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RW130061_Plans - Issued RW130061 RS - Doc
- \, R M Volpe & Associates, Inc 20321 Lake Forest Drive, Suite 06 . Lake Forest, CA 92630 Moshayedi Residence Revised Caisson Design , Change spacing to 9' -0" 2012-119.01 8-22-2013 \2-W \3eO~ \ rev · \ RECEIVED SEP 1 6 2013 COUNTY OF ORANGE / .. .. PROJECT Moshayedi Residence PROJECT Moshayedi Residence R.M.'Volpe & Associates, Inc. DATE_8/2012 __ SHEET __ S_~_,_1.-'_ RV_ JOB NO._ 2012-119.01 . I ·~ ::~ PROJECT Moshayedi Residence R.M. Volpe & Associates; Inc. DATE_8/2012 __ SHEET __ ~_~_ .. _3 CALC. BY _RV_ JOB NO._ 2012-119.01 Description: RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 Calculations per AISC 360-05; IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 Project Title: Moshayedi Residence En~ineer: ProJect Oeser: Project 10: Steel Section Name : W24x250 Allowable Strength Overall Column Height 18.0 ft Analysis Method : Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus ~ Load Combination : 36.0 ksi 29,000.0 ksi ASCE 7-05 X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. ·Column self weight included : 4,503.491bs • Dead Load Factor AXIAL LOADS ... wall load: Axial Load at18.0 ft, D = 24.30 k BENDING LOADS ... Lat. Point Load at 6.0 ft creating Mx-x, H = 179.0 k lQ~tt!$.l~liS~V.MM4R;£~:.;;;~~:(g~rJ.rf~1:~~rt1f~t;ff~-~i~~J~}9}ii~!t~~:~~:~5i~t~~ Bending & Shear Check Results PASS Max. Axiai+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa :Axial Pn I Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base AI maximum location values are ... Va: Applied Vn I Omega : Allowable Load Combination bOnly +D+L+H . +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+W+H +D+O.?OE+H +D+0.750Lr+0.750L +0.750W+H +D+0.750L +0.750S+0.750W+H +D+0.750Lr+0.750L +0.5250E+H +D+0.750L +0.750S+0.5250E+H +0.60D+W+H +0.60D+0.70E+H 0.8127 : 1 +D+L+H 0.0 ft 28.803 k 1,584.43 k -1,074.0 k-ft 1 ,336.53 k-ft 0.0 k-ft 307.186 k-ft 0.4545 : 1 +D+L+H 0.0 ft 179.0 k 393.869 k Maximum Axial +Bending Stress Ratios Stress Ratio Status Location 0.018 PASS 0.00 ft 0.813 PASS 0.00ft 0.813 PASS 0.00ft 0.813 PASS 0.00 ft 0.813 PASS 0.00ft 0.813 PASS 0.00 fi 0.813 PASS 0.00 ft 0.813 PASS 0.00 ft 0.813 PASS 0.00 ft 0.813 PASS O.OOft 0.813 PASS 0.00 ft 0.813 PASS O.OOft 0.809 PASS 0.00 ft 0.809 PASS 0.00 ft Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ..• Along Y-Y 0.3605 in at for load combination : H Only Along X-X 0.0 in at for load combination : Maximum Shear Ratios Stress Ratio Status 0.000 PASS 0.454 PASS 0.454 PASS 0.454 PASS 0.454 PASS 0.454 PASS 0.454 PASS 0.454 PASS 0.454 PASS 0.454 PASS 0.454 PASS 0.454 PASS 0.454 PASS 0.454 PASS O.Ok 0.0 k 0.0 k 179.0 k 18.0ft above base 0. 0 ft above base 1 RM VOLPE & ASSOCIATES, INC I 20321 LAKE FOREST DRIVE 06 I LAKE FOREST, CA 92630 1949 305-4700 ~~~~~jif\j Project Title: Moshayedi Residence En9ineer: Project Oeser: Project ID: ;' ;M~'Xioilfrtf~~~~~-i~~§~{~Df~~!P"t~[;:~;·~:JJ;:•t£'!~:~Mffl1;;f~\ Note: Only non-zero reactions are listed. X-X Axis R"--e-acl-,io_n _______ y:-:-_:-:y--,-A---:xis-,R=-e-a---:ct:-ion------'---A:--x-:-ia-:-:1 R=-e-act---:i,--on ____ _ Load Combination @Base @Top @Base @Top @Base D Only k k 28.803 k H Only k -179.000 k k r;:_;M~x!mu·m;J)~f[~¢'ti9~~:!or:.~at~f99:m.b..l.rlatfu~~t1~Wti!1§t¢i§~ilf9~1l~~{~f·; • Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection D Only 0.0000 inr 0.000 ft . :<' ~~~:$AAt!on}!~!~~~ft.il~~'!i';Jc1+,:,~;;;,:~ W24x;~~ooo/ifi o.ooo ft Depth 26.300 in I XX 8,490.00 in•4 Web Thick 1.040 In S xx 644.00 in•3 Flange Width Flange Thick Area Weight Kdesign K1 rts Ycg 13.200 in 1.890 in 73.500 in•2 250.194 plf 2.390 in 1.375 in 3.710 in 0.000 in I " /. ----~eae-4--X /' ,. Rxx 10.700 in Zx 744.000 in•3 I yy 724.000 in•4 Syy 110.000 in•3 R yy 3.140 in Zy 171.000 in•3 rT 3.530 in 0.000 in 0.358 in ¢: 0 ,.; II Distance 0.000 ft 17.879 ft J Cw Wno Sw Qf Qw = = '"' ... M-x Loads 119.00k --1 66.600 in•4 #####.## in•6 80.600 in•2 502.000 in•4 140.000 in•3 370.000 in•3 Loads are total entered value. Arrows do not reflect absolute direction. I RM VOLPE & ASSOCIATES, INC · 20321 LAKE FOREST DRIVE 06 . LAKE FOREST, CA 92630 --J 949 305-4700 ~~~~ Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 Project Title: Moshayedi Residence En~ineer: ProJect Oeser: Project 10: Steel Section Name : W24x103 / Overall Column Height 14.0 fl Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns : Fy : Steel Yield E : Elastic Bending Modulus -Load Combination : 56.0 ksi 29,000.0 ksi ASCE7-05 X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Column self weight included : 1 ,443.981bs • Dead Load Factor AXIAL LOADS ... wall load: Axial Load at 14.0 ft, D = 16.20 k BENDING LOADS ... Lat. Point Load at 4.70 fl creating Mx-x, H = 123.0 k M~~:.~~.~§l~N,·:$.(Jf#.~~R.~~!~l.\~~~:~~~~~~~4~~r~~t!:,:~q~.:fi~~;?.~~r~~~~,;""~f:""~~~s"'.(.~p""~--------------------------- sending & Shear Check Results PASS Max. Axiai+Bending Stress Ratio = Load Combination Location of rrtax.above base At maximum location values are ... Pa :Axial Pn I Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va: Applied Vn I Omega : Allowable 0.7475 :1 +D+L+H 0.0 fl 17.644 k 1,016.05 k -578.10 k-ft 782.44 k-ft 0.0 k-ft 115.968 k-ft 0.4075 :1 +D+L+H 0.0 fl 123.0 k 301.840 k !{;:~~@i99.ffi~i~~~~,~·~;:R~JQ:I,§i~f;~;;~;f~'{;X~,~~,:~t.£;:,{~t!f:~~~~LrK -~oad Combination DOnly +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+W+H +D+0.70E+H +D+0.750Lr+0.750L +0.750W+H +D+0.750L +0.750S+0.750W+H +D+0.750Lr+0.750L +0.5250E+H +D-+<i.750L +0.750S+0.5250E+H +0.60D+W+H +0.60D+0.70E+H Maximum Axial +Bending Stress Ratios Stress Ratio Status Location 0.017 PASS 0.00 ft 0.748 PASS 0.00 fl 0.748 PASS 0.00 ft 0.748 PASS 0.00 ft 0.748 PASS 0.00 fl 0.748 PASS 0.00 ft 0.748 PASS 0.00 ft 0.748 PASS 0.00 fl 0.748 PASS 0.00 fl 0.748 PASS o.oon 0.748 PASS 0.00 ft 0.748 PASS 0.00 fl o.744 PAss o.oon 0.744 PASS 0.00 fl Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.3342 in at for load combination : H Only Along X-X 0.0 in at for load combination : Maximum Shear Ratios Stress Ratio 0.000 0.408 0.408 0.408 0.408 0.408 . 0.408 0.408 0.408 0.408 0.408 0.408 0.408 0.408 Status PASS PASS PASS PASS PASS . PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 k O.Ok 0.0 k 123.0 k 14.0ft above base O.Oft above base .. l I RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 ; LAKE FOREST, CA 92630 Project Title: Moshayedi Residence En~ineer: Project ID: ProJect Oeser: i 1949 305-4700 ¥:'~M~i(nfifm:~~I~tjo:H~;r:,~~fj¢t9f~a:0,j::.;:yr\t,i~¥.;r·'r·:I:·.~:.; X-X Axis Reaction Y-Y Axis Reaction Load Combination @Base @Top @Base @Top DO~ k H~ k -123.000 ~,r::-~-~-~t61[rh{Q!ft~£!!~11119r~@~aq_9Jttllin~t~ti$J&9Na2t~t~~"'io~~s):t:;:;' • Load Combination Max. X-X Deflection Dist=an""ce""'-"~"----:c-M:-ax-. y:-:-_:-.:y-=-Deflection D Only 0.0000 in -0.000 ft 0.000 in H Only 0.0000 in 0.000 ft 0.332 in 11~~·s··t·.. 1··:·s .. , .. ,. •"t'v"'n'" ·p· · ·"·~·.:,.•,-..:• :.-:.Y:·."'i'' ">"-"·{'··· W24 103 -r.G.~-!i'~ , .. eo to __ : ;_[QP!l•.~l.!',;o ::::;~2/:.'· ~X;.·.: x Depth 24.500 In Web Thick = 0.550 in Flange Width 9.000 in Flange Thick 0.980 in Area 30.300 inA2 Weight 103.141 plf Kdesign 1.480 in K1 1.125 in rts 2.400 in Ycg 0.000 in c ~ '/, d4 . ""' a X ~ , . I I XX S XX Rxx Zx lyy Syy Ryy Zy rT 3,000.00 inA4 245.00 inA3 10.000 in 280.000 inA3 119.000 inA4 26.500 inA3 1.990 in 41.500 inA3 2.330 in Note: Only non-zero reactions are listed. Axial Reaction @Base k 17.644 k k k Distance 0.000 ft 13.906 ft J Cw Wno Sw Qf Qw t23.00k -~ "·""' M-x Loads 7.070 inA4 16600.00 inA6 52.900 inA2 117.000 JnA4 48.700 inA3 139.000 inA3 l_. Loads are total entered value. Arrows do not reflect absolute direction. I RM VOLPE & ASSOCIATES, INC / 20321 LAKE FOREST DRIVE 06 I LAKE FOREST, CA 92630 I ... I. 949 305-4700 ~~~~ f'C.6d~· .. Refer~&#~~,;r~~JF· .. :'?t~·"·~P::'~?~:·1r·:· ~ti:':':;,t:/:;;~;f:J;i;{;J},~.~: Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 ~·:!Glt1~f~l'i!hf.~b[ati~H:rhi.;t,}~~%1{:~;f~.·.~;;\~~~,~x~ ' , Project Title: Moshayedi Residence · En9ineer: ProJect Oeser: Project 10: Steel Section Name : W18x55 Overall Column Height 10,0 fl • Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus -Load Combination : 56.0 ksi 29,000.0 ksi ASCE 7-05 X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fufly braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Column self weight included : 551.451bs • Dead Load Factor AXIAL LOADS ... wall load: Axial Load at10.0 ft, D = 13.50 k BENDING LOADS ... Lat. Point Load at3.330 ft creating Mx-x, H = 80.0 k ;!~fiP.P§I~~f:lt§f!i~fMA~S:.¥r~r:Iff.~1AS~f!;}~~~~~~ti~:;;:t~:j~,~~~t;j~;t0i1~:~~i.:~r~~~,V:i Bending & Shear Check Results PASS Max. Axiai+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa :Axial Pn I Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va :Applied Vn I Omega : Allowable 0.8641 :1 +D+L+H 0.0 fl 14.051 k 543.23 k -266.40 k-ft 312.974 k-ft 0.0 k-fl 51.697 k-fl 0.5059 :1 +D+L+H 0.0 ft 80.0 k 158.122 k I,;.L~ci~'d!:¢.9J1\ijib~f19i1;~~~)JJt~n;t1;t;~~iJ~·~}S}~:"}f']~i:';;i(';',!;~;::;;··;r _!.oad Combination DOnly +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+W+H +0+0.70E+H +D+0.750Lr+0.750L +0.750W+H +D+0.750L +0.750S+0.750W+H +D+0.750Lr+0.750L +0.5250E+H +D+0.750L +0.750S+0.5250E+H +0.60D+W+H +0.600+0.70E+H Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.026 PASS 0.00 fl 0,864 PASS 0.00 fl 0.864 PASS 0.00 fl 0.864 PASS 0.00 ft 0.864 PASS 0.00 fl 0.864 PASS 0.00 fl 0.864 PASS 0.00 ft 0.864 PASS 0.00 fl 0.864 PASS 0.00 fl 0.864 PASS 0.00 ft 0.864 PASS 0.00 ft 0.864 PASS 0.00 ft 0.859 PASS 0.00 ft 0.859 PASS 0.00 fl Maximum SERVICE Load Reactions •. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.2630 in at for load combination : H Only Along X-X 0.0 in at for load combination : Maximum Shear Ratios Stress Ratio Status 0.000 PASS 0.506 PASS 0.506 PASS 0.506 PASS 0.506 PASS 0.506 PASS 0.506 PASS 0.506 PASS 0.506 PASS 0.506 PASS 0.506 PASS 0.506 PASS 0.506 PASS 0.506 PASS 0.0 k 0.0 k O.Ok 80.0 k 1 O.Oft above base O.Oft above base RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 ;:::Jtti I LAKE FOREST, CA 92630 ...................... 1949 305-4700 Description : Shoring Column H=10 S=9 Project Title: Moshayedi Residence En9ineer: ProJect Oeser: Project ID: !·:?'M~~i.itr~ftl~.~~"~~i'9n~z~:tl,~f.~~~6.tJJ!?~,g~::~?~(~"~~;1B~·;:l:r~,_·· ---,---·------:-:c:-:-:--:--::::---::----N_o_te_: _o_n~ly_n_o_n-_,z:-e,-ro:-::r:-ea_c..,ti_o_ns_ar_e_li_st_e_d. X-X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @Base @Top @Base @Top @Base D Only k k 14.051 k H Only k -80.000 k k r;.)r.;~~.irrl'ij6tQ~JI.~:~ti9.!fsl~~:~g:ila?G~m·~-~Mt!9.rJ~A~iUhf~~t9.r.~att:9.~f!~tM~1 Load Combination Max. X-X Deflection Distance D Only 0.0000 in 0.000 ft H Only 0.0000 in 0.000 ft ;r;;($i~~l.i$.i9(i~'fi{~fqp~~t~~;:::t;~i/LSD{J W18x55 -Depth 18.100 in Web Thick 0.390 in Flange Width Flange Thick Area Weight Kdesign K1 rts Ycg , ... I 7.530 in 0.630 in = 16.200 in'2 55.145 plf 1.030 in 0.813 in 2.000 in 0.000 in I XX Sxx Rxx Zx I yy Syy Ryy Zy rT = Max. Y-Y Deflection 0.000 in 0.261 in 890.00 in'4 98.30 in'3 7.410 in 112.000 in'3 44.900 in'4 11.900 in'3 1.670 in 18.500 in'3 1.950 in Distance 0.000 ft 9.933 ft J Cw Wno Sw Qf Qw 13.501< M-x Loads 1.660 in'4 3,430.00 in'6 32.900 in'2 39.000 in'4 19.600 in'3 55.300 in'3 Loads are total entered value. Arrows do not reflect absolute direction. RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 949 305-4700 Project Title: Moshayedi Residence En~ineer: ProJect Oeser: Project ID: Calculations per AISC 360-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus _ Load Combination : W10x39 I Allowable Strength 56.0 ksi 29,000.0 ksi ASCE 7-05 Column self weight included: 234.8761bs • Dead Load Factor AXIAL LOADS ... wall load: Axial Load at 6.0 ft, D = 8.10 k BENDING LOADS ... Lat. Point Load at 2.0 ft creating Mx-x, H = 41.70 k Overall Column Height 6.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. ~::~:P~$1Gfk$J!MMA8/(,fi:~_:~':;~:I!~1{:{r~?:(~~~:~~-:~wit'""'-;~~;;::_':'k:~~""'-;':&i:.~:;"' :""··,;_,""':;<'-'-_;~--------------------------- Bending & Shear Check Results PASS Max. Axiai+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa: Axial Pn I Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va: Applied Vn I Omega : Allowable 0.6485 :1 +D+L+H 0.0 ft 8.335 k 385.629 k -83.40 k-ft 130.778 k-ft 0.0 k~ft 48.064 k-ft 0.5958 :1 +D+L+H 0.0 ft 41.70 k 69.996 k Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.1263 in at for load combination : H Only Along X-X 0.0 in at for load combination : O.Ok O.Ok 0.0 k 41.70 k 6.0ft above base O.Oft above base -~':~K~i~;;C:li.ffi~ti§n:~~s~_its:,·~~:;p;:;;··1fc-~':B:~:~_"",-;"";.;J""'~fo::__,_>;"'--::;~"";i"";;:~1;:~· ______________________________ _ Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status BOnly 0.022 PASS 0.00 ft 0.000 PASS +D+L+H 0.649 PASS 0.00 ft 0.596 PASS +D+Lr+H 0.649 PASS O.OOft 0.596 PASS +D+S+H 0.649 PASS O.OOft 0.596 PASS +D+0.750Lr+0.750L +H 0.649 PASS O.OOft 0.596 PASS +D+0.750L +0.750S+H 0.649 PASS 0.00 ft 0.596 PASS +D+W+H 0.649 PASS 0.0011 0.596 PASS +D+0.70E+H 0.649 PASS 0.00 ft 0.596 PASS +D+0.750Lr+0.750L +0.750W+H 0.649 PASS 0.00 ft 0.596 PASS +D+0.750L +0.750S+0.750W+H 0.649 PASS O.OOft 0.596 PASS +D+0.750Lr+0.750L +0.5250E+H 0.649 PASS O.OOft 0.596 PASS +D+0.750L +0.750S+0.5250E+H 0.649 PASS 0.00 ft 0.596 PASS +0.60D+W+H 0.644 PASS O.OOft 0.596 PASS +0.60D+0.70E+H 0.644 PASS 0.00 ft 0.596 PASS ~-------------------------------------------------------------------------------------- RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 949 305-4700 Project Title: Moshayedi Residence En9ineer: ProJect Oeser: Project 10: >~)~ilxi\11t(llfR~~qt[~bJ?~~Phf~,C~~r~Wf; :~::;,¥~'-)!i,]i~'~:i-~;p\;Ifj Note: Only non-zero reactions are listed. X-X Axis Re.-ac-::ti:-on _________ :-:y --:-:Y:-:A-:xi:-s =Re-a-=ct::-io-n -------''---A-:-x7ia-:-l R=e-a-=cu::-·o-n ----- Load Combination @Base @Top @Base @Top @Base • Depth 9.920 in Web Thick 0.315 in Flange Width 7.990 In Flange Thick 0.530 in Area 11.500 1nA2 Weight 39.146 plf Kdesign 1.030 in K1 0.813 in rts 2.240 in Ycg 0.000 in c: i\i m <» I XX Sxx Rxx Zx I yy s yy Ryy Zy rT 209.00 inA4 42.10 inA3 4.270 in 46.800 inA3 45.000 inA4 11.300 inA3 1.980 in 17.200 inA3 2.160 in J Cw Wno Sw Qf Qw 41.70k_'"'"' = = 0.976 inA4 992.00 inA6 18.800 inA2 19.900 inA4 9.550 1nA3 23.000 inA3 Loads are total entered value. Arrows do not reflect absolute direction. ! RM VOLPE & ASSOCIATES, INC I 20321 LAKE FOREST DRIVE D6 I LAKE FOREST, CA 92630 Project Title: Moshayedi Residence En9ineer: I 1 949 305-4700 Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-05 f~.:li~IJ~"t5,tiiJ.f<JftififfQJi~f:;1TPr:Ii:~~;r;~~1l;r;~·;1;'r]··j~S~k;t·:;:)::{j Pole Footing Shape Circular Footing Diameter . . . . . . . . . . . . . . 42.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive .................. . ! Controlling Values ' Governing Load Combination: +D-t0.70E+H Lateral Load Moment NO Ground Surface Restraint Pressures at1/3 Depth Actual 900.0 pel 9,000.0 psi 125.30 k 751.80 k-It ProJect Oeser: I Allowable 5, 796.97 psi 5,801.46 psi I I Footing Base Area Maximum Soil Pressure Lateral Concentrated Load D: Dead Load Lr : Roof Live L: Live S: Snow W:Wind E : Earthquake H : Lateral Earth Load distance above • ground surface DOnly +D+L+H +D+Lr+H +D+S+H +0-tO. 750Lr-t0.750L +H +D-t0.750L -t0.750S+H +D+W+H +D-t0.70E+H k k k k k 179.0 k k 6.0 It +0-tO. 750Lr-t0. 750L -tO. 750W+H 9.621 ftA2 2.526 ksf r Lateral Distributed Load -0.010 kilt kilt kilt kilt kilt kilt kilt TOP of Load above ground surface It BOTTOM of Load above ground surface It 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 125.300 751.800 0.000 0.000 Footing Diameter = 3'-6" 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 19.38 5,797.0 0.13 0.0 Project ID: Vertical Load 24.30 k k k k k k k 0.0 0.0 0.0 0.0 1.000 1.000 1.000 1.000 i RM VOLPE & ASSOCIATES, INC 1 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 1 949 305-47oo · -________ ) Description : 18' caission@ 9 +D+0.750L +0.750S+0.750W+H 0.000 +D+O. 750Lr+O. 750L +0.5250E+H 93.975 +D+0.750L +0.750S+0.5250E+H 93.975 +0.60D+W+H 0.000 +0.60D+0.70E+H 125.300 0.000 563.850 563.850 0.000 751.800 Project Title: Moshayedi Residence En~ineer: ProJect Oeser: ProjectlD: 0.13 0.0 0.0 1.000 17.13 5,105.2 5,109.7 1.000 17.13 5,105.2 5,109.7 1.000 0.13 0.0 0.0 1.000 19.38 5,797.0 5,801.5 1.000 RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 949 305-4700 Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 \sif'G9.if~reillfittifm~:tlon·~iiG;'7£;;fZi;1!ii:~:l;3f:~~~Jf~~\1~.~t:'~·~~;;;{t~!0~ Pole Footing Shape Circular Footing Diameter . . . . . . . . . . . . . . 32.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive .................. . 1 Controlling Values Governing Load Combination: +D-!{).70E+H , Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Footing Base Area ' Maximum Soil Pressure 450.0 pel 4,500.0 psf 86.10 k 397.782 k-It 3,693.12 psf 3,695.84 psf 5.585 1!"2 2.596 ksf {;,~~~4PPiii;~:~.~Qid.:~~~~:;~;~~::~~~~8~*~-"\~:~I~~~l~~~:~~t:~~~~1~i;J~~~~~~;;~;;fi~f;~i~~s::~ Lateral Concentrated Load Lateral Distributed Load D: Dead Load Lr : Roof Live L: Live S: Snow w:wind E : Earthquake H : Lateral Earth Load distance above • ground surface DOnly +D+L+H +D+Lr+H +D+S+H +D-+D.750Lr-!{).750L +H +D-+D. 750L -!{).750S+H +D+W+H +D-+D.70E+H 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 123.0 k 0.0 k 4.620 It +0-l{). 750Lr-l{). 750L -!{). 750W+H -0.010 kilt 0.0 kilt 0.0 kilt 0.0 kilt 0.0 kilt 0.0 kilt 0.0 kilt TOP of Load above ground surface 0.0 It BOTTOM of Load above ground surface 0.0 It 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 86.100 397.782 0.000 0.000 Project Title: Moshayedi Residence En9ineer: ProJect Oeser: @ Footing Diameter = Z -8" 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 24.75 3,693.1 0.13 0.0 Project ID: Vertical Load 14.50 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 0.0 0.0 0.0 1.000 1.000 1.000 1.000 Description : RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 949 305-4700 +D-+D.750L -+D.750S+0.750W+H 0.000 +D+0.750Lr-+D.750L+0.5250E+H 64.575 +D+0.750L -+D.750S+0.5250E+H 64.575 +0.60D+W+H 0.000 +0.60D-+D.70E+H 86.100 0.000 298.337 298.337 0.000 397.782 Project Title: Moshayedi Residence En~ineer: PrOJect Oeser: Project 10: 0.13 0.0 0.0 1.000 21.63 3,237.3 3,238.0 1.000 21.63 3,237.3 3,238.0 1.000 0.13 0.0 0.0 1.000 24.75 3,693.1 3,695.8 1.000 RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 949 305-4700 Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 Project Title: Moshayedi Residence En~ineer: ProJect Oeser: ProjectiD: ~t;,'?S~d~f~l.l6fQtJli1't1M~'·'~I.· ''?~'.ie~\?'~>;t~:y~:;~ ;:;~,::;:,:;·;:•· ·:: . ,,;_. Pole Fooling Shape Circula.c.::.r~~~----------------------------- Footing Diameter . . . . . . . . . . . . . . 36.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive . . . . . . . . . . . . . . . . . . 450.0 pet Max Passive . . . . . . . . . . . . . . . . . . . 4,500.0 psf i Controlling Values ! Governing Load Combination : +D+0.70E+H Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Footing Base Area Maximum Soil Pressure 56.0 k 186.480 k-ft 2,796.73 psf 2,798.52 psf 7.069ftA2 1.698 ksf Lateral Concentrated Load Lateral Distributed Load D: Dead Load Lr : Roof Live L: Live S: Snow W:Wind E : Earthquake H : Lateral Earth Load distance above -ground surface DOnly +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L +0.750S+H +D+W+H +D+0.70E+H 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 80.0 k 0.0 k 3.330 ft +D+0.750Lr+0.750L +0.750W+H 0.0 kif! 0.0 kif! 0.0 kif! 0.0 kif! 0.0 kif! 0.0 klft 0.0 klft TOP of Load above ground surface 0.0 ft BOTTOM of Load above ground surface 0.0 ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 56.000 186.480 0.000 0.000 ~ Footing Diameter= 3'w0" 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 0.13 0.0 18.75 2,796.7 0.13 0.0 Vertical Load 12.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 0.0 0.0 0.0 1.000 1.000 1.000 1.000 I L_ Description: RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 949 305-4700 +D-1{).750L +0.750S+0.750W+H 0.000 +D+0.750Lr-1{).750L +0.5250E+H 42.000 +0-1{).750L -1{).750S+0.5250E+H 42.000 +0.60D+W+H 0.000 +0.60D+0.70E+H 56.000 0.000 139.860 139.860 0.000 186.480 Project Title: Moshayedi Residence En9ineer: ProJect Oeser: Project ID: 0.13 0.0 0.0 1.000 16.38 2,449.9 2,451.3 1.000 16.38 2,449.9 2,451.3 1.000 0.13 0.0 0.0 1.000 18.75 2,796.7 2,798.5 1.000 RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 Project Title: Moshayedi Residence Engineer: Project Oeser: ProjectiD: ;_ ... ~~ c.Q~~,.~ 'R.~.f~(~P~6~~~~;~ei%~~~~~!;1~;~{;~~~;y.:~~:.;:~~~~:;~~r~;~P~<~·::(:r~~ ~~~~;;r{t~?.~~:JI~t~~ ~~~~=---------------------------------------------------------Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used: ASCE 7-05 r: .. -·Gen~ral;fniq/:m~niih:~::r::"·;;~?}?:,~~~t!~\::•,::;;>;~)i!':~r~:.t~;~L:;·, Pole Footing Shape Circula,o.;er ~"""-''--------------------------------------------------- Footing Diameter . . . . . . . . . . . . . . 24.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive .................. . ! Controlling Values Governing Load Combination : +D+O.?OE+H Lateral Load Moment NO Ground Surface Restraint Pressures at1/3 Depth Actual Allowable Footing Base Area Maximum Soil Pressure Lateral Concentrated Load 0: Dead Load Lr : Roof Live L: Live S: Snow W:Wind E : Earthquake H : Lateral Earth Load distance above -ground SUJface DOnly +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+W+H +D+O.?OE+H k k k k k 41.70 k k 2.0 fl +0+0. 750Lr+0.750L +0.750W+H 450.0 pel 4,500.0 psf 29.190 k 58.380 k-ft 2,410.37 psf 2,413.32 psf 3.142 tt•2 2.578 ksf I Lateral Distributed Load klft k/ft k/ft k/ft k/ft k/ft k/ft TOP of Load above ground surface ft BOTIOM of Load above ground surface ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 29.190 58.380 0.000 0.000 0.13 0.13 ,0.13 0.13 0.13 0.13 0.13 16.13 0.13 • Footing Diameter= 2'-0" 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2,410.4 0.0 Vertical Load 8.10 k k k k k k k 0.0 0.0 1.000 1.000 1.000 1.000 I RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 ~,r..;: I LAKE FOREST, CA 92630 ""'".!.:. I I 949 305-47oo ............................... /~~~~~~ Description : +D-+D.750L -+D. 750S+0.750W+H +D-+D.750Lr-+D.750L +0.5250E+H +D+0.750L +0.750S+0.5250E+H +0.60D+W+H +0.600+0.70E+H 0.000 21.893 21.893 0.000 29.190 0.000 43.785 43.785 0.000 58.380 Project Title: Moshayedi Residence Engineer: Project Oeser: Project 10: 0.13 0.0 0.0 1.000 14.13 2,106.4 2,107.1 1.000 14.13 2,106.4 2,107.1 1.000 0.13 0.0 0.0 1.000 16.13 2,410.4 2,413.3 1.000 RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 Project Title: Moshayedi Residence En9ineer: rc = fr = rc 112 • 7.50 \jJ Density 'A L!Wt Factor Elastic Modulus = fy -Main Rebar E -Main Rebar 949 305-4700 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi 60.0 ksi 29,000.0 ksi ProJect Oeser: d> Phi Values Flexure: 0.90 Shear: 0.750 13t 0.850 Fy -Stirrups E-Stirrups Stirrup Bar Size # = 40.0ksi 29,000.0 ksi # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-02 ~---· I I ;iii ~I I I I t. Project ID: ... ·' ···············-···············--·------··-·-····-···-····-. ······-·-··-·-·------··-···--··! ~·r:Q~~:$.~~ti~;~,t~1R~!Iit9'l].i@tD.~t~J.r~1!~(1JJi2Af:":%:;;itHf!,i\; Rectangular Section, Width= 10.0 in, Height= 18.0 in Span #1 Reinforcing .... 1-#6 at 3.0 in from Bottom, from 0.0 to 8.50 ft in this span 10" W X 18" h Span=8.50 ft I I I / j I 1-#6 at 3.0 in from Top, from 0.0 to 8.50 ft in this span llC_Ap~Ji~~JQq~d~i!{jfft~\fPQt~·:~~~:~:~!;ij!ilf~~~l;~~~\:ii,"~~4;~y';~~;§f.1)j Service loads entered. Load Factors will be applied for calculations. ~~~~"~~~~L-----------------------------------------~------------- Load for Span Number 1 Uniform Load : D = 1.170 k/ft, Tributary Width = 1.0 ft ~~:Qg§.~~NC~:QMM~1i£ .. ¥l~t1:;~f~~~~~ffQ~~.J;:~t,:~\~l;.~·~!~~-~:::t~~~~~f:·~:~~;:-:-~J:~?·~~-_ _ ! Maximum Bending Stress Ratio = 0.480 : 1 Section used for this span Typical Section Mu :Applied 14.793 k-ft Mn • Phi : Allowable 30.842 k-ft Load Combination +1.400 location of maximum on span 4.250ft Span # where maximum occurs Span # 1 Maximum[ieflecffon ·· Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection !Wi._y~lttcalj~e~qtioii~·.":Ynf~qt~~~-~~:;_~_:_:~L.:,;~.:_: ... :: :_;:.:__" ____ Supp~~~tation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 4.973 4.972 D Only 4.973 4.972 t~~sll~~ti.§~l.fr~~1B~g~if~Jii~ots%~E?~t~br;t~1i(: ;>?0,"0±(~::~7:1>,;;; Between 0.00 to 0.42 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 7.000 in Between 0.43 to 8.07 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 8.08 to 8.48 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 7.000 in ~:~M#.ii!\UiW:F,or4~~·~~~tr~~!~-~fPj:M~:~~-:g~iiJ~lti.~!ti>ll~';'rJ;:;tr."""~ --c=-- Load Combination Location (fl) Bending Stress Results _ _,_( _k·ft__,)'----- Segment Length Span# in Span Mu : Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span# 1 +1.400 Span# 1 +1.20D...0.50Lr+1.60L +1.60H 8.500 8.500 14.79 14.79 30.84 30.84 0.48 0.48 Design 0 0.000 in Ratio= 0.000 in Ratio= 0.009 in Ratio= 0.000 in Ratio = 0<360 0<360 11273 999 <180 RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 Project Title: Moshayedi Residence Engineer: Project ID: Project Oeser: ' 1 949 305-4700 ········ ···""-·"'"·-···· ...... -···········-·-·_) Load Combination Segment Length Location (It) in Span Bending Stress Results _ _,__( k_-11_,_) __ _ Span# Mu : Max Phi*Mnx Stress Ratio Span# 1 8.500 12.68 30.84 0.41 +1.20D+1.60L +0.50S+1.60H Span# 1 +1.20D+1.60Lr+0.50L Span# 1 + 1.20D+1.60Lr+0.80W Span# 1 +1.20D+0.50L + 1.60S Span# 1 +1.20D+1.60S+0.80W Span# 1 +1.20D+0.50Lr+0.50L + 1.60W Span# 1 +1.20D+0.50L +0.50S+1.60W Span# 1 +1.20D+0.50L +0.20S+E Span# 1 +0.90D+1.60W+1.60H Span# 1 +0.90D+E+1.60H 8.500 8.500 8.500 8.500 8.500 8.500 8.500 8.500 8.500 12.68 12.68 12.68 12.68 12.68 12.68 12.68 12.68 9.51 Span# 1 1 8.500 9.51 ~·:~,·o~~ftiirM~ximUm?o·efiecti6ns:~~oBfaef6'f~tl'ir&'aas'1:.''~r 1.. .,, ..•. ··"d .. ,, , ...• ' , ..• ·-·· >·._·-....................................... --... '" , ... _, ... -······· • ..... . 30.84 30.84 30.84 30.84 30.84 30.84 30.84 30.84 30.84 30.84 load Combination Span Max.'-' Dell Location in Span D Only 1 0.0090 4.165 n\~P~t~J.l~~K§fi.~~-r,:,lnf.Q.fm}tlgoi·¥~7.'~~~~*N1t£s:'f;,;~:;~:i;~st~i-·&r:;---:'.'t Load Combination +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.4QD +1.40D +1.40D +1.40D +f.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D Span Distance 'd' Vu (k) Number (It) (in) Actual Design 0.00 15.00 6.96 6.96 0.02 0.04 0.06 0.08 0.09 0.11 0.13 0.15 0.17 0.19 0.21 0.23 0.25 0.26 0.28 0.30 0.32 0.34 0.36 0.38 0.40 0.42 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 15.00 0.43 15.00 0.45 15.00 0.47 15.00 0.49 15.00 0.51 15.00 0.53 15.00 0.55 15.00 0.57 15.00 6.93 6.90 6.87 6.84 6.81 6.78 6.74 6.71 6.68 6.65 6.62 6.59 6.56 6.53 6.50 6.47 6.44 6.40 6.37 6.34 6.31 6.28 6.93 6.90 6.87 6.84 6.81 6.78 6.74 6.71 6.68 6.65 6.62 6.59 6.56 6.53 6.50 6.47 6.44 6.40 6.37 6.34 6.31 6.28 6.25 6.25 6.22 6.22 6.19 6.19 6.16 6.16 6.13 6.13 6.10 6.10 6.06 6.06 6.03 6.03 Mu (k-It) 0.00 0.13 0.26 0.39 0.52 0.65 0.78 0.91 1.03 1.16 1.29 1.41 1.54 1.66 1.78 1.91 2.03 2.15 2.27 2.39 2.51 2.63 2.75 2.87 2.99 3.10 3.22 3.34 3.45 3.57 3.68 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.31 0.31 Load Combination d*Vu/Mu 1.00 Phi*Vc (k) 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 Comment PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhNc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= PhiVc/2 < Vu <= Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Max. '+' Dell Location in Span 0.0000 0.000 Phi*Vs (k) Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Min 11.4.5 Phi*Vn Spacing (in) (k) Req'd Suggest 26.7 7.5 7.0 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 . 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 26.7 7.5 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Description: RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE D6 LAKE FOREST, CA 92630 949 305-4700 Project Title: Moshayedi Residence En9ineer: ProJect Oeser: Project ID: ~:,~Jt~f~l!~ll($ff~~H~f(;trti~.ti9o~,l:u?j·'t~e:x~£·;}~V:;iw;~L~~~L._"} ____________________________ _ Span Distance 'd' Vu (k) Load Combination Number (ft) (in) Actual Design +1.40D 0.59 15.00 6.00 6.00 +1.400 0.60 15.00 5.97 5.97 +1.40D +1.40D +1.40D +1.40D +1.40D • +1.40D +1.400 +1.40D +1.40D +1.400 +1.40D +1.400 +1.400 +1.40D +1.40D +1.40D +1.40D +1.400 +1.400 +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.400 +1.40D +1.40D +1.40D +1.40D +1.40D +1.4C:O +1.40D +1.40D +'l-.40D +1.40D +1.40D +1.40D +1.400 +1.400 +1.40D +1.400 +1.40D +1.40D +1.40D +1.40D +1.400 +1.400 +1.400 +1.40D +1.40D +1.40D 0.62 15.00 0.64 15.00 0.66 15.00 0.68 15.00 0.70 15.00 0.72 15.00 0.74 15.00 0.76 15.00 0.77 15.00 0.79 15.00 0.81 15.00 0.83 15.00 0.85 15.00 0.87 15.00 0.89 15.00 0.91 15.00 0.93 15.00 0.94 15.00 0.96 15.00 0.98 15.00 1.00 15.00 1.02 15.00 1.04 15.00 1.06 15.00 1.08 15.00 1.10 15.00 1.11 15.00 1.13 15.00 1.15 15.00 1.17 15.00 1.19 15.00 1.21 15.00 1.23 15.00 1.25 15.00 1.27 15.00 1.28 15.00 1.30 15.00 1.32 15.00 1.34 15.00 1.36 15.00 1.38 15.00 1.40 15.00 1.42 15.00 1.44 . 15.00 1.45 15.00 1.47 15.00 1.49 15.00 1.51 15.00 1.53 15.00 1.55 15.00 1.57 15.00 1.59 15.00 5.94 5.94 5.91 5.91 5.88 5.88 5.85 5.85 5.82 5.82 5.79 5.79 5.75 5.75 5.72 5.72 5.69 5.69 5.66 5.66 5.63 5.63 5.60 5.60 5.57 5.57 5.54 5.54 5.51 5.51 5.48 5.48 5.45 5.45 5.41 5.41 5.38 5.38 5.35 5.35 5.32 5.32 5.29 5.29 5.26 5.26 5.23 5.23 5.20 5.20 5.17 5.17 5.14 5.14 5.11 5.11 5.07 5.07 5.04 5.04 5.01 5.01 4.98 4.95 4.92 4.89 4:86 4.83 4.80 4.76 4.73 4.70 4.67 4.64 4.61 4.58 4.55 4.52 4.49 4.46 4.42 4.39 4.36 4.98 4.95 4.92 4.89 4.86 4.83 4.80 4.76 4.73 4.70 4.67 4.64 4.61 4.58 4.55 4.52 4.49 4.46 4.42 4.39 4.36 Mu d•Vu/Mu Phi*Vc (k-ft) (k) 3.80 1.00 12.53 3.91 1.00 12.53 4.02 1.00 12.53 4.13 1.00 12.53 4.24 1.00 12.53 4.36 1.00 12.53 4.47 1.00 12.53 4.57 1.00 12.53 4.68 1.00 12.53 4.79 1.00 12.53 4.90 1.00 12.53 5.01 1.00 12.53 5.11 1.00 12.53 5.22 1.00 12.53 5.33 1.00 12.53 5.43 1.00 12.53 5.53 1.00 12.53 5.64 1.00 12.53 5.74 1.00 12.53 5.84 1.00 12.53 5.95 1.00 12.53 6.05 1.00 12.53 6.15 1.00 12.53 6.25 1.00 12.53 6.35 1.00 12.53 6.45 1.00 12.53 6.55 0.99 12.53 6.64 0.97 12.51 6.74 0.95 12.49 6.84 0.93 12.48 6.93 0.91 12.46 7.03 0.90 12.45 7.12 0.88 12.43 7.22 7.31 7.41 7.50 7.59 7.68 7.77 7.86 7.95 8.04 8.13 8.22 8.31 8.39 8.48 8.56 8.65 8.73 8.82 8.90 8.98 0.86 12.42 0.85 12.41 0.83 12.39 0.81 12.38 0.80 12.37 0.79 12.36 0.77 12.34 0.76 12.33 0.74 12.32 0.73 12.31 0.72 12.30 0.71 12.29 0.69 12.28 0.68 12.27 0.67 12.26 0.66 12.25 0.65 12.24 0.64 12.23 0.63 12.23 0.62 12.22 0.61 12.21 Comment Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu< PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Phi•vs (k) NotReqd NotReqd NotReqd Not Reqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd Phi•vn Spacing (in) (k) Req'd Suggest 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 . 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.5 0.0 0.0 12.4 0.0 0.0 12.4 0.0 0.0 12.4 0.0 0.0 12.4 0.0 0.0 12.4 0.0 0.0 12.4 0.0 0.0 12.4 0.0 0.0 12.4 0.0 0.0 12.3 0.0 0.0 12.3 0.0 0.0 12.3 0.0 0.0 12.3 0.0 0.0 12.3 0.0 0.0 12.3 0.0 0.0 ·1111;~ i.:~:.·.~~:' !· .. J Description : RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 949 305-4700 Project Title: Moshayedi Residence Engineer: Project Oeser: Project ID: :·:;•Qet.~JI~d;$.h:~~r'J~te?.rhi~t!c>n;0~~;~:'~t';f.';;:,;;:::';_i:A:i;~}>;"-~:.:=':'-. __________________________ _ Span Distance 'd' Vu (k) Mu d•Vu/Mu Load Combination Number (It) (in) Actual Design (k-It) Phi•vc (k) +ITOD 1.61 15.00 4.33 4.33 9.07 0.60 12.20 12.19 12.18 12.18 12.17 12.16 12.16 12.15 12.14 12.14 12.13 12.12 12.12 12.11 12.10 12.10 12.09 12.09 12.08 12.07 12.07 +1.40D 1.62 15.00 4.30 4.30 9.15 0.59 +1.40D +1.40D • +1.40D +1.40D +1.40D +1.40D +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.40D +1.400 +1.400 +1.40D +1.40D +1.400 +1.40D +1.400 +1.4(,'j) +1.400 +1.400 +140D +1.40D +1.40D +1.40D +1.40D +1.400 +1.40D +1.400 +1.40D +1.400 +1.40D +1.40D +1.40D +1.400 +1.40D +1.40D +1.40D +1.400 1.64 15.00 1.66 15.00 1.68 15.00 1.70 15.00 1.72 15.00 1.74 15.00 1.76 15.00 1.78 15.00 1.79 15.00 1.81 15.00 1.83 15.00 1.85 15.00 1.87 15.00 1.89 15.00 1.91 15.00 1.93 15.00 1.95 15.00 1.96 15.00 1.98 15.00 2.00 15.00 2.02 15.00 2.04 15.00 2.06 15.00 2.08 15.00 2.10 15.00 2.12 15.00 2.13 15.00 2.15 15.00 2.17 15.00 2.19 15.00 2.21 15.00 2.23 15.00 2.25 15.00 2.27 15.00 2.29 15.00 2.30 15.00 2.32 '15.00 2.34 15.00 2.36 15.00 2.38 15.00 2.40 15.00 2.42 15.00 2.44 15.00 2.46 15.00 2.47 15.00 2.49 15.00 2.51 15.00 2.53 15.00 2.55 15.00 2.57 15.00 2.59 15.00 2.61 15.00 4.27 4.24 4.21 4.18 4.15 4.12 4.08 4.05 4.02 3.99 3.96 3.93 3.90 3.87 3.84 3.81 3.77 3.74 3.71 4.27 4.24 4.21 4.18 4.15 4.12 4.08 4.05 4.02 3.99 3.96 3.93 3.90 3.87 3.84 3.81 3.77 3.74 3.71 9.23 0.58 9.31 0.57 9.39 0.56 9.47 0.55 9.55 0.54 9.62 0.53 9.70 0.53 9.78 0.52 9.85 0.51 9.93 0.50 10.01 0.49 10.08 0.49 10.15 0.48 10.23 0.47 10.30 0.47 10.37 0.46 10.44 0.45 10.51 0.45 10.59 0.44 3.68 3.68 10.66 3.65 3.65 10.72 3.62 3.62 10.79 3.59 3.59 10.86 3.56 3.56 10.93 3.53 3.53 11.00 3.50 3.50 11.06 3.47 3.47 11.13 3.43 3.43 11.19 3.40 3.40 11.26 3.37 3.37 11.32 3.34 3.34 11.38 3.31 3.31 11.45 3.28 3.28 11.51 3.25 3.25 11.57 3.22 3.22 11.63 3.19 3.19 11.69 3.16' 3.16 11.75 3.12 3.12 11.81 3.09 3.09 11.87 3.06 3.06 11.93 3.03 3.03 11.99 3.00 2.97 2.94 2.91 2.88 2.85 2.82 2.78 2.75 2.72 2.69 3.00 2.97 2.94 2.91 2.88 2.85 2.82 2.78 2.75 2.72 2.69 12.04 12.10 12.16 12.21 12.27 12.32 12.37 12.43 12.48 12.53 12.58 0.43 12.06 0.43 12.06 0.42 12.05 0.41 12.05 0.41 12.04 0.40 12.04 0.40 12.03 0.39 12.03 0.38 12.02 0.38 12.02 0.37 12.01 0.37 12.01 0.36 12.01 0.36 12.00 0.35 12.00 0.35 11.99 0.34 11.99 0.34 11.98 0.33 11.98 0.33 11.98 0.32 11.97 0.32 11.97 0.31 11.96 0.31 11.96 0.30 11.96 0.30 11.95 0.29 11.95 0.29 11.95 0.28 11.94 0.28 11.94 0.28 11.94 0.27 11.93 0.27 11.93 Comment Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < !JhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVci2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Phi•vs (k) NotReqd NotReqd NotReqd No!Reqd NotReqd NotReqd No!Reqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd Not Reqd NotReqd NotReqd NotReqd NotReqd No!Reqd NotReqd NotReqd No!Reqd NotReqd NotReqd No!Reqd NotReqd No!Reqd No!Reqd No!Reqd NotReqd Phi•vn Spacing (in) (k) Req'd Suggest 12.2 0.0 0.0 12.2 0.0 0.0 12.2 0.0 0.0 12.2 0.0 0.0 12.2 0.0 0.0 12.2 0.0 0.0 12.2 0.0 0.0 12.1 0.0 0.0 12.1 0.0 0.0 12.1 0.0 0.0 12.1 0.0 0.0 12.1 0.0 0.0 12.1 0.0 0.0 12.1 0.0 0.0 12.1 0.0 0.0 1i1 0.0 0.0 12.1 0.0 0.0 12.1 0.0 0.0 12.1 0.0 0.0 12.1 o.o 0.0 12.1 0.0 0.0 12.1 0.0 0.0 12.1 0.0 0.0 12.1 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 0.0 0.0 12.0 12.0 0.0 0.0 0.0 0.0 ~o, Description : II RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 I LAKE FOREST, CA 92630 949 305-4700 Erb~,tai!~~.s$hllr\lt!!9tffi~~lqn?3::;·;i0§:\·:~";:~):~i:i&t,~gjigilf:Q. Project Title: Moshayedi Residence En9ineer: ProJect Oeser: Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Load Combination Number (ft) (in) Actual Design (k-ft) (k) +1.40D 1' 2.63 15.00 2.66 2.66 12.63 0.26 11.92 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 +1.40D 2.64 15.00 2.63 2.63 12.68 0.26 11.92 +1.40D 2.66 15.00 2.60 2.60 12.73 0.26 11.92 +1.40D +1.40D ' +1.400 +1.40D • +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D '+1.40D +1.40D +1.40D +1.40D +1.40D +1.4'oD +1 • .40D +1.40D +i.40D +1.40D +1.400 +1.40D +1.40D +1.400 +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.400 +1.40D +1.40D +1.40D +1.40D 2.68 15.00 2.57 2.57 12.78 2.70 15.00 2:54 2.54 12.83 2.72 15.00 2.51 2.51 12.88 2.74 15.00 2. 48 2.48 12.92 2.76 15.00 2.44 2.44 12.97 2.78 15.00 2.41 2.41 13.02 2.80 15.00 2.38 2.38 13.06 2.81 15.00 2.35 2.35 13.11 2.83 15.00 2.32 2.32 13.15 2.85 15.00 2.29 2.29 13.19 2.87 15.00 2.26 2.26 13.24 2.89 15.00 2.23 2.23 13.28 2.91 15.00 2.20 2.20 13.32 2.93 15.00 2.17 2.17 13.36 2.95 15.00 2.13 2.13 13.40 2.97 15.00 2.10 2.10 13.44 2.98 15.00 2.07 2.07 13.48 3.00 15.00 2.04 2.04 13.52 3.02 15.00 2.01 2.01 13.56 3.04 15.00 1.98 1.98 13.60 3.06 15.00 1.95 1.95 13.63 3.08 15.00 1.92 1.92 13.67 3.10 15.00 1.89 1.89 13.71 3.12 15.00 1.86 1.86 13.74 3.14 15.00 1.83 1.83 13.78 3.15 15.00 1.79 1.79 13.81 3.17 15.00 1.76 1.76 13.84 3.19 15.00 1.73 1.73 13.88 3.21 15.00 1.70 1.70 13.91 3.23 15.00 1.67 1.67 13.94 3.25 15.00 1.64 1.64 13.97 3.27 15.00 1.61 1.61 14.00 3.29 15.00 1.58 1.58 14.03 3.31 ' 15.00 1.55 1.55 14.06 3.32 15.00 1.52 1.52 14.09 3.34 15.00 1.49 1.49 14.12 3.36 15.00 1.45 1.45 14.15 3.38 15.00 1.42 1.42 14.17 3.40 15.00 1.39 1.39 14.20 3.42 15.00 1.36 1.36 14.23 3.44 15.00 1.33 1.33 14.25 3.46 15.00 1.30 1.30 14.28 3.48 15.00 1.27 J.27 14.30 3.49 15.00 1.24 1.24 14.33 3.51 15.00 1.21 1.21 14.35 3.53 15.00 1.18 1.18 14.37 3.55 15.00 I 1.14 1.14 14.39 3.57 15.00 1.11 1.11 14.41 3.59 15.00 1.08 1.08 14.44 3.61 ,15.00 1.05 1.05 14.46 3.63 15.00 1.02 1.02 14.47 0.25 11.91 Vu < PhiVc/2 0.25 11.91 Vu < PhiVc/2 0.24 11.91 Vu < PhiVc/2 0.24 11.91 Vu < PhiVc/2 0.24 11.90 Vu < PhiVc/2 0.23 11.90 Vu < PhiVc/2 0.23 11.90 Vu < PhiVc/2 0.22 11.89 Vu < PhiVc/2 0.22 11.89 Vu < PhiVc/2 0.22 11.89 Vu < PhiVc/2 0.21 11.88 Vu < PhiVc/2 0.21 11.88 Vu < PhiVc/2 0.21 11.88 Vu < PhiVc/2 0.20 11.87 Vu < PhiVc/2 0.20 11.87 Vu < PhiVc/2 0.20 11.87 Vu < PhiVc/2 0.19 11.87 Vu < PhiVc/2 0.19 11.86 Vu < PhiVc/2 0.19 11.86 Vu < PhiVc/2 0.18 11.86 Vu < PhiVc/2 0.18 11.86 Vu < PhiVc/2 0.18 11.85 Vu < PhiVc/2 0.17 11.85 Vu < PhiVc/2 0.17 11.85 Vu < PhiVc/2 0.17 11.84 Vu < PhiVc/2 0.16 11.84 Vu<PhiVc/2 0.16 11.84 Vu < PhiVc/2 0.16 11.84 Vu<PhiVc/2 0.15 11.83 Vu < PhiVc/2 0.15 11.83 · Vu < PhiVc/2 0.15 11.83 Vu<PhiVc/2 0.14 11.83 Vu < PhiVc/2 0.14 11.82 Vu < PhiVc/2 0.14 11.82 Vu < PhiVc/2 0.13 11.82 Vu < PhiVc/2 0.13 11.82 Vu < PhiVc/2 0.13 11.81 Vu<PhiVc/2 0.13 11.81 Vu<PhiVc/2 0.12 11.81 Vu<PhiVc/2 0.12 11.81 Vu<PhiVc/2 0.12 11.80 Vu < PhiVc/2 0.11 11.80 Vu < PhiVc/2 0.11 11.80 Vu < PhiVc/2 0.11 11.80 Vu < PhiVc/2 0.11 11.79 Vu < PhiVc/2 0.10 11.79 Vu < PhiVc/2 0.10 11.79 0.10 11.79 0.09 11.78 0.09 11.78 0.09 11.78 Vu < PhiVc/2 Vu < PhNc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Project ID: Phi*Vs Phi*Vn Spacing (in) (k) (k) Req'd Suggest 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.9 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 I RM VOLPE & ASSOCIATES, INC 1 20321 LAKE FOREST DRIVE 06 I LAKE FOREST, CA 92630 1 949 305-4700 ..... J ProjeCt Title: Moshayedi Residence Engineer: ProJect Oeser: ;;·:~.b..et~he#:.she.~hJ5J~tm~ti.~.i1-')'~(.s~·:~1~,~g;;~~~ibt?:i~§Ji~·~t. Load Combination +1.40D +1.40D +1.40D +1.40D +1.40D • -+1.40D +1.40D • +1.40D +1.40D +1.400 +1.40D +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.4t.~ +1.~00 +1.4'llD +MOD +1.40D +1.40D +1.40D +1.40D +1.40D +1.400 +1.400 +1.400 +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.400 +1.400 Span Distance 'd' ' Vu (k) Mu d~Vu/Mu Number (It) (in) Actual Design (k-ft) 1 3.65 15.00 0.99 0.99 14.49 0.09 11.78 11.78 11.77 11.77 11.77 11.77 11.76 11.76 11.76 11.76 11.76 11.75 3.66 15.00 0.96 0.96 14.51 0.08 3.68 15.00 0.93 0.93 14.53 0.08 3.70 15.00 0.90 0.87 0.84 0.80 0.77 0.74 0.71 0.68 0.65 0.90 0.87 0.84 0.80 0.77 0.74 0.71 0.68 0.65 14.55 0.08 3.72 15.00 14.56 0.07 3.74 15.00 14.58 0.07 3.76 15.00 14.60 0.07 3.78 15.00 14.61 0.07 3.80 15.00 14.62 0.06 3.82 15.00 14.64 . 0.06 3.83 15.00 14.65 0.06 3.85 15.00 14.66 0.06 3.87 15.00 0.62 0.62 14.68 0.05 11.75 3.89 15.00 0.59 0.59 14.69 0.05 11.75 3.91 15.00 0.56 0.56 14.70 0.05 11.75 3.93 15.00 0.53 0.53 14.71 0.04 11.74 3.95 15.00 0.50 0.50 14.72 0.04 11.74 3.97 15.00 0.46 0.46 14.73 0.04 11.74 3.99 15.00 0.43 0.43 14.74 0.04 11.74 4.00 15.00 0.40 0.40 14.74 0.03 11.74 4.02 15.00 0.37 0.37 14.75 0.03 11.73 4.04 15.00 0.34 0.34 14.76 0.03 11.73 4.06 15.00 0.31 0.31 14.76 0.03 11.73 4.08 15.00 0.28 0.28 14.77 0.02 11.73 4.10 15.00 0.25 0.25 14.77 0.02 11.72 4.12 15.00 0.22 0.22 14.78 0.02 11.72 4.14 15.00 0.19 0.19 14.78 0.02 11.72 4.16 15.00 0.15 0.15 14.79 O.D1 11.72 4.17 15.00 0.12 0.12 14.79 0.01 11.72 4.19 15.00 0.09 0.09 14.79 0.01 11.71 4.21 15.00 0.06 0.06 14.79 0.01 11.71 4.23 15.00 0.03 0.03 14.79 0.00 11.71 4.25 15.00 -0.00 0.00 14.79 0.00 11.71 4.27 15.00 -0.03 0.03 14.79 0.00 11.71 4.29 15.00 -0.06 0.06 14.79 0.01 11.71 4.31 15.00 -0.09 0.09 14.79 0.01 11.71 4.33 15.00 -0.12 0.12 14.79 0.01 11.72 4.34 15.00 -0.15 0.15 14.79 0.01 11.72 4.36 15.00 -0.19 0.19 14.78 0.02 11.72 4.38 15.00 -0.22 0.22 14.78 0.02 11.72 4.40 15.00 -0.25 0.25 14.77 0.02 11.72 4.42 15.00 -0.28 0.28 14.77 0.02 11.73 4.44 15.00 -0.31 0.31 14.76 0.03 11.73 4.46 15.00 -0.34 0.34 14.76 0.03 11.73 4.48 15.00 -0.37 0.37 14.75 0.03 11.73 4.50 15.00 -0.40 0.40 14.74 0.03 11.74 4.51 15.00 -0.43 0.43 14.74 0.04 11.74 4.53 15.00 -0.46 0.46 14.73 0.04 11.74 4.55 15.00 -0.50 0.50 14.72 0.04 11.74 4.57 . 15.00 -0.53 0.53 14.71 0.04 11.74 4.59 15.00 -0.56 0.56 14.70 0.05 11.75 4.61 15.00 -0.59 0.59 14.69 0.05 11.75 4.63 15.00 -0.62 0.62 14.68 0.05 11.75 4.65 15.00 -0.65 0.65 14.66 0.06 11.75 Comment Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < FhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd Not Reqd Not Reqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd NotReqd Project 10: Phi*Vn Spacing (in) (k) Req'd Suggest 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.8 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 0.0 0.0 11.7 ! RM VOLPE & ASSOCIATES, INC j 20321 LAKE FOREST DRIVE 06 I LAKE FOREST, CA 92630 I i 949 305-4700 ....• _1 Project Title: Moshayepi Residence Engineer: Project ID: Project Oeser: ~P.~1~il~(f$h~~r:·:!QfQtm~li~IJ~,;~~ii0;t!i~W;!,;t:I~,~""·H""'~,0"".::~""1~""J'.'"-'>"'-j __________________________ _ Span Distance 'd' Vu (k) Mu d•Vu/Mu Phi•vc Comment Phi•vs Phi'Vn Spacing (in) Load Combination +1.40D +1.40D +1.400 +1.40D , +1.40D • ~ +1.40D +1.40D • +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.400 +1.40D +1.40D +1.40D +1.40D +1.400 +1.40D +1.40D +1.40D +1.400 +1.40D +1.40D +1.400 +1.40D +1.40D +1.40D +1.40D +1.40D +1.4'0D +1.40D .. +1.~0D +t40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.400 +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest 4.67 15.00 -0.68 0.68 14.65 0.06 11.76 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 4.68 15.00 -0.71 0.71 14.64 0.06 11.76 Vu < PhiVc/2 Not Reqd 11.8 0.0 0.0 4.70 15.00 -0.74 0.74 14.62 0.06 11.76 Vu<PhiVc/2 NotReqd 11.8 0.0 0.0 4.72 15.00 -0.77 0.77 14.61 0.07 11.76 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 4.74 15.00 -0.80 0.80 14.60 0.07 11.76 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 4.76 15.00 -0.84 0.84 14.58 0.07 11.77 Vu < PhiVc/2 Not Reqd 11.8 0.0 0.0 4.78 15.00 -0.87 0.87 14.56 0.07 11.77 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 4.80 15.00 -0.90 0.90 14.55 0.08 11.77 Vu < PhiVc/2 Not Reqd 11.8 0.0 0.0 4.82 15.00 -0.93 0.93 14.53 0.08 11.77 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 4.84 15.00 -0.96 0.96 14.51 0.08 11.78 Vu < PhiVc/2 Not Reqd 11.8 0.0 0.0 4.85 15.00 -0.99 0.99 14.49 0.09 11.78 Vu < PhiVc/2 Not Reqd 11.8 0.0 0.0 4.87 15.00 -1.02 1.02 14.47 0.09 11.78 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 4.89 15.00 -1.05 1.05 14.46 0.09 11.78 Vu < PhiVc/2 Not Reqd 11.8 0.0 0.0 4.91 15.00 -1.08 1.08 14.44 0.09 11.78 Vu<PhiVc/2 NotReqd 11.8 0.0 0.0 4.93 15.00 -1.11 1.11 14.41 0.10 11.79 Vu<PhiVc/2 NotReqd 11.8 0.0 0.0 4.95 15.00 -1.14 1.14 14.39 0.10 11.79 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 4.97 15.00 -1.18 1.18 14.37 0.10 11.79 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 4.99 15.00 -1.21 1.21 14.35 0.11 11.79 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.01 15.00 -1.24 1.24 14.33 0.11 11.80 Vu<PhiVc/2 NotReqd 11.8 0.0 0.0 5.02 15.00 -1.27 1.27 14.30 0.11 11.80 Vu<PhiVc/2 NotReqd 11.8 0.0 0.0 5.04 15.00 -1.30 1.30 14.28 0.11 11.80 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.06 15.00 -1.33 1.33 14.25 0.12 11.80 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.08 15.00 -1.36 1.36 14.23 0.12 11.81 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.10 15.00 -1.39 1.39 14.20 0.12 11.81 Vu<PhiVc/2 NotReqd 11.8 0.0 0.0 5.12 15.00 -1.42 1.42 14.17 0.13 11.81 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.14 15.00 -1.45 1.45 14.15 0.13 11.81 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.16 15.00 -1.49 1.49 14.12 0.13 11.82 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.18 15.00 -1.52 1.52 14.09 0.13 11.82 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.19 15.00 -1.55 1.55 14.06 0.14 11.82 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.21 15.00 -1.58 1.58 14.03 0.14 11.82 Vu<PhiVc/2 NotReqd 11.8 0.0 0.0 5.23 15.00 -1.61 1.61 14.00 0.14 11.83 Vu < PhiVc/2 Not Reqd 11.8 0.0 0.0 5.25 15.00 -1.64 1.64 13.97 0.15 11.83 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.27 15.00 -1.67 1.67 13.94 0.15 11.83 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.29 15.00 -1.70 1.70 13.91 0.15 11.83 Vu<PhiVc/2 NotReqd 11.8 0.0 0.0 5.31 15.00 -1.73 1.73 13.88 0.16 11.84 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.33 15.00 -1.76 1.76 13.84 0.16 11.84 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.35 15.00 -1.79 1.79 13.81 0.16 11.84 Vu < PhiVc/2 Not Reqd 11.8 0.0 0.0 5.36 15.00 -1.83 1.83 13.78 0.17 11.84 Vu<PhiVc/2 NotReqd 11.8 0.0 0.0 5.38 15.00 -1.86 1.86 13.74 0.17 11.85 Vu < PhiVc/2 NotReqd 11.8 0.0 0.0 5.40 15.00 -1.89 1.89 13.71 0.17 11.85 Vu<PhiVc/2 NotReqd 11.8 0.0 0.0 5.42 15.00 -1.92 1.92 13.67 0.18 11.85 Vu < PhiVc/2 NotReqd 11.9 0.0 0.0 5.44 15.00 -1.95 1.95 13.63 0.18 11.86 Vu < PhiVc/2 NotReqd 11.9 0.0 0.0 5.46 15.00 -1.98 1.98 13.60 0.18 11.86 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 5.48 15.00 -2.01 2.01 13.56 0.19 11.86 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 5.50 15.00 -2.04 2.04 13.5_2 0.19 11.86 Vu < PhiVc/2 NotReqd 11.9 0.0 0.0 5.52 15.00 -2.07 2.07 13.48 0.19 11.87 Vu < PhiVc/2 5.53 15.00 -2.10 2.10 13.44 0.20 11.87 Vu < PhiVc/2 5.55 15.00 -2.13 2.13 13.40 0.20 11.87 Vu < PhiVc/2 5.57 15.00 -2.17 2.17 13.36 0.20 11.87 Vu < PhiVc/2 5.59 15.00 -2.20 2.20 13.32 0.21 11.88 Vu < PhiVc/2 5.61 15.00 -2.23 2.23 13.28 0.21 11.88 Vu < PhiVc/2 5.63 1?.00 · -2.26 2.26 13.24 0.21 11.88 Vu < PhiVc/2 5.65 15.00 -2.29 2.29 13.19 0.22 11.89 Vu < PhiVc/2 5.67 15.00 -2.32 2.32 13.15 0.22 11.89 Vu < PhiVc/2 Description : I RM VOLPE & ASSOCIATES, INC l l 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 . ! 949 305-4700 i ,.,_•<•<eM"J Project Title: Moshayedi Residence En9ineer: ProJect Oeser: Project ID: ~Yo~iai.!~~~S"hi~rffijtQf.rJi~tJ9~·~··:'~·~\f1f;:~;~.:~;\~;.?;··~~::P.:""~::~;;;.""f)'-. ---------------'-----------c----~-:-- span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination +1.40D +1.40D +1.40D +1.40D +1.40D ~~ +1.40D +1.40D >I +1.40D +1.40D +1.400 +1.40D +1.400 +1.40D +1.400 +1.40D +1.400 +1.400 +1.400 +1.40D +1.400 +1.400 +1.40D +1.400 +1.400 +1.40D +1.40D +1.40D +1.400 +1.400 +1.40D +1.400 +1.400 +1.400 +1.4~0 +1.40D .. .,. +1.400 +'~.400 +1.40D +1.400 +1.400 +1.40D +1.400 +1.40D +1.400 +1.400 +1.40D +1.400 +1.40D +1.40D +1.40D +1.400 +1.40D +1.40D +1.40D Number (It) (in) Actual Design (k-It) (k) (k) (k) Req'd Suggest 5.69 15.00 . -2.35 2.35 13.11 0.22 11.89 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 5.70 15.00 -2.38 2.38 13.06 0.23 11.90 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 5.72 15.00 5.74 15.00 5.76 15.00 5.78 15.00 5.80 15.00 5.82 15.00 5.84 15.00 5.86 15.00 5.87 15.00 5.89 15.00 5.91 15.00 5.93 15.00 5.95 15.00 5.97 . 15.00 5.99 15.00 6.01 15.00 6.03 15.00 6.04 15.00 6.06 15.00 6.08 15.00 6.10 15.00 6.12 . 15.00 6.14 15.00 6.16 15.00 6.18 15.00 6.20 15.00 6.21 15.00 6.23 15.00 6.25 15.00 6.27 15.00 6.29 15.00 6.31 15.00 6.33 15.00 6.35 15.00 6.37 15.00 6.38 15.00 6.40 15.00 6.42 15.00 6.44 15.00 6.46 15.00 6.48 15.00 6.50 15.00 6.52 15.00 6.54 15.00 6.55 15.00 6.57 15.00 6.59 15.00 6.61 15.00 6.63 15.00 6.65 15.00 6.67 15.00 6.69 15.00 •2.41 -2.44 2.41 2.44 2.48 2.51 2.54 2.57 2.60 2.63 2.66 2.69 2.72 2.75 13.02 0.23 11.90 Vu < PhiVc/2 NotReqd 11.9 0.0 0.0 12.97 0.24 11.90 Vu < PhiVc/2 NotReqd 11.9 0.0 0.0 -2.48 12.92 0.24 11.91 Vu<PhiVc/2 NotReqd 11.9 0.0 0.0 -2.51 12.88 0.24 11.91 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 -2.54 12.83 0.25 11.91 Vu<PhiVc/2 NotReqd 11.9 0.0 0.0 -2.57 12.78 0.25 11.91 Vu < PhiVc/2 NotReqd 11.9 0.0 0.0 -2.60 12.73 0.26 11.92 Vu < PhiVc/2 NotReqd 11.9 0.0 0.0 -2.63 12.68 0.26 11.92 Vu<PhiVc/2 NotReqd 11.9 0.0 0.0 -2.66 12.63 0.26 11.92 Vu < PhiVc/2 NotReqd 11.9 0.0 0.0 -2.69 12.58 0.27 11.93 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 -2.72 12.53 0.27 11.93 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 -2.75 12.48 0.28 11.94 Vu < PhiVc/2 NotReqd 11.9 0.0 0.0 -2.78 2.78 12.43 0.28 11.94 -2.82 2.82 12.37 0.28 11.94 -2.85 2.85 12.32 0.29 11.95 -2.88 2.88 12.27 0.29 11.95 -2.91 2.91 12.21 0.30 11.95 -2.94 2.94 12.16 0.30 11.96 -2.97 2.97 12.10 0.31 11.96 -3.00 3.00 12.04 0.31 11.96 -3.03 3.03 11.99 0.32 11.97 -3.06 3.06 11.93 0.32 11.97 -3.09 3.09 11.87 0.33 11.98 -3.12 3.12 11.81 0.33 11.98 -3.16 3.16 11.75 0.34 11.98 -3.19 3.19 11.69 0.34 11.99 -3.22 3.22 11.63 0.35 11.99 -3.25 3.25 11.57 0.35 12.00 -3.28 3.28 11.51 0.36 12.00 -3.31 3.31 11.45 0.36 12.01 -3.34 3.34 11.38 0.37 12.01 -3.37 3.37 11.32 0.37 12.01 -3.40 3.40 11.26 0.38 12.02 -3.43 3.43 11.19 . 0.38 12.02 -3.47 3.47 11.13 0.39 12.03 -3.50 3.50 11.06 0.40 12.03 -3.53 3.53 11.00 0.40 12.04 -3.56 3.56 10.93 0.41 12.04 -3.59 3.59 10.86 0.41 12.05 -3.62 -3.65 -3.68 -3.71 -3.74 -3.77 -3.81 -3.84 -3.87 -3.90 -3.93 :3.96 -3.99 3.62 10.79 0.42 12.05 3.65 10.72 0.43 12.06 3.68 10.66 0.43 12.06 3.71 10.59 0.44 12.07 3.74 10.51 0.45 12.07 3.77 10.44 0.45 12.08 3.81 10.37 0.46 12.09 3.84 10.30 0.47 12.09 3.87 10.23 0.47 12.10 3.90 10.15 0.48 12.10 3.93 10.08 0.49 12.11 3.96 10.01 0.49 12.12 3.99 9.93 0.50 12.12 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 Vu < PhiVc/2 Not Reqd 11.9 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 NotReqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd 12.0 0.0 0.0 Vu < PhiVc/2 Not Reqd Vu < PhiVc/2 Not Reqd Vu < PhiVc/2 Not Reqd Vu < PhiVc/2 Not Reqd Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 12.1 12.1 12.1 12.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Description : RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 LAKE FOREST, CA 92630 949 305-4700 [':;olij~l1~4:'$h~~f,:i~f~fm~.ti.9!l~\n':('i't~.'0~f1rl;.;<-f';M,:::;.t@~·:~;,t;L1; Span Distance 'd' Vu (k) Load Combination Number (ft) (in) Actual Design +1.400 6.71 15.00 -4.02 4.02 +1.400 +1.400 +1.400 ~ +1.400 .... +1.400 . +1.400 , +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.~~0 +1.400 +i'Aoo +~.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 +1.400 1 .1 6.72 15.00 6.74 15.00 6.76 15.00 6.78 15.00 6.80 15.00 6.82 15.00 6.84 15.00 6.86 15.00 6.88 15.00 6.89 15.00 6.91 15.00 6.93 15.00 6.95 15.00 6.97 15.00 6.99 15.00 7.01 15.00 7.03 15.00 7.05 15.00 7.06 15.00 7.08 15.00 7.10 15.00 7.12 15.00 7.14 15.00 7.16 15.00 7.18 15.00 7.20 15.00 7.22 15.00 7.23 15.00 7.25 15.00 7.27 15.00 7.29 15.00 7.31 15.00 7.33 15.00 7.35 15.00 7.37 15.00 7.39 15.00 7.40 15.00 7.42 15.00 7.44 15.00 7.46 15.00 7.48 15.00 7.50 15.00 7.52 15.00 7.54 15.00 7.56 15.00 7.57 15.00 7.59 15.00 7.61 15.00 7.63 15.00 7.65 15.00 7.67 15.00 7.69 15.00 7.71 15.00 -4.05 -4.08 -4.12 -4.15 -4.18 -4.21 -4.24 -4.27 -4.30 -4.33 -4.36 -4.39 -4.42 -4.46 -4.49 -4.52 -4.55 -4.58 -4.61 -4.64 -4.67 -4.70 -4.73 -4.76 -4.80 -4.83 -4.86 -4.89 -4.92 -4.95 -4.98 -5.01 -5.04 -5.07 -5.11 -5.14 -5.17 -5.20 -5.23 -5.26 -5.29 -5.32 -5.35 •5.38 -5.41 -5.45 -5.48 -5.51 -5.54 -5.57 -5.60 -5.63 -5.66 4.05 4.08 4.12 4.15 4.18 4.21 4.24 4.27 4.30 4.33 4.36 4.39 4.42 4.46 4.49 4.52 4.55 4.58 4.61 4.64 4.67 4.70 4.73 4.76 4.80 4.83 4.86 4.89 4.92 4.95 4.98 5.01 5.04 5.07 5.11 5.14 5.17 5.20 5.23 5.26 5.29 5.32 5.35 5.38 5.41 5.45 5.48 5.51 5.54 5.57 5.60 5.63 5.66 Project Title: Moshayedi Residence Project ID: En~ineer: ProJect Oeser: Mu ct•vu!Mu Phi•vc (k) (k-It) 9.85 0.51 12.13 9.78 9.70 9.62 9.55 9.47 9.39 9.31 9.23 9.15 9.07 8.98 8.90 8.82 8.73 8.65 8.56 8.48 8.39 8.31 8.22 8.13 8.04 7.95 7.86 7.77 7.68 7.59 7.50 7.41 7.31 7.22 7.12 7.03 6.93 6.84 6.74 6.64 6.55 6.45 6.35 6.25 6.15 6.05 5.95 5.84 5.74 5.64 5.53 5.43 5.33 5.22 5.11 5.01 0.52 12.14 0.53 12.14 0.53 12.15 0.54 12.16 0.55 12.16 0.56 12.17 0.57 12.18 0.58 12.18 0.59 12.19 0.60 12.20 0.61 12.21 0.62 12.22 0.63 12.23 0.64 12.23 0.65 12.24 0.66 12.25 0.67 12.26 0.68 12.27 0.69 12.28 0.71 12.29 0.72 12.30 0.73 12.31 0.74 12.32 0.76 12.33 0.77 12.34 0.79 12.36 0.80 12.37 0.81 12.38 0.83 12.39 0.85 12.41 0.86 12.42 0.88 12.43 0.90 12.45 0.91 12.46 0.93 12.48 0.95 12.49 0.97 12.51 0.99 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 Comment Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < ?hiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVrJ2 Vu < Phi\lc/2 Vu < !JhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu <PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Vu < PhiVc/2 Phi•vs (k) Phi•vn Spacing (in) (k) Req'd Suggest NotReqd 12.1 0.0 0.0 Not Reqd 12.1 Not Reqd 12.1 Not Reqd 12.1 Not Reqd 12.2 Not Reqd 12.2 Not Reqd 12.2 Not Reqd 12.2 Not Reqd 12.2 Not Reqd 12.2 Not Reqd 12.2 Not Reqd 12.2 Not Reqd 12.2 Not Reqd 12.2 Net Reqd 12.2 Not Reqd . 12.2 Not Reqd 12.3 Not Reqd 12.3 Not Reqd 12.3 Not Reqd 12.3 Not Reqd 12.3 Not Reqd 12.3 Not Reqd 12.3 Not Reqd 12.3 Not Reqd 12.3 Not Reqd 12.3 Not Reqd 12.4 Not Reqd 12.4 Not Reqd 12.4 Not Reqd 12.4 Not Reqd 12.4 Not Reqd 12.4 Not Reqd 12.4 Not Reqd 12.4 Not Reqd 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • •• Description: I RM VOLPE & ASSOCIATES, INC 20321 LAKE FOREST DRIVE 06 1 LAKE FOREST, CA 92630 I J 949 305-4700 shoring wall Project Title: Moshayedi Residence Engineer: Project Oeser: Project ID: ?;;.~~ta.i·J~tl'·$.h~~rJi:Qf6rt!Ya~i.Q~!7;/;<~\~~;;;,t;?~;~;~;f·~Dtf~il'i',~""~::"'-';~------------------------,--,------,------,------,-----::-:-- span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination +1.40D +1.40D +1.40D +1.40D ~ +1.40D +1.40D ··;,·" +1.40D • +1.40D +1.40D +1.40D +1.40D +1.40D +1.400 +1.40D +1.40D +1.40D +1.40D +1.400 +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D +1.4!\D +1.40D +1~D +1.40D +1.40D +1.40D +1.40D +1.40D +1.40D Number (It) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest 7.73 15.00 -5.69 5.69 4.90 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 7.74 15.00 -5.72 5.72 4.79 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 7.76 15.00 -5.75 7.78 15.00 -5.79 7.80 15.00 -5.82 7.82 15.00 -5.85 7.84 15.00 -5.88 7.86 15.00 -5.91 7.88 15.00 -5.94 7.90 15.00 -5.97 7.91 15.00 -6.00 7.93 15.00 -6.03 7.95 15.00 -6.06 7.97 15.00 -6.10 7.99 15.00 -6.13 8.01 15.00 -6.16 8.03 15.00 -6.19 8.05 15.00 -6.22 8.07· 15.00 -6.25 8.08 15.00 -6.28 8.10 15.00 -6.31 8.12 15.00 -6.34 8.14 15.00 -6.37 8.16 15.00 -6.40 8.18 15.00 -6.44 8.20 15.00 -6.47 8.22 15.00 -6.50 8.24 15.00 -6.53 8.25 15.00 -6.56 8.27 15.00 -6.59 8.29 15.00 -6.62 8.31 15.00 -6.65 8.33 15.00 -6.68 8.35 15.00 -6.71 8.37 15.00 -6.74 8.39 15.00 -6.78 8.41 15.00 -6.81 8.42 15.00 -6.84 8.44 15.00 -6.87 8.46 15.00 -6.90 8.48 15.00 -6.93 8.50 15.00 -6.96 5.75 5.79 5.82 5.85 5.88 5.91 5.94 5.97 6.00 6.03 6.06 6.10 6.13 6.16 6.19 6.22 6.25 6.28 6.31 6.34 6.37 6.40 6.44 6.47 6.50 6.53 6.56 6.59 6.62 6.65 6.68 6.71 6.74 6.78 6.81 6.84 6.87 6.90 6.93 6.96 4.68 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 4.57 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 4.47 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 4.36 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 4.24 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 4.13 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 4.02 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 3.91 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 3.80 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 3.68 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 3.57 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 3.45 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 3.34·· 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 3.22 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 3.10 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 2.99 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 2.87 1.00 12.53 Vu < PhiVd2 Not Reqd 12.5 0.0 0.0 2.75 1.00 12.53 PhiVd2 < Vu <= Min 11.4.5 26.7 7.5 7.0 2.63 1.00 12.53 PhiVd2<Vu<= Min11.4.5 26.7 7.5 7.0 2.51 1.00 12.53 PhiVd2 < Vu <= Min 11.4.5 26.7 7.5 7.0 2.39 2.27 2.15 2.03 1.91 1.78 1.66 1.54 1.41 1.29 1.16 1.03 0.91 0.78 0.65 0.52 0.39 0.26 0.13 0.00 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 1.00 12.53 PhiVd2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 Ph1Vd2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVc/2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVc/2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVc/2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVd2 < Vu <= Min 11.4.5 PhiVd2 <Vu <= Min 11.4.5 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 26.7 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0