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HomeMy WebLinkAbout2081 LAS PALMAS DR; ; US090098; Permit3/11/24, 3:41 PM Job Address: Permit Type: Parcel No: Lot#: Reference No.: PC#: Project Title: US090098 Permit Data City of Carlsbad Hazardous Installations Permit No: US090098 2081 LAS PALMAS Status: ISSUED DR HI Applied 9/15/2009 2130611700 Approved: 9/15/2009 0 Issued: 9/15/2009 Inspector: SUN DIEGO HIGH PILED STORAGE Applicant: Owner: L L about:blank RORICK DAVID TRUST 04-18-07 1015 CHESTNUT AVE #A3 CARLSBAD CA ---r T Fees ($) Add'I Fees ($) Total($) 308 ---+ 0 --L 308 1 /1 09-15-2009 City of Carlsbad Fire Department Permit Permit No: US090098 Job Address: 2081 LAS PALMAS DR CBAD Permit Type: Parcel No: HI Subtype: HPCSTOR 2130611700 Lot#: 0 Fire Dept Ref#: US090098 Building Permit#: CB090642 Location: Project Title: SUN DIEGO Description: HIGH PILED STORAGE Contractor: J.C. RACK SYSTEMS Phone: 323-588-0137 5232 ALCOA AV VERNON, CA 90058 Fax: Status: Applied: Issued: Entered By: Total Fees: $308.00 Total Payments To Date: Permit Fee Failed Inspection Fee Other Additional Fees TOTAL PERMIT FEES ISSUED 09/15/2009 09/15/2009 BSW $308.00 $0.00 $0.00 $0.00 $308.00 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their impos~ion. FILE copy 6 rv u-e (-'>,--~ \.-. '::, --\-i c..b 'S;~t;~; ~y ~\(~ \.-..-\-• > \ s--1-_o ofL m \)'-..t'CQ t,.i)(Yl,'"'-,~~+ic:/.;::i 1~U.l~.~J L {!) l1 v Vhcx._ t o r ~l o~1~-vr,A \'v-\ YV\ i:,X Y 0 1 L):.R ) (I\ ~c (j) l+-1~ h? L ,-r ,R_ cl 1"'r ~ c0 l () ~ C\) 1-CJLr-.. -i--l 0~ \ ·~ C""-~~ ~~'vv-J BY ........ g: .... 9./:lA!~!A.~ .. .. DATE .... .?.,:.X.: .. l?.71 ......... . SUBJECT... ..................... .. )uN Qtf(';, ~~1~ ?..c:;8 I -✓------ RAdK DE~IGN & ENGINEERING do . 412 WEST BROADWAY, ~um: 1204 dLENDALE. ca. 01204 TEL:(arn)uo .... seto F.AX:(ete)24-0-3813 LA-5 !'A 1..MA.S O~. CAIi-LS r3 A!) , CA-. 'i -f>s"?·'l.l<. :-J7 + __ s. l0 38'1d '( 'l.,. M ~ r.t. ><('lo . ::-I 8 ""- C ' 5 'I(' .t, ){ (l.r, :Jr ' 'IS" f i '( K 1. 1'-,. '2.'{S°~ N9 I S30 >1:)'1cl E18E-017l-818 SHEET NO ......................... . JOB NO ... ff. .. 0. ..... ~J .~., .. ?- ' . , BY .-........ .Q.: ... 9.!:!AN!A.~ ... . DATE ...... 1:::-.~.:::.~~ ......... . SUBJECT. ......................... . RAdK DE~IdN & ENGINEERINd do. 412 WEST BROADWAY, ~UITE f204 dLENDALE, dA. 91204 TEL:(818)240-3810 FAX:(818)240-3813 STRUCTURAL CALCULATIONS OF STORAGE RACKS FOR: SUN D IEGO 2081 LAS PALMAS DRIVE CARLSBAD, CA. 92009 PER CBC 2007 EDITION STORAGE RACKS CAPACITY: 2000 # / LEVEL AT TYPES "A" & "B" 500 # / LEVEL AT TYPES "C" & "D" 50 # / LEVEL AT SHELVING 20 # / Ft. AT GARMENT RACK CALCS. 1 THRU 12 DRAWINGS: RD-14062 SHEET N0 ............ 1 ........... .. JOB NO .... ~g.:::.1.4.g.~.?. .. . BY .. '..i ... 9.: .. .9.!:1AN!AN ... . DATE ...... 1.::~.:9~ ......... . .SUBJECT .......................... . 96", 120· & 144" • r l •.------- ·--,t========i~ ' N Ol --rt=======:::M:~ 0 CX) TYPE •A" 96" LONG BEAM M= 96"x1.2K= 14 "K 8 _ 14"K_ SR-33 -.43<.71 fl= 5xWxL;s =.29"<~=.53" 384xlx xE 180 144" LONG BEAM M= 144"x1.2K=22 -K 8 _ 22"K_ SR-33 -.65<1.23 fl = 5xWxL3 = 41 "< 144 = .8o" 384-xlx xE • 180 CBC 2007 RAdK DESIGN & ENGINEERING do. 412 WEST BROADWAY, ~UITE #204 GLENDALE, OA. 91204 TEL:(818)240-3810 FAX:(818)240-3813 SHEET NO ............ ?. .......... .. JOB NO .... ~g.:::.1.1.9.~.?. .. . ~ "..t v -~ N ,... SIDE VIEW 2000 #/ LEVEL+25¾ IMPACT LOAD 1200 #/ BEAM ![rix Q l 2 :s;4• l :,,[rix Q J 2 :s;4• l lx=1.39 Sx=.71 Fy =55 KSI. l x=3.22 Sx=1.23 Fy =55 KSI. . 96" 120" & 144" . NO LOAD ON THIS LJEL TYPE "8" Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1179 Longitude = -117.2754 SIDE VIEW Spectral Response Accelerotlons SMs and SM 1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D -Fa = 1.034 ,Fv = 1.56 Period So (sec) (g) 0.2 1.204 (SMs, Site Class D) 1.0 0.687 (SM 1, Site Closs D) Conterminous 48 States 2005 ASCE 7 Standard SEISMIC DESIGN V=~x W Rx 1 • 4 woRKIMc STRESS ASCE 7-05 (SEC. 15.5.3) PER RMI SPECS. Latitude = 33.1179 Longitude = -117 .2754 (USGS WEB SITE, "SITE CLASS D") 1=1 NO PUBLIC ACCESS R=6 MOM . CONN. R=4 BRACED W=D.L.+ ~ LL. LOAD PER COLUMN TYPE "A" l.l.= ~ X 2;2K =1.3 K COL. W=.? +1 .3 =1.5K """b.L. L.L. v = .8x1x1.5 _ 14K LOMGIT. 6x 1.4 -• V = .8x1 x1.5 _ 21 K TRAMS. 4-X 1 .4 -• LONGIT. SEISMIC 1-------+--.07 K t------+--.07 K 0 CX) 3 "K 5 "K Design Spectral Response Acceleratlons S0s and SD 1 S0s = 2/3 x SMs and S01 = 2/3 x SM1 Site Closs D -Fa = 1.034 ,Fv = 1.56 Period (sec) 0.2 1.0 So (g) 0.803 (SDs, Site Closs D) 0.458 (SD1, Site Class D) TYPE "B" L.L.=.2.. x 1 x2 K =.67 K 3 2 COL. W=.? + .67 = .87 K """b.L. L.L. v = .8x1 x.87 = .08 K LOMGIT. 6x1.4 BY ........ g: ... .9.HA~ !.~.~ ... . RAdK DE$IGN & ENGINEERING do. 412 WEST BROADWAY, ~UITE 1204 SHEET NO ......... :?. ........... . DATE ...... 1.:-:-.~.:::.0.:L ...... . SUBJECT ........................ .. GLENDALE, dA. 91204 JOB NO .... ~.P. ... 1.1P.~.~ .. . TEL:(818)240-3810 FAX:(818)240-3813 -------•-1---■1-----------------------.. ---- COLU ~N Ai';IALY1ilS 3x3x 14 GA. COi.. ~xi 5/8x14 GA~ GOVERNS 1 5/6' • I rB~ [b F'y= j5 KSI A=.I,2 Sx=,68 rx = .2 ry= .1 Fy=55°1 A=.43 Sx=,36 rx=1.1 ry=.63 P= ~ =2.0 K 10(1¾ LOAD 2 COL COMBINED STR.ES .. S_.RAJIO ~ +i = 7i-+·& = .36<1.0 0 ox BASE PLATE 5-(2.2x3") ANCH. TENSION = S" = 0 ANCHOR SHEAR ::: , 124 = .07 K .Kl _ 80x 1 . 7 _ 123 r X -----,.,-- .Kl -& -67 ry -.63 - "K Mox = Sx .Fb= 1 2 (2)-1/2"¢ HIL1'1 KWIK BOLT-T'.'. ESR-1917 ANCHORS PER BASE PL, .5 1 / 4" EMB. MOMENT AT BUM CotlNECTION 7/16"~ RIVET A = . 1 Fy = 79 KSI Yo :,1x79x.4::: 3K Ma :::3Kx4"x1.33:::16"< coNM, 4 "K 2 PIN CONN. N9IS3Q >l811cl ·,· ,.,. .. ' F n=Fe = 22 KSI Pn=Fn XA-:::::. 14 K P _ Pn 7 K a-rn= Fn=F..,=1 8KSI Pn=FnXA=BK P _ Pn -4 K 0 -1.92 - 8"x5"x3/8'' BASE PLATE .. ·~ • ,. d, : ·• • :◄ • _. 0 0 __) ET8E-0t>l-BT8 90 :t:>0 500l/51/S0 ·BY .• ....... 9.-... .9.!:!A~!A.~ ... . RAdK DESidN & ENdINEERINd do. 412 WEST BROADWAY, ~UITE #204 SHEET N0 ........... 1 ............ . DATE ...... 1.::-.~.:::.~~ ......... . QLENDALE, dA. 91204 JOB NO .... ~.P..:::.1.4.q.~.? .. . SUBJECT. ......................... . TEL:(818)240-3810 FAX:(818)240-3813 OVERTURNING Mor= .21 Kx2x 156"x.5x 1.15 = 37 "K MR = 1.5 Kx42" = 63 "K NO UPLIFT LOAD TO DIAGONAL P :,21Kx2x~:.51 K 42 Fy=55KSI A=.31 rx=.48 Q=.74 L= 51" CHECK WELDS Fa= 12.6 KSI 1/8" WELD 1.5" LONG EACH SIDE (3" TOTAL) 3x.125x.707x70x.3 = 5. 7 K CHECK SLAB 2200 -4 4 □' 500 -• 4.4x 144= 633 M= ( 6•5 )\500x J_ x12= 880 "II 12 2 S= 12i52 = 50 ~~o = 17 < 1.6 v'25oo =80 □" TOP LEVEL LOADING ( 100% LOAD) L.L.= 1 x2 K=2 K W=.? + 2 = 2.2 K "b.L. LL. v = .8x1 x2.2 = .31 K TRANS. 4X 1.4 BOTH SIDES TYP. l/8 Mor :.31Kx156"= 48 "K MR :2.2 Kx21 "= 46 "K NO UPLIFT □ □ .....--......... ~ I ,__ ___ J □ TYP 1/8 1.5" 2200# ! ' □ > / □ 5" CONCRETE SLAB 2500 PSI. CONC. 500 PSF. SOIL 6" 6.5" 12.5" 25" . . . B'f .•..... .Q.: .. .9.Htr:-1!.~~ .. .. DATE ...... 1.::~:::.~~ ........ . SUBJECT. ......................... . RAdK DE~IGN & ENGINEERING do. 412 WEST BROADWAY, ~UITE f204 GLENDALE, dA. 91204 TEL:(818)240-3810 FAX:(818)240-3813 SHEET NO ........... ? ............ . JOB NO .... ~g::JA9.~.? .. . 120" & 96" 'vr-1&========1~➔ N '...tr-1t:=====~1t:::➔ ' N ~ ;i.r-1&=========1~➔ ~ N ;i.--lt========M=~ N ~-11=======-=~ N ':.i---1t=======M=~ ,N "'~ . . ....... , . . . .. -..... TYPE "C" LOAD PER COLUMN LL=~ x 7;·5 K =1.2 K COL W=.2 + 1.2 = 1.4 K D.L. LL. v = 1x1x1.4 = .1?K LONGIT. 6X 1 .4 V = 1x1x1.4 = _25 K TRANS. 4X 1 .4 COLUMN ANALYSIS Fy=S0 KSI A=.58 Sx=.56 rx=1.2 ry=.91 P= 7x.sK =1.8 K 100% LOAD 2 COL W=.? + 1.8 = 2.0 K 7>.L L.L. COMBINED STRESS RATIO p + M -2.0 + 2 -27<1 0 Pa Mo; 14 16 -• • 36" n SIDE VIEW M = .17Kx24" 2"K COL 2 .Kl _ 24x 1 . 7 _ 34 rx -1.2 - .Kl -44 -40 ry --:-§1 - 2 Fe= ~= 178 ( .Kl )2 ry F -F (1-Fy )-46KSI n-y 4Fe - Pn= Fn xA: 27 K P _ Pn _ 14 K 0 -1.92 - B'\' , ........ g.: ... 9.HA~,.~~ .. .. DATE ...... 1.::-.~.:::.~~········. RAdK DESIGN & ENdINEERINd do. 412 lt'EST BROADWAY, ~UITE f204 SHEET NO ••••••••••• ~ ••••••••••••• GLENDALE, dA. 91204 JOB NO .... Rg.:::.~.4.~.§.? ... SUBJECT .......................... . TEL:(818)240-3810 FAX:(818)240-3813 BASE PLATE ANCH. TENSION = 0 ANCHOR SHEAR = • 1; = .09 K 2.0 K 8"x5"x3/8" BASE PLATE (2)-1/2"¢ HILTI KWIK BOLT-TZ ESR-1917 ANCHORS PER BASE PL, 3 1/4" EMS. MOMENT AT BEAM CONNECTION 7 /16"¢ RIVET A = .1 Fy = 79 KSI Va = .1 x79x.4 = 3 K Ma :3Kx4"x1.33:16"K CONN. OVERTURNING 3 PIN CONN. Mor= .25Kx2x174"x.5x1.15 :50"K MR = 2.0 Kx36" = 72 "K NO UPLIFT LOAD TO DIAGONAL P = .25Kx2x .A§..= .63 K 36 Fy =50 KSI A=.29 rx=,48 Q=.74 L= 46" CHECK WELDS Fa= 13.8 KSI Pa= 4K 1/8" WELD 1.25" LONG EACH SIDE (2.5" TOTAL) 2.5x.125x.707x70x.3 = 4.6 K TOP LEVEL LOADING ( 100% LOAD) W=.? +.5 = .7 K Ll.L. LL. V = .8x1 x.7 _ 1 K TRANS. 4X 1 .4 -• BOTH SIDES TYP. 1 /B ~ t=.07" UPLIFT: 17-13 :.11 K 36" TY':>,;. V1.2sro f Bf A,., ... 9.: ... 9.HA~!.~.~---. DATE ...... 1.-:-::~:::.~~ ........ . SUBJECT. ......................... . 96" & 48" f TYPE "D" BEAM .,_ 96"x.3K -3 5"K M-B -. "K S -~-12< 35 R-30 -• ' RAdK DE~IGN & ENGINEERING do. 412 WEST BROADWAY, ~UITE f204 SHEET N0 ......... ..7. ............ . GLENDALE, dA. 91204 JOB NO .... ~.P..:::.1.4.9.~.? .. . TEL:(818)240-3810 FAX:{818)240-3813 SIDE VIEW 500 #/ LEVEL+25% IMPACT LOAD 300 #/ BEAM lx=.56 Sx=.35 ll= SxWxL5 = 1 B"< 96 = .53" 384xlx xE • 180 ~[IJ==ix LL:d Fy =50 KSI. LOAD PER COLUMN l.l.= ~ X 4;,5 K =.67 K COL. W=.13 +.67 = .8 K D.L. LL. y = .8x1x.8 .o7K LONGIT. 6x1.4 y = .8x1x.8 _11 K TRANS. 4x1.4 COLUMN ANALYSIS Fy=50 KSI A=.28 Sx=, 18 rx =.82 ry=.57 P= 4x.sK=1 K 2 COL. 100% LOAD W=.1 + 1.0 = 1.1 K D.L. LL. COMBINED STRESS RATIO !:.. + .M_ = 16· 1 + SA. = .33< 1 .0 Pa Mo x ;J,'+ 1 , 3/4" l LONGIT. SEISMIC :..i-N (0 Kl_ 24x1 .7 -so rx -.82 - Kl _.J§. _63 ry -.57 - "K Mox :Sx .Fb:5.4 .028 K ,3'K .021 K .3 "K .6'K .014 K .6 ·x .7"K .007 K .7 ·x .8 "K .8 ·x ,4 "K 0 Fe= :z2x.E_ = 71 (Kl) 2 ry F -F ( 1 -_£i__ )-41 KSI n-y 4Fe - Pn =Fn xA: 12K P _ Pn _6 K a -1.92 - BY ......... _g ...... 9.tY~~!.~.t:-! ... . DATE ...... 1.:::~.::.~~ ........ . RAdK DE~IGN & ENdINEERINd do. 412 WEST BROADWAY, ~UITE f204 SHEET NO •.......... ~ ............ . GLENDALE, dA. 91204 JOB NO .... ~g.::.1.4.9.~.~ .. . SUBJECT. ......................... . TEL:(818)240-3810 FAX:(818)240-3813 BASE PLATE ANCH. TENSION = 0 ANCHOR SHEAR = .o; = .04 K (2)-3/8"¢ HILTI KWIK BOLT-TZ ESR-1917 ANCHORS PER BASE PL, 2" EMS. MOMENT AT BEAM CONNECTION 1/4"¢ RIVET A= .05 Fy = 79 KSI Va = .05x79x.4 = 1.6 K Ma = 1.6 Kx3"x 1.33 = 6 "K 2 PIN CONN. COHN. 1 .1 K 4" .75 "K .75 "K 0 0 __) OVERTURNING TOP LEVEL LOADING ( 1 00% LOAD) M01 = .11 Kx2x1 OO"x.5x1 .15 = 16 "K NO UPLIFT LOAD TO DIAGONAL P = . 11 Kx2x ~ = .33 K 24 Fy=50 KSI A=.22 rx=.41 L= 36" 1/4"¢ BOLT Va=1 .2 Kx2=2.4K P0 =3.1 K l.l.=1x.5K:.5 K V = .8x1x.63_ 09K TRANS. 4 X 1 .4 -• 1 . 1" ~FO• t=.06" UPLIFT= 9-7.-,5 = .06 K 24 · . BY .~ .. : ... 9: .... 9.tlA~!A.t:L. DATE ...... 1.::-:~.:::.~~ ........ . . ,SUBJECT. ......................... . , 48" 1 DRB I SHELVING "DRB" BEAM "SRB" BEAM lx=-215 Sx=-13 F y =36KSI. lx=.03 Sx=.02 Fy=36KSI. LOAD PER COLUMN L.L.=..2._x 6x.1 K=.zK 3 2 COL W=.1 + .2 = .3 K D.L LL V= .8x1x.3 _ 04K 4x1.4 -• RAdK DE~IGN & ENdINEERINd do. 412 'WEST BROADWAY, ~UITE #204 SHEET NO ........... ~ ........... .. GLENDALE, dA. 91204 JOB NO .... ~P.:::.1.4.9.§.?. .. . TEL:(818)24-0-3810 FAX:(818)24-0-3813 ~OPTIE~ = SIDE VIEW 100 # / LEVEL 50 # / BEAM M= 96";.o5 K = _6 "K "K SR= -~~ = .03<.13 50 # / LEVEL 25 # / BEAM M= 48'\025K = .1 5"K "K SR= ·n = .006<.02 N Ol <O ..,. ..,. .02 K .02 K .9 "K .9 "K .04K .9 "K .9 "K .2 "K 0 . BY ~ ....... 9.: .. .9.!:lM~!A.~ ... . RAdK DESIGN & ENdINEERINd do . 412 UST BROADWAY, ~ #204 SHEET N0 ............ 1.9 ........ .. DATE ...... 1::::~:::.~~ ........ . SUBJECT. ......................... . dLENDALE. OA. 91204 JOB NO .... ~P.:::.1.4.Q.~.~ .. . TEL:(818)240-3810 FAX:(818)240-3813 COLUMN ANALYSIS 1& -rvt=.075" ~ l 1 4" I l ~ ~ P= 6x. 1K =.3 K 2 COL W=.1 +.3 = .4 K O.L LL 100% LOAD COMBINED STRESS RATIO ...!:..+ JL = •40 + _JL_ = .43<1.0 Pa Max 4.6 2.6 ...!:..+ JL = •30 + _JL_ = 45<1 0 Pa Max 2.9 2.6 • • BASE PLATE T = 0 ANCHOR SHEAR = .04K = .02 K 2 A=.40 Smrn=.12 rmrn=.64 Q=.7 Kl_ 46 _ 72 r-:s,r- F a= 11.7KSI P0 =F0 xA:4.6K 5 1/4" 2" 2" t=14GA. (2)-3/8"¢ HILT! KWIK BOLT-TZ ESR-1917 ANCHORS PER BASE PL, 2" EMB. MOMENT AT BEAM CONNECTION " .9+.9 9 "K MCONN.= 2 = • V -.252x3 .1 4 80 4-1 5K ORIVET -4 X X. -• Mo = 1.5K x 1.S"x 1 .33=3.0 "K CONN OVERTURNING Mor= .o4 Kx2x120"x.5x1.15 = s.s"K MR :.3Kx24"=7.2"K NO UPLIFT .25"¢ RIVET Fy =80 KSI Fa= 7.2 KSI P0 :F0 xA = 2.9 K ' B\' t' ........ g.: ... 9.!:!~~!At! ... . RAdK DE~IdN & ENdINEERINd do. 4-12 WEST BROADWAY, ~UITE #204 SHEET N0 ............ ~ .. 1 ......... .. DATE ...... 1::::~.:::.~~ ........ . SUBJECT. ......................... . r 84" f GARMENT RACK 20 # /FT. GARMENT RAIL LOAD 1 "9J SCH. 40 PIPE RAIL 5' BETWEEN COLUMNS 5'x20# = 100 # LOAD 60" 1 K • M= x. = .6 K 8 LOAD PER COLUMN P=7 x.1 K=.7 K RAILS W=.1 +.7 =.BK D.L LL y = .8x1x.8_ 11 K 4x1.4 -• GLENDALE, dA. 91204 JOB NO .... ~.P..::)~g-~-~ .. . TEL:(818)240-3810 FAX:(818)240-3813 lx=.09 S x=.13 Fy=42 KSI. 60" 60" SIDE VIEW l' AR 60" 24" POST 3/8"111 U-BOLT TOP YJEW (A307) 1 "111 PIPE SCH. 40 RAIL POST FRONT VIEW r 1 "111 PIPE SCH. 40 RAIL , · BY~ .. \ .... g.: ... 9.!:l~~!.~~ ... . RAdK DESidN & ENdINEERINd do. 412 lfEST BROADWAY, ~UITE f204 SHEET N0 ............ 1l ........ . DATE ...... 1::::~.:::9~ ........ . dLENDALE, dA. 91204 JOB NO .... ~g_:::.~.1.9.~.? .. . . SUBJECT. ......................... . TEL:(818)240-3810 FAX:(818)240-3813 COLUMN ANALYSIS 1 1/4" /IS SCH. 40 PIPE A=.67 S =.23 r =.54 Fy=42 KSI COMBINED STRESS RATIO F a=6.5 KSI L+ _M_ = _&_ + 3 •4 = .86< 1 .o P0 Max 4.4 5 BASE PLATE 6"x6"x3/8" ANCHOR SHEAR = • 1d K = .06 K (2)-3/8"¢ HILT! KWIK BOLT -TZ ESR-1917 AN CHORS PER BASE PL, 2" EMS. CHECK SLAB 800 a' 500 = 1 •6 1. 6x 144=230 a" ✓230=15" ,4 .. ~ TOP TIE CONN. M -3.4 -1 7"K conn.-2 -• {TOP TIE) 3/B"tl BOLT {A307) "TEE" CONN. 16 GA. POST K u ••K M0 x=1.1 x2x2 x1.33=5.8>1.7 800 # I 5" CONCRETE SLAB 2000 PSI. CONC. 500 PSF. SOIL M= ( /2 /x500x ½ x 12=333"# : • . . • ~. ' : '~4 . :., S= 12x52 = 50 6 ~~3 = 7 <1.6 "\l2000 =72 15" 3.5" 4" 7.5"