.053 Moment Values D -E 9.394 Shear Values D+L+E Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V fv F'v +0.4410D -1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.50 ft 1 0.717 0.531 1.60 1.00 1.00 1.00 1.00 1.00 1.00 47.55 3,327.11 4640.00 12.08 246.59 464.00 +1.159D+1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 It 1 0.491 0.402 1.60 1.00 1.00 1.00 1.00 1.00 1.00 32.59 2,280.38 4640.00 9.13 186.33 464.00 +1.159D -1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.818 0.617 1.60 1.00 1.00 1.00 1.00 1.00 1.00 54.27 3,797.09 4640.00 14.02 286.16 464.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Dell Location in Span Load Combination Max. '-?Dell Location in Span Vertical Reactions - Unfactored Load Combination Support 1 Support; Overall MAXimum 13.108 10.677 D Only 3.170 3.432 L Only 3.714 3.926 E Only -6.224 -3.319 -E Only 6.224 3.319 D+L 6.884 7.358 D+E -3.053 0.112 D -E 9.394 6.751 D+L+E 0.661 4.038 D+L-E 13.108 10.677 Support notation : Far left is #1 Values in KIPS (P°y Russ Feiizer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 rfaengineering@aol.com Wood Column Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-10 Analysis Method: Allowable Stress Design Maximum Axial +Bending End Fixities Top & Bottom Pinned Load Combination Overall Column Height 10.0 ft ( Used for non -slender calculations ) Location of max.above base Wood Species Douglas Fir - Larch 5.50 in Wood Grade No.1 Applied Mx Fb - Tension 1000 psi Fv 180 psi Fb - Compr 1000 psi Ft 675 psi Fc - Pill 1500 psi Density 32.21 pcf Fc - Perp 625 psi Applied Design Shear Modulus of Elasticity ... Basic Minimum Applied Loads x -x Bending y -y Bending 1700 1700 620 620 Axial Column self weight included : 92.268 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 9.761, E = 6.224 k DESIGN SUMMARY Bending & Shear Check Results Maximum Axial +Bending PASS Max. Axial+Bending Stress Ratio = 0.5559 :1 Load Combination +1.159D+1.75DE Governing NDS Forumla Comp Only, fa/Fc' Location of max.above base 0.0 ft At maximum location values are ... 5.50 in Applied Axial 22.312 k Applied Mx 0.0 k -ft Applied My 0.0 k -ft Fc: Allowable 973.06 psi PASS Maximum Shear Stress Ratio = 0.0 :1 Load Combination +1.159D+1.750E Location of max.above base 10.0 it Applied Design Shear 0.0 psi Allowable Shear 345.60 psi Load Combination Results @Top Pnnt d: Wood Section Name 6x8 Maximum Axial +Bending Stress Ratios Wood Grading/Manuf. Graded Lumber C D Wood Member Type Sawn Stress Ratio Status Location +0.4410D+1.750E Exact Width 5.50 in Allow Stress Modification Factors 0.0 PASS 10.0 ft Exact Depth 7.50 in Cf or Cv for Bending 1.0 Area 41.250 inA2 Of or Cv for Compression 1.0 Ix 193.359 inA4 Cf or Cv for Tension 1.0 ly 103.984 inA4 Cm: Wet Use Factor 1.0 @Base @Top Ct: Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Kf: Built-up columns 1.0 NDS 15.3 .2 1700 ksi Use Cr : Repetitive? No (non -0 only) Brace condition for deflection (buckling) along columns : X -X (width) axis: Unbraced Length for X -X Axis buckling =10 ft, K = 1.0 Y -Y (depth) axis : Fully braced against buckling along Y -Y Axis Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.0 in at 0.0 ft above base for load combination: n/a Along X -X 0.0 in at 0.0 it above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Cf or Cv : Size based factors 1.000 1.000 E Oi D+E 9.653 k 6224 k 16.077 k Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location +0.4410D+1.750E 1.920 0.3796 PASS 0.0 ft 0.0 PASS 10.0 ft +1.159D+1.750E 1.920 0.5559 PASS 0.0 ft 0.0 PASS 10.0 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 E Oi D+E 9.653 k 6224 k 16.077 k Russ Feilzer and Associates projec& 31j h U,So /MSG- dale. (o I 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #. 11201 (805) 431-9474 cell I I T- 241 -' O�z 5 kyti (2- r ; YTIp b =� l ea9�-e (1IFEAT FOCI Il 50 subject I pg: —I Russ Feilzer and Associates pMjeG& 7.A J dad& I i 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 Job #: 1 q� (805) 431-9474 cell II A64,L w/12o 'zs 13114,.�—��I v� � _ ,i 4-.7� wG- L �o (-TOH or W't%TWQ � u V�rLe&pp FPA -T 6�y? oT �&v K eplw 0 Dr&' 0 1 F� L, l(p 1QIwpI-'1 p� Vrrs-2'to; 111 0 I � Lal, subject b P9= Russ Feilzerand Associates projeci 7211 ,-Guso dde. doll 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #: 1 100 (805) 431-9474 cell subjecE pg: Russ Feilzerand Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 rfaengineering@aol.com Steel Beam Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Project Descr: Single Family Residence Pdnted: 3 JAN 2018. 4:05PM Description : Beam F9 - beam @ great room CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(0.05) (0.18) D(0.273) L4. 061) L(0.5) 1486) D(1.183) Lr2.46S)W..%Sft14S)&Xj)225) Span = 23.250 ft W10x60 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 = 0.2410, Lr = 0.110, L = 0.180 k/ft, Extent = 0.0 -->> 1.750 ft, Tributary Width =1.0 f Uniform Load: D = 0.2070, Lr = 0.0430, L = 0.50 k/ft, Extent =1.750 ->> 9.0 ft, Tributary Width =1.0 f Uniform Load : D = 0.2730, Lr = 0.0610, L = 0.50 k/ft, Extent = 9.0 -->> 16.50 ft, Tributary Width =1.0 f Uniform Load : D = 0.050, L = 0.180 k/ft, Extent =16.50 ->> 23.250 It, Tributary Width =1.0 f Point Load: D = 2.722, Lr =1.784, L = 0.8140 k (x,1.750 fl Point Load: E=-5.550k(a,4.0f1 Point Load : D = 0.4860 k (rD, 9.0 ft Point Load : D=1.183. Lr = 2.465 k 5(,12.750 ft Point Load : D = 0.4860 k (a), 15.250 ft Point Load: D = 0.3680, L =1.336 k @ 16.50 ft Point Load : D=0.1460, Lr = 0.2250 k (q 17.50 fl Maximum Bending Stress Ratio = 0.492:1 Maximum Shear Stress Ratio = 0.244: 1 Section used for this span W10x60 Section used for this span W10x60 Me: Applied 91.574 k -ft Va : Applied 20.906 k Mn / Omega : Allowable 186.128 k -ft Vn/Omega : Allowable 85.680 k Load Combination +1.119D+0.750Lr+0.750L-1.313E Load Combination +1.119D+0.750Lr+0.750L-1.313E Location of maximum on span 11.509ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Vnx Vnx/Omega D Only Max Downward L+Lr+S Deflection 0.514 in Ratio = 542 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.835 in Ratio = 334 Dsgn. L = 23.25 It 1 Max Upward Total Deflection -0.130 in Ratio = 2147 33.21 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Me - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 23.25 It 1 0.178 0.080 33.21 33.21 310.83 186.13 1.00 1.00 6.89 128.52 85.68 +D+L Dsgn. L = 23.25 ft 1 0.367 0.152 68.23 68.23 310.83 186.13 1.00 1.00 12.99 128.52 85.68 +D+0.750Lr+0.750L Dsgn. L = 23.25 ft 1 0.397 0.164 73.83 73.83 310.83 186.13 1.00 1.00 14.05 128.52 85.68 +1.119D+0.750Lr+0.750L+1.313E Dsgn. L = 23.25 ft 1 0.347 0.103 64.58 64.58 310.83 186.13 1.00 1.00 8.84 128.52 85.68 +1.119D+0.750Lr+0.750L-1.313E Dsgn. L = 23.25 ft 1 0.492 0.244 91.57 91.57 310.83 186.13 1.00 1.00 20.91 128.52 85.68 +0.4410D+1.750W Dsgn. L = 23.25 ft 1 0.079 0.035 14.65 14.65 310.83 186.13 1.00 1.00 3.04 128.52 85.68 +1.159D+1.750E 01.1 Russ Fetzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 Steel Beam Description : Beam F9 - beam @ great room Project Title: Rubin Residence Engineer: Russ Fetzer Project ID: 17001 Project Descr: Single Family Residence Ver:6.0.25 Load Combination Max Stress Ratios 6.889 Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 23.25 It 1 0.113 0.060 21.03 -9.80 21.03 310.83 186.13 1.00 1.00 5.17 128.52 85.68 +1.159D -1.750E -E Only 4.595 0.955 D+Lr Dsgn. L= 23,25ft 1 0.321 0.187 59.70 59.70 310.83 186.13 1.00 1.00 16.03 128.52 85.68 Overall Maximum Deflections - Unfactored Loads 16.440 11.142 D+E 2.294 Load Combination Span Max. "-" Dell Location in Span Load Combination Max. W Defl Location in Span D+L+Lr 1 0.8353 11.625 D+L-E 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS 14.935 Load Combination Support 1 Support 2 D Only 6.889 4.202 L Only 6.101 4.954 Lr Only 3.450 1.986 L+Lr 9.551 6.940 E Only -0.595 -0.955 -E Only 4.595 0.955 D+Lr 10.339 6.188 D+L 12.990 9.157 D+L+Lr 16.440 11.142 D+E 2.294 3.247 D -E 11.484 5.157 D+L+E 8.395 8.202 D+L-E 17.585 10.111 D+Lr+E 5.744 5.233 D+Lr-E 14.935 7.143 q.v Russ Feilzer and Associates projec& '�J1 AA5#o AAkdale: 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #: (805) 431-9474 cell X5,25)' �r 21°o (m -1)- 61 = z`o1 Y'� X50 - ' 1'7r ` �� A.�= �.�]1� —� q -'�OI O� O Lv�' wt . L- �'tI J Iri�? �I2p -21-� '�� `m 3' I'%, 122 WL' Q, - I ll1` N =7-Pol subjecE pg, � 0 Russ Feilzer and Associates projeCE �2I ] AI VSO Ade . dale_ © � 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805)473-4755 job #: U) (805) 431-9474 cell m 71 'Zir �I2 `r1 no X13Ht4�qj A� ICS M-� --U-rV =U33fet- subject pg, i I Russ Feilzer and Associates projeCt -�Jj &.Lt, o �,Jq . d(tEE. 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job (805) 431-9474 cell trC) �TL, Fb LA MO 2100 71 2�II°G3(P tlt INS, �ta�IN _IQ pi{iN 113 it/ V IIt 01 000413 GLN101 � II�01� � � QUIlob �Idl,rlo,- t i ill 7::3� LI bj 4- LI I �� i t subject pg, 1 v Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 rfaengineering@aol.com Wood Beam Description: Beam F14 -beam CODE REFERENCES INC. Build:6.12.11.1 Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 3.5x14.0 Section used for this span = 2,119.05psi Load Combination Set: ASCE 7-10 = 2,900.00 psi Fv : Allowable +D+0.750Lr+0.750L Material Properties = 10.861 ft Location of maximum on span = Span # 1 Analysis Method: Allowable Stress Design Fb- Tension 2900 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2900 psi Ebend-xx 2000ksi 1155 Fc -Prll 2900 psi Eminbend -xx 20001ksi Wood Species PSL Fc - Perp 625 psi Span# Wood Grade Manufactured Fv 290 psi CF/V Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 2025 psi Density 35pcf E(-3.873) 11 3.5x14.0 Span = 16.0 ft _Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.2180, Lr = 0.140, L=0.0270, Tributary Width =1.0 fl Paint Load : D=3.149, Lr = 4.138, E = 3.873 k na,13.50 fl Point Load: E=-3.873kna,0Aff Maximum Bending Stress Ratio Section used for this span f c : Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.731: 1 Maximum Shear Stress Ratio 3.5x14.0 Section used for this span = 2,119.05psi fv: Actual = 2,900.00 psi Fv : Allowable +D+0.750Lr+0.750L Load Combination = 10.861 ft Location of maximum on span = Span # 1 Span # where maximum occurs 0.330 in Ratio = 581 0.000 in Ratio = 0 <360 0.806 in Ratio = 238 -0.166 in Ratio = 1155 0.807 : 1 3.5x14.0 = 233.90 psi 290.00 psi +D+0.750Lr+0.750L = 14.891 fl = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CF/V Ci Cr Cm C t CL M fib Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =16.0 it 1 0.415 0.439 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.47 1,203.58 2900.00 4.16 127.32 290.00 +D+L 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 it 1 0.444 0.459 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1227 1,287.84 2900.00 4.35 133.01 290.00 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Ho 0.00 Length =16.0 it 1 0.731 0.807 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20.19 2,119.05 2900.00 7.64 233.90 290.00 +0.4410D -1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.220 0.265 1.60 1.00 1.00 1.00 1.00 1.00 1.00 9.73 1,021.24 4640.00 4.01 122.87 464.00 +0.4410D+1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 It 1 0.426 0.498 1.60 1.00 1.00 1.00 1.00 1.00 1.00 18.84 1,977.40 4640.00 7.55 231.21 464.00 Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 rfaengineering@aol.com C40672 Wood Beam r.rr.:r. Description : Beam F14 - beam @ F13 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Project Title: Rubin Residence Engineer: Russ Feilzer Project Descr: Single Family Residence INC. Moment Values Ci Cr Cm C CL M fb Fb Project ID: 17001 Pmted: 3JAN 2018, 5:12PM CALC Data FlleM17001.ec6 !, Build:6.12.11.L Ver.6.0.25 FINEW-1 Mal Shear Values V fv Fv +1.159D+1.750E Support 1 Support 2 Overall MAXimum 7.270 1.00 1.00 1.00 1.00 1.00 1.00 0.216 Lr Only 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.594 0.695 1.60 1.00 1.00 1.00 1.00 1.00 1.00 26.26 2,755.78 4640.00 10.54 322.63 464.00 +1.159D -1.750E 7.669 D -E 5.504 1.133 1.00 1.00 1.00 1.00 1.00 1.00 D+Lr+E 0.735 0.00 HD 0.00 0.00 Length =16.0 ft 1 0.105 0.124 1.60 1.00 1.00 1.00 1.00 1.00 1.00 4.65 487.82 4640A0 1.88 57.42 464.00 +1.119D+0.750L+0.7508+1.313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.512 0.599 1.60 1.00 1.00 1.00 1.00 1.00 1.00 22.64 2,376.19 4640.00 9.08 278.09 464.00 +1.119D+0.750L+0.750S-1.313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.150 0.112 1.60 1.00 1.00 1.00 1.00 1.00 1.00 6.61 694.27 4640.00 1.69 51.86 464.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "" Dell Location in Span Load Combination Max. "+^ Deo Location in Span Vertical Reactions • Unfactored Load Combination Support 1 Support 2 Overall MAXimum 7.270 12.280 D Only 2.236 4.401 L Only 0.216 0.216 Lr Only 1.767 4.611 L+Lr 1.983 4.827 E Only -3.268 3.268 -E Only 3.268 -3.268 D+Lr 4.003 9.012 D+L 2.452 4.617 D+L+Lr 4.219 9.228 D+E -1.032 7.669 D -E 5.504 1.133 D+L+E -0.816 7.885 D+L-E 5.720 1.349 D+Lr+E 0.735 12,280 D+Lr-E 7.270 5.745 Support notation: Far left is #1 Values in KIPS 122 Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 rfaengineering@aol.com Wood Column Description : Code References Calculations per 2005 NDS, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-10 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10.0 ft ( Used for non -slender calculations ) Wood Species Douglas Fir- Larch Wood Grade No.1 Fb- Tension 1,000.Opsi Fb-Compr 1,000.0 psi Fc- Prll 1,500.0 psi Fc - Perp 625.0 psi Modulus of Elasticity ... Basic Minimum Fv 180.0 psi Ft 675.0 psi Density 32.210 pcf Wood Section Name 4x10 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Exact Depth 9.250 in Area 32.375 inA2 Ix 230.840 inA4 ly 33.049 inA4 Pdnted: 3 5:2oPM Allow Stress Modification Factors Cf or Cv for Sending 1.20 Cf or Cv for Compression 1.050 Cf or Cv for Tension 1.20 Cm: Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 x -x Bending y -y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 1,700.0 1,700.0 1,700.0 ksi Use Cr: Repetitive? No(non-gibonly) 620.0 620.0 Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -x Axis buckling =10 ft, K =1.0 Y -Y (depth) axis : Fully braced against buckling along Y -Y Axis applied Loads Column self weight included : 72.417 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 4.401, Lr = 4.611, E = 3.268 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc: Allowable 0.8006 :1 +1.159D+1.750E Comp Only, fc/Fd 0.0 ft 10.904 k 0.0 k -ft 0.0 k -ft 420.669 psi PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination +1.119D+0.750Lr+0.750L+1.313W Location of max.above base 10.0 it Applied Design Shear 0.0 psi Allowable Shear 345.60 psi Load Combination Results Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections... Along Y -Y 0.0 in at 0.0 it above base for load combination: n/a Along X -X 0.0 in at 0.0 ft above base for load combination : nla Other Factors used to calculate allowable stresses ... Bending Compression Tension Cf or Cv : Size based factors 1.200 1.050 J2,3 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location +0.4410D+1.750E 1.920 0.5648 PASS 0.0 it 0.0 PASS 10.0 ft +1.159D+1.750E 1.920 0.8006 PASS 0.0 ft 0.0 PASS 10.0 ft +1.119D+0.750Lr+0.750L+1.313W 1.920 0.6215 PASS 0.0 ft 0.0 PASS 10.0 ft Maximum Reactions- Unfac_to_ red 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 4.473 k Lr Only k k 4.611 k E Only k k 3.268 k D+Lr k k 9.084 k J2,3 Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 rfaengineering@aol.com Wood Column Description: Post at F14 Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Project Descr: Single Family Residence Ver.6.0.25 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+Lr+E Maximum Deflections for Load Combinations - Unfactored Loads 7.741 k 12.352 k Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D 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 E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+E 0.0000 in 0.000 ft 0.000 in 0.000 ft D+Lr+E 0.0000 in 0.000 ft 0.000 in 0.000 ft 4x10 3 122aOk Loads are total entered value. Arrows do not reflect absolute direction. IZ * Russ Feilzer and Associates project 311 k LL o date. 10I I l 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805)473-4755 job 1 1"190 (805) 431-9474 cell I ljv�' e (' 015 or MaMes� �N{ C7 lot -t1q0}1� 0� 0 �% Inw�o MAlo subject pg_ 13 Russ Feilzer and Associates projeG& 511 AUSo dmfe_ to l 11 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #. 11 ov (805) 431-9474 cell � e, cwt 01 ~ 415 N6 wP /Is' 0 �C'4e' q Pit' CO ti subjectpg: Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 rfaengineering@aol.com Wood Beam NII 5:43PM Description: Beam F16- beam @ floor o/garage Load Combinations .re-vnue CODE REFERENCES 0.6231 Maximum Shear Stress Ratio = 0.356 : 1 Section used for this span Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Section used for this span 3.5x14.0 fib: Actual = Load Combination Set: ASCE 7-10 fv : Actual = 103.36 psi FB: Allowable = Material Properties Fv: Allowable = 290.00 psi Load Combination Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2900 psi Ebend-xx 2000ksi Span # 1 Fc -Frll 2900 psi Eminbend -xx 2000ksi Wood Species : PSL Fc - Perp 625 psi Max Downward L+Lr+S Deflection Wood Grade Manufactured Fv 290 psi Max Upward L+Lr+S Deflection Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 2025 psi Density 35pcf E(-3.758) 3.5x14.0 = 16.0 ft E(3.758) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 02950, Lr = 0.140, L = 0.120 , Tributary Width =1.0 ft Point Load: E = -3.758 k (. 6.0 ft Point Load : E = 3.758 k lo,15.250 ft Maximum Forces & Stresses for Load Combinations .re-vnue Maximum Bending Stress Ratio = 0.6231 Maximum Shear Stress Ratio = 0.356 : 1 Section used for this span 3.5x14.0 Section used for this span 3.5x14.0 fib: Actual = 3,467.63psi fv : Actual = 103.36 psi FB: Allowable = 5,568.00psi Fv: Allowable = 290.00 psi Load Combination +1.159D -1.750E Load Combination +D+0.750Lr+0.750L Location of maximum on span = 6.015ft Location of maximum on span = 14.891 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Cd C FN C i Max Downward L+Lr+S Deflection 0.241 in Ratio = 796 C L Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 V Max Downward Total Deflection 0.674 in Ratio = 284 Max Upward Total Deflection -0.273 in Ratio = 702 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M to Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.342 0.215 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.44 990.79 2900.00 2.03 62.23 290.00 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.00 1A0 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.567 0.356 1.00 1.00 1.00 1.00 1.00 1.00 1.00 15.68 1,645.71 2900.00 3.38 103.36 290.00 +0.4410D -1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.503 0.258 1.92 1.00 1.00 1.00 1.00 1.00 1.00 26.68 2,800.06 5568.00 4.70 143.83 556.80 +0.4410D+1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 It 1 0.356 0.194 1.92 1.00 1.00 1.00 1.00 1.00 1.00 18.87 1,980.01 5568.00 3.54 108.25 556.80 +1.150+1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.236 0.190 1.92 1.00 1.00 1.00 1.00 1.00 1.00 12.50 1,312.44 5568.00 3.45 105.71 556.80 Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 Wood Beam INC. i:mlrx:�s;i�r Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +1.159D -1.750E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.623 0.339 1.92 1.00 1.00 1.00 1.00 1.00 1.00 33.04 3,467.63 5568.00 6.16 188.51 556.80 +1,119D+0.750L+0.750S+1.313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.106 0.160 1.92 1.00 1.00 1.00 1.00 1.00 1.00 5.65 592.82 5568.00 2.92 89.26 556.80 +1.119D -47501 -+0.750S -1.313E 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.560 0.316 1.92 1.00 1.00 1.00 1.00 1.00 1.00 29.70 3,117.27 5568.00 5.75 175.94 556.80 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. Y' Defl Location in Span D+Lr-E 1 0.6743 7.650 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.653 5.653 D Only 2.360 2.360 L Only 0.960 0.960 Lr Only 1.120 1.120 L+Lr 2.080 2.080 E Only -2.173 2.173 -E Only 2.173 -2.173 D+Lr 3.480 3.480 D+L 3.320 3.320 D+L+Lr 4.440 4.440 D+E 0.187 4.533 D -E 4.533 0.187 D+L+E 1.147 5.493 D+L-E 5.493 1.147 D+Lr+E 1.307 5.653 D+Lr-E 5.653 1.307 Russ Feilzer and Associates pMjeG� 3f l Ikl- O dale: 895 Bear Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #: 1100 (805) 431-9474 cell 7d'z-rl+ fU, p1mc I k.5 11 �t Y-tlzt ce4 I too` o subjecE pg, I r*2 Russ Feilzer and Associates projeo& AU, j k,Jc . date. to I I 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #, (805) 431-9474 cell C4+ CtA+p� x.15 �I21 kr X12 = m vJ 3 — 2U1 ztv�� X 4 1 O 1 � 1101Iita1 Iw�, subject 0 —" Pt zz� i p9= l Russ Feiizer and Associates pmjeej `�lj AU 5o h.Je - dde. f 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #: GO (805) 431-9474 cell e00i 9264A %' � 5 P4,v - { f� �eC. S( A.— �I dr e x`23 P, P„ subject: A- �M . Vlagt5 `J pg: I". Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Fetzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence phone: 805 473-4755 email: daengineedng@aol.com Steel Beam Description : Seem F CODE REFERENCES INC. Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 W(-131094P&19A)0E[¢7.01) D 0.157 L 0.07 W(-13 OQ4p&�97tKH¢7.01) Span = 14.50 ft W8x10 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load; D = 0,1570, L = 0.070 Wit, Tributary Width =1.0 ft Point Load: W = -13.094, E _ -7.010 k (a 0.50 ft Point Load: W =13.094, E = 7.010 k (x),1.250 ft Point Load : W=-13.094, E = -7.010 k (l 13.250 ft Point Load : W=13,094, E = 7.010 k x(q)14.0 ft mlaximum Cenaing zitress Natio = 0.421 : 1 Maximum Shear Stress Ratio = 0.459 : 1 Section used for this span W8X10 Section used for this span W8X10 Me: Applied 9.212 k -ft Va : Applied 12.304 k Mn /Omega: Allowable 21.870 k -ft Vn/Omega : Allowable 26.826 k Load Combination +1,159D -1.750E Load Combination +1.159D -1.750E Location of maximum on span 13.195ft Location of maximum on span 13.993 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Mnx Mnx/Omega Cb Max Downward L+Lr+S Deflection 0.079 in Ratio= 2,214 Vnx/Omega Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.285 in Ratio= 610 Max Upward Total Deflection -0.061 in Ratio = 2863 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 14.50 it 1 0.201 0.045 4.39 4.39 36.52 21.87 1.00 1.00 1.21 40.24 26.83 +D+L Dsgn. L = 14.50 ft 1 0.285 0.064 6.23 6.23 36.52 21.87 1.00 1.00 1.72 40.24 26.83 +0.4410D+1.750E Dsgn. L = 14.50 ft 1 0.374 0.429 8.18 -6.91 8.18 36.52 21.87 1.00 1.00 11.50 40.24 26.83 +0.4410D -1.750E Dsgn. L = 14.50 ft 1 0.374 0.429 8.18 -6.91 8.18 36.52 21.87 1.00 1.00 11.50 40.24 26.83 +1.159D+1.750E Dsgn. L = 14.50 ft 1 0.421 0.459 9.21 -5.88 9.21 36.52 21.87 1.00 1.00 12.30 40.24 26.83 +1.159D -1.750E Dsgn. L = 14.50 it 1 0.421 0.459 9.21 -5.88 9.21 36.52 21.87 1.00 1.00 12.30 40.24 26.83 +1.1190+0.750L+1.313E Dsgn. L = 14.50 ft 1 0.374 0.368 8.19 -3.61 8.19 36.52 21.87 1.00 1.00 9.87 40.24 26.83 +1.119D+0.750L-1.313E Dsgn. L = 14.5011 1 0.374 0.368 8.19 -3.61 8.19 36.52 21.87 1.00 1.00 9.87 40.24 26.83 +0.60D+0.60W Dsgn. L = 14.50 it 1 0.260 0.288 5.69 -3.97 5.69 36.52 21.87 1.00 1.00 7.72 40.24 26.83 +0.60D -0.60W Dsgn. L = 14.50 ft 1 0.260 0.288 5.69 -3.97 5.69 36.52 21.87 1.00 1.00 7.72 40.24 26.83 Russ Fetzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 phone: 805 473-4755 email: rfaengineering@aol.com Steel Beam CODE REFERENCES Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Project Descr: Single Family Residence Calculations per ASC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(1.211) L(0.508)W(1.358) E(0.725) + D(0+103) L(0.147) tr; , Span = 14.50 ft kan = 1.50 ft W8x18 W8x18 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 = 0.4170, Lr = 0.1450, L = 0.290 k/ft, Extent = 0.0 ->> 10.0 ft, Tributary Width =1.0 ft Uniform Load : D = 0.4660, Lr = 0. 1450, L = 0.360 k/ft, Extent =10.0 -->> 14.50 ft, Tributary Width =1.0 ft Point Load : D=0.0960, L = 0.1030 k (? 6.0 ft Point Load : D=1.211, L=0.6080, W =1.355, E = 0.7250 k t7u,10.0 ft Load for Span Number 2 Uniform Load : D=0.1030, L = 0.1470 k/ft, Extent= 0.0-->> 1.50 ft, Tributary Width =1.0 ft iviaxlmum wenaing Jtress Katio = 0.613: 1 Maximum Shear Stress Ratio = 0.199 : 1 Section used for this span W8x18 Section used for this span W8x18 Ma: Applied 25.983 k -ft Va : Applied 7.462 k Mn / Omega: Allowable 42.415k -ft Vn/Omega : Allowable 37.444 k Load Combination +1.119D+0.750L+1.313E Load Combination +1.1190+0.750L+1.313E Location of maximum on span 8.365ft Location of maximum on span 14.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Vnx/Omega D Only Max Downward L+Lr+S Deflection 0.282 in Ratio = 617 Max Upward L+Lr+S Deflection -0.093 in Ratio = 386 Max Downward Total Deflection 0.597 in Ratio = 292 Dsgn. L = 14.50 ft Max Upward Total Deflection -0.198 in Ratio = 182 14.77 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 14.50 ft 1 0.348 0.113 14.77 -0.14 14.77 70.83 42.42 1.00 1.00 4.22 56.17 37.44 Dsgn. L = 1.50 ft 2 0.003 OA05 -0.14 0.14 70.83 42.42 1.00 1.00 0.18 56.17 37.44 +D+L Dsgn. L = 14.50 ft 1 0.569 0.187 24.15 -0.30 24.15 70.83 42.42 1.00 1.00 7.00 56.17 37.44 Dsgn. L = 1.50 ft 2 0.007 0.011 -0.30 0.30 70.83 42A2 1.00 1.00 0.40 56.17 37.44 +0.4410D+1.750E Dsgn. L = 14.50 It 1 0.238 0.073 10.10 -0.06 10.10 70.83 42.42 1.00 1.00 2.74 56.17 37.44 Dsgn.L= 1.50ft 2 0.001 0.002 -0.06 0.06 70.83 42.42 1A0 1.00 0.08 56.17 37.44 +0.441OD-1.750E Dsgn. L = 14.50 It 1 0.088 0.032 3.74 -0.06 3.74 70.83 42.42 1.00 1.00 1.20 56.17 37.44 Dsgn. L = 1.50 ft 2 0.001 0.002 406 0.06 70.83 42.42 1.00 1.00 0.08 56.17 37.44 +1.159D+1.750E Dsgn. L = 14.50 ft 1 0.482 0.154 20.46 -0.16 20.46 70.83 42.42 1.00 1.00 5.77 56.17 37.44 Dsgn. L = 1.50 ft 2 0.004 0.006 -0.16 0.16 70.83 42.42 1.00 1.00 0.21 56.17 37.44 +1.159D -1.750E Dsgn. L = 14.50 It 1 0.332 0.107 14.09 -0.16 14.09 70.83 42.42 1.00 1.00 4.02 56.17 37.44 Dsgn. L = 1.50 ft 2 0.004 0.006 -0.16 0.16 70.83 42.42 1.00 1.00 0.21 56.17 37.44 Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 phone: 805 473-4755 email: rfaengineering@aol.com C40672 Steel Beam Description: Beam F20 revise Load Combination Segment Length Span# Dsgn. L = 14.50 ft Dsgn.L= 1.50ft +1.119D+0.750L-1.313E Dsgn. L = 14.50 it Dsgn. L = 1.50 ft +0.60D+0.60W Dsgn. L = 14.50 ft Dsgn. L = 1.50 ft +0.60D -0.60W Va Max Dsgn.L= 14.50ft Dsgn. L = 1.50 It Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Project Descr: Single Family Residence Max Stress Ratios Support1 Support Support3 Summary of Moment Values Load Combination Span Max. "-" Deft Location in Span Load Combination Summary of Shear Values M V Mmax+ Mmax- Ma -Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnxt0maga 0.613 0.199 25.98 -0.28 25.98 70.83 42.42 1.00 1.00 7.46 56.17 37.44 0.007 0.010 5.456 -0.28 0.28 70.83 42.42 1.00 1.00 0.37 56.17 37.44 0.501 0.164 21.26 -0.28 21.26 70.83 42A2 1.00 1.00 6.15 56.17 37.44 0.007 0.010 7.898 -0.28 0.28 70.83 42.42 1.00 1.00 0.37 56.17 37.44 0.260 0.083 11.02 -0.08 11.02 70.83 42.42 1.00 1.00 3.09 56.17 37.44 0.002 H03 -0.08 0.08 70.83 42.42 1.00 1.00 0.11 56.17 37.44 0.164 0.053 6.95 -0.08 6.95 70.83 42.42 1.00 1.00 1.97 56.17 37.44 0.002 0.003 -0.08 0.08 70.83 42.42 1.00 1.00 0.11 56.17 37.44 Overall Maximum Deflections • Unfactored Loads Support1 Support Support3 Overall MAXimum Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Defl Location in Span D+L+Lr 1 0.5966 7.362 0.0000 0.000 2 0.0000 7.362 D+L+Lr -0.1982 1.500 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support1 Support Support3 Overall MAXimum 7.019 8.450 D Only 3.610 4.405 L Only 2.358 2.993 Lr Only 1.051 1.051 L+Lr 3.409 4.045 W Only 0.421 0.934 -W Only -0.421 -0.934 E Only 0.225 0.500 -E Only -0.225 -0.500 D+Lr 4.661 5.456 D+L 5.968 7.398 D+L+Lr 7.019 8.450 D+W 4.031 5.339 D+L+W 6.389 8.333 D+Lr+W 5.082 6.391 D+E 3.835 4.905 D -E 3.385 3.905 D+L+E 6.193 7.898 D+L-E 5.743 6.898 D+Lr+E 4.886 5.956 D+Lr-E 4.436 4.956 Russ Feiizer and Associates project 31 I Mkt,! cao AAA, dale. 895 Bear Canyon Lane --- —+— Arroyo Grande, CA 93420 (805) 473-4755 job #:llwi (805) 431-9474 cell S-±"16 -lb"- T;- "11°btu qq�� tf 5I,t,- 11I/P [9A, G e4L—Cf �� W1tJ� IDDr— " rJ'-' NN &�nvf- A 4� _ .2rq -- %CA2 j 4vc-T/ r �z I�FaaN I` subject & Of h , iw. . OklI I l pg: 44 Russ Feilzer and Associates project: iii 1 A<V'�50' AJC . date. I f p 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #. h o o (805) 431-9474 cell �v , subject L — fc- ?q- ('04. q I w1 11 p9: 10,-J Russ Feiizer and Associates project A'w S¢ 4p, dale_ G2111 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #. (805) 431-9474 cell Lateral Analysis: Wind: MWFRS Wind Loads Enclosed Simple Diaphragm Building Per ASCE7-10, Table 27.5-1: Step 1. Risk Category = II Step 2. V= 110 mph Step 3. Ka = 0.85 n/a (gable roof) Exposure B n/a (gable roof) K,t= 1.0 (flat) n/a (gable roof) Enclosure class - enclosed Step 4. ph = 15.6 psf, pa = 15.0 psf Step 5. pz : see zones below Step 6. Kzt= 1.0, no modification Step 7. See below for load diagram Step 5 zones: 5:12 pitch, 22.5' mean ht. Zone 1: lateral = 6.7 psf, uplift = -11.6 psf Zone 2: lateral = -5.0 psf, uplift = -11.7 psf Zone 3: n/a (gable roof) Zone 4: n/a (gable roof) Zone 5: n/a (gable roof) Step 5 zones: flat roof, 20' mean ht. Zone 1: n/a (flat roof) Zone 2: n/a (flat roof) Zone 3: lateral = 0.0 psf, uplift = -17.6 psf Zone 4: lateral = 0.0 psf, uplift = -15.6 psf Zone 5: lateral = 0.0 psf, uplift = -12.8 psf In order to truly simplify this process, this office policy is to use the worst case loads on the entire building. Force Diagram: ��vaL� � �. -r�•7 OPIUM I IN S.o fsr — f�.co P� ��; -41J-4TT sabjec& P9 -- - g: Russ Feilzer and Associates projec& �l'j kV W A4u� date. 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #. 1100 I (805) 431-9474 cell Seismic: Simplified Design Proceedure — ASCE 7-10 Per section 12.14.1.1, limitations: 1. Risk Category I or 11, yes 11. 2. The site class shall not be class E or F, Site class D. 3. Structure shall not exceed 3 stories in height, 2 story structure. 4. Seismic force -resisting system shall either a bearing wall system or building frame system, bearing wall system type A13 per Table 12.14-1. 5. Structure shall have at least two lines I O.The simplified design procedure shall be used for each major orthogonal horizontal axis direction of the building, see design. 11. System irregularities caused by in - plane or out -of -plane offsets of lateral force -resisting elements shall not be permitted, allowed by exception for two-story buildings of light -frame construction. 12.The lateral load resistance of any story shall not be less than 80% of the story above, yes. of lateral resistance in each of two major axis directions, yes. This structure complies. 6. At least one line of resistance shall be provided on each side of the center of mass in each direction, yes. 7. For structures with flexible diaphragms, overhangs beyond the outside line of shear walls or braced frames shall satisfy the following: a < d/5, yes flexible, no overhangs. 8. For buildings with a diaphragm that is not flexible, the distance between the center of mass parallel to each major axis shall not exceed 15% of the greatest width of the diaphragm parallel to that axis, n/a. 9. Lines of resistance of the seismic force -resisting system shall be oriented at angles of no more than 15° from alignment with the major orthogonal horizontal axes of the building, n/a. s�bjec pg. t Russ Feilzer and Associates project 7,11 &,qt o pjdee. lQ I I 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job (805) 431-9474 cell Seismic load determination: SS = 1.703 g SI = 0.628 g Site class D (per soils report) Sd5 = 1.135 g Sd1= 0.628 g see pgs. 5 of soils report Seismic Category D Em = CsWdi + 0.2 Sd,Wdl (where Sds> 0.125) R=6.5 K2o=2.5 Cd=4.0 per ASCE?-10 table 12.14-1, system A13 Cs = Sd5/[R/11= 1.135/(6.5/1) = 0.1746Wd1 O Use E/1.4 = 0.4016/1.4 = 0.2869Wdl ASD per 1605.3.2, Eqns. 16-21 & 16-22 Em@FND = 2.5(.1746)Wdl = 0.4365Wdl Distribution: 19'4- 6-) - 111� Q 1 20 o6 (P23too IOU � �G®�' (I II �J 350''x2— 23014 s�bJec� pg: �` F LJ � J 40y C', 0 plS _'36 4 _ d � IKU C) F LJ Russ Feilzer and Associates project 2211 p P dale• 10111 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #: 11 ap I (805) 431-9474 cell subject 2013 PN, °Il;�Fl 9i pg: �� Russ Feilzer and Associates projec& 3� j A o MS - dde. 10h 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job_ (805) 431-9474 cell r^ 6 v J o 7 M f byIrl r� tt e' f1� ®R m i `I ■ subject �")T I OEL s{jW*N, Kim—ZL W``1!77�i1`1/pg: 7z 7 M f r� tt e' f1� ®R _ 7 }w v 0 m i `I ■ subject �")T I OEL s{jW*N, Kim—ZL W``1!77�i1`1/pg: 7z �5116JECi: PG: _ f Russ Feilzer and Associates PROSECT: �� MA 5Q Mt 995 N. 12th St. Grover Beach, CA 93433 (805) 473-4755 (805) 473-4755 fax C - 4- Z_ _ ) f Lr'_ 41 (!) 77A J s_ 'L rl) s CO d` U� U' s ro i c' 4Yt—, 4%� LD X-1 -�-- � �--• _. E�`. r- �- r -tet-- � -� �--- �5116JECi: PG: _ f Russ Feilzer and Associates 995 N. 12th St. Grover Beach, CA 93433 (805)473-4755 'I x(805) 473-4755 fax cn r � 0 >p ' kT- os Vp cn Q LSA' a _s 5 in �• 9 y 1V o �_ r U> q L� �1N �! I 51 LD i S G t X 3�E J4 dR r1�E, { 3z F71 Russ Feilzer and Associates p1OJoo 3 �� NA/5Q kqG . date: I o!I 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 Job. I oo (805) 431-9474 cell 13 Line i 1 v r.5 L' (1) ft %M.O.H. F.H.S.(2) (3) H/ S.C.A.F. (4) �•% v' (5) ! In USE -- A\ q2 ¢51(5, 23 it ��y 0.�1 i (5� 1,2-v I �5) 16 �f v Q.11 281 I I (1) L'=Lwe - L pert...,.. %TLi4 Jlt eIOFt] 0 11 5e('1100 4•1.T'Z (2) % Full Height Sheathing �1 (3) Maximum Open Height Ratio (4) Shear Capacity Adjustment Factor per AWC-SDPW2015 table 4.3.3.5 (5) Adjusted Per Unit Shear = WC(L')(S.C.A.F.)] subjecE 2C5 P9� Russ Feilzer and Associates project `'J11 A-gbo Q4g d � �� 895 Bear Canyon Lane I Arroyo Grande, CA 93420 (805) 473-4755 Job U 0 (805) 431-9474 cell a HC+ a� subject: 2 � p9- �\NOO N M � � 00 u � U DO b � u u 3 °° o 0 o g o"ov`Oi� � N N � N N N N N N rl H N r.l H N bA M N N ��oo z y °o stir M M M N � rl nn ti N � rl r•1 H H N W s 0 ° N Cd y m h ° O L7 z O b >~ in in o ° c w M am). O a , :g •c2 a. C �o •� C w O , Y W bow bA a� m Q .0 ctl y rU •b N1 ^ i>r v .�+ Q .D Com. w .N �"'"' K 7 N d a 9 K N 'a I o �0 3 � - U v N 0 '00 z bOA N C F Pr U_ G _ J � N Ir'1�I 00 a d abi o w C � � OV � N •� ° L 'G G7 a 3° 3 ^ r W W W W W W 3 Ogg Russ Feilzer and Associates pmjec& 7211 NWo A4& date. 895 Bear Canyon Lane Arroyo Grande, CA 93420 l tae (805) 473-4755 job #: I (805) 431-9474 cell I 0 0 fir V)O%m Ln5 / -flu'� 125 -�10-3,0 6�---� P subject pg: "I Russ Feilzer and Associates Project Title: Rubin Residence Joint Label 895 Bear Canyon Lane Group Self Weight Factors Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Multiplier X Y Project Descr: Single Family Residence Seismic Wind Earth 805 473-4755 1.0 -1. 1.0 rfaengineeri ng@aol.com 1.0 -1.0 1.0 1.0 C40672 1.0 -1.0 0.4410 Pnnted: 2 JAN 2018, 3d OPM 2-D Frame Analysis 1.0 -1.0 1.159 File: c:IU6erslRussel8DocumenistENERCALCData FllesWOOl.ec6 2.10 +1.119D+0750L+1.575E+MbrWt(0.-1) 1.0 -1.0 ENERCALC, INC. 1983-2012, Bulld:6.12.11.1, Vec6.0.26 1.11.:1. Description : Moment Frame at line 98x -1.2.18 Joints... Joint Joint Coordinates Joint Label ftft X Restraint Y Restraint Z Restraint Tem pp de F 10.0 0.0 Fixed Fixed Fixed 0 2 7.750 0.0 Fixed Fixed Fixed 0 3 0.0 9.50 0 4 7.750 9.50 0 Members... Member Property Label Endpoint Joints Member Le I End Releases J End Releases Label I Joint J Joint rygth x y z x y z A column 1 3 9.500 Fixed Fixed Fixed Fixed Fixed Fixed B column 2 4 9.500 Fixed Fixed Fixed Fixed Fixed Fixed C beam 3 4 7.750 J Fixed Fixed Fixed I Fixed Fixed Fixed Member Stress Check Data... Member Unbraced Lengths Slenderness Factors ABC Bending & Stability Factors Label Lutz ft Lu:y K:z K:y Cm Cb A 9.500 9.500 1.00 1.00 1.000 1.000 B 9.500 9.500 1.00 1.00 1.000 1.000 C 7.750 7.750 1.00 1.00 1.000 1.000 Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29.000.00 0.490 0.000650 50.00 Member Sections... Prop Label Group TagI Material Area Depth Width Ixx lyy Default Grouo F Default 1.0 in -2 0.0 in 0.0 in 1.0 in"4 1.0 104 W8x18 beam Steel 1 5.260 inA2 8.140 in 5.250 in 61,90 iO4 7.970 iO4 W8x18 column Steel 1 5.260 in"2 8.140 in 5.250 in 61.90 in"4 7.970 inA4 Joint Loads.... Load Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth 3 Global X -2.780 k 4 Global Y 7.570 k Member Point Loads.... Member Load Distance from Load Magnitude Label Direction "I" Joint Dead Roof Live Live Snow Seismic Wind Earth C Global Y Oft 1 0.1360 0.0270 k Load Combinations... Joint Displacements Joint Reactions Joint Label Load Combination Group Self Weight Factors Load Combination Factors n in Radians Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth DOnly+MbrWt .-1) 1.0 -1. 1.0 +D+L+MbrWt(0,-1) 1.0 -1.0 1.0 1.0 +0.4410D-2.10E+MbrWt(0.-1) 1.0 -1.0 0.4410 -2.10 +1.159D+2.10E+MbrWt(0,-1) 1.0 -1.0 1.159 2.10 +1.119D+0750L+1.575E+MbrWt(0.-1) 1.0 -1.0 1.119 0.750 1575 oint Displacements & Reactions by Load Combination : Joint Displacements Joint Reactions Joint Label LoadCombination X Y Z X Y z n in Radians k k k -ft 1 0U1 Irv11VmivvuU.-u I U.0 U.0 U.0 I U.UU6/4U U.J/b1 -0.02890 2Qj Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 rfaengineering@aol.com 2-D Frame Project Title: Rubin Residence Engineer: Russ Fellzer Project Descr: Single Family Residence INC. Project ID: 17001 Joint Displacements & Reactions by Load Combination: U UnIV+"' vvt(U,-1) 0.0 Joint Displacements Joint Reactions Joint Label LoadCombination X Y z X Y z DOnly+MbrWt(0.-1) 0000520 n in Radians k k k -ft L U UnIV+"' vvt(U,-1) 0.0 0.0 0.0 -0.008749 0.2397 0.02639 3 DOnly+MbrWt(0.-1) 0000520 -0.000217 -.000010 k_ k -ft -0.008749 0.06968 -0.05673 a 4 D Only+MbrWt(0,-1) 0000570 -0.000116 .0000120 +D+L+MbrWt(0.-1) 0.2398 0.008749 0.02614 1 +DL+MbrWt(0.-1) 0.0 0.0 0.0 0.008749 0.4020 -0.02915 2 +D+L+MbrWt(0,-1) 0.0 0.0 0.0 -0.008749 0.2398 0.02614 3 +D+L+MbrWt(0,-1) -.0000630 -0.000237 -.0000090 a +1.159D+2.10E+MbrWt(0.-1) 3.569 4 +D+L+MbrWt(0.-1) -.0000680 -0.000116 .0000120 -2.903 -15.368 -12.794 2.903 -12.214 C 1 +0.4410D-2.10E+MbrWt(0:1) 0.0 0.0 0.0 -2.917 -2.874 15.450 2 +0.441OD-2.10E+MbrWt(0.-1) 0.0 0.0 0.0 -2.921 -12.485 15.421 3 +0.4410D-2.10E+MbrWt(0.-1) 0.2699 0.002211 -0.001215 Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from "I'Joint 4 +0.4410D-2.10E+MbrWt(0.-1) 0.2681 0.009394 -0.001179 15.450 k -ft 0.0 ft 2.917 k 0.0 ft 1 +1.159D+2.10E+MbrWt(0:1) 0.0 0.0 0.0 2.935 3.569 -15.508 2 +1.159D+2.10E+MbrWt(0:1) 0.0 0.0 0.0 2.903 12.964 -15.368 3 +1.159D+2.1OE+MbrWt(0,-1) -0.2699 -0.002604 0.001195 +0.4410D-2.10E+MbrWt(0,-1) +0.4410D-2.10E+MbrWt(0,-1) 4 +1.159D+2.10E+MbrWt(0.-11 -0.2682 -0.009625 0.001202 Min +1.159D+2.10E+MbrWt(0,-1) +1.159D+2.10E+MbrK4(0,-1) 1 +1.119D+0.750L+1.575E+MbrWt(0,-1) 0.0 0.0 0.0 2.203 2.791 -11.638 2 +1.119D+0.750L+1.575E+MbrWt(0,-11 0.0 0.0 0.0 2.175 9.783 -11.519 3 +1.119D+0.750L+1,575E+MbrWt(0.-11 -0.2025 -0.002022 0.000894 4 +1.119D+0.750L+1.575E+MbrWt(0,-1) -0.2012 -0.007248 0.000904 Extreme End Forces by Load Combination : D Only+MbrWt(0: 11 Member oaomnaon Load Combination Joint " I " End Forces Joint " J " End Forces Label 0.2397 Axial Shear Moment Axial Shear Moment C D Only+MbrWt(0: 1) 0.008749 k_ k -ft a D Only+MbrWt(0: 11 0.3751 -0.008749 -0.02890 -0.2050 0.008749 -0.05422 b DOniv+MbrWt(0.-1) 0.2397 0.008749 0.02639 -0.06968 -0.008749 0.05673 C D Only+MbrWt(0: 1) 0.008749 0.2050 0.05422 -0.008749 0.06968 -0.05673 a +D+L+MbrWt(0:1) 0.4020 -0.008749 -0.02915 -0.2320 0.008749 -0.05397 b +D+L+MbrWt(0.-1) 0.2398 0.008749 0.02614 -0.06975 -0.008749 0.05698 c +D+L+MbrWt(0,-1) 0.008749 0.2320 0.05397 -0.008749 0.06975 -0.05698 a +0.4410D-2.10E+MbrWt(0,-1) -2.874 2.917 15.450 3.044 -2.917 12.263 b +0.441OD-2.10E+MbrWt(0,-1) -12.485 2.921 15.421 12.655 -2.921 12.327 C +0.441OD-2.10E+MbrWt(0,-1) 2.921 -3.044 -12.263 -2.921 3.242 -12.327 a +1.159D+2.10E+MbrWt(0.-1) 3.569 -2.935 -15.508 -3.399 2.935 -12.372 b +1.159D+2.1OE+MbrWt(0,-1) 12.964 -2.903 -15.368 -12.794 2.903 -12.214 C +1.159D+2.10E+MbrWt(0:1) -2.903 3.399 12.372 2.903 -3.103 12.214 a +1.119D+0.750L+1.575E+MbrWt(0,-11 2.791 -2.203 -11.638 -2.621 2.203 -9292 b +1.119D+0.750L+1.575E+MbrWt(0.-1) 9.783 -2.175 -11.519 -9.613 2.175 -9.146 C +1.119D+0.750L+1.575E+MbrWt(0.-1) -2.175 2.621 9.292 2.175 -2.310 9.146 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from "I'Joint Moment Dist from "I"Joint Shear Dist from "V Joint A 3.044 k 9.50 ft 15.450 k -ft 0.0 ft 2.917 k 0.0 ft Max +0.4410D-2.10E+MbrM(0,4) +0.4410D-2.10E+Mbr1V(0,-1) +0.4410D-2.10E+MbrM(0,-1) 3.569k 0.0 ft 15,508k -ft O.Oft -2.935 k 0.0 ft Min +1.159D+2.10E+MbrWt(0,-1) + 1. 159D+2. 10E+MbrM(0,-1) +1.159D+2.10E+MbrWl(0,-1) B 12.655k 9.50 ft 15.421 k -ft 0.0 ft 2.921 k 0.0 ft Max +0.441OD-2.10E+MbrWt(0,-1) +0.4410D-2.10E+MbrWt(0,-1) +0.4410D-2.10E+MbrWt(0,-1) 12.964k 0.0 ft 15.368 k -ft 0.0 ft 2.903 k 0.0 ft Min +1.159D+2.10E+MbrWt(0,-1) +1.159D+2.10E+MbrK4(0,-1) +1.159D+210E+MbrWt(0,-1) C 2.903k 0.0 ft 12.372 k -ft I 0.0 ft 3.242 k 0.0 ft Max +1.159D+2.10E+MbrK4(0,-1) +1.159D+2.10E+MbrWt(0,-1) +1.159D+2.10E+MbrWt(0,-1) -2.921 k 0.0 It 12.263 k -ft 0.0 ft 3.242 k 7.750 ft Min +0.441OD-2.10E+MbrWt(0,-1) +0.441OD-2.10E+MbrWt(0,-1) +0.4410D-2.10E+MbrWt(0,-1) Steel Stress Checks... Using 13th Edition RISC Code Member Section Material Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) column Steell +1.159D+2.10E+MbrWt( 0.484 PASS 0.00 1 +1.159D+2.10E+MbrWt( 0.078 PASS 0.00 21 Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 2-D Frame Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Project Descr: Single Family Residence var:s.o.2s Steel Stress Checks... Using 13th Edition AISC Code Member Section Material Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) column Steell +1.15eD+2.10E+Mbrwtp 0.538 PASS 0.001 +0.4410D-2.10E+MbrWt• 0.078 PASS 0.00 beam Steell +0.4410D-2.10E+MbtWt 0.352 PASS 7.751 +0.4410D-2.10E+MbrWt 0.087 PASS 7.75 Russ Fetzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Protect Descr: Single Family Residence 805 473-4755 Y Restraint Z Restraint rfaengineering@aol.com 2 8.0 040672 0.0 Pdnted: 3 JAN 2018, 12:36AM 2-D Frame Analysis W8x21 File: c:lUsemkRusselllDocumentslENERCALCData Flles117001.ec6 column Fixed ENERCALC, INC. 1983-2012, Bulld:6.12.t t 1. Vec6.0.25 8.280 in 5.270 in 75.30 inA4 9.770 in"4 0 3 Description : Moment Frame @ line 4y -1.2.18 +0.4410D-2.10E+H 8.50 Joints... Joint Joint Coordinates 0.0 Fixed Depth Width Ixx lyy Joint Label Xft X Restraint Y Restraint Z Restraint TemL 2 8.0 0.7420 0.0 Fixed de F 1 0.0 Group Tag 0.0 Fixed Depth Width Ixx lyy DefaultGroup Fixed Global Y Fixed 1.0 in "2 0.0 in 0.0 in 1.0 in"4 1.0 104 0 2 8.0 0.7420 0.0 Fixed 17.90 in 6.020 in 612.0 inA4 19.10 inA4 W8x21 Fixed column Fixed 6.160 in"2 8.280 in 5.270 in 75.30 inA4 9.770 in"4 0 3 0.0 +0.4410D-2.10E+H 8.50 1.0 Load 0.4410 Load Distancefrom Load Magnitude Load Magnitude Label 0 4 8.0 Dead 8.50 Earth C -1.0 Moment 0 ft 31.520 10.020 k -ft 0 Members... Moment 8 ft -30.470 -13.990 k -ft Load Combinations... Member Property Label Endpoint Joints Member Length I End Releases J End Releases Label I Joint J Joint x y z x y z A column 1 3 8.500 Fixed Fixed Fixed Fixed Fixed Fixed B column 2 4 8.500 Fixed Fixed Fixed Fixed Fixed Fixed C beam 3 4 8.000 1 Fixed Fixed Fixed Fixed Fixed Fixed Member Stress Check Data... Member Unbraced LengthsSlenderness Factors AISC Bending & Stability Factors Label Lu:z ft Lu:y K:z K:y Cm Cb A 8.500 8.500 1.00 0.65 1.000 1.000 B 8.500 8.500 1.00 0.65 1.000 1.000 C 8.000 8.000 1.00 0.65 1.000 1.000 Materials... Member Youngs Density Thermal Yield Label ksi kcf in/degr ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000650 50.00 Member Sections... Prop Label Group Tag Material Area Depth Width Ixx lyy DefaultGroup Description Global Y Default 1.0 in "2 0.0 in 0.0 in 1.0 in"4 1.0 104 W18x40 Seismic Wind Earth beam 0.7420 Steel 11.80 inA2 17.90 in 6.020 in 612.0 inA4 19.10 inA4 W8x21 Global X column Steel 6.160 in"2 8.280 in 5.270 in 75.30 inA4 9.770 in"4 Joint Loads.... 1.0 +0.4410D-2.10E+H 1.0 Load 0.4410 Load Distancefrom Load Magnitude Joint Label Direction Dead Roof Live Live Snow Seismic Wind Earth 3 Description Global Y 8.284 8.895 k 4 Seismic Wind Earth Global Y 0.7420 3.518 k 4 Global X +D+L 5.735 k Member Point Loads.... 1.0 +0.4410D-2.10E+H 1.0 Member 0.4410 Load Distancefrom -2.10 1.0 Load Magnitude Label -1.0 Direction "I" Joint Dead Roof Live Live Snow Seismic Wind Earth C -1.0 Moment 0 ft 31.520 10.020 k -ft C Moment 8 ft -30.470 -13.990 k -ft Load Combinations... Load Combination Group Self Weight Factors Load Combination Factors Description Multiplier X Y Dead Roof Live Live Snow Seismic Wind Earth DOnly 1. 1.0 +D+L 1.0 -1.0 1.0 1.0 +0.4410D-2.10E+H 1.0 -1.0 0.4410 -2.10 1.0 +1.159D+2.10E 1.0 -1.0 1.159 2.10 +1.119D+0.750L+1.575E 1.0 -1.0 1.119 0.750 1.575 Russ Feilzer and Associates Project Title: Rubin Residence 895 Bear Canyon Lane Engineer: Russ Feilzer Project ID: 17001 Arroyo Grande, CA 93420 Project Descr: Single Family Residence 805 473-4755 Joint rfaengi neering@aol.com -0.07838 Joint Label C40672 X Pdnted: 3 JAN 2018,12:36AM 2-D Frame Anal SIS Aril X File:c:IUserMRusselllbocumenlslENERCALCDataFllesN70D1.ec6 z ENERCALC.INC. 1983-2012. Bulld:6.12.11.1. Ver.6.0.25 Point Displacements & Reactions by Load Combination: Member Load Combination Joint" I " End Forces Joint" J " EndtForcesLabel -8.436 -0.07838 Joint Displacements Joint Reactions -0.07838 Joint Label LoadCombination X Y z X Y z 0.1518 -0.5237 n in Radians k k k -ft 1 D Onlv 0.0 0.0 0.0 -0.07838 8.614 0.1425 2 D Only 0.0 0.0 0.0 0.07838 1.090 -0.3008 3 D Onlv -0.002274 -0.004868 0.000107 0.1115 0.2237 0.5014 4 D Only -0.002252 -0.000571 -.0000180 -26.075 -10.054 5.973 1 +D+L 0.0 0.0 0.0 -0.1115 17.455 0.1844 2 +D+L 0.0 0.0 0.0 0.1115 4.662 -0.4462 3 +D+L -0.003757 -0.009915 0.000162 +1.159D+2.10E 3.685 6.096 4 +D+L -0.003725 -0.002611 -.0000150 +1.159D+2.10E 7.453 1 +0.4410D-2.10E+}t 0.0 0.0 0.0 5.973 10.233 -26.075 2 +O.4410D-2.10E+H 0.0 0.0 0.0 6.070 -5.575 -26.409 3 +0.4410D-2.10E+H -0.2616 -0.005792 0.000386 -4.616 19.450 b 4 +0.4410D-2.10E+H -0.2633 0.003234 0.000342 -8.363 -4.416 18.272 1 +1.159D+2.10E 0.0 0.0 0.0 -6.096 3.685 26.295 2 +1.159D+2,10E 0.0 0.0 0.0 -5.948 7.453 25.935 3 +1.159D+2,10E 0.2580 -0.002053 -0.000217 -3.507k8.50 ft 26.295 k -ft 4 +1.159D+2,10E 0.2597 -0.004205 -0.000369 +1.159D+2.f0E +1.159D+2.10E 1 +1.119D+0.750L+1.575E 0.0 0.0 0.0 -4.616 11.546 19.789 2 +1.119D+0.750L+1.575E 0.0 0.0 0.0 -4.416 8.542 19.267 3 +1.119D+0.750L+1.575E 0.1918 -0.006542 -.0000950 5.753k 8.50 ft 25.935 k -ft 4 +1.119D+0.750L+1.575E 0.1931 -0.004826 -0.000279 +0.4410D-2.10E+H +1.159D+2.10E Extreme End Forces by Load Combination: Member Load Combination Joint" I " End Forces Joint" J " EndtForcesLabel -8.436 -0.07838 Axial Shear Moment Axial SheMoment a D Only 8.6140.07838 0.1425 -8.436 -0.07838 0.5237 b D Only 1.090 -0.07838 -0.3008 -0.9115 0.07838 -0.3654 C D Onlv 0.07838 0.1518 -0.5237 0.07838 0.1695 0.3654 a +D+L 17.455 0.1115 0.1844 -17.276 -0.1115 0.7631 b +D+L 4.662 -0.1115 -0.4462 4.484 0.1115 -0.5014 C +D+L -0.1115 0.09748 -0.7631 0.1115 0.2237 0.5014 a +O.4410D-2.10E+H 10.233 -5.973 -26.075 -10.054 5.973 -24.698 b +0.441oD-2.10E+H 5.575 -6.070 -26.409 5.753 6.070 -25.188 c +0.4410D-2.10E+H 5.973 6.401 24.698 -5.973 -6.080 25.188 a +1.159D+2.10E 3.685 6.096 26.295 -3.507 -6.096 25.519 b +1.159D+2.10E 7.453 5.948 25.935 -7.275 -5.948 24.620 C +1.159D+2.10E -6.096 -6.094 -25.519 6.096 6.415 -24.620 a +1.119D+0.750L+1.575E 11.546 4.616 19.789 -11.368 -4.616 19.450 b +1.119D+0.750L+1.575E 8.542 4.416 19.267 -8.363 -4.416 18.272 C +I.119D+0.750L+1.575E -0.616 4.573 -19.450 4.616 4.895 -18.272 Extreme Member Forces Only Load Combinations giving maximum values are listed Mmbr Label Axial Dist from "I" Joint Moment Dist from "I" Joint Shear Dist from 1" Joint A -3.507k8.50 ft 26.295 k -ft 0 0 ft . 6.096 k 0.0 ft Max +1.159D+2.f0E +1.159D+2.10E +1,159D+2.10E 17.455k 0.0 ft -26.075 k -ft 0.0ft 5.973 k 0.0 ft Min +D+L +0.4410D-2.10E+H +0,4410D-2.10E+H B 5.753k 8.50 ft 25.935 k -ft 0.0 ft 5.948 k 0.0 ft Max +0.4410D-2.10E+H +1.159D+2.10E +1.159D+2.10E 8.542 k 0.0 ft -26.409 k -ft 0.0 ft 6.070 k 0.0 ft Min +1.119D+0.750L+1.575E +0.4410D-2.10E+H +0.4410D-2.10E+H C 6.096k 0.0 ft 27.563 k -ft 8.0 It 6.401 k 0.0 ft Max +1.159D+2.10E +1.159D+2.10E +0.4410D-2.10E+H -5.973 k 0.0 fl -24.068 k -ft 8.0 ft -6.415 k 8.0 ft Min +0.4410D-2.10E+H +0.4410D-2.10E+H +1.159D+2.10E Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 805 473-4755 rfaengineering@aol.com Project Title: Rubin Residence Engineer: Russ Feilzer Project ID: 17001 Protect Descr: Single Family Residence 2-D Frame Analysis File; c:lUsemARusselllDocumenlslENERCALCDate Fiies117001.ec6 Y ENERCALC, INC. 19632012, 6ulld:6.12.11.1, Ver.6.0.25 Description : Moment Frame @ line 4y -1.2.18 Steel Stress Checks... Using 13th Edition RISC Code Member Section Material Max. Axial + Bending Stress Ratios I Max. Shear Stress Ratios Label Label Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) column Steell +0.4410D-2.10E+H 0.646 PASS 0.00 1 +1.159D+2.10E 0.147 PASS 0.00 column Steell +1.159D+2.10E 0.630 PASS 0.00 1 +0.4410D-2.10E+H 0.147 PASS 0.00 beam Steel +1.159D+2.10E 0.176 PASS 8.001 +1.159D+2.10E 0.057 PASS 8.00 Russ Feiizer and Associates pmjec� 3Jj iso tkj,5- • Me.I�D� 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #. (805) 431-9474 cell 2+0 �9�00 123� < Uw u 121 y = Dc�l•�r� �I'� � .531 ��►z�lY x &II W' q PALIs subject pg: Russ Feilzer and Associates project 311 t�l.. q die, ID1 I� 895 Bear Canyon Lane Arroyo Grande, CA 93420 I �Oo (805) 473-4755 job #, (805) 431-9474 cell V)EqL'!�. 40nield aphu ('tu 211 L 356151 WA -1 foN� 0 a of CO subject pg: 7515 Russ Feilzerand Associates project 2JI� br1�SQ� dale: lol 11 895 Bear Canyon Lane Arroyo Grande, CA 93420 1 (805) 473-4755 Jeb #. I V Opo (805) 431-9474 cell �Dt1�Jb�-tctN f,c�(J FT r A-Uw/v'z 9)"01 " ro� MS �;My)a)eo 0 ��,,,w .� P, h 1 0 GVc, V WVI `ter -iv, 2 M, rf �Ivj� �4w? 1 q -(In)- '-0165) !T�U 116r-V2ri � i � 0 ��i�I PA, sabjec� pg: Russ Feilzer and Associates project '��l ktm We dale. Ca 11 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #: (805) 431-9474 cell FoamI r)N� (I�0) c LAW � P P F Lt Cly; '""' i�r-tit CAV2 it i� d'? I subject: pg, 2 Russ Feilzer and Associates propOE -�5I1 nlbo A'J�� • dale: 6D� 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 Job #, I o0 (805)431-9474 cell �I14r'. IV7.11� [43-2 t °I C-1 h mo L� I.o t?,) _ Izi3�e •U) .a2'I 5 n � .0215(Ito {? I '14�l's(,�' sabjeG� pg: �� Russ Feilzer and Associates project, Ade date. 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job , 1109 (805) 431-9474 cell Ove- Esc I�-r-t�o I q 21 p 1 � �l 149+I,e, --I I•uE z,5 J � bAl t (101010) subject pg: Russ Feilzer and Associates projec& 3l j AMIE D dale. 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805)473-4755 job 4, 0© (805) 431-9474 cell ,� = •p�� ,015 (�'� �„�7bi3 i 2.0 I subjecE 11 pg: Russ Feilzer and Associates pPCJCC 31 t' 6 too �� dde: 10 111 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 Job #, 11 oe (805) 431-9474 cell � k�" �" e W16 qty' I PIT :40�(2q 77}-��,3u� IV65 . P9- Russ Feilzer and Associates project: '�Il AC-L6Q AJs d&. h (i1 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805) 473-4755 job #: DWI (805) 431-9474 cell I } T - W01 I = y MI �.��l��o =,x°11 z to subject pg: v Russ Feilzer and Associates 895 Bear Canyon Lane Arroyo Grande, CA 93420 (805)473-4755 (805) 431-9474 cell nil project aA I kk 50 Ae date: 10 1Q. r A, job #: l" i •�(2,5 15�2u�� W = CYt2 fJ = 02 > �JU ' 8abject: p9: 4�7>