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04-4780 (CSCS) Structural CalcsrMOM K.S.P. Consulting. Engineers 1 , 1 S 1 PROJECT LOCATION ' CLIENT 1 ' Prepared: Mr. Hootan Hamed, Project No. 24532 July 20, 2004 1 TRUCTURAL CALCULATIONS FOR PLAN CHECK CORRECTIONS ani Circuit City La Quinta, CA Perkowitz + Ruth Architects 111 W. Ocean Blvd., 21 St' Floor Long Beach, Ca 90802 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONST RUCTD01 I 26'U( Gd 5 DATE 1-b BAL 9 Holland Suite 201 IrvineCalifornia 92618 (949) 380-3 • (949) 380=3771 Fax 7� _ gzs wy l�I OFF I COPY ■■ MEMO KIM 1 � k M Project Circuit City - La Quinta Prepared By: L.L. Date July 20, 2004 r---�-�, ■ Subject Checked By: 1 EM 0 a �� > Job No. 24532 Sheet No. 1 Rev. No. �0■ K.S.P. E ' Consulting Engineers PLAN CHECK CORRECTIONS ' 41. Please see added note on SO. 1. 42. Please see added note on SO'1. ' 43. Please see added note on SO. 1. ' 44. Please see additional calculations on pages 3 through 5. 45. Please see added inspection program on SO. 1. 46. Please see additional calculations on pages 6 and 7. ' 47. Please see additional calculations on pages 8 and 9. 48. Please see additional calculations on page 10. 49. Please see additional note on SO. 1. ' . 50. Please see added note on SO. 1. 51. N/A,, since there are no straps or bent anchors. ' 52. Please see revised SO.1 and page 4.1. ' 53. Please see revised S1A. ' 54. Please see revised S1.1. - 55. Please see additional calculations on pages 11 through 13. ' 56. Please see architectural response. ' 57. Please see revised calculations on page 2.1. 58. Please see revised note #12 of roof framing notes on SO.1 & revised page 2.1. ' 59. Please see additional calculations on pages 14 through 16. 9 Holland • Suite 201 • Imine, Califomia 92618 • (949) 380-3970 • Fax (949_) 380-3771 ■EI'`lV■ Project Circuit City — La Quinta Prepared By: L.L. Date July 20, 2004 Mal ubject Checked By: Job No. 24532 Sheet No. 2 Rev. No. K.S.P. 1 Consulting Engineers 60. Please see additional calculations on pages 17 through 21. 1 61. Please see additional calculations on pages 22 through 25. 1 62. Please see revised details. 63. Please see additional calculations on pages 26 through 30. 1 1 1 1 1 - 1 _ 1 1 1 1 1 9 Holland • Suite_ 201 • Irvine, California 92618 • (949) 380-3970 • Fax (949) 380-3771 -,.yw:.KxM ry.;,�m .yti, n. o+�a ,... .. r f. �.:'o•s+.. y. �. w�, a,u.a+x: n� r .,,.i` �r ... .wa. � .«._..-..... ...... .r.. .... .». .a.._....r. _..�..._ .r r. ...+._ ,_. ,.� ..., Base Shear in North - South Direction Vn-s = 246920 lbs Base Shear in East - West Direction Ve-w = 216942 lbs Line No. Project CIRCUIT CITY LA QUINTA Prepared By: MI Date 07/16/04 �■ �� I\ ,[ �' T Subject CALCULATION OF REDUNDANCY FACTOR p Checked By: V, lbs r, = (V, I Vn-,)(101 L„r) Sheet No. Rev. No. Wall No. Lw ft 10 / Lw <= 1 V, lbs K.S.P. H ' Consuhing Engineers Building Area AB = 33889 sf 12390 Base Shear in North - South Direction Vn-s = 246920 lbs Base Shear in East - West Direction Ve-w = 216942 lbs Line No. Wall No. Lw ft 10 / Lw <= 1 V, lbs r, = (V, I Vn-,)(101 L„r) Line No. Wall No. Lw ft 10 / Lw <= 1 V, lbs ri = (V, / V-)(10 / L„,) H 1-:tm 15.67 0.64 12390 0.032 1,w 1 24.00 0.42 21937 H 2 16.00 0.63 13030 0.033 1.0d 2 24.00 0.42 21937 "0 042 ,*, H 3 31.67 0.32 56910 ..0:073. 1.9e 3 24.00 0.42 21937 "0.:042 H 4 25.00 0.40 35940 0.058 1.9e 4 24.00 0.42 21937 .0.042 H 5 28.00 0.36 45110 0.065 1 JW 5 24.00 0.42 21937 L:0.042 H 6 19.00 0.53 19680 0.042 1 Re 6 24.00 0.42 21937 x.,0.042" ` A 7 .22.00 0.45 27400 0.050 1.06 7 24.00 0.42 21937 '0.042 A 8 21.00 0.48 24720 0.048 ix 8 15.67 0.64 8220 0.024 A 1 9 23.00 0.43 30170 0.053 1A 9 24.00 0.42 21937 0.042 e } B 10 22.67 0.44 29250 0.052 10 10 4.00 2.50 180 0.002 B 11, 18.00 0.56 17350 0.039 6.90 11 24.00 0.42 21937 B 12 18.00 0.56 17350 0.039 6.e 12 24.00 0.42 21937 B 13 12.33 0.81 6690 0.022 6X 13 24.00 0.42 21937 `-0.042 -s B 14 14.33 0.70 9880 0.028 6 14 24.00 0.42 21937 i � ,0 042, 6.9e 15 23.25 0.43 20480 0.041 6. 16 24.00 0.42 21937 :0.042'1 6.Oe 17 22.33 0.45 18790 0.039 626 18 19.00 0.53 13060 0.032 0.00 r.. = pN-s = 2 - 20 / (rn,.s4rtAg) = 0.51 Use PN -s = 1.00, 0.073 < 1.0 rn,_ = PE -W = 2 - 20 / (rn,.sgrtAB) _ -0.58 Use PE -W = 1 0.042 < 1.0 .. v. ... -n : ' '' .. III ���•_�, ...... pd;� OEM- Protect .. HOME DEPOT. UPLAND'.... Prepared By: Date 7/16/2004 . .. �_. -`-1■ LOf* 'Subject ', SHEAR WALLS RIGIDITY 6�i� Checked By: ' ®P'■ Job No. 24 Sheet No. Rev. ' E -W DIRECTION TOTAL SHEAR = 246.92 kips E. = 1000 ksi PIER THICK. (in-)FIXED/CAN H L A RIGIDITY FASD(kips) FuLT(kips) - 7-jp 7 CANT. 23 24 0.2256 4.432658582 109.56 153.38 8 1 CANT. -1 23 15.67 4.21042 0.237506171 5.87 8.22 9 1 CANT.' ' 1-1 23 24 1.57919 0.63323694 15.65 21.91 10 1 CANT. 23 4 192.027 0.005207612 0.13 0.18 11-1400 4 CANT. 23 24 0.3948 2.532947761 62.61 87.65 15 1 CANT. 23 23.25 1.68896 0.592081892 14.63 20.48 16 1 CANT. 23 24 1.57919 0.63323694 15.65 21.91 17 1 CANT. 23 22.33 1.84226 0.542810133 13.42 18.79 18 1 CANT. 23 19 2.64873 0.377539554 9.33 13.06 0 CANT. 0 . 0 0 CANT. I � 0 0 0 cANr. 0 0 0 CANT. 0 0 0 CANT. 0 0 0 CANT. - . 0 0 0 wT. 0 0 0' CANT. 0 0 E = 206.2 9.99 247 -,i:.u,:e.-:r�A-., .a,._..-...,...w,�#r:;v}„ ,:,..,-q.v .,.+»i : �. +�-.,�e. .........�, ,::A:�.,� .! * w eu(✓-..: s:+ aa,-.✓,.. ...: ,_. ».+r :M..,.Lm.a.: ".,.:.;c,..:. FRE, '- Project .HOME'DEPOT - UPLAND Prepared By: 'Date 7/16/2004 .�-_.. ■=----�■ Subject SHEAR WALLS RI IDITYChecked By: Job No. Sheet No. Rev. K.S.P. C-utina Ene,� No. ' N -S DIRECTION TOTAL SHEAR = 246.92 kips E. = 1000 ksi PIER THICK. (in.)FIXED/CA N H L A RIGIDITY FASD(kips) FULT(kips) 1 1 CAW. 41 23 15.67 4.21042 0.237506171 8.85 12.39 2 1 CANT. 23 16' 3.99871 0.250080937 9.31 13.03 3 1 CANT. 23 31.67 0.91629 1.091362527 40.65 56.91 4 1 CANT. 23 25 1.45059 0.68937288 25.67 35.94 5 T. 23 28 1.15591 0.865120942. 32.22 45.11 6 T. 23 19 2.64873 0.377539554 14.06 19.68 7 T. 1- 23 22 1.90301 0.52548351 19.57 27.4 8 T. 23' 21 2.10891 0.474178222 17.66 24.72 9 - ]"CAffr.. T. � � 23 23 1.72844 0.578556386 21.55 30.17 10 T. 23 22.67 1.78299 0.560856916 20.89 29.25 11 T. 23 18 3.00707 0.332549362 1.2.39 17.35 12 CANT. 23 18 3.00707 0.332549362 12.39 17.35 13 23 12.33 7.79257 0.128327437 4.78 6.69 14 1 CANT. 23 14.33 5.27271. 0.189655896 7.06 9.88 0 CANT. 0 0 0 CANT. 0 0 0 CANT. 0 0 247 a.,, ... ... v,.. k+.r4K.......�r y)r!'. �:M1er'. .....�).4n._.� u ti.. �.'. r..l'......, •...c... .• e_. .......a w...�w_ .. E = 40.98 6.63 ...:.�.f-.i.,.-i...aw ., ~,.,�:...a.:.,J.: .-rs. _ ., amu.-:.-.1:,3� yV ar,:.q�,.•:✓).ww).._�,. a. :•�:..:�+....., tsc.. .a. ,. ,.t.�TS •.. .ws„ 247 a.,, ... ... v,.. k+.r4K.......�r y)r!'. �:M1er'. .....�).4n._.� u ti.. �.'. r..l'......, •...c... .• e_. .......a w...�w_ .. .Project Gp G�t A Prepared By :Leonid Lempert Date SubjectrV-l— Fi By: Job No.� Sheet No. Rev. No. &72! Qm 4LCI C414e, i� �`�a Al Protect C.C. LA QUINTA Prepared By: LL Date 7/16/2004 Sub r1 . t NEW MECHANICAL UNIT ANCHORAGE Checked By: ' ■LIP ___ , >, ect K. •a��l � S. P- ' Job No. • Sheet No. Rev. No. .Consulting Engineers 24532 ' EQUIPMENT ANCHORAGE L$M CCalifornia Building Code, Sec. 1632A) Unit Dimensions Center of Grayitx b = 102.0 in x = 51.0 in ' d = 88.0 in y = 44.0 in h = 65.0 in z = 46.0 in hcu,b = 14.0 in Weight of Equipment ' Wunit _ 3588.0 lbs Waub - 100.0 lbs Wtot =!Nunn + Wcurb = 3688.0 lbs Total Weight of Equipment ' ap = 1 Component Amplification Factor (Table 16A-0, Item 3,B) K 1 Vibration Factor (Table 16A-0, Footnote 14) Ca = 0.46 Seismic Coefficient ( Table 16A -Q) ' IP = 1 Importance factor (Table 16A -K3, Footnote 3) RP = 3 Response Modification Factor (Table 16A-0, Item 3,B) hX 23.00 ft Component attachment elevation with respect to grade ' hr = 23.00 ft Roof elevation with respect to grade 32A-2 Fp=aP*Ca*IP/Rp*(1+3*hx/hr)*Wunit= 0.613 WP ' No vibration isolators Fp = 0.613 Wp 32A - 3 Fp min=0.7 * C,, * Ip * Wp = 0.322 W < F P P ' 32A-3 Fp maz 4.0 * C,, * IP * WP = 1.840 Wp > Fp Strength Design: Fp = 0.613 WP Allowable Sress Design: Fp = 0.613 / 1.4 = 0.438 WP ' Anchorage Calculations Unit to Curb Connection Fp1 = Funit = 0.438 * Wunit = 1572 lbs ' Overturning Moment M of = FP * z / 12 = 6026 Ibs.ft Resisting Moment M res =0.9* Wunit min(x, y) / 12 = 12170 Ibs.ft Tension Force :: No Uplift Shear Force / V = Fp = 1572 lbs ' Use: �/ f�i�/¢ Q/t) 19�1%�' • COW, r X ¢ k o2 J� O z 33 2 e // �tri'I ,/V 3,0 Curb to Roof Connection Fp2 = Fcurb = 0.438 * Wcurb = 44 lbs Overturning Moment Mot = (Funit(Z + hcurb) + Fcurb * H.rb/2) / 12 = 7885 Ibs.ft ' Resisting Moment M res =0.9* Wtot * min(x, y) / 12 = 12170 Ibs.ft Tension Force :: No Uplift Shear Force V = Fp = 1616 lbs I ' Use: . q 4 � /432# CZ 34 &-&-o �0�7���0 = 13,E K.S.P. Consulting Engineers L 1 Project CC. 4k, Prepared By :Le oni empert Date SubjectP 1 Chkede By -A I Job No. �1 i Rev. No. yOIrim-lam Cio sf 4),44,<2/ _ 1531st low: i 47 /� C--N-TIG&-V6;9 „ " .o,e o© 6670 3 . 0,3131 373f x 3, 5 x A I x Opr;gtio,S+�� �� �,�� ' l 71,f0 4fS'5 .>-14 ^n",.. :,.�. a..,. Rr�r: k,;wr.,...W n ,w.*.�."r x, �;.,..y„ �-t .,: W'}n.,..m, r,,..r 5fii,,:...�.n ,�.. :,:...; s. ui....„„�1. M �.�r;,t'.-...ter+-�.,r:::,,.�wrr..:K,. ....,,..,:..;:. 4xsn...::n.•,,,,,. ...., ..._..�.. .�..,..�_.....�.�.....-. _.,,.,., ..�... r �„ To specify your title block on Title : , Job # these five lines, use the SETTINGS Ecc. for X -X Axis Moments Dsgnr: Date: 1:55PM, 20 JUL 04 main menu selection, choose the 0.000 in Description k 12.03 ksi ' Printing & Title Block tab, and ent Point lateral Loads... Scope: LL ST 9 your title block information. 0.39 ksi 2.720 k 22.500 ft Along X -X (y moments) Rev: 580000 User: KW -0604683, Ver 5.8.0, 1 -Dec -2003 Steel Column 36.71 ksi Page 1 (c)1983-2003 ENERCALC Engineering Software. ST Start End Along Y -Y calculation.ecw:Calculations ' Description COLUMN1 2.000 --> 12.000 ft Along X -X k/ft --> ft Summary 0.00 ksi 0.00 ksi General Information 0.00 ksi Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS14X14X3/8 Fy 46.00 ksi X -X Sidesway : Sway Allowed Unbraced Lengths: X -X = 24.50ft, Duration Factor 1.330 Y -Y Sidesway : Restrained ' Column Height 24.500 ft Elastic Modulus 29,000.00 ksi AISC Formula H1 - 1 0.60 End Fixity Fix -Free X -X Unbraced 14.330 ft Kxx 2.100 Live & Short Term Loads Not Combined Y -Y Unbraced 24.500 ft Kyy 1.000 Axial Load... _ , Dead Load 7.22 k Ecc. for X -X Axis Moments 0.000 in Live Load DL + LL DL + Short Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k 12.03 ksi 16.08 ksi Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 0.39 ksi 2.720 k 22.500 ft Along X -X (y moments) 27.60 ksi 36.71 ksi Distributed lateral Loads... DL LL ST Start End Along Y -Y 10.63 ksi 0.170 k/ft 2.000 --> 12.000 ft Along X -X k/ft --> ft Summary 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values Column DeK Section : HSS14X14X3/8, Height = 24.50ft, Axial Loads: DL = 7.22, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 24.50ft, Y -Y = 14.33ft Cm:x DL+LL 0.85 Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.60 Cb:y DL+LL 1.00 AISC Formula H1 - 2 16,077 psi Cm:x DL+LL+ST 0.85 AISC Formula H1 - 3 0.0321 0.0321 0.3137 XX Axis: Fa calc'd per Eq. E2-1, K*L/r < Cc XX Axis : Appdx B, Tube, In -Plane Slenderness Recalculated YY Axis : Fa calc'd per Eq. E2.1, K*Ur < Cc - Stresses _ Allowable & Actual Stresses 4 1 -7) Dead Live DL + LL DL + Short F6: Allowable >wy�,.w:�o � +wT-. k., .:., .. mw'-,w...:rw 12.03 ksi 0.00 ksi .> ,, ._., ...i,iw^ .{.::...rr.:. .� aw.:-;r:yy,,:.+.Y,,.. W�.+y,.;.M,..,.,, ....:.. i�..Aw:.. : -.. Y:...... ..»w ,.., v. .. 12.03 ksi 16.08 ksi fa : Actual 0.39 ksi 0.00 ksi 0.39 ksi 0.39 ksi Fb:xx : Allow [F3.1] 27.60 ksi 0.00 ksi 27.60 ksi 36.71 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 10.63 ksi Fb:yy : Allow [F3.1] 27.60 ksi 0.00 ksi 27.60 ksi 36.71 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 12,088 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 155,823 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 16,077 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 207,244 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection -1.317 in at 24.50 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft 1 6 t) � 2rZ 4 1 -7) ,Fy+w,.a.:..w...+. � •i. lYW.v ..w.- vi'•.».- >, ,,v..'.>..,y .•M .sy,:_, >wy�,.w:�o � +wT-. k., .:., .. mw'-,w...:rw ,+y,: a»{n.: „1+:.,..ce,.;.. W�n;N .> ,, ._., ...i,iw^ .{.::...rr.:. .� aw.:-;r:yy,,:.+.Y,,.. W�.+y,.;.M,..,.,, ....:.. i�..Aw:.. : -.. Y:...... ..»w ,.., v. .. K.S.P. Consulting Engineers L `e ' 'c AWS' 4PC1' 7 w&mss zv wFP A' Project C.C. 4_A� (9OtV iw Prepared By :Leonid Lempert Date o �� 7� Subject Checked. By: Job No. Sheet No, Rev. No. Cy o. .4 /", 4 R= /0' JA I= /�, �la SEE �o� low 014MeACM 0 9 D �rn yrs a.4+.��„�Mta.,..i::�✓.7�.`wrr�.�.:...,m..r,�a�.._.y.,.�,,,,. Y�r.ar�rryr��,,a;^.s..;�,..�,..,,.a.r:..aim?...�,..�:.-,t-....��1rw.s��.,.K:Gn���..lir:»a,,.�...:,.w.i.::.W...rc.-,�.,a....r..�,,., �a.._....u...s.........a«.....x.,.�u,.r..,.�...__..�W._..,.,_..�.. .,.. _... .., ,,...� ... .... Title Job '# Dsgnr: Date: 3:38PM, 19 JUL 04 Description Scope Rev: 560100 ,J �A� User. KW -0604683, Ver 5.6.1, 2 -1 -Oct -2002 Cantilevered Retaining Wall Design Page 1 (c)1983-2002 ENERCALC Engineering Software c:\mattVaquinta:ecw:Calculations Description Criteria fc. = 3,000 psi Retained Height = 5.33 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 16.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf ' Surcharge Loads Design Summary ' Total Bearing Load _ 3,226 lbs ...resultant ecc. 4.65 in !Soil Data fc. = 3,000 psi Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 Toe Active Pressure . = 0.0 Passive Pressure = 250:0 Water height over heel = 0.0 ft FootingiiSoil Friction = 0.400 Soil height to ignore = 0.00 in for passive pressure = 0.00 in Surcharge Over Heel = 0.0 ps`. Used To Resist Sliding & Overturning Footing Strengths & Dimensions fc. = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 1.75 ft -Heel Width = 2:75 Total Footing Width= �� Footing Thickness = 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.75 ft Cover @ Top = 3.00 in @ Btm.=. 3.00 in Surcharge Over Toe = 50.0 psf Used for Sliding & Overturning Stem Construction Top stem Stem OK Design height ft= ' 0.00 Wall Material Above "Ht" = Concrete ' Soil Pressure @ Toe = 1,087 psf OK Thickness 8.0 6 Rebar Spacing Soil Pressure.@ Heel = _ 346 psf OK Rebar Size _ # 6 = p = 12.00 Allowable 2,000 psf Rebar Placed at Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,426 psf Design Data - fb/FB + fa/Fa 0.230 ACI Factored @ Heel = 454 psf Total Force @ Section lbs = 1,328.1 Footing Shear @Toe = q'.6 psi OK Moment.... Actual ft-# = 2,359.6 Footing Shear @ Heel = 18:9 psi OK Moment..... Allowable = 10,280.8 Allowable = 93 Shear ..... Actual psi = 19.7 Wall Stability Ratios Overturning E = 3.ZK S. l Shear ..... Allowable psi= 93.1 Sliding � = 2.05 OK � l Bar Develop ABOVE Ht. in = 25.63 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 1,190.7 lbs 4f Wall Weight = 96.7 less 100% Passive Force` - 1,153.6 lbs Rebar Depth 'd' in = 5.63 less 100% Friction .Force= - 1,290.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = Fs = for 1.5 : 1 Stability = 0.0 lbs OK psi Solid Grouting = Footing Design Results Special Inspection = Modular Ratio 'n' _ Toe Heel Short Term Factor = Factored Pressure = 1,426 454 psf Equiv. Solid Thick. _ Mu': Upward. = 1,991 0 ft-# Masonry Block Type = Normal Weight Mu': Downward = 824 0 ft-# Concrete Data Mu: Design = 1,167 2,360 ft•# fc psi = 3,000.0 Actual 1=Way Shear = 4.60 18.87 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes 8 Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S . Fr Key Reinforcing = None Spec'd Key: No key defined v:.:f-N.�r1 .....,.u.<(a1,..yyl ..yLYt,P.b... ��.. ra..:,.✓.Y-% :P.,. w,r:. l..rt •: •+,,c.i. w.yj, yrJ�..: r: a. ._.hc.w(gw J ..;, .,:.. k..r.rc•y+w.wm .74N �..:n..n.,u.:....te::..,;w•r*rA ,.aca��, .n.rn:c.,.. .s..H.ws. .:...ru.+nL:.: .......:na.v :..r a.::.:...�„i 1.. ... : _.: ,. r a ....... ...... '. Title : Job # Dsgnr: Date: 3:38PM, 19 JUL 04 Description Scope Rev: 560100 User: KW -0604683, Ver 5.6.1 ct 25-0-2002 Cantilevered Retaining Wall Design Page 2 ' (c)1983 2002 ENERCALC Engineering Software c:MattMaquinta.eav:Calculations Description Summary of Overturning & Resisting Forces & Moments ...OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ftp# lbs ft ft-# Heel Active Pressure = 1,190.7 2.19 2,611.5 Soil Over Heel = 1,221.5 3.46 4,224.2 Toe Active Pressure = Sloped;Soil Over Heel = Surcharge Over i oe = 1.29 Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = .Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 256.7 0.88 224.6 SeismicLoad = Surcharge Over Toe = 87.5 0.88 76.6 Stem Weight(s) = 611.9 2.08 1,274.8 Total = 1,190.7 O.T.M. = 2,611.5 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.30 Footing Weight = 843.7 2.25 1,898.4 Vertical Loads used for Soil Pressure = 3,225.6 lbs Key Weight = 1.75 - Vert. Component = 204.3, 4.50 919.4 Vertical component of active pressure used for soil pressure Total = 3,225.6 lbs R.M.= 8,618.0 ._..... _. �.. .. _ � � _ _y +4. wH.Y..-).�.mWb•w.V:?.. �. 1%!••pHdM1'i.:.li. .n SNdY,4-�:Yi..J 'Ml-n.r.,';wir IJ _. ...di!-VM.::.alShfN�:u lv.•..D. w1pl .M:.h'. .Fri MriaR`:,L.[r {i: ,rar u.i�..VJ +;:fu:;.Mt.+t. � . ,J.:i.A.ry-!FtiN•mr... NSA. Mr......t«.. YKM%..>•...w�J�:IY..•..�•+cVw..i<JY•�:w. •.:u:K' i...,./.t�:i_'. �..A... we^,cVv.tia.. .�.+c5�. Project CIRCUIT CITY LA QUINTA Prepared By: Date 7/20/2004 Subject LATERAL ANALYSIS Checked By: Job No.�'� Sheet No. ' Rev. No. + e t K.S.P. Consulting Engineers LATERAL ANALYSIS CODE: UBC 1997 SEISMIC ZONE FACTOR IMPORTANCE FACTOR SOIL PROFILE TYPE NEAR SOURCE FACTOR NEAR SOURCE FACTOR SEISMIC COEFFICIENT SEISMIC COEFFICIENT BUILDING HEIGHT SEISMIC PERIOD COEFFICIENT T = 0.02*(H)"0.75 DESIGN BASE SHEAR STRUCTURAL SYSTEM FACTOR W = TOTAL SEISMIC WEIGHT V = (Cv l / (RT)) * W V(max)=(2.5CaI/R)*W V (min) _ ( 0.11 Ca I) * W V (min) _ (0.8 Z Nv I/R) * W zone 4 Z= Nv = Na = Cv = Ca = H= 0:2183 = 0.678 W = 0.207 W = 0.050 W = 0.074 W V= t).2t)7 W V=0.207/1.4= 0.1.48. W FLEXIBLE DIAPHRAGM SUPPORTING CONCRETE WALL------------ R (flex.diap) = 4.0 0.814 '? = 0.456 EQ 30-8 EQ 30-4 EQ 30-5 EQ 30-6 EQ 30-7 AT STRENGTH LEVEL AT WORKING STRESS LEVEL V = ( 0.207 /1.4) * R / 4 = 0:2.04' W AT WORKING STRESS LEVEL K. S. P. Consulting Engineers Prqect PC Date eoared By Subject Checked By - Job No. Sheet No. Rev. No. 34,47Q'S -b r7 C2, lib POP, 6 CEJ 9 e -9 Holland -Irvine,CA92618 phone 949-380-397.0 fax 949-380-3771 1 . 1 i 1 S n gar b e. f w -e?, o x f3G 1 9 Holland Suite 201 Irvine, California 92618 • (949) 380-3970 Fax (949) 380-3771 !'b W^:... i�.. .3l... k�i'M'; k. N...: u..:..rnvN.. Ni....:.:,:Jjii. $U.. ..•!i?J. w!'..r:h:�V"F%. .1a.��w:{y.:,,:F,K514 .:<::41 LK J vm....;d4.i-,Mh.er,.W�"y...A,,.....r'h.:,N.,A.v�.....:riGnR,nt�•44.nS..2a.iluiiK..�1., ,Yvs#:.,:hN »JY.. rA-�1 Mr: _ -� 1 K=m' -W. -=AX : =�= i Project Prepared B MX Date Subject Checked By: !__�u1r1 Dr�°r �v�,-,.. Cowen-eG��'o►-, �s� K.S.P. K.S.P. Job No. She6t No. Rev. No. Consulting Engineers 1 1 .. o an L In1-2 1 A 1 �9 4 r� zy PLF 66' �r 1 13 910 X05.5 1 lz�> 7aj Gyu =( 9 I a 1 �F3 1 . 1 i 1 S n gar b e. f w -e?, o x f3G 1 9 Holland Suite 201 Irvine, California 92618 • (949) 380-3970 Fax (949) 380-3771 !'b W^:... i�.. .3l... k�i'M'; k. N...: u..:..rnvN.. Ni....:.:,:Jjii. $U.. ..•!i?J. w!'..r:h:�V"F%. .1a.��w:{y.:,,:F,K514 .:<::41 LK J vm....;d4.i-,Mh.er,.W�"y...A,,.....r'h.:,N.,A.v�.....:riGnR,nt�•44.nS..2a.iluiiK..�1., ,Yvs#:.,:hN »JY.. FUNIM-0-mi K 0=30 -=AN Project PFepared y: M.K Date C, v4 oL 1A ■EmEm", Subject Car ecked By: ....i a 1-101101 n I �Mmmmmm Job No. Sheet No. 4iRev. No. K.S.P. Consulting Engineers be, J:= 9S Dq-cn 105.5 is j j 21 X Lt Kg,- 9 W/2- c- ..C—— C-- L--' — CA Z' 4,,Lle- V T 3/' Q-- 0 21 c— — 7- 5. 3 CfA 13 . s 2-o c6 za 9 Holland - Suite 201 - Irvine, Califomia 92618 - (949) 380-3970 - Fax (949) 380-3771 G'Y Cz bj k'e 2- (a. 9 3 t_ 1_41 C .6) (5-- 2-) x L X y bv—' 60 g APS - V -7 )X Te,ri si' o -7,-i O -t mac, 6o i F 6� — g i - ----- 8V B 3'0 Q. 5, i rfc V;T-ed cuill Le E A4t3i) PC. /(-eJI S2,3 9 Holland - Suite 201 - Irvine, California 92618 - (949),380-3970 - Fax (949) 380-3771 SEEM APSI-11 qh m m was �-�■��-�■ Project Prepared By: IVIX Date ' MM Subject Checked By: ...i FJ Job No. Sheet No. 7 Rev. No. K.S.P. /gG Consulting Engineers G'Y Cz bj k'e 2- (a. 9 3 t_ 1_41 C .6) (5-- 2-) x L X y bv—' 60 g APS - V -7 )X Te,ri si' o -7,-i O -t mac, 6o i F 6� — g i - ----- 8V B 3'0 Q. 5, i rfc V;T-ed cuill Le E A4t3i) PC. /(-eJI S2,3 9 Holland - Suite 201 - Irvine, California 92618 - (949),380-3970 - Fax (949) 380-3771 Project r QU�/U'1 Prepared By :Leonid Lempert Date Subject ft —) L-,7 p20- CFj8cked By: Job No. AYSf Sheet No. No. I I Rev. No. K.S.P. Consulting Engineers / f COP 9) 28co) zz s .y{..:::ia7r"Yry_r-: x; ;c +...:•�rd!-.�'M .h .A:�:H:'w;.•.rr�», +rd ,..�x.yu.aw .. i.,a-Jr-,..eK%t,:.. d �r+�t.-+. �9.!-r�....; _ vy,..;r:�,x,.n.n.-.�.+t.V+...ur,[�:n„+r.u,.-�-h•;..o::.+. •,si .?%:...*;r•.._..+.w„Mm �...,.wu.��w::na.....a.axi,:..o-a y .wi. x.,..`.........,xa�:tv::.�.a 'S- As ktA'T--R T1VE AS -4 x l 5-1 L) /,,Z f COP 9) 28co) zz s .y{..:::ia7r"Yry_r-: x; ;c +...:•�rd!-.�'M .h .A:�:H:'w;.•.rr�», +rd ,..�x.yu.aw .. i.,a-Jr-,..eK%t,:.. d �r+�t.-+. �9.!-r�....; _ vy,..;r:�,x,.n.n.-.�.+t.V+...ur,[�:n„+r.u,.-�-h•;..o::.+. •,si .?%:...*;r•.._..+.w„Mm �...,.wu.��w::na.....a.axi,:..o-a y .wi. x.,..`.........,xa�:tv::.�.a ' To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 12:38PM, 20 JUL 04 Description main menu selection, choose the ' Printing & Title Block tab, and ent Scope your title block information. Rev: 580000 User: KW -0604683, Ver 5.8.0, 1 -Dec -2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software ' Description COLUMN/INTERIOR (REVISED) ' General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS6X6X1/4 Fy 46.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed ' Column Height 23.250 ft Elastic Modulus 29,000.00 ksi End Fixity - Pin -Pin X -X Unbraced 23.250 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 23.250 ft Kyy 1.000 Loads Axial Load... Dead Load 16.70 Ecc. for X -X Axis Moments 0.000 in Live Load k Ecc. for Y -Y Axis Moments 0.000 in ' Short Term Load k Applied Moments ' X -X Axis Moments DL LL ST At TOP g Height Between Ends At BOTTOM + 1 M�?� k -ft 0.000 ft k -ft ' Summary Column Design OK Section: HSS6X6X1/4, Height = 23.25ft, Axial Loads: DL = 16.70, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 23.25ft, Y -Y = 23.25ft ' Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.3044 0.3044 0.4512 AISC Formula H1 - 2 0.1155 0.1155 0.2356 AISC Formula H1 - 3 XX Axis: Fa calc'd per Eq. E2.2, K*Llr > Cc ' YY Axis : Fa calc'd ver Eq. E2-2 K*LIr > Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 10.47 ksi 0.00 ksi 10.47 ksi 10.47 ksi ' fa : Actual 3.19 ksi 0.00 ksi 3.19 ksi 3.19 ksi ' Fb:xx : Allow [F3.1] 30.36 ksi 0.00 ksi 30.36 ksi 30.36 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 3.65 ksi ' Fb:yy : Allow [F3.1] 30:36 ksi 0.00 ksi 30.36 ksi 30.36 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values ' F'ex : DL+LL 10,471 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 10,471 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 10,471 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.75 F'ey : DL+LL+ST 10,471 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.210 in at 13.485 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft ,�-,....;,Kra.. �•�w vN,. rup....s.-.,wrR Yy...unr.�.:,.ip-.,�w.fi•. ....ate_. :�:., ..r.: .,am;�.�ns.... nh. •r,.y,-r. .:w,...u_-.-fi.:..:•w..t:-.•...,..:.4.....u-r.,,..,.��..czwet.:waw.,w._cusr..n....✓,.ra,vc>...w.uur,.w.•a,.s...a,,s.,...,..,._m.t.n.... .gin .. ...........�.v.._v.�r..,. To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 12:40PM, 20 JUL 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope Y -Y Sidesway : your title block information. Column Height 23.250 ft Elastic Modulus Rev: 580000 User: KW -0604683, Ver 5.8.0, 1 -Dec -2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software Description COLUMN/INTERIOR (REVISED) LGeneral Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS6X6X114 Fy 46.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 23.250 ft Elastic Modulus 29,000.00 ksi AISC Formula H1 -3 End Fixity Pin -Pin X -X Unbraced 23.250 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 23.250 ft Kyy 1.000 Loads ' Allowable & Actual Stresses Dead . Live DL + LL DL + Short Axial Load... 10.47 ksi 10.47 ksi 10.47 ksi 10.47 ksi fa : Actual 3.19 ksi 3.99 ksi Dead Load 16.70 k ' Fb:xx : AllowF3.1 [ ] Ecc. for X -X Axis Moments 0.000 in fb : xx Actual 1 Live Load 20.90 k 0.00 ksi 0.00 ksi Ecc. for Y -Y Axis Moments 0.000 in 30.36 ksi 30.36 ksi Short Term Load k 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi ' Analysis Values oummary A Column Design OK Section : HSS6X6X1/4, _Height = 23.25ft, Axial Loads: DL = 16.70, LL = 20.90, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 23.25ft,. Y -Y = 23.25ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.3044 0.3809 0.6853 0.6853 ' AISC Formula H1 -2 0.1155 0.1445 0.2600 0.2600 AISC Formula H1 -3 ' XX Axis : Fa calc'd per Eq. E2-2, K*Ur > Cc YY Axis : la calc'd per Ed. E2.2 K*L r > Cc Stresses ' Allowable & Actual Stresses Dead . Live DL + LL DL + Short Fa: Allowable 10.47 ksi 10.47 ksi 10.47 ksi 10.47 ksi fa : Actual 3.19 ksi 3.99 ksi 7.18 ksi 7.18 ksi ' Fb:xx : AllowF3.1 [ ] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : xx Actual 1 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb.:yy : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi ' Analysis Values F'ex : DL+LL 10,471 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 10,471 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 ' F'ex : DL+LL+ST 10,471 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.75 F'ey : DL+LL+ST 10,471 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft 4.4.gw,,.«..ir.,,Ja.y,.l.. b,4;r.:7p ,,.r,A.-V,:....It..f. it..'rF.:r'_.- �rwSrY �4Y•Mi....n.•.r�...�...i�`„Y{:..W...F, M,':vi�r. t� eb.', w51...rv:elri.:.Inti,:,M1r...,wnN'W.,1,[uF.!_.11hi:lA:e::, 1Y..1.WrA.;, u. rRi.. n. v�:i�,...i..,nattit..t,u..ur w..,e.a:_s�..�.�.¢.._..::r. ., urr•_�i ,. _:i _..a: ��..�.e.. c, �-,_,,.. To specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 12:44PM, 20 JUL 04 main menu selection, choose the Description Printing & Title Block tab, and ent Scope your title block information. Rev: 580000 User: KW -0604683, Ver 5.8.0, 1 -Dec -2003 Steel Column Page 1 (c)1983-2003 ENERCALC Engineering Software Description COLUMN/IEXTERIOR(REVISED) General Information aurnrnary Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS5X5X3/8 Fy 46.00 ksi X -X Sidesway : Sway Allowed Section : HSS5X5X3/8, Height = 24.00ft, Axial Loads: DL = Duration Factor 1.000 Y -Y Sidesway : Sway Allowed, Column Height 24.000 ft Elastic Modulus 29,000.00 ksi Fb:xx : Allow [F3.1] End Fixity Pin -Pin X -X Unbraced 24.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbeaced 24.000 It Kyy 1.000 Loads 0.2150 0.1613 0.3763 0.3763 Axial Load... ' AISC Formula H1 - 2 0.0492 0.0369 Dead Load 8.40 k 0.0862 Ecc. for X -X Axis Moments 0.000 in AISC Formula H1 - 3 Live Load 6.30 k Ecc. for Y -Y Axis Moments 0.000 in 6,322 psi Short Term Load k 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL XX Axis : Fa calc'd per Eq. E2.2, K*Ur > Cc YY AYis Fa calc'd ner Fn_ F2-2. K*L/r > Cc Stresses Allowable 8: Actual Stresses aurnrnary Dead Live DL + LL DL + Short Fa: Allowable Column Design OK 6.32 ksi 6.32 ksi Section : HSS5X5X3/8, Height = 24.00ft, Axial Loads: DL = 8.40, LL = 6.30, ST = 0.00k, Ecc. = 0.000in 1.36 ksi 1.02 ksi ' Unbraced Lengths: X -X = 24.00.t, Y -Y = 24.00ft Fb:xx : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) 0.00 ksi 0.00 ksi AISC Formula H1 - 1 0.2150 0.1613 0.3763 0.3763 30.36 ksi ' AISC Formula H1 - 2 0.0492 0.0369 0.0862 0.0862 Analysis Values AISC Formula H1 - 3 F'ex : DL+LL 6,322 psi XX Axis : Fa calc'd per Eq. E2.2, K*Ur > Cc YY AYis Fa calc'd ner Fn_ F2-2. K*L/r > Cc Stresses Allowable 8: Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 6.32 ksi 6.32 ksi 6.32 ksi 6.32 ksi fa : Actual 1.36 ksi 1.02 ksi 2.38 ksi 2.38 ksi Fb:xx : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : yy Actual 0.00 ksi. 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 6,322 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 6,322 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 6,322. psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.75 F'ey : DL+LL+ST 6,322 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft 1 r+..N. r,.-, r:. ,,Mq :v.r.,(,j,..,. .h�.rri.^12�ie ..rF•:..Ws .`w':34 ar...:., ,istt.-....MS++N ..., %+r,�*1,.. -4 ' To specify your title block on these five lines, use the SETTINGS main menu selection, choose the ' Printing & Title. Block tab, and ent your title block information. Rev: 580000 User: KW -0604683. Ver 5.8.0. 1 -Dec -2003 Title : Dsgnr: Description Scope Steel Column Description COLUMN/IEXTERIOR(REVISED) Job # Date: 12:45PM, 20 JUL 04 2( Page 1 Sum11 mary Dead Live Column Design OK Section : HSS5X5X3/8, Height = 24.00ft, Axial Loads: General Information Ecc. = 0.000in Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section. HSS5X5X3/8 Fy 46.00 ksi X -X Sidesway : Sway Allowed Live DL + LL Duration Factor 1.000 ..Y -Y Sidesway : Sway Allowed ' Column Height 24.000 ft Elastic Modulus 29,000.00 ksi 0.0492 0.1166 End Fixity Pin -Pin X -X Unbraced 24.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 24.000 ft Kyy 1.000 ' Loads fb : yy Actual 0.00 ksi 0.00 ksi Axial Load... 0.00 ksi Analysis Values Dead Load 8.40 k Ecc. for X -X Axis Moments 0.000 in 6,322 psi Live Load k 0.85 Ecc. for Y -Y Axis Moments 0.000 in F'ey : DL+LL ' Short Term Load k Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 Applied Moments 6,322 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST X -X Axis Moments DL F'ey : DL+LL+ST LL ST Cm:y DL+LL+ST 0.85 ' At TOP 1.75 1.48 k -ft Height Between Ends Deflection 0.000 in at k -ft 0.000 ft At BOTTOM k -ft Sum11 mary Dead Live Column Design OK Section : HSS5X5X3/8, Height = 24.00ft, Axial Loads: DL = 8.40, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 24.00ft, Y -Y = 24.00ft 6.32 ksi fa : Actual Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2150 0.2150 0.2880 AISC Formula H1 - 2 0.0492 0.0492 0.1166 AISC Formula H1 - 3 0.00 ksi 0.00 ksi 0.00 ksi XX Axis : Fa calc'd per Eq. E2-2, K*Ur > Cc YY Axis : Fa calc'd per Eq. E2.2. K*L/r > Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable „•�rY'Nr.i')v ...,f,.:nJN�..Wr ft._F.i:[�...uti.:.A.t-+�H:.i.w':. nJ.�u..-.��rJl.:r.Wir� Wy �. 6.32 ksi 0.00 ksi 6.32 ksi 6.32 ksi fa : Actual 1.36 ksi 0.00 ksi 1.36 ksi 1.36 ksi Fb:xx : Allow [F3.1] 30.36 ksi 0.00 ksi 30.36 ksi 30.36 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 2.05 ksi Fb:yy : Allow [F3.1] 30.36 ksi 0.00 ksi 30.36 ksi 30.36 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+U_ 6,322 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 6,322 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 6,322 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.75 F'ey : DL+LL+ST 6,322 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.150 in at 13.920 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Nc rµ� .%'.'.�-.. J........�dr�M.+. .YiJF('� �M•X-:lyi /4W't;_... y+ t.:.42..:,.'y..WWu';.A.:.hW4k.y „•�rY'Nr.i')v ...,f,.:nJN�..Wr ft._F.i:[�...uti.:.A.t-+�H:.i.w':. nJ.�u..-.��rJl.:r.Wir� Wy �. .W �4....w. �h?nry 1�.......,. .wf.;... r. 1-. �. v..�. ....i.. .._. Sr.�..-. t• l,r .`. i I► Vii`•• i Project Prepared By: MX Date --�-�; G �rcwr� c,'La % fa i i Subject Checked By: JOen ob No. Sheet No. d1,11 Rev. No. t K.S.P. Consulting Engineers m , D 2� 'Soo P51 X Z to GJimd� Loc-) : -'J'. C' w:mz/ sp�p "79 Ce=1.3 �.3 ,4 -� l 7 Irw S-f Udi �o0 500_33 C-3e') 9 Holland ° Suite 201 ° Irvine, California 92618 ° (949) 380-3970 ° Fax (949) 380-3771 ..�.. _ .L4+, w.- � •••�"�'•F •.... w�:i� �'✓.[wNr� ..KL. M.. ,:.1-..:mn a.54a.eiN/wh.r mi Jk:.!-•r ..,..4.r .14r1.. u•MH.tf:4i_�fh.u.:�w 1ACiR:'.l.Yi:A.�a.._:36;..,.:.,.1..�..G..:.y: �x..�.. s,._.-_: .. .,w._..�c'�...:� _:.:�M—:-. 14,.:. L. �, •f4. Mfir�.�,..µ 53: .1K..J: .I y{, R^�i:.'�yY h Jt+�-�'•�;✓ , 4,f1,�^�',W pacing;' -C -33 3T 9mi s Fier h i� s4 8 12 1.88 2.62 - 3.90 5.14 7.62 ' 16 1.88 2.62 3.90 5.14 7.62 c ' 24 1:57 2.59 3.90 5.14 7.62 6< 3590 152- r L32 2-3 � gig`. Shtr 7.62.�c ''`• 10 12' 1.75 2.62 3.90 5.14 7.62 ' s r 16 1.51 - 2.53 3.90 5.14 7.62 24 1.041 2.07' 3.90 5.14 7.62 F12 yp 1"62 2�6 1 fl -A L.,O' s' 3.9,0 5�1.. k7 6 014��"<.2] 5t i'1 14 12 1.01 @ 2.006 3.89 a 5.14 7 7.62 16 0.583 1.563 3.496 5.056 7.62 24 0.752 2,743 4.26 3 7,308 r 1s :;`,.m. - OY.59� '�� 34;1, 4�•� 7 62e � �' �..116__a ct1P05�2', 2'-3, 7Nm * • ' MIJ . ksi r� 50•`ks as ti r ft 8 12` 1.79 2.50 3.62 4.80 7.27 ' r 16 . 1.79 2.50, 3.62 4.80 7.27 24 1.71 2.50 3.62 4.80 7.27 �y li-MM 2.5©W12,7�� 10 12 1.79 2.50 3.62 4.80 7.27 16 1.68 2.50 162 4.80 7.27 24 1.33 2.38 3.62 4.80 7.27 `' ;�1?r � 1:36 2 40 6 � 8b` a•2 14 I 12 1.32 2.36 3.62 4.80 7.27 z . 16, 0.99's 2.05-7 3.62 4.80 7.27 24 0.341 1.45 1 3.286 4.80 7.27 1' 12 QO '2.0 °6622 -48 72 ' i 6 0 5_8 s 165w 3 4337 80"sem 27' ,2R78'rFt4 47 1 r 7 ' all pacing 35051mi) e 6�2 tr3i� cft c '-sa� .- 4� `�54�:�n,68� - . •w. q<3` .., 8 12 1.491 2.51 7 4.09 5.14 1.161 2:041 ' 16" 1.146 2.151•- 3.967 5.14 0.851 1.721 • 24 0.493 1.50 3 3.31 6 4.876 0,263 1'..13 3 M -Z,4 2.09 3tF71 4180 Oe86 7 63 6 n3 t 4, 0=94 .0 2<.581 4'.02 s 0$64a4 1012 f 0.78 3 1.68 3 3.11 a 4.40 1 0.563 1.353 16 0.352 1.233 2.673 .3.98.1 0.172 0.933 24 0.422 1.89 i 3.211 0.19 2 OE9' 1�,?'203p 0E69 � 01 10 14. 12 0.32 2 1.22 2 2.05.1 0.16 0.78 ' 1.612 s, 24 0.841 ` 1 Deflection exceeds U120 t 2 Deflection exceeds U240 3 Deflection exceeds U360 See. Combined Axial and,Lateral Load Table Notes on page 20. 4 ss 6 Deflection exceeds U600 7 Deflection exceeds U720 - If not noted, deflection is less than U720 25 EK0 6— Project Prepared By: MX Date 0 Men Subject Checked By: Job No. Sheet No. ReV. No. K.S-P. Consulting Engineers 1 �; 3 6 PL 0, 1 �� 2.`6,�tX 12 X Z. ��O Q� '10 S'Ti FC U IP LB,,'sg o 64. 5 -PIAIS — 1 ll 1 - .1 1 - 1 1 � . 1 1 Ao7 9H . 011and • Suite 201 • Irvine, Califomia 92618 - 949) 380-3970 - Fax (949) 380-3771 Product` ;Applicaton� The StiffClip® LB series connects exterior wall studs to the building's structure through a unique design incorporating the use of stiffened legs of a.900 angle to increase bending strength: StiffClip LB resists horizon- tal and vertical loads. The allowable design .load table shown below is based on the use of StiffClip LB as it is attached to various steel'stud depths, material thicknesses and yield strengths. Design loads consider loads on the clip and #12 screw fasteners to the stud web. Pre -drilled guide holes in each leg allow for greater installation efficiency. I i Steel: ASTM A653/A653M, SS Grade 50 (340), Class 1, 50ksi (340MPa) minimum yield strength,.65ksi (450MPa) minimum tensile strength, G-90 (Z275) hot -dipped galvanized coating. Material thick - Hess:' 68mil (14ga, .0713" design thickness). The attachment of StiffClip to the structure may be made with either a PAF' or weld and is dependent upon base material properties and the design configuration. Allowable load tables incorporate eccentric loading of PAF fas= teners. Values with welded connection may increase. Note: ♦ For PAF's, fasten within .75" from the angle heel centerline, of the ' 1.5" leg. ♦ . Guide holes for attachment to structure are .164" in diameter,. and are standard for LB362, LB600, and LB800 MEMOa ♦ Various lengths allow for construction tolerance ♦ Guide holes for attachment to structure and stud ♦ Replaces expensive bracing o Structurally load tested 'ibs are present 8" sizes. Secure LB to pour stop with engi- neered attachment. material to thickest. EWE StiffClip LB is available for various stud depths. To specify, multiply stud depth by 100. Example: - 6" stud depth Designate: StiffClip LI3600. Stud Thickness Mils (ga) (yield) Stud (ksi) F1 (kips) F2 ' (kips) F3 (kips) 33 20 33 0.191 0.754 0.754 43 18 33 :0:..:2 4 8 .1 1.122 54 16 33 0.312 1.181 1.503 54 16 50 0.450 1.181 1.503 68 14 50 0.567 1.181 1.503 97 12 50 0.809 1.181 1.503 118 10 .50 0.988 1.181 1.503 ♦ Allowable loads have not been increased for wind, seismic, or other factors. ♦ ' Loads are based on the use of four #12 screws.. �Laad rDirecf�on r -/- Loads listed reflect force in a single direction. When tiple loads react on the connection, it is the responsit of the designer to check the interaction of forces. . r '1F=R:,�,"'�W +.$.. !;4 k.l,r of!�,..r,,.k!fSR;rO.r>t.F�'x:�u'iETll�4^,rFwJ. t.i. sA! Far`.•;nmTi��•h�.rnEr...i t:rC...-,+.,JSrrF-:i..f>al:,.Jlk:.ar;a.'['Y«�la:..l„rtiw.�hi ,.}.. �i..�..rt�.... ,.s i;�a.n �t.r:_i.:, a....ux..:. :.t u..axr,r....-. ,':..-� ' T. F: C,MD97.07.05 Project: Number: Date: May 24, 2004 By: Sheet of Filename: wall2.dat Reinforced Concrete Masonry Wall per 1997 UBC Section 2108.2.4 --Strength Design - Input: 7.625 in. ' 1st Curtain: # 5 @ 16 inches on center 8.5 ft. „d at 5.125 inches from the loaded face 2 Curtain: # 5 @ 16 inches on center at 2.5 inches from the loaded face I � Support Condition: Free Top, Fixed Bottom Wall Section Wall Geometry: 8.50' high, 8" nominal thickness CMU wall Cells Grouted at 8" o.c. Wall Material Properties: fm = 1,500 psi fy = 60,000.psi Em = 1,125 ksi Es = 29,000 ksi n = 25.78 Applied Loads: P M Wall Weight .Negative 19 = b*t3/12 = lbs Ib -in psf Dead Load 0 0 78 Floor Live Load . 0 0 Roof Live Load 0 0 Snow Load 0 0 Vertical Seismic Load 0 0 18 Lateral Loading: # Load Load Load Start Load End Condition Type Location Value Location Value E,W,H1 P,T,M2 ft Ib,psf,lb-in ft psf 1 E T 0.0 118 8.5 118 Seismic Zone: 4 Output: Input Reinforcing: 1 st Curtain: # 5 @ 16 inches o.c., As = 0.31 int/ft, p = 0.0038 2nd Curtain: # 5 @ 16 inches o.c., As = .0.31 int/ft, p = 0.0038 maximum p = 0.0038 < 0.0053 = 0.5 Pb - OK Wall Design Geometry, Gross Moment of Inertia and Section Modulus: Positive Moments: b = , 16.00 in d = 5.13 in Moments: b = 16.00 in d = 5.13 in .Negative 19 = b*t3/12 = 443 in4/ft S9 = I9 /(t/2) = 116 in3/ft Allowable Stresses and Cracking Moment: - h"/t = 26.75 < 30 - Fa max = 0•2f 'm Maximum Axial Stress for h"/t > 30 = 0.04f "m = 60 psi Maximum Axial Stress for h"/t < 30 = 0.2f"m = 30.0 psi f r = 4.0*4f "m (<235 psi) = 154.9 psi Mcr= Sg*fr/1000 = 18.0 kip-in/ft 1 J ' 1.. E = Earthquake Force, W = Wind Force, H = Soil Pressure Load 2. P = Point Load, T = Trapezoidal or Uniform Load, M = Concentrated Moment. e.. d.^.J:-M .:. ,4+:,,h,;N'..ti'Yts:+i,rf7...n...•avi.i,_+er...ti.. var..,a. ::sel ;:w-�Y «.»..., Lw..t` .�w,s - ....,.. u,,. ,.L.. .ten.. ....4.. 1.. .u. .�.. ..,. Project: Number: Date: May 24, 2004 T: gy: F Sheet c ,7 of CMD97.07.05 Filename: wa112.dat Reinforced Concrete Masonry Wall per 1997 UBC Section 2108.2.4 - Strength Design - Service Axial Loads and Stress Checks: ' Equivalent Factored Po + PW @ h Pp + PW/Ag Stress Load Case lbs ft psi Ratio 1.4D 663.0 0:00 7.25 0.024 OK ' 1.2D+1.6L+0.5Lr 663.0 0.00 7.25 0.024 OK 1.2D+1.6L+0.5S 663.0 0.00 7.25 0.024 OK 1.2D+1.6Lr+0.5L 663.0 0.00 7.25 0.024 OK ' 1.2D+1.6Lr+0.8W 1.2D+1.6S+0.5L 663.0 663.0 0.00 0.00 7.25 7.25 0.024 0.024 OK OK 1.2D+1..6S+0.8W 663.0 0.00 7.25 0.024 OK 1.2D+1.3W+0.5L+0.5Lr 663.0 0.00 7.25 0.024 OK 1.2D+1.3W+0.5L+0.5S 663.0 0.00 7.25 0.024 OK ' 0.9D+1.3W 663.0 0.00 7.25 0.024 OK 0.9D -1.3W 663.0 0.00 7.25 0.024 OK 1.1(1.2D+1.OE+0.5L+0.7S) 663.0 0.00 7.25 0.024 OK ' 1.1(1.2D-1.0E+0.5L+0.7S,) 663.0 0.00 7.25 0.024 OK 1.1(0:9D+1.OE) 663.0 0.00 7.25 0.024 OK 1.1(0.9D-1.OE) 663.0 0.00 7.25 0.024 OK Service Load Moments and Maximum Deflections: - - Maximum Allowable Deflection, AS max = 0.007h ='0.714 in Equivalent Factored MS @ h AS @ h ' Load Case kip -in ft in ft. II AD 0.00 0.00 0.0000 8.50 < Amax - OK 1.2D+1.6L+0.5Lr 0.00 0.00 0.0000 8.50 < Amax - OK 1.2D+1.6L+0.5S 0.00 0.00 0.0000 8.50 < Amax - OK 1:2D+1.6Lr+0.5L 0.00 0.00 0.0000 8.50 < Amax - OK 1.2D+1.6Lr+0.8W 0.00 0.00 0.0000 8.50 < Amax - OK 1.2D+1.6S+.0.5L 0.00 0.00 0.0000 8.50 < Amax - OK t 1.2D+1.6S+0.8W 0.00 0.00 0.0000 8.50 < Amax - OK 1.2D+1.3W+0.5L+0.5Lr 0.00 0.00 0.0000 8.50 < Amax - OK 1..2-D+1.3W+0.5L+0.5S 0.00 0.00 0:0000 8.50 < Amax - OK 0.9D+1.3W 0.00 0.00 0.0000 8.50 < Amax - OK ' 0.9D -1.3W 0.00 0.00 0.0000 8.50 < Amax - OK 1.1(1.2D+1.OE+0.5L+0.7S) -36.70 0.00 0.4949 8.50 <_ Amax - OK 1.1(1..2D-1.0E+0.5L+0.7S) 36.70 0.00 -0.4949 8.50 < Amax - OK ' 1.1(0.9D+1.OE) -36.70 0.00 0.5037 8.50 < Amax - OK 1.1(0.9D-.1.OE) 36.70 0.00 -0:5037 8.50 < Amax - OK - 'Project:. Number: Date: May 24, 2004 T. By: F: Sheet of j CMD97.07.05 Filename: wa112.dat Reinforced Concrete Masonry Wall per 1997 UBC Section 2108.2.4 ' - Strength Design - Ultimate Axial Load and Data for Ultimate Positive Moment Calculations: Load Case PU @ h ASe c Icr 4,N1.....'Y,..rMw 1� r,�r.l+,t�1f kips ft int in in4 1 AD 0.93 0.00 0.25 1.14 107.3 1.2D+1.6L+0.5Lr 0.80 0.00 0.25 1.13 106.7 1.2D+1.6L+0.5S 0.80 0.00 0.25 1.13 106.7 1.2D+1.6Lr+0.5L 0.80 0.00 0.25 1.13 106.7 1.2D+1.6Lr+0.8W 0.80 0.00 '0.25 1.13 106.7 1:2D+1.6S+0.5L 0.80 0.00 0.25 1.13 106.7 1.2D+1.6S+0.8W 0.80 0.00 0.25 1.13 106.7 1.2D+1.3W+0.5L+0.5Lr 0.80 0.00 0.25 1.13 106.7 1.2D+1.3W+0.5L+0.5S 0.80 0.00 0.25- 1.13 106.7 0.9D+1.3W 0.60 0.00 0.24 1.12 105.9 0.9D -1.3W 0.60 0.00 0.24 1.12 105.9 1.1(1.2D+1.OE+0.5L+0.7S) 1.04 0.00 0.25 1.15 107.8 1.1(1.2D-1.0E+0.5L+.0.7S) , 1.04 0.00 0.25 1.15 107.8 1.1(0.9D+1.OE) 0.49 0.00 0.24 1.11 105.5 1.1(0.9D-1.OE) 0.49 0.00 0.24 1.11 105.5 Ultimate Positive Moment and Deflection: = 0.80 Load Case Mn �Mr, Mu Strength AU kip -in kip -in kip -in Ratio in 1 AD 69.0 55.2 0.00 0.00 0.000 1.2D+1.6L+0.5Lr 68.5 54.8 0:00 0.00 0.000 1.2D+1.6L+0.5S 68.5 54.8 -0.00 0.00 0.000 1.2D+1.6Lr+0.5L 68.5 54.8 0.00 0.00 0.000 1.2D+1.6Lr+0.8W 68.5 54.8 0.00 0.00 0.000 1.2D+1.6S+0.5L 68.5 54.8 0.00 0.00 0.000 1.2D+1.6S+0.8W 68.5 54.8 0.00 0.00 0.000 1.2D+1..3W+0.5L+0.5Lr 68.5 54.8 • 0.00 0.00 0.000 1.2D+1.3W+0.5L+0.5S -68.5 54.8 0.00 0.00 0.000 0.9D+1.3W; 67.6 54.1 0.00 0.00 0.00.0 0.9D -1.3W 67.6 54.1 0.00 0..00 0.000 1.2D+1.OE+0.5L+0.7S) 69.5 55.6 0.00 0.00 0.000 1.1 1.2D-1.0E+0.5L+0.7S) 69.5 55.6 56.75 1.02 0.925 i -J 1 0.9D+1.0E) 67.2 53.7 0.00 0:00 0.000 /- 1(0.9D=1.0E) 67.2 53.7 56.50 1.05 0.938 T� FAci Z OK OK OK OK OK OK OK OK OK OK OK • 7yt .;,r�.4p. ."1+ r.j •.:.J«yR CT ..7.1J.?liiir'�r'J. K' 1..�:..:,......�J....M1.r. 4,N1.....'Y,..rMw 1� r,�r.l+,t�1f ir. r;,.Fn rrlvtq.:MowYl^v.*._:d.�, r,_..`r..+nr^A..?•.r-�:J,R4/: :.7'.a. �'•i.f ..K ,'Il.-ri: ..T .S�e: k.,. ..J�I.ify((.ry nu �r.,n:V+W r4..., .iN%r.-»w r �. r. .. T.. ..,/ ... _ n .r,.....y/,:k, V.«.u......�. T F Project: Number: Date: May 24, 2004 By: .Sheet Aq of CMD97.07.05 Filename wa112.dat Reinforced Concrete Masonry Wall per 1997 UBC Section 2 08.2.4 - Strength Design - Ultimate Axial Load and Data for Ultimate Negative Moment Calculations: Load Case P, @ h Ase c Icr kips fit int in in4 1.4D • 0.93 0.00. 0.25 1.14 107.3 1.2D+1.6L+0..5Lr 0.80 0.00 0.25 1.13 106.7 1.2D+1.6L+0.5S 0.80 0.00 0.25 1.13 106.7 1.2D+1.6Lr+0.5L 0.80 0.00 0.25 1.13 106.7 1.2D+1.6Lr+0.8W 0.80 0.00 0.25 1.13 106.7 1.2D+1.6S+0.5L 0.80 0.00 0.25 1.13 106.7 1.2D+1.6S+0.8W 0.80 0.00 0.25 1.13 106.7 1.2D+1.3W+0.5L+0.5Lr 0.80 0.00 0.25 1.13 106.7 1.2D+1.3W+0.5L+0.5S 0.80 0.00 0.25 1.13 106.7 0.9D+1.3W 0.60 0.00 0.24 1.12 105.9 0.9D -1.3W 0.60 0.00 0.24 1.12 105.9 1.1(1.2D+1.OE+0.5L+0.7S) 1.04 0.00 0.25 1.15 107.8 1.1(1.2D-1.0E+0.5L+0.7S) 1.04 0.00 0.25 1.15 107.8 1.1(0.9D+1.OE) 0.49 0.00 0.24 1.11 1.05.5 1.1(0.9D-1.OE) 0.49 0.00 0.24 1.11 105.5 Ultimate Negative Moment and Deflection: � = 0.80 Load Case Mn OMS M, Strength A„ kip -in kip -in kip -in Ratio in 1.4D -69.0 -55.2 0.00 0.00 0.000 OK 1.2D+1.6L+0.5Lr -68.5 -54.8 0.00 0.00 0.000 OK 1.2D+1.6L+0.5S -68.5 -54.8. 0.00 0.00 0.000 OK 1.2D+1.6Lr+0.5L -68.5 -54.8 0.00 0.00 0.000 OK 1.2D+1.6Lr+0.8W -68.5 -54.8 0.00 0.00 0.000 OK 1.2D+1.6S+0.5L -68.5 -54.8 0.00 0.00 0.000 OK 1.2D+1.6S+0.8W -68.5 -54.8 0.00 0.00 0.000 OK 1.2D+1.3W+0.5L+0.5Lr -68.5 -54.8 0.00 0.00 0.000 OK 1.20+1.3W+0.5L+0.5S -68.5 -54.8 0.00 0.00 0.000 OK 0.9D+1.3W -67.6 -54.1 0.00 0.00 0.000 OK 0.9D -1.3W -67.6 -54.1 0.00 0.00 0:000 O 1.1(1.2D+1.OE+0.5L+0.7S) -69.5 -55.6 -56.75 1.02 -0.925. 1.1(1.2D-1.0E+0.5L+0.7S) -69.5 -55.6 0.00 0.00 0.000 OK 1.1(0.9D+1.OE) -67.2 -53.7 -56.50 1.05 -0.938 1.1(0.9D-1.OE) -67.2 -53.7 0.00 0.00 0.000 K ✓+.W�'t:?1:..11.J'�w.A4v..��.M.i:F' ^N/+ity{. �T..:�l$ �.y'..f��%f�l.:S•�:vi•'•...%..'.....tY....wnit-nF...NJ.W.�W�JN4^w+'%.:'L:ia.MX'/«A'w4 HS::.a.HIF.t• 'uF3::l ....J{ s�• .., _ ... . _ u ......, ., -----Project:.. _. Number: Date: May 24, 2004 By: F: Sheet ,ID(O of j CMD97.07.05 Filename: wal12.dat ' Reinforced Concrete Masonry Wall per 1997 UBC Section 2108.2.4 - Strength Design - Factored Input Out -Of -Plane Loads and Moments: Load Load Pu Mu Wu start hstart Wu end hend Type Factor kips kip -in klf ft klf ft Load 1 E 1.1 0.130 0.00 0.130 8.50 Ultimate and Nominal Shear: = 0.60 Load Case, Governing Vu OCdAe4f'm Strength kips kips Ratio 1.4D Bottom 0.00 4.25 0.00 OK 1.2D+1.6L+0.5Lr 'Bottom 0.00 4.25 0.00 OK 1.2D+1.6L+0.5S Bottom 0.00 4.25 0.00 OK 1.2D+1.6Lr+0.5L Bottom 0.00 4.25 0.00 OK 1.2D+1.6Lr+0.8W Bottom 0.00 4.25 0.00 OK 1.2D+1.6S+0.5L Bottom 0.00 4.25 0.00 OK 1.2D+1.6S+0.8W Bottom 0.00 4.25 0.00 OK 1.2D+1.3W+0.5L+0.5Lr Bottom 0.00 4.25 0.00 OK 1.2D+1.3W+0.5L+0.5S Bottom 0.00 4.25 0.00 OK 0.9Dt1.3W Bottom 0.00 4.25 0.00 OK 0.9D -1.3W Bottom 0.00 4.25 0.00 OK 1.1(1.2D+1.OE+0.5L+0.7S) Bottom 1.10 4.25 0.26 OK 1.1(1.2D-1.0E+0.5L+0.7S) Bottom 1.10 4.25 0.26 OK 1.1(0.9D+1.OE) Bottom 1.10 4.25. 0.26 OK 1.1(0.9D-1.OE) Bottom 1.10 4.25 0.26 OK 1 1 1 1 D 3 1 I H D b d TIA 1 �, i! � �,�,�� ;� � 1} r �'�t ' l� I,� ,. y �.,r `f �y t��!�� '',I .�",V�•Ij" ,r 4r ��`� _ -r �', , I i i — -,C. i ' 1� 1� '''-*" �!i1-- _ , rte•' �_-_ -- -1'`jj =�p, ,�yl ��•� y4 �'� '�` Ij, fr ,1 111 ly lA IL -r f1 -- - I 5! Y sem. r •'. It 1 `v� I 1 I 1 I 1 i I 1 1 i1 1 �I � I 1 0 1' 0 Ir z � �S- �I 3 1 I H -21 `d UU4�uzkol�P �L '--' 1 Q R�