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0203-220 (OFC) Revision 1 Structural CalcsCITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY r • L A M JN: 0302-4025 D Engineering Consultants CIVIL • STRUCTURAL • PLANNING • CONSTRUCTION MANAGEMENT 570 Central Ave, Suite D-1 (909) 245-2578 Lake Elsinore, CA 92530 Fax (909) 245-2453 PROJECT: Structural design on OMRI & BONI restaurant LOCATION: Washington & Lake Quinta Dr. La Quinta, Ca. OWNER: Omri & Boni Restaurant CLIENT: Lewis Bishop 44645 San Onofre Ave. Palm Desert, Ca. 92260 REVISIONS: L 5-/3-0-2. S17S /'LA,/f—143,15 l(0.0 111 / 4 - 2 6E cEL- 0-Zs{M-ciZ Svr'jt - C, 11, 12B i13d4,144. l - 14p,.. CD, 1412,.l IGBl (gpq,25A-2Si 1Z�1 Z 0 — 32 GEL 7 - )2- 02 Si f(S _: SA ,'1413, /2c C ®?-L8- SI-M-S ZSF-25Z C - DATE: 3-13-02 qmeimr SHIPPED: . Agekig!:i:F r:X' r . :;;. Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 14 4- S July 18, 2002 3:56 PM Checked By: Global Steel Code RISC 9th Edition ASD Include Shear Deformation tiadde:W.atpitIg. Yes es -- ,- No. of Sections for Member Calcs 5 :Re4esig9':Se Whs.:- P-Delta Analysis Tolerance Vertical Axis es 0.50% Sections Section Label SEC1 Joint Coordinates Database Material Shape Label W12X40 STL Area SA(yy) SA(zz) I y-y I z-z J (Torsion) T/C (In)A2 (InA4) (InA4) (InA4) Only 11.8 1.2 1.2 44.1 310 .95 Joint Label X Coordinate (Ft} Y Coordinate (Ft) Z Coordinate N1 0 0 .0 2 18 .:: 0 0 N30 9 0 ,.......... N4.> Boundary Conditions Joint Temperature (F) 0 0 0 Joint Label N1 Member Data X Translation (K/In) Reaction Reachat Y Translation Z Translation (Kfin) (K/in) Reaction Fixed Reaction ....::::, ;: :.. Fized:a:.. MX Rotation MY Rotation (K-ft/rad) (K ft/rad) Fixed Fixed MZ Rotation (K-ftlrad) Fr i ::. ` :.:. ;Fixed Member Label X-Axis Section I Joint J Joint K Joint Rotate Set (degrees) M1 N1 N3 M2 N4 I N2 M3 N3 N4 Steel Design / NDS Parameters End Releases I -End J-End xy SEC1 SEC1:;: - 1: 1 SEC1 End Offsets Inactive Member I -End J-End Code Length z xyz xyz xyz (In) (In) (Ft) 9 ..:..9:: 18 Member Section Label Set MI M2' :> M3 SEC1 SEG1:;:. SECT Length (Ft) 9 18 Lb y-y Lb z-z le2 let (Ft) (Ft) L_comp le bend K y-y K z-z CH Cm z-z B y z (Ft) Cm y-y Cb Sway 1. .8 RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE14.r3d] Page 1 2S G Company : Lamda Engineering Designer : CEL - Joh Number : 302-4025 SHEAR LINE 14 July 18, 2002 3:56 PM Checked By: Distributed Load Patterns Pattern Label Direction Start Magnitude (Lb/ft. F) DL LL Y.... Basic Load Case Data -336 •:405.0 • End Magnitude Start Location End Location (Lbfft. Fj (Ft or %) (Ft or %) -336 0 0 BLC No. Basic Load Case Description 1 DL Category Category Code Description DL Dead Load 3 SEISMIC LL Live Load. EL Earthquake Load Gravity X Y Z Joint Loads/Enforced Displacements, Category : EL, BLC 3 : SEISMIC Joint Label N4 N1 [L]oad or [Misplacement Direction L x Magnitude (Lb, Lb-ft, In, rad) -2392 Member Distributed Loads, Category : DL. BLC 1 : DL Member Label M3 I Joint J Joint N3 N4 Load Type Totals Nodal Point Dist. Surf. 1 Load Pattern Label Pattern Multiplier DL Member Distributed Loads, Category : LL, BLC 2 : LL 1 Member Label I Joint J Joint M3 N3 N4 Load Combinations Load Pattern Label Pattern Multiplier LL 1 Num Description Env WS PD SRSS CD BLC a BLC 1 1 1.2DL+LL+SEISMIC y y_ y + 1 DL 1.2 LL J 1 EL y1 v J Qvw III .... DL+LL+SE€SMIC :::;- :;I' :: y Y it + 1:.::.;:...DL..............1.;..... i:. LL >' .1 '`? EL 1 ' ' ' Envelope Joint Displacements Joint Label N1 N2 N3 N4 max X Translate {In) 0.000 rmi`ii `I. 0 7 max 0.000 max -0.12 max -0.123 0123 Lc Y Translate (In) 0.000 0.000: Z Translate Lc (In) Lc ( 2 0.000 1 000 :~ '1"; 1 0.000 2 0.000 1 0.000 0 00a 0:0o - -0.004 2 0.000 1 0.000 X Rotate radians) 0.000 Lc 0 = 1 2 -0.004 2 0.000 1 0.000 -D:043 0.000= _:1::..:COOT Y Rotate Z Rotate (radian) Lc (radians) Lc 0.000 1 0.002 .0000 1 0002:. 0.000 0.000 0.:0Qa 0.000 1 1I 1 1 0.001 -0.001 -0a01. 0.002 • IOW Ct€i1Q2:1::: 1 2 2 1 RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE14.r3d] Page 2 Company : Lamda Engineering Designer : CEL Job Number : 3024025 SHEAR LINE 14 2_S H July 18, 2002 3:56 PM Checked By: Envelope Reactions Joint Label X Force (Lb) N1 Lmax 4400.473 riii1 ;42-$230: - Lc Y Force (Lb) 1 14289.51 N2 ;max -1860.131 2 min 20.0&473` 1 11263.98 Reaction Totals : max 2392 2 26157.6 23.92:: .1 -24948 Envelope Member Section Forces Lc Z Force (Lb) NC NC 0.000 X Moment (Lb-ft) NC NC• Y Moment (Lb-ft) NC Z Moment (Lb-ft) Lc 0.000 1 0,000, NC 111C:i NC 0.000 Rrna� - 14-Z(IC* VI 4401 Member Label Section M1 M2 1 Axial Lc Shear y-y (Lb) (Lb) max 14289.51 1-4267.341 Lc 2 Shear z-z (Lb) 0 Lc Torque (Lb-ft) 1 0 min 13684.02 2 2 max min 3 max min 4 max min 5 max min M3 14289.51 13684.02 14289.51 13684.02 14289.51 13684.02 14289.51 13684.02 max - '11:8ia8 09. r: 1 2 1 2 1 2 1 2 • min 11263.98 • max :11866:09 • mil 11263.98:..2 3::max 118580.91 min 11.263 98. 2 1-4.; rnax 11868:09::.: 'I 2 3 min 1126398 2 1 max 1186a 09 min max min max min max min max min max min 1126.39i3 4400.473 4252.131 4400.473 4252.131 4400.473 4252.131 4400.473 4252.131 4400.473 4252.131 Envelope Member Stresses -4416.359 1 -4267.341 2 - 4416.359 1 -4267.341 ` 4416.359 -4267.341 -4416.359 -4267.341 - 4416.359 2 1 2 1 2 1 � 18:47:•3€1 r• i- 1994.975 2:.: 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 1 . 0 . • 0.... „:1!! I- Lc Moment y-y Lc Moment z-z Lc (Lb-ft) (Lb-ft) 1 0 1 0 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 1 9936.807 1 9601.517 1 19873.61 1 1 1 1▪ ' 0:: - 19.94.975 :1::::.::::.:: 0 ::::0: 19.94.975 1 :::0:: -184 331 2 0 1094:975: 1 • :0: 1847::331 2' 199497`5 1 14289.49 2 13684 1 7750.092 2 7447.005 1210.692 2 1210.005 1-5026.995 1 2 1 2 1 2 2 2-5328.708 1 -11264 2-11868.11 1 2 1 0::••• 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 19203.03 1 2 1 2 29810.42 1 28804.55 1 39747.23 1 38406.07 =17954_77 -12469_49. 1 2 -1:3466_08: " 1 - 1 •. �8312:.992 2 1 8977:386` 1 1 • 4156:496 _448 693 1 • 0::: I1 1 1 1 1 1 1 1 1 1 1 1. 1 11 39747.23 38406.07 -9138.704' -9841.837 -28616.98 -30003.6 -20028.75 -20738.06 17954.77 16625.98 1 2 2 1 2 1 2 1 1 2 Member Label Section M1 1 max Axial (Psi) 1210.975 Shear y-y Shear z-z Lc (Psi) Lc (Psi) 1 -1453.825 2 0 Bending y-top Bending y-bot Bending z-top Bending z-bot Lc (Psi) Lc (Psi) Lc {Psi) Lc (Psil 1 2 min max 1159.663 2 1210.975 1 -1504.594 -1453.825 1 2 0 0 1 1 -221 ) 1 0 1 0 1 0 1 ) 1 0 1 0 1 0 1 8.88 2 2296.364 , 1 0 1 i 0 1 RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE14.r3d] Page 3 Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 14 ZS � July 18, 2002 3:56 PM Checked By: Envelope Member Stresses, (continued) Member Label Section Axial (Psi) Lc Shear y-y Shear z-z Bending y-top Bending y-bot Bending z-top Bending z-bot (Psi} Lc (Psi) Lc (PSI) Lc (Psi} Lc =Psi} min 1159.663 2-1504.594 1 0 1-2296.364 1 2218.88 2 0 ,000000a 3 max 1210.975 1-1453.825 2 0 1 -4437.759- 2 4592.728 1 0 min 1159.663 2-1504.594 1 0 1-4592.728 1 4437.759 2 0 4 max 1210.975 1-1453.825 2 0 1 -6656.639 2 6889.092 1 0 min 1159.663 _ 2 -1504.594 1 0 1-6889.092 1 6656.639 2 0 5 max 1210.975 1-1453.825 2 0 1 -8875.518 2 9185.456 1 0 min 1159.663 2-1504.594 1 0 1-9185.456 1 8875.518 2 0 M2 ; 1 ._ ----1- 2::i m max 1ou5.771 min--:954.575 ax itwa5. 71 i- 1 2 1. -629 361 L679 661 ,529.361 2 1:::____ : 2: : 0 0 0 1 1 1 4149:29' 3842:211; 311.1.967::.1 1: 2 =3842 211 : 2 0 1 :: 0 '. . -4149.29 1 0 1 0 1.. -28.81E 58: 2 0 ... 1 0 1: 1::" 1 3 m min ;954,575:;:2 niax: 10W:771 1 -679.661::.1: -829361 2 0 Cf`: 1: ::::1 2881.658 2..-3111.9671-: 374.645 1 -1921.106 :;2 0 € 0 €} :.: 1 0 min 954.575 2-679.661 1' .-629.361 2-679661 1 2..` 1 0 0 1 1: 1921,106 103 .322 2 1 2 -2074_ 45 1 0 1 0 0`.: 1 1:- 4.... max: 1.005.711 954575 -960.553 1037.32z 2 :1 0 min 1.960:553 0 ....-. 1;.:-..: 0 1 5: Max - 1005.771 1 -629,361: 2 - 0 1 0 1 0 1 0 -: � [ 0 :: 1 ruin 954;575-:2 M6791661 1 0 :: ;-1 0 1 0 1 0 = f 0 1 M3 1 max 372.921 1 4868.237 1 0 1 -8875.518 2 9185.456 1 0 1 0 1 min 360.35 2 4661.955 2 0 1-9185.456 1 8875.518 2 0 1 0 1 2 max 372.921 1 2640.352 1 0 1 2274.417 1-2111.925 2 0 1 0 1 min 360.35 2 2537.094 2 0 1 2111.925 2-2274.417 1 0 1 0 1 3 max 372.921 1 412.466 1 0 1 6933.735 1-6613.291 2 0 1 0 1 min 360.35 2 412.232 2 0 1 6613.291 2 -6933.735 1 0 1 0 1 4 max 372.921 1-1712.629 2 0 1 4792.5 1-4628.579 2 0 1 0 1 min 360.35 2 •-1815.419 1 0 1 4628.579 2 _-4792.5 r rNI 0 0 1 0 5 max 372.921 1-3837.491 2 0 1-3842.211 2 4149.29 1 0 min 360.35 2-4043.304 1_ 0 1 -4149.29 1 3842.211 0 1 0 Envelope Member Deflections Member Label Section M1 • Ni2... 1 max min 2 3 4 5 max min max min max min max x-Translate Lc (In) 0 1 0 1 -0.001 -0.001 -0.002 -0.002 -0.003 -0.003 -0.004 2 1 2 1 2 1 2 y-Translate Lc (In) 0 0 0.054 0.053 0.099 0.097 0.124 0.123 0.12 1 1 1 2 1 2 1 2 1 z-Translate Lc x-Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc (In) (radians) 0 0 0 0 0 0 0 0 0 min -0.005 1 0.12 2 0 0. 004 1 0:123: 1 0 min; 0.004 2 0123 .2 0 2 max 0.003 1 0.078 2 0 min 0:003 2 0.077 1 ::..... 0 3 ; max 0.002 T 1 0.045 2 0 min 0.002 2 0.044 1 0 1_4 max 0.001 1 0.021 2 0 min 0.001 2 0.02 1 1 1 1 1 1 1 1 1 1 1 1. 0 0 0 0 0 0 0 0 0 0 0 0. 1 - 1 0 ..:: 1 0 1 1 1 1 1 1 1 1 1 NC NC 4467.739 4623.755 2792.337 2889.847 3191.242 3302.682 1 2 1 2 1 NC NC NC NC NC NC NC 2 1 NC NC NC NC 11.879.077 . >'1' NC 1..879.906.:: 2 NC NC ..2 NC 1405.251::: 1 : •NC 2389:81:6 ,_2 NC -- 0 ! .1 ::'2458,9r7' .1.: • NC 0 1 5249.481 2• .NC. 5456:091',..1 . NC 1 RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE14.r3d] Page 4 -FROM : LAMDA ENGINEERING CONSULTANTS FAX NO. : 909 245 2453 Company Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 14 Envelope Member Deflections, (continued) Member Label Section Jul. 19 2002 09:33AM P2 2— U July 18, 2002 3:56 PM Checked By:__` x-Translate Lc y-Translate Lc z-Translate Lc x-Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc N (In) (In) (in) {radians) I ma)d:': ;: 0 .,; :.1 0 • 1 i 1 :. :,ii- liT:0 .':'.'::'.1.:1'-.r..::i .:.0-.:::.: ;: _.._"1; : ;:! 1 - NC 1 maxi -0.12 r 2( -0.004 2 0 1 aNC IC' min 1 -0-12 L 1 ! -0.005 1 0 1 I 1 1 ` NC "� NC 2 max. -0.121 2 -0.092 1 2 0 1 3 1 1 I NC I NC TH 1 1 ' 2448.827 min , -0.121 I_1 I -0.097 1 0 1 0 h 2 NC 3 max -0.121 `• 2 1 -0.154 2 0 1 0 2322.959 1 1 NC min ! -0.121 1 -0.161 1 1 0 1 1 1440.539 2 NC i _ 4 max -0.122 2 -0.113 2 0 0 1 1373.984 1 , NC 1 min ; -0.122 1 -0.118 1 0 1 1 0 1 1974.419 2 i NC i 1 1 0 1 1891.573 1 1 NC 5 I max! -0.123 , 2 ! -0.004 ! 2 0 f Tr" 0 1 NC min ! -0.123 11 1 -0.004 11 [ 0 ? 1 0 1 NC INC NC Envelope MemberAlSC ASD 9th Code Checks Label Code Chk Loc Shear Chk Loc Dir (Ft) Lc (Ft) L M1 r0.361! 9 1 1 10.078I 0 0.. (;::1:.'....'0.11 _=(}' M3 ' 0.372 , 0 1 0-254 ? 0 Y ! 1 Fa Ft Fb y-y Fb z-z ASD Eqn. (Psi) (Psi) (Psi) (Psi) 23754.2 1 28792-8 I 35991 28792.8 1 H1-2 "237:54 2 : ;;- ` 2879 ' : I::::; ;359-91: ;: 227$r8:::.1 ..:.11•:2 >:: 15245_1 I 28792.8 j 35991 25569.48 i H1-2 I RISA-3D Version 4.1 [C:10Carlos Desk\Curnently working on103-402514025LINE-14.r3d1 Page 5 • rct L R MD 11 Engineering Consultants CIVIL • STRUCTURAL • PLANNING • CONSTRUCTION MANAGEMENT 570 Central Ave, Suite D-1 (909) 245-2578 Lake Elsinore, CA 92530 Fax (909) 245-2453 PROJECT: Structural design on OMRI & BONI restaurant LOCATION: Washington & Lake Quinta Dr. La Quinta, Ca. OWNER: Omri & Boni Restaurant CLIENT: Lewis Bishop 44645 San Onofre Ave. Palm Desert, Ca. 92260 REVISIONS: UJ 5-/3-dZ Si7S /Z4?if —I41,IS-Kko 91 /4- �6E C ( 0 -2 -efL 54'is _ : �-�, II, 12811304,144+. 1 - 4 . VIrE /G8[7041,25A-25DIZ7- CI ZS —3'Z CEL � � k ‘.5": DATE: 3-13-02 SHIPPED: DESIGNED BY: CHECKED BY: L A M D A Engineering Consultants CR1R-STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT SHEET: 2 DATE: 3-14-02 JN: 302-4025 Design Criteria 1997 EDITION AND CALIFORNIA BUILDING -LARCH CONCRETE- psi SHALL CONFORM Fv=95 psi TYPE I OR II psi F'c=2,000 psi (28 psi psi, Fv=85 psi STEEL FACTORS STRUCTURAL FIR -LARCH ASTM A-36 PIPE COLUMNS ASTM A-35, UNLESS NOTED BOLTS AND NUTS MASONRY UNIT ASTM A-307 Fb=24 ksi Fv=14.5 ksi E=29x106 psi GRADE 40 = NER-481; LARR-25202 = NER-481; LARR-2878 = NER-108 = PFC-5381; LARR-25340 = ER-1372 ADJUSTED = 5193 CODE, 1998 EDITION PORTLAND CEMENT TO ASTM C-150 DAYS) STEEL SHALL CONFORM SHALL CONFORM GRADE B OTHERWISE UNFINISHED SHALL CONFORM L2 TO TO TO L3 UNIFORM TIMBER -DOUGLAS 4x _ OR 2x_ 4x _ No. 1 2x_No.2 Fb=875 BUILDING CODE, FIR E=1.6x106 Fb=1100 psi, psi, Fv=95 E=1.6x106 No. 1 Fb=1350 USE Cf SIZE DOUGLAS Fv=165 psi CONCRETE STD. C-90 F'm=1500 psi STD. A-615 F's=20,000 psi (ML) (PL) PLYW'D HEAD WEDGE ANCHOR ANCHOR 6x_OR GREATER, GLULAM- E=1.8x106 psi Fb=2400 psi MASONRY- BRICKS ASTM REBAR ASTM I.C.B.O. #'s WOOD MICROLLAM PARALLAM STRUCTURAL TJI ANCHORS L1= 12 / 12,1 D.L= DL• — \Ll1 ITW RAMSET/RED TRUBOLT HILTI NY-150 ADHESIVE LOADING CONDITIONS ROOF FLOOR MATERIAL TILE SHAKE/ COMP. BUILT-UP W/O CONC. W/ CONC. BALCONY L3 12 4 < 4 N/A N/A N/A D.L. 10 4 6 4 14 14 SHEATHING 1.5 1.5 1.5 2 2 2 JOISTS 2 2 2 2.5 2.5 2.5 CEILING 3.5 4.5 4.5 3.5 3.5 13.5 TOT. D. L. 17 12 14 12 22 32 TOT. ADJUSTED al 25 13 14 - - LIVE LOAD 16 16 20 50 100 100 TOT. LOAD 41 29 34 62 122 132 DESIGN LOAD 41 29 34 62 122 132 USED x x x L R N1 D Engineering Consultants a vfl.-STRUCTURRL - PLANNING - CONSTRUCTION MANAGEMENT SHEET: 3 DATE: 3-14-02 JN: 302-4025 (1 HEADER @ 2nd FLOOR NORTH ELEV. L:=22 ' Fb1:=1100 Fb2:2800 Fv1:=95 Fv2:=285 E1:=1.6.106 E2:=2.0.106 d:=.6 f:=1.25 Roof := 34• (—so \ 2/ 2 ) R w-L 2 R =9900 # Wall :=14•(2) Floor := 0 w .= Roof+ Wall + Floor + Deck + DL w=900 #f MW-L2 _ 8 M = 54450 #-' 12•M 12M S 1 fFbl SZ fFb2 S l = 475.2 in3 S2 =186.7 i3 HEADER @ 2nd FLOOR EAST ELEV. V:=w• — - d 12 i V = 9360 # Deck :=0 DL :=22 1.5•V 1.5•V A I "vl A Z f F v2 A 1 =118.2 in2 A =39.4 in2 0 USE 5-1/4" x 18" PL 1 22.5• w-L4 E (L•12)1240 I 22.5•w-L4 2 (L-12) E 2 240 I 1 = 2695.3 in4 12 = 2156.2 in4 L =25 ' Fb1 :=1100 Fb2:=2800 Fvi :=95 Fv2:=285 E 1 :=1.6.106 E2:=2.0.106 d:=.6 f:=1.25 /401 Roof :=34- — Wall :=0 Floor :=0 Deck :=0 DL := 13 2i w : = Roof+ Wall + Floor + Deck + DL w = 693 #/' ❑ V M w-L2 8 M = 54140.6 #-' R :=w-L 2 R = 8663 # 12•M 12•M Sl fFbl S fFb2 S 1 = 472.5 in3 S 2 =185.6 in3 V := w•(I - d 2 fJ V = 8246.7 # 1.5-V _ fFvl 1.5•V A1. A IFv2 A l =104.2 in2 A 2 = 34.7 in2 0 USE 5-1/4" x 18" PL 22.5•w•L4 - E L12 1 240 I 22.5•w•L4 2 1L• 121 E2 \ 240 / I 1 = 3045.4 in4 I 2 = 2436.3 in4 L M ii A 4nginaering Consultants CIVIL -STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT SHEET: 4 DATE: 3-14-02 JN: 302-4025 3 ) HEADER @ 2nd FLOOR BY STAIRS L:=10.0' b = 6.67 Fb1:=1100 Fb2:=2800 Fvl :=95 Fv2:=285 E :=1.6.106 E2:=2.0.106 d:=.77 f:=1.25 Roof := 34-(15)•(10)• W 12l Wall := 14•(4) Floor :=0 W : = Roof+ Wall + Floor + Deck + DL W = 2726 # a=3.33 M := 1.54•W-L RB RT L RB =909 # RT=1817# ( 4 ) M=41980.4 #" M M S l . f-Fbl S2 . f'Fb2 S = 30.5 i3 S2=12 in3 BEAM @ DINING ROOM V :- Wb L V=1817.# Deck :=0 DL:=12•L 1.5•V 1.5•V Al fFvl AZ fFv2 A 1 = 23 in2 A 2 = 7.7 in2 0 USE 4 x 10 L:=49 ' w b =42 R L =15120 # RR=22167# I 1 = 76.8 in4 I =61.4 in4 Fbl:=22000 Fb2:=2800 Fv1 :7-14500 Fv2:=285 E1:=29.106 E2:=2.0.106 d:=.77 f:=1 Roof:=34 /401 Wall :=0 Floor :=0 Deck :=0 DL :=40 \ 2 / P w : = Roof+ Wall + Floor + Deck + DL a :=7 P :=34•[(20)-(3)• 11 /2\1 (2) 2/ 13/ M CANT = 27160 #-' w = 720 #/' P =1360 # M CENT=158760 #-' S 1 CENT S 1 = 86.6 in3 £Fb1 12•M CENT S 2 := S 2 = 680.4 in3 V 1v1AX =1840 # V V MAX (w d) f•F b2 UPLIFT @ RIGHT SUPPORT A A. : = l .5 V A 2 _ 1.5•V A 1 = 1.8 in2 0 f F U = —6073 # ` I f F v2 A= 94 in2 USE W12 x 120 4 2 4 op. W [eF % �S 12 = 1166.8 in I 1 = 804.7 in 12•M • _ L i# MD A SHEET 5 Engineering Consultants - CIVIL -STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT DATE: 3-14-02 JN: 302-4025 ( 5 ) HEADER @ KITCHEN L:=8 ' Fb11300 Fb2:=2800 F :=85 Fv2:=285 E1 :=1.6.106 E2'=2.0.106 d:=.94 f:=1.25 Roof := 34- l22\ \ 2 / U R wL 2 R =2000 # Wall := 14•(8) Floor :=0 w := Roof+ Wall + Floor + Deck + DL w = 500 #P 2 / \ M:=wL V:=w• L-d 8 \2 / M = 4000 #-' V =1530 # Deck :=0 DL:=14 12-M 12•M 1.5-V 1.5•V S 1 fFbl SZ fFb2 A 1 f.Fvl A2 : IF v2 S 1 = 29.5 in3 A 1 = 21.6 in2 S2=13.7 in3 A2=6.4 in2 0 USE 6 x 10 BEAM @ EDGE OF CANTILEVERED ROOF L:=21 ' W a := 8.67 1 22.5.wL4 1 - E L.12 1 240 } I 22.5•w•L4 2 E /L•12�i \ 240 ) I 1 = 72 in4 12=57.6 in4 Fbl:=1100 Fb2:=2800 F,l :=95 Fv2:=285 E1 :=1.6.106 E2:=2.0.106 d:=.94 f:=1.25 \ Roof=34•(20)•(7)• 1 Wa11:=0 Floor :=0 \ 2 / W : = Roof+ Wall + Floor + Deck + DL W = 2632 # b := 17.33 Wb Wa RT:= L RB := L RT=2172# RB=1087# M := 1.54•W•L M=85118.9 #" M M S 1 fFbl SZ fFb2 S 1 = 61.9 in3 S 2 = 24.3 in3 .1 / -4 4-10, 3 p.3- V _ W b L V =2172 # Deck := 0 DL :=12•L 1.5•V 1.5•V A 1 fFvl A2 fFv2 A 1 = 27.4 in2 A 2 = 9.1 in` I 1 = 326.9 in4 12 = 261.5 in4 USE 4 x 1 4- c,ft- 3')/ ! `/pi"' pG • A M D A SHEET: 6 Engineering Consultants CIV1L•STRUCTURAL • PLANNING • CONSTRUCTION MANAGEMENT DATE 3-15-02 JN: 302-4025 U BEAM @ RIGHT OF DINING ROOM L:=28 ' Fb1 :=22000 Fb2:=2800 Fvl :=14500 Fv2:=285 E 1 :=29.106 E2:=2.0.106 d:=.94 f:=1 Roof:=34 l32 '— Wall :=0 Floor :=0 Deck :=0 2 a:=8 w : = Roof+ Wall + Floor + Deck + DL P:=R 6B b = 20 M CANT = 29944 #-' I2-M CENT M CENT = 33200 #-' S 1 -- S 1 = 18.1 in3 f-F b 1 12•M S . - CENT S 2 = 142.3 in3 2 V MAX =8137# V -V MAX- (w.d) fFb2 1.5-V 1.5•V 2 UPLIFT @ RIGHT SUPPORT A 1 = A 2 : = A 1 = 0.8 in fFv1 fFv2 2 in 0 USE W12 x 120 I, = 804.7 in4 I 2 = 1166.8 in R L = 6640 # RR=14536# DL.=120 w = 664 #/' P =1087 # BEAM @ DINING ROOM / ENTRY L:=24 ' Fbl:=22000 Fb2:=2800 Fv1:=14500 Fv2:=285 E1:=29.106 E2:=2.0.106 d =.94 f:=1 Roof : = 34- b=18 50 2 Wall : = 0 Floor : = 0 Deck : = 0 DL := 10 w : = Roof+ Wall + Floor + Deck + DL w=860 #P M = 83442 #-' w-L P-b S w L P a RL:= + RR= + 1 !v] 12-M 2 L 2 L IFb 1 2 fFb2 S 1 = 45.5 in3 S2=357.6 in3 RL=15300# RR=11980# P:=R7L V wL+Pb 2 L V = 14491.6 # (w-d) 1.5•V 1.5-V Al fFvl A2 fFv2 Al=1.5 in2 A 2 = 76.3 in2 0 USE W12 x 50 P = 6640 # I 1 = 247.9 in4 12 = 3595.1 in4 L A M D A Engineering Consultoms avR.-STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT SHEET: 7 DATE: 3-15-02 JN: 302-4025 9 ) CANTILEVER BEAM @ BALCONY L:=28 ' a :=9 R L = 69405 # RR=31958# Fb1:=22000 Fb2:=2800 Roof := 34- w b=19 42\ 2/ L1 Fv1:=14500 Fv2:=285 E1:=29.106 E2:=2.0.106 d:=.94 f:=1 Wa11:=14(11) Floor:=132 242 1Deck:=0 DL:=120 2.16E w : = Roof+ Wall + Floor + Deck + DL w = 3364 #/' M CANT = 136242 #-' M CENT = 151800.�#-' V MAX=3744;# UPLIFT @ RIGHT SUPPORT V : = V MAX — (w- d) U =5037 # BEAM @ EDGE OF CANTILEVER 12• M CENT S = S = 82.8 in3 fFb1 12•M S CENT S 2 = 650.6 in3 fFb2 A .= 1.5 V A 1= 3.5 in2 fF.v1 A2 =1.5V A2=180.4 in2 fFv2 I1 =365.3 in4 USE W12 x 79 I2 5297.1 i4 L:=19 ' Fb1:=22000 Fb2:=2800 Fv1:=14500 Fv2:=285 E1:=29.106 E2:=2.0.106 d:=.94 f:=1 Roof:=34 /481 Wall := 14-(11) Floor := 132- \2/ 12 w : = Roof+ Wall + Floor + Deck + DL R =wL 2 R =17879 # w =1882 #/ M wL2 I12\ i V :=w• — d Deck : = 0 DL := 120 8 / M = 84925.3 #-' V = 16109.9 # 12-M 12-M 1.5-V _ 1.5•V S1 f-Fb1 S f'Fb2 Al f'Fvl A2 f.Fv2 S 1 = 46.3 in3 A 1 = 1.7 in2 S2=364 in3 A2=84.8 in2 0 USE W12 x 50 22.5- w•L4 I (L-12)240 I 22.5-w-L4 2 L•12 240 I 1 = 200.3 in4 I 2 = 2904.4 in4 L 11 MDR Engineering Consultants CIV1L-STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT SHEET: 8 DATE: 3-15-02 JN: 302-4025 BEAM @ NORTH EAST ELEV. L:=32.0' b =21.33 Fb1 :=22000 Fb2:=2800 Fv1 :=14500 Fv2:=285 E 1 :=29.106 E2 :=2.0.106 d:=.77 f:=1.25 Roof :=34-(28)•(18)- W \ 2/ Wall :=14-(11)•(32) Floor := 132-(28)•(18)-(11 12/ W : = Roof+ Wall + Floor + Deck + DL W = 50600 # a = 10.67 M := 1.54•W•L Wa Wb RB RT.- RB=1686# RT=3373:# 12 BEAM @ CARPORT M=2493568 # " M M 51 f•Fbl 52 f-Fb2 S 1 = 90.7 in3 S 2 = 712.4 in3 VW.b L V=33733#3 _ 1.5.V 1.5•V Al fFv1 A2 "v2 A 1 =2.8 inz A 2 =142 inz Deck :=0 DL:=120•L I 1 = 805.1 in4 12 = 11673.8 in4 USE W12x120 s - WU ( S L:=18 ' Fb1:=22000 Fb2:=2800 Fv1:=14500 Fv2:=285 E1:=29.106 E2:=2.0.106 d:=.94 f:=1 Roof : = 0 Wall =0 Floor := 132• w : = Roof+ Wall + Floor + Deck + DL w =1506 #/' w-L2 8 M = 60993 #-' R wL 12•M S S fFbl 2 R =13554 # I2-M fFb2 /21\ 12/ V :=w- -- d 12 i V=12138.4 # 1.5•V A fPv1 Deck := 0 DL : =120 A2 S 1 = 33.3 in3 A 1 =1.3 in2 S 2 = 261.4 in3 A 2 = 63.9 in2 0 USE 7" x 18" PL or W12 x 40 1.5•V f.Fv2 1 22.5• w-L4 1 L-12\ E1 240 / I 22.5• w-L4 2 L12 2 240 I1 = 136.3 in4 12 = 1976.2 in4 L A MD A Engineering Consultants Cry1L-5i1WCTURRL • PLANNING - CONSTRUCTION MANAGEMENT SHEET: 9 DATE: 3-15-02 • JN: 302-4025 13 CANTILEVER BEAM @ CARPORT L:=17.5' Fb1:=22000 Fb2:=2800 Fvl :=14500 Fv2:=285 E1 :=29.106 E2:=2.0.106 d:=.94 f:=1 Roof := 0 b =12.5 RL=1063 # R R = 99250 # V MAX = 9818 ;# a :=5 UPLIFT @ RIGHT SUPPORT U = 26216 # Wall :=0 Floor :=0 Deck : = 0 DL := 170 w := Roof +Wall + Floor + Deck + DL w =170 #P P:=R9L M CANT = 349150 #-' M CENT = 3320 #-' S 1 :_ S 2 :- 12-M CANT fFb1 12-M CANT P = 69405 # S 1 =190.4 in3 S 2 =1496.4 in3 A 1 =10.1 A2 = 515.9 USE W12 x 170 I 1 =338.8 O� W21 0� CANTILEVER BEAM @ CARPORT 101 12 =4913 V := V MAX- (w•d) A I.SV 1 • U vi fFb2 A ;= 1.5•V 2 Fv2 in2 2 m • m4 ina L:=45 ' Fb1:=22000 Fb2:=2800 Fv1:=14500 Fv2:=285 E1 :=29.106 E2:=2.0.106 d:=.94 f:=1 Roof := 0 b =35 a:=10 RL=2100 # R R = 67548 # V MAX = 6544f# UPLIFT @ RIGHT SUPPORT U =10480 # Wall :=0 Floor:=0 Deck :=0 DL :=120 w : =Roof + Wall + Floor + Deck + DL w =120 #P P:=R9R+R10 P = 49837 # M CANT = 504370 #-' 12•M CANT 3 M CENT =18375 #-' S 1 S 1= 275.1 in fFb1 12•M CANT 3 S2 :- S2=2161.6 in fFb2 A := 1.5 V A = 6.8 in2 2 fFv2 1 2 A2=343.9 in V := V MAx- (w•d) A := 1.5-V 1 fFvi USE W21 x 132 I 1 = 243.3 in4 12 = 3527.6 in4 L A M D R Engineering Consultants CM -STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT SHEET: 10 DATE: 3-15-02 JN: 302-4025 15 HEADER @ L :712 ' Fbl:=1100 Fb2:=2800 Fv1:=95 Fv2:=285 E1 :=1.6.106 E2:=2.0.106 d:=.94 f:=1 Roof :=0 16 U R =wL 2 R = 14400 # BEAM @ CARPORT Wall :=0 Floor := 132- /36\ \ 2 / w : = Roof+ Wall + Floor + Deck + DL w = 2400 #P 2 w•L M = 8 M = 43200 #-' 12-M 12•M S 1 "52 bl rFb2 S 1 =471.3 in3 S2 =185.1 in3 Deck : = 0 DL : = 24 V :=w• L- d \2 / V =12144 # 1.5-V 1.5•V A 1 fFvl A2 f•Fv2 A 1 = 191.7 in2 A 2 = 63.9 in2 O USE 5-1/4" x 16" PL _ 22.5• w-L4 E L•12 240 22.5- w-L4 I 2 (L.I2 240) I 1 = 1166.4 in4 I 2 = 933.1 in4 L:=18 ' Fbl:=22000 Fb2:=2800 Fvl :=14500 Fv2:=285 E1:=29.106 E2:=2.0.106 Roof :=0 R := w•L 2 R =15660 # Wall :=0 Floor := 132. 26 \ 2 / w : = Roof+ Wall + Floor + Deck + DL w = 1740 #P 2 M wL 8 M = 70470 #-' 12-M S1 fFbl S2 S 1 =38.4 in3 S 2 = 302 in3 12-M fFb2 V :=w• L- d \2 V = 14024.4 # Deck : _ 1.5•V 1.5•V A 1 f.Fvl A2 "v2 A 1 =1.5 in2 A 2 = 73.8 in2 0 d:=.94 f:=1 DL:=24 22.5• w-L4 1 E L 12 1 240 I 22.5-w•L4 2 - `L12'I E2 240 ,/I I 1 = 157.5 in4 12 = 2283.2 in4 USE 7" x 18" PL or W 12 x 40 A M n SHEET: 11 Engineering Consultants CIVIL -STRUCTURAL • PLANNING • CONSTRUCTION MANAGEMENT DATE: 3-15-02 JN: 302-4025 L:=29 ' CANTILEVER BEAM @ CARPORT Fb1 :=22000 Fb2:=2800 Fvl :=14500 Fv2:=285 E 1 :=29.106 E2:=2.0.106 d:=1 f:=1 Roof : = 0 Wall :=0 Floor :=0 Deck := 0 w : = Roof + Wa11 + Floor + Deck + DL w = 120 #t Pl I P2 P1' 16 P1=15660 # c..J ...... P P2 =56171 # a :=10 18.5 M CANT = 567705 #-' c:=12 b=7 DL := 120 R L = 22960 # R R = 98270 # V MAX = 58091# UPLIFT @ RIGHT SUPPORT U = 26869 # 18 BEAM @ 12. M CANT 3 M CENT = 506969 #-' S 1 : = S 1 = 309.7 in fFb1 12. M CANT 3 S2 := S2 =2433 in V :=VMAX— (w.d) fFb2 1.5•V . 2 m Al := Al =6 fFv1 1111) USE W27 x 161 A := 1.5•V A =305.1 in2 f F v2 I = 6043 in4 I 2 = 87623.5 in4 L :=23.0' Fb1 :=1300 Fb2 :=2800 Fvl :=85 P (10), (23) 2 2 U P = 7590 # a:=5 b=18 P•a•b M:= L M = 29700 #- 12•M S R L .=PAD R :=.a 1' fFbl S2 L R L RL=5940# RR=1650# S1 =238.4 in3 S2=110.7 in3 12• M fFb2 Fv2:=285 E :=1.6.106 E2:=2.0.106 d:=.94 f:=1.15 V,;_Pb L V = 5940 # A 1.5•V 1 f'Fvl A 1 = 91.2 A 2 =27.2 I 1= 1050.4 in4 I 2 = 840.3 in4 USE 5-114" x 18" PL A := 1.5•V 2 IFv2 in2 2 in SHEET: 12 DATE: 3-15-02 JN: 302-4025 swim L 11 M D A Engineering Consultants CIVIL-STRUCfURAL • PLANNING - tONSTRUalON MANAGEMENT HEADER @ F bi := 22000 F b2 := 2800 F := 14500 F v2 := 285 E1 := 29.106 E 2 := 2.0-106 d := .94 f 1 Roof := 0 Wall 0 Floor := 132- (-48) Deck : 0 DL := 50 2 w := Roof + Wall + Floor + Deck + DL w =3218 #/' M =102981 #-' R + " R Iv" + 13.a 12M 12M L 2 L R 2 L S 1 - S 2 - CANTILEVER BEAM NEAR STAIRS (EAST ELEV.) 1.5.V fA F vl A =3 A 2 =153.5 (;) USE W12 x 50 P =19310 # I =145 in4 12 =2102.1 in. 4 V lir F bi 22000 F b2 : 2800. - opb v2 - 285 E := 29.106 E 2 := 2.0-106 d := .94 f : = 1 Roof = 34. 12 Floor := 132. 1-12 Deck := 0 DL := 120 jk irt4 ( 11) • v 2 It w : = Roof + Wall + Floor + Deck + DL w =1270 b =18 m cANT = 318800 #-' P =25530 # 12-M CANT RL=67371 # M CENT -51435 4-1 S i :- f F bl S1 =173.9 in3 RR = 11430# 12-M CANT S 2 :- S 2 =1366.3 in3 V . -= V mAx - (w. d) V mAx =55941# f F b2 UPLIFT @RIGHT SUPPORT 1.5-V in2 A i=5.7 U =14430 # f F vl =132.3 ina USE W12 x 170 17,-1919 L A M D A � Engineering Consultants MR -STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT 0 SHEET: 12A DATE: 5-10-02 JN: 302-4025 21 HEADER @ SOUTH ELEV. L:=8 22 Fbl :=1300 Fb2:=2800 Fvl :=85 Fv2 :=285 E 1 :=1.6.106 E2 :=2.0.106 d:=.6 f:=1.25 �242, Roof := 34. R :=wL 2 R =2161 # ,2.191 HEADER @ BAR Wa11 :=9 Floor :=0 w : = Roof + Wall + Floor + Deck + DL w=540 #f M = w•L2 8 M=4322.9 #-' f.F hl S 1 = 31.9 in3 S 2 =14.8 in3 12.M I2•M S2 f F b2 V :=w•(L- dl 2 / V=1837.3 # A .= 1.5•V fFvl A l =25.9 A2 =7.7 Deck :=0 DL:=16 A 1.5•V 2 fFv2 in2 in2 USE 6 x 8 L:=10 ' I 22.5•w•L4 I • E (L12 I 240 } I 22.5•w•L4 2 E L.12 2 240 I l = 77.8 in4 I 2 = 62.3 in4 Fbl :=1300 Fb2:=2800 Fvl :=85 Fv2:=285 E1 :=1.6.106 E2:=2.0.106 d:=.6 f:=1.25 Roof:=34 /302 Wall:=0 Floor:=0 Deck :=0 DL:=15 \2.20/ w := Roof + Wa11 + Floor + Deck + DL w=780 #f M w•L2 8 M = 9750 #-' R w•L 12•M 12•M S 2 1 S fFbl 2 fFb2 R = 3900 # S 1 = 72 in3 S2 =33.4 in3 V :=w.'- (1) 2 V = 3432 # A 1.5•V fF vl A l =48.5 A2=14.5 A in2 in2 _ 1.5•V fF v2 USE 6 x 10 22.5•w•L4 I E (L. I2 . 1 240 I 22.5•w•L4 E (L.12) 2 240 I l =219.4 in4 I2=175.5 in4 11 M D 11 Engineering Consultants CNIL STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT 23 L :=10.0' wl BEAM BY STAIRS Fb1 :=1300 Fb2 :=2800 Fvl :=95 1' I Roof := 34• (30 • 1) Wall :=14•(8)• 1 Floor := 122• 2 , \2 \2 w 1 : = Roof+ Wa11 + Floor + Deck + DL w2 w 1 =1306 #i 17.17 2 14 a :=4.5 b =5.5 R L =17022 # R R = 3799 # V 1vIAX=1114`# w2:=132 +DL w2=1381 #f Fv2:=285 E1 :=1.6.106 E2:=2.0.106 d:=.94 f:=1 /16) 12 Deck : = 0 DL := 19 M CENT = 5224 #-' M CANT =13223 #-' S 12•M CANT S 12•M CANT S =122.1 . 3 1 2 1 fFbl f'Fb2 3 V := V MAX- (w 2-d) S 2 = 56.7 in UPLIFT @RIGHT SUPPORT A : = 1.5 • V A = 1.5 V A =155.5 in2 U=982 # 1 f'Fvl 2 f.Fv2 A2 =51.8 in2 I = 64.6 ins 4111 USE 5-1/4" x 16" PL I 2 = 51.7 ins 24 BEAM @ L:=5 ' Fbl :=1100 Fb2:=2800 Fvl :=95 Fv2:=285 E1 :=1.6.106 E2:=2.0.106 d:=.6 f:=1 Roof := 0 Wall :=0 Floor := 122.H25) w := Roof+ Wa11 + Floor + Deck + DL w =1539 #f M w•L 2 8 M = 4809.4 I ' V = 2924.1 # R :=w•L 12•M 12•M 1.5•V 1.5•V S S := A := A : 2 1 f•Fbl 2 fFb2 1 fFvl 2 fFv2 R = 3848 # S 1 = 52.5 in3 A 1 = 46.2 in2 S 2 = 20.6 in3 A 2 =15.4 in2 • USE 6 x 10 Deck :=0 DL:=14 V :=w•(L- d) 2 22.5• w• Ls E (1;12) I 240 I 222.5• w• Ls E LI2 2. 240 I 1 = 54.1 ins I 2 = 43.3 ins L A M D A 111111111.111 Engineering ConsultAAts CM -STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT DATE: 3-15-02 JN: 302-4025 FOUNDATION ANALYSIS ASSUME SOIL BEARING VALUE, a := 1500• psf PER SOILS REPORT BY EARTH SYSTEM SOUTHWEST, FILE NO. 08524-01-02-02-767, DATED 3-11-02 CONTINUOUS FOOTING 12" WIDE FTG., 12" DEEP=1500 Ib/ft UNIFORM LOAD 15" WIDE FTG., 18" DEEP=2343 Ib/ft 18" WIDE FTG., 24" DEEP=3375 Ib/ft ALLOWABLE LOAD CONCENTRATED LOAD 15" WIDE BY 18" BELOW FINISH GRADE L=48"+3.5"=51.1 "x15" => 772.5•in2• 12" WIDE BY 12" BELOW FINISH GRADE a := 1500• psf L=36"+3.5"=39.5"x12" => 474.0•in2• a - 4937 •Ib 144• in z ft2 a 1875• psf a - 10059 -lb 144. in z ft2 18" WIDE BY 24" BELOW FINISH GRADE a := 2250• psf L=60"+3.5"=63.5"x18" _> 1143.0-in2• a - 17859 •Ib 144• in z ft2 ("D" INCLUDES 6" CLEAR ABOVE FINISH GRADE) 18" DEEP 24"SQ. a := 2000 - psf P all 4.0-ft2•a P a11=8000 Ib 18" DEEP 30"SQ. P all 6.25•ft2-a P a11=12500 Ib 36"SQ. P all 9.0•ft2•7 P a11=18000 Ib Cl) ENTRY / BAR = 34 psf C48 ft + 10• psf• (18•ft) = 996 •plf 2 / CO ENTRY / = 34-psf (50• ft + 12 ft) + 132-psf• \2 2 ft/ + 14-psf• (22- ft) = 2946 • pl< 3375 plf 18" WIDE FTG. 2 2 40"SQ. 42" SQ. PALL=24300 Ib 44" SQ. PALL=26889 Ib 48" SQ. PALL=32000 Ib 54" SQ. PALL=40500 Ib 11.11•ft2•a P all a11=22220 Ib ■ NORTH ELEV. 132- psf• '46•ftl ) + 14•psf•(9•ft) = 3162 •plf 2 < 1500 plf 12" WIDE FTG. < 3375 plf 18" WIDE FTG wL 1# MD A SHEET: 14 Engineering Consultants CML•STRUCTURAL . PLANNING - CONSTRUCTION MANAGEMENT DATE: 3-15-02 JN: 302-4025 PAD DESIGN R 1 :• = 9900•lb R 6L :=2172.1b R 9R := 31958-lb R 14L 2100 lb R 18R :=1650-lb R 2 := 8663.1b R 6R :=1087•lb R 10 :=17879•lb R 14R 67548.1b R 19L •= 32181 •lb R 3L :=909.1b R 7L :=6640-lb R 11L 1686-lb R 15 :=14400-lb R 19R 25745•lb R 3R :=1917-lb R 7R := 14536•lb R 11R 3373.1b R 16 :=15660-lb R 20L := 67371 -lb R 4L :=15120-lb R 81, :=15300-lb R 12 :=13554.1b R 171, :=22960-lb R 20R := 11430-lb R 4R := 22167-lb R 8R := 11980-lb R13L:=1063-lb R17R:=98270•lb R21:=2161•lb R 5 : = 2000.1b R 9L : = 69405.1b R 13R 99250-lb R 18L : = 5940.1b R 22 := 3900.1b R 4R = 22167 -lb < 24300 lb USE 42" SQ. PAD R 4L =15120 •lb < 18000 Ib USE 36" SQ. PAD R 7R=14536.1b < 18000 Ib USE 36" SQ. PAD R 8R=11980.1b < 18000 Ib USE 36" SQ. PAD R 8L =15300 .lb < 18000 Ib USE 36" SQ. PAD R 12 + R BR =112804 •lb < 12800 Ib USE 96" SQ. PAD R 12 + R 14R+ R 16 = 96762.1b< 98000 Ib USE 84" SQ. PAD R 15 =14400 •lb < 17859 Ib 18" WIDE x 24" DEEP CONT. FTG. R 17R = 98270 •lb < 10521 Ib USE 87" SQ. PAD = 5940.1b < 17859 Ib 18" WIDE x 24" DEEP CONT. FTG. R 18L R 19R = 25745 .lb < 26889 Ib USE 44" SQ. PAD R 19L = 32181 •lb < 40500 Ib USE 54" SQ. PAD 11430 •lb < 17859 Ib 18" WIDE x 24" DEEP CONT. FTG. R 20R = R 20L = 67371 •lb < 76000 Ib USE 72" SQ. PAD R 22 = 3900 -lb < 10059 Ib 15" WIDE x 18" DEEP CONT. FTG. / 18-18 R 22 = 7020.1b < 10059 Ib 15" WIDE x 18" DEEP CONT. FTG. 110•ft I EI 9tneerfng Ctii uIt li.Ms lv' smurn6t p'Lii12 ilf iiR;;,l'fi ialVit16041.11` Scope ft Title : OMRI & BONI RESTAURANT Job # 302-4025 - Dsgnr: CEL Date: 8:39AM, 21 JUN 02 Description : 2,1 Rev. 510300 User. KW-0801840, Ver 5.1.3, 22-J,., 1999, WIn32 (c) 1983-99 ENERCALC Description Steel Column 6" SQ. COL. R,max = 22,167 lb ]2.4. General Information Steel Section TS6X6X5/16 Column Height 20.000 ft End Fixity Pin -Pin Live & Short Term Loads Combined LLoads Page 1 502212desirlcurrerrtl workin orr1O3-40251 Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 36.00 ksi Duration Factor 1.000 Elastic Modulus 29,000.00 ksi X-X Unbraced 20.000 ft Y-Y Unbraced 20.000 ft X-X Sidesway : Y-Y Sidesway Kxx Kyy Restrained Restrained 1.000 1.000 :iG}2FL ���»::::-,•:�•>»yitl3H•:;..Ah+':-:[:??•F.C•�•A'a h"•' Y.LfLk ' - :.FS1aYhr.-w Axial Load... Dead Load 8.90 k Ecc. for X-X Axis Moments Live Load 13.30 k Ecc. for Y-Y Axis Moments Short Term Load k s Summary Section : TS6X6X5/16, Height = 20.00ft, Axial Loads: DL = 8.90, LL = 13.30, ST = 0.00k, Unbraced Lengths: X-X = 20.00ft, Y-Y = 20.00ft Dead Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.1044 Live 0.1561 0.0898 in in Column Design OK Ecc. = 0.000in DL + LL DL + ST + (LL if Chosen) 0.2605 0.2605 0.1498 0.1498 XX Axis : Fa calc'd per 1.5-1, K*L/r < Cc YY Axis : Fa calc'd per 1.5-1, K'Ur < Cc Stresses .�,•,�nkn,r 3±�c�L :'_tiitiiexlFs:dn3,]+mme�xLt..P+ ... �.:1.-5?.FY3."J.-o�"?�..._:...yc-•aaY.r-iS;•.i{-'.-:.i.�_iG'�:: }.._-- ::...:--'-l_-sue :ti-J.::??-:?:•is_{r,,4��+Q+. Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 12.42 ksi 12.42 ksi 12.42 ksi 12.42 ksi fa : Actual 1.30 ksi 1.94 ksi 3.24 ksi 3.24 ksi Fb:xx : Allow [F3.1 ] fb : xx Actual Fb:yy : Allow [F3.1 ] fb : yy Actual Analysis Values F'ex : DL+LL Fey :DL+LL F'ex : DL+LL+ST Fey : DL+LL+ST Max X-X Axis Deflection 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 13,719 psi Cm:x DL+LL 0.60 13,719 psi 13,719 psi 13,719 psi 0.000 in Cm:y DL+LL 0.60 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 0.60 at 0.000 ft Max Y-Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST 0.000 in at Section Properties +. T.SC'f.YASlS:FF�k � Depth Width Thickness TS6X6X5/16 6.00 in 6.000 in 0.313 in =iv,,,,cllL v.6i,,,,<-��A�-`•i�,t{ S_ Weight Area 23.30 #/ft 6.86 in2 I-xx I-yy S-xx S-yy r-xx r-yy 1.75 1.75 1.75 1.75 0.000 ft 36.30 in4 36.30 in4 12.100 in3 12.100 in3 2.300 in 2.300 in ate. A. tit Imo. n Title : OMRI & BONI RESTAURANT Job # 302-4025 •••••• •* Dsgnr: CEL Date: 8:46AM, 21 JUN 02 Description : xnr r ii,•..:. (n gineerinq iCtolSUItonts w ;€. irik— iii i it Niaf aga iKEeiC fF i iltill'iScope Rev. 510300 User. KW-0801840, Ver 5.1.3, 72-J a -1909, Wn32 (c) 1983-99 ENERCALC Steel Column Base Plate Description BASE PLATE FOR 6" SQ. COL. Page 1 c:10carlos desklaurren1 Warkinq an103-40251 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requiremetsi Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width Concrete Bearing Stress Actual Bearing Stress Allow per ACI 10.15 Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 22.17 k 0.00 k-ft 12.000 in 12.000 in 0.375 in 12.000 in 12.000 in Thickness OK 153.9 psi 1,785.0 psi 1,396.5 psi Bearing Stress OK 28,000.4 psi 35,910.0 psi Bolt Tension OK 0.000 k 5.500 k Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete fc Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area TS6x$x5/16 6.000 in 6.000 in 0.313 in 0.313 in 3,000.0 psi 36.00 ksi 1.330 2.000 in 2 5.500 k 0.442 in2 Baseplate OK Full Bearing : No Bott Tension a M I CA . 3 4ngtnc*ring Onsultettits -FIVILST111.1£ltAlii f i$!'IE t Scope Title : OMRI & BONI RESTAURANT Job # 302-4025 Dsgnr: CEL Date: 8:42AM, 21 JUN 02 Description : Rev, 510300 IJw KW-0001640, Vim- 5-1.3, 22-Ju -1999, Win32 1cr 198}99 ENERCALC Description Steel Column Page 1 c:looarlos desklcurrent workin• on103-40251 5" SQ. COL. R,max = 67,371 lb = g201_ General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements '�`aL(1d636dlic;�.i$i-"rf aa'a4w-cikfl:• �. ..»n..t.,.a.mv..,.a - -. Steel Section TS5X5X114 Fy Duration Factor Column Height 9.000 ft Elastic Modulus End Fixity Pin -Pin X-X Unbraced Live & Short Term Loads Combined Y-Y Unbraced Loads Axial Load... Dead Load Live Load Short Term Load Summary Section : TS5X5X1/4, Height = 9.00ft, Axial Loads: Unbraced Lengths: X-X = 9.00ft, Y-Y = 9.00ft 30.00 k 40.40 k k Combined Stress Ratios AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 Dead 0.3676 0.3026 36.00 ksi 1.000 29,000.00 ksi 9.000 ft 9.000 ft X-X Sidesway Y-Y Sidesway Kxx Kyy Restrained Restrained 1.000 1.000 Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments in in DL = 30.00, LL = 40.40, ST = 0.00k, Column Design OK Ecc. = 0.000in Live DL + LL 0.4950 0.8626 0.4075 0.7101 DL + ST + (LL if Chosen) 0.8626 0.7101 XX Axis : Fa calc'd per 1.5-1, K*Ur < Cc YY Axis : Fa calc'd per 1.5-1, K*Ur < Cc Stresses Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Dead 17.78 ksi 6.54 ksi 23.76 ksi Live DL + LL DL + Short 17.78 ksi 17.78 ksi 17.78 ksi 8.80 ksi 15.34 ksi 15.34 ksi 23.76 ksi 0.00 ksi 0.00 ksi 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi Analysis Values 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi r ,.�._.,- :,,;y,x-d.-•.,...t.,. .,-- _ - _,l:r-,-t,.....:: .� _ �y.-,�rr,. cet-. •.. :,:N<- - m:a:.> �d2 F'ex : DL+LL Fey :DL+LL F'ex : DL+LL+ST Fey : DL+LL+ST Max X-X Axis Deflection 47,139 psi 47,139 psi 47,139 psi 47,139 psi 0.000 in at Cm:x DL+LL 0.60 Cm:y DL+LL Cm:x DL+LL+ST Cm:y DL+LL+ST 0.60 0.60 0.60 0.000 ft Max Y-Y Axis Deflection Cb:x DL+LL Cb:y DL+LL Cb:x DL+LL+ST Cb:y DL+LL+ST 0.000 in at 1.75 1.75 1.75 1.75 0.000 ft Section Properties TS5X5X1/4 Depth 5.00 in Width 5.000 in Thickness 0.250 in Weight Area 15.59 #/ft 4.59 in2 1)o( I-yy S-xx S-yy r-xx r-yy 16.90 in4 16.90 in4 6.760 in3 6.760 in3 1.919 in 1.919 in nAgm 141k.4 Job # 302-4025 Date: 8:48AM, 21 JUN 02 tnoineering Covisultttrits Scope Title : OMRI & BONI RESTAURANT Dsgnr: CEL Description : Rev. 510300 llsar KW-0801840, Ver 5.1.3, 22-J01-1999, Wn32 (c) 15a3-00 €11ERCJLLC Steel Column Base Plate Description BASE PLATE FOR 5" SQ. COL. c:10cartos deskleusrent 'ndrtrrsrira General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width �*r.alcYaaaaea~�.��fcrc�za Summary Concrete Bearing Stress Actual Bearing Stress Allow per ACI 10.15 Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 67.37 k 0.00 k-ft 12.000 in 12.000 in 0.688 in 12.000 in 12.000 in Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Thickness OK 467.9 psi 1,785.0 psi 1,396.5 psi Bearing Stress OK 32,374.5 psi 35,910.0 psi Bolt Tension OK 0.000 k 5.500 k Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete fc Base Plate Fy Load Duration Factor Anchor Bolt Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area TS5x5x1/4 5.000 in 5.000 in 0.250 in 0.250 in 3,000.0 psi 36.00 ksi 1.330 2.000 in 2 5.500 k 0.442 in2 Baseplate OK Full Bearing : No Bolt Tension 14-. _5 aAiwi rub fiTitle : OMRI & BONI RESTAURANT Ds nr: CEL Date: 8:45AM, 21 JUN 02 ....� Description 4rigittetting Consultants T iii1i 1 IL _ PtfiNkiNG (0Iniiil0101&:lini i? Mali' Scope Job # 302-4025 Re.! 510300 User. KW-0801840, Ver 5 1.3, 22-Jur1999, Win32 (e) 198599 ENERCALC Steel Column Page 1 a:�aaarlos riesklcurrrerrily orkl nr1�ll4e 0251 Description 4" SQ. COL. R,max = 7,20 lb = Ia.' io' �z2 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements pttY.-mrr �" " y- yio%uan Steel Section TS4X4X114 Fy 36.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 14.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X-X Unbraced 14.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 14.000 ft Kyy 1.000 Loads Axial Load... Dead Load 2.80 k Live Load 4.30 k Short Temi Load k Summary ^:iiLb,1��9999s'^ar�xvseFiX45e'driAVli Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments in to Column Design OK Section : TS4X4X1/4, Height = 14.00ft, Axial Loads: DL = 2.80, LL = 4.30, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 14.00ft, Y-Y = 14.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0676 0.1039 XX Axis : Fa calc'd per 1.5-1, K*Ur < Cc YY Axis : Fa calc'd per 1.5-1, K*Ur < Cc Stresses 0.1715 0.0916 0.1715 0.0916 Fi Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 11.53 ksi 11.53 ksi 11.53 ksi 11.53 ksi fa : Actual 0.78 ksi 1.20 ksi 1.98 ksi 1.98 ksi Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1 ] fb : yy Actual 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi Analysis Values F'ex : DL+LL Fey : DL+LL Fex:DL+LL+ST F'ey : DL+LL+ST Max X-X Axis Deflection 12,115 psi Cm:x DL+LL 12,115 psi Cm:y DL+LL 12,115 psi Cm:x DL+LL+ST 12,115 psi Cm:y DL+LL+ST 0.000 in at 0.60 Cb:x DL+LL 1.75 0.60 Cb:y DL+LL 1.75 0.60 Cb:x DL+LL+ST 1.75 0.60 Cb:y DL+LL+ST 1.75 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties TS4X4X1/4 Depth 4.00 in Weight Width 4.000 in Area Thickness 0.250 in 12.19 #/ft 3.59 in2 I-xx 8.22 in4 -yy 8.22 in4 S-xx 4.110 in3 S-yy 4.110 in3 r-xx 1.513 in r-yy 1.513 in ��� ■ IO lw ik M 1 fi Title : OMRI & BONI RESTAURANT Job # 302-4025 441::.::............. ......:.v.1 �.. .4 • .r.:. Dsgnr: CEL Date: 8:49AM, 21 JUN 02 Description : Engin r Co ult�s _.... .� �...... ::.::.:.:: ... ..... ._._ w . Scope #i.���F�#T�[�L •• ��Itl� • �iQi'��?�.l!'��E3�! �RF#it�fRtE:l`I�' Rev; 510300 Haar. NW0501840, Veer 5.1.3, 22-Jur1999. Wn32 Icy 1083-89 EhEHCALC 1,6aZ +armfr&•2,:rrfrnz;m4ESdfdfG'ETZ:-}r:::7 Description BASE PLATE FOR 4" SQ. COL. Page 1 c:l9carios desklcurrerdiy woridnp on103-4O25i General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Rer]J.Prrrquirements QAQG4GYFF//AYJ±YI.'-_:�]/j�(!%(�/(ldll'l.Y r-vff •l/'iU/%l.G%.i'+{±��u 5::...,: �@•'QC'-0CJ1.GV:ivxl�vtf{�I'9M^}'SV•vnx:�L�r.:.:rr.%:C.�d:�:�:N'lwxur 4z.-i�..... [v+..-T:]: f..-...z.. xvzxx---.-. Loads Steel Section TS4x4x1/4 Section Length 4.000 in Section Width 4.000 in Flange Thickness 0.250 in Plate Dimensions Web Thickness 0.250 in Plate Length 10.000 in Allowable Stresses Plate Width 10.000 in Concrete fc 3,000.0 psi Plate Thickness 0.250 in Base Plate Fy 36.00 ksi Axial Load X-X Axis Moment Steel Column Base Plate Support Pier Size Pier Length Pier Width Summary Concrete Bearing Stress Actual Bearing Stress Allow per ACI 10.15 Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 7.02 k 0.00 k-ft 12.000 in 12.000 in Thickness OK 70.2 psi 2,142.0 psi 1,675.8 psi Bearing Stress OK 26,703.4 psi 35,910.0 psi Bolt Tension OK 0.000 k 5.500 k Load Duration Factor 1.330 Anchor Bolt Data Dist. from Plate Edge 2.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Baseplate OK Full Bearing : No Bolt Tension L Engineering Consultants M D A WR STW " • PLANNING - CONSTRUCTION MANAGEMENT SHEET: 15 DATE: 3-16-02 JN: 302-4025 -cRAL ANALYSIS STATIC LATERAL FORCE PROCEDURE BASE SHEAR DESIGN PER UBC 97 PERIOD USING METHOD A C t := 0.020 hn :=22 ft WHERE hn IS THE CENTER OF GRAVITY (AVERAGE HEIGHT) OF DIAPHRAGM 3 T : = C t• (h n) 4 (30-8) T =0.2 sec SEISMIC ZONE: 4 SEISMIC ZONE FACTOR: 0.4 SOIL PROFILE TYPE: SD TYPE OF SEISMIC SOURCE = A DIST. TO SEISMIC SOURCE > 10 km SEISMIC SOURCE = SAN ANDREAS FAULT N a := 1.0 (TABLE 16-S) N v : =1.0 (TABLE 16-T) Ca:=0.44•Na Cv:=0.64•Nv Rw:=4.5 I := 1.0 Z := 0.4 (TABLE 16-Q) (TABLE 16-R) (TABLE 16-N) (TABLE 16-K) (TABLE 16-1) DESIGN BASE SHEAR IS: V:-J CAI lRwT (30-4) V =0.7 BUT NEED NOT EXCEED: 2.5 • C ,a 1 R w. V =0.244 (30-5) DESIGN BASE SHEAR CANNOT BE LESS THAN: V : = 0.11 • C a• I (30-6) V = 0.048 DESIGN BASE SHEAR CANNOT BE LESS THAN: 0.8•Z•N I V R w (30-7) V = 0.071 L M D A Engineering Consultants CXYR-STRuKTURAL - PLANNING - CONSTRUCTION MANAGEMENT SHEET: 16 DATE: 3-16-02 JN: 302-4025 LATERAL ANALYSIS CONT... THEREFORE, V :=0.244 (30-5) CONTROLS ADJUSTED BASE SHEAR DUE TO RELIABILITY / REDUNDANCY FACTOR: Ev:=0 AB:=10930ft2 Eh:=V rm 153•plf (46•ft). (10) 46 (319.plf)•(44.ft) r max = 0.109 p :=2 20 rmax. (NAB) p = 0.25 < 1 USE p :=1 E - P.(Eh)--Ev 1.4 E =0.174 (30-3) (30-1) (12-9) 0 • BEN% L A M A sue Engineering Consultants CIVIL -STRUCTURAL - PLANNING - CONSTRUCTION MRNRG4MENT 11 SHEET: 16A DATE: 5-10-02 JN: 302-4025 LATERAL ANALYSIS SIMPLIFIED BASE SHEAR METHOD PER UBC 1997: SEISMIC ZONE: 4 SEISMIC ZONE FACTOR: 0.4 SEISMIC SOURCE = SAN ANDREAS FAULT TYPE OF SEISMIC SOURCE = A DIST. TO SEISMIC SOURCE > 10 km SOIL PROFILE TYPE: SD Na:=1.0 Ca:=0.44•Na R := ' Nv:=1.0 N a NEEDS NOT TO BE GRATER THAN 1.3 PER UBC 1630.2.3.2 DESIGN FOR LATERAL FORCE AT BASE OF WALL hx:=0 4.0•C •I NOT MORE FP a p Wp Fp=1.257 W 1.4 ALTERNATIVELY FP aP•C a IP RP h x, 1 + 3— hr 1.4 NOT LESS F_ Wp Fp=0.22 W 1.4 Wp FP =0.105 Wp I:=1 a =1 Rp =3.0 hr:=20 USE FP =0.22 W Q.7•C a1p AT TOP OF WALL hx :=20 4.0•C •I NOT MORE F 1 1.4 a p W p F p= 1.257 W P P ALTERNATIVELY ap.0 alp hx 1 + 3- F RP hr 1.4 NOT LESS WP FP =0.419 WP 0.7•C Fp a p Wp Fp =0.22 Wp 1.4 USE FP=0.419Wp AVERAGE VALUE OF FP :=2•(0.22+0.419) WP FP =0.32 W A MD A SHEET: 16B fagineering Consultants CIVIL- STRUCTURAL • PLANNING - CONSTRUCTION MANAGEMENT DATE: 5-10-02 JN: 302-4025 MASONRY WALL TO DIAPHRAGM CONNECTION FROM SHEET 16A Fp :=0.32 W W :=66•psf•(10.ft) W =660•plf F :=0.419.Wp F =277-Of USE Fp :=280•plf UBC 1611.4 USE ANCHOR BOLTS @ 24' O.0 F :=(280•pft).(2•ft) F =560•lb < 520 Ib (1.33) = 691 Ib < 940 Ib SIMPSON HGA10 fa USE SIMPSON HGA10 EACH SIDE OF TRUSS, STAGGERED, TO 3 x 6 PLATE AND 5/8" DIA A.B. @24"O.C. MOREPAL A M D f# Engineering Cansultaats C VL-STRUCTURRL - PLANNING - CONSTRUCTION MANAGEMENT e SHEET: 16C DATE: 5-10-02 JN: 402-4025 SUBDIAPHRAGM CHECK SUBDIAPHRAGM ASPECT RATIO Maximum allowable subdiaphragm ratio is 2.5 to 1 L = Maximum subdiaphragm span D = Minimum suddiaphragm depth Use D :=24.ft FORCES ON SUBDIAPHRAGM L: 44.ft 1 D = L 2.5 L=44•ft D =17.6 •ft From sheet 10 Fp :=280.plf < 420 plf UBC 1633.2.8.1 CHECK SUBDIAPHRAGM SHEAR F 41rt? R 2 S = Maximum shear R = 9240 •lb S :=R D S = 385 •p1f F = 420.p1f From diaphragm design, nailing at edges is 8d cc 6" o.c. load on an ASD basis with 0.85 Toad factor of UBC 1633.2.8.1 (5) applied is 0.85• S = 233.7 •plf 1.4 Check 8d @ 4" o.c. for Case 1 = 240 plf > 233.7 plf Use 8d @ 6" o.c. nailing along long side of building CHECK SUBDIAPHRAGM CORD F p.L2 C D Use W12 x 120 C = 33880 •lb A := 35.3•in2 F t -= 14500-psi ft 0.85.0 ft=5827-psi < 1 Ft=4833.3-psi OK 1.4•A 3 mow,..,• = tiiciiheencti C# #suIt am-stauctstut putt ,#it44 - i ,Ectitti 1 14!!6#9 1? i t scope 16 Title : OMRI & BONI RESTAURANT Job # 302-4025 Dsgnr: CEL Date: 9:58AM, 13 MAY 02 Description : 11 Rev. 510300 User. KW-0001840, Ver 5.1.3, Jur1999, Wg 32 (c) 1983-99 ENERCALC Masonry Wall Design Description WALL SOUTH ELEV. LGeneral Information Page 1 c:lOcartos desklcurren work) • on103-40251 Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Reber 20.00 ft 0.00 ft 8.0 in 5 24 in 3.810 in Calculations are designed to 1997 UBC Requirements Seismic Factor CalcofEm=fm* Duration Factor Wall Wt Mult. Center 0.3200 750.00 1.330 1.000 F'm Fs Special Inspection Grout Reber Only Normal Weight Block Equivalent Solid Thickness 97 1.500.0 psi 24,000.0 psi 5.200 in Loads Uniform Load Dead Load Live Load Load Eccentricity Roof Load 231.000 #/ft 229.000 #/ft 0.000 in Design Values Concentric Axial Load Wind Load 18.510 psf 0.000 #/ft 0.000 #/ft Dead Load Live Load Roof Load E n: Es/Em Wall Weight 1,125,000 psi 25.778 61.000 psf Rebar Area Radius of Gyration Moment of Inertia Max Allow Axial Stress = 0.25 fm (1-(h/140r)92) * Spinsp Allow Masonry Bending Stress = 0.33 fm * Spinsp = Allow Steel Bending Stress = 0.155 in2 np 0.08739 j 0.88676 2.443 in k 0.33972 2 / kj 6.63907 372.510 in4 190.39 psi 495.00 psi 24,000.00 psi Load Combination & Stress Details Summary Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic Axial Moment Load in-# Ibs 0.0 460.0 0.0 231.0 0.0 231.0 Bending Stresses Axial Maximum: Steel Masonry Compression fblFb + fa/Fa Psi psi Psi fs's 0.0 0.0 7.37 0.0387 0.0 0.0 3.70 0.0194 0.0 0.0 3.70 0.0194 Between Base & Top of Wall DL + LL 0.0 1,070.0 0.0 0.0 17.15 0.0901 DL+LL+Wind 11,106.0 841.0 21,207.7 423.3 13.48 0.9259 DL + LL + Seismic 11,712.0 841.0 22,364.9 446.4 13.48 0.9726 ::: >:Ass ,s�:-vm-sssar�0f,,v Summary _ .,,-z 4 Wall Design OK 20.00ft high wall with O.00ft parapet, Normal Block w/ 8.00in wall w/ #5 bars at 24.00ino.c. at center Governing Load Combination is.... Dead + Live + Seismic Between Top & Bottom Masonry Bending Stress 446.38 psi Steel Bending Stress 22,364.93 psi Masonry Axial Stress 13.48 psi Combined Stress Ratio 0.9726 < 1.3300 (allowable) Final Loads & Moments Wall Weight moment Mid Ht Dead Load Moment Top of Wall Dead Load Moment © Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = 610.00 lbs 0.00 in-# 0.00 in-# 0.00 in-# 0.00 In-# Wind Moment ig Mid Ht Seismic Moment Mid Ht Total Dead Load Total Live Load 12,568.25 in-# 11,880.62 Ibs 11,106.00 in-# 11,712.00 in-# 231.00 lbs 229.00 lbs L AM Q A Engineering Consultants CIVL•STRUCTURAL • PLANNING - CONSTRUCTION MANAGENMENT SHEET: 17 DATE: 3-16-02 JN: 302-4025 WIND EXPOSURE= Qs= L1 WIND: ROOF= WALL= WALL= II WALL= FLOOR=tk DECK LATERAL AIIALYSIS BASIC WIND SPEED= '''i`____ mph ;psf • I= Ce= 1.13 Ce= 1.154 ADJUSTED Base shear= 0.179 (SEE CALCS. SHT. 16) LONGITUDINAL L2 WIND: ROOF= WALL= WALL II WALL= FLOOR= DECK= WIND::. ROOF= WALL= WALL= 1: II WALL= f FLOOR= 32 DECK=. ;2 255 pif =1624 825 110 -264 1'2. W= 2823 pif Ws= 0.179 W = 504 pif 14. : �I •� r. Vi<__�_���.::: �•!. ter. .�� .. ;):.-57 =672 .4-126 -108 0 W= 906 pif Ws= 0.179 W = 162 Ai 1)..- 340 Pit. =0 ; 252 -ham =1536 W= 2004 pif Ws= 0.179 W = 358 pif plf Ti WIND: ROOF= WALL= WALL= II WALL= FLOOR= DECK= T2 WIND::.. ROOF= WALL= WALL= II WALL= FLOOR= DECK= WIND: ROOF= WALL= WALL= II WALL= FLOOR= DECK= CeCgQsl= 18.51 psf CeCgQsl= 18.90 psf TRANSVERSE ^255 =1008 238 4130 TM264 =0 W= 1640 Ws= 0.179W = 293 plf Pf pif 1:8.90plf 14 psf:( 4::p `;= pr. Ps1`( 1 9 .): 57 pif =840 =126 ^VO 108 =0 .40 W= 1074 pif Ws= 0.179 W = 192 pif 340 pif =0 252 0 =216 =1920 W= 2388 Pf Ws= 0.179 W = 426 pif LEVEL W (plf) H (ft) W*H (Ib) F (pif) LEVEL W (plf) H (ft) W*H (Ib) F (plf) 162 '':19'::: 3073 269 192 3642 319 1 358 2862 250 1 426 3410 299 SUM 519 5934 519 SUM 618 7053 618 L A MD A SHEET: 18 Engineering Consultants CM -STRUCTURAL • PLANNING • CONSTRUCTION MANAGEMENT DATE: JN: 3-16-02 302-4025 1998 CALIFORNIA BUILDING CODE SHEAR PANEL SCHEDULE NAILING V (Ib/ft) S / W _ SOLE NAILING 16d @ _O.C. NO. MATERIAL (2) LAYERS BLOCKED 5/8" DRYWALL 6d COOLER @ 9" O.C.EDGES & FIELDS AT BASE LAYER, 8d COOLER @ 7" O.C. EDGES & FIRM AT FACE LAYER 30 250 12" Alk 1/2" DRYWALL 5d COOLER @ 7" O.C. EDGES & FIELD 30 100 16" J 3 \ 5/8" DRYWALL 6d COOLER @ 7" O.C. EDGES & FIELD 30 115 16" 4 1/2" DRYWALL 5d COOLER @ 4" O.C. EDGES & FIELD 30 125 16" 5/8" DRYWALL 6d COOLER @ 4" O.C. EDGES & FIELD 30 145 16" �/ \ 1/2" DRYWALL BLOCKED 6d COOLER @ 4" O.C. EDGES & FIELD 30 150 16" 5/8" DRYWALL BLOCKED 6d COOLER @ 4" O.C. EDGES & FIELD 30 175 16" / \ 8 7/8" STUCCO PAPER BACKED WIRE LATH W/11GA.1-1/2" LONG 7/16" HEAD, GALVANIZED & BE FURRED A MIN. OF 1/4" 06" OC. T&B PLATES, EDGES. & FIELD 90 180 10" " \ 3/8" CDX PLYWOOD 8d COMMON @ 6" O.C. EDGE & 12 FIELD OR 10d BOX OR 12d SINKER. 220 6" 1 3/8" CDX PLYWOOD 8d COMMON @ 4" O.C. EDGE & 12 FIELD OR 10d BOX OR I2d SINKER. 320 4" * 1 1 3/8" CDX PLYWOOD 8d COMMON @ 3" O.C. EDGE & 12 FIELD OR l0d BOX OR 12d SINKER. 350 4" A* * 3/8" CDX PLYWOOD Bd COMMON @ 3" O.C. EDGE & 12 FIELD OR 10d BOX OR 12d SINKER. 410 _ 3/8" LAG SCREWS , 6" LONG @16" OC _ (PREDRILL) * 3/8" CDX PLYWOOD 8d COMMON @ 2" O.C, EDGE & 12 FIELD OR l0d BOX OR 12d SINKER. 530 3/8" LAG SCREWS 6" LONG @12" OC (PREDRILL) 3/8" LAG SCREWS 6" LONG @9" OC (PREDRILL) * ** 14 1/2" CDX PLYWOOD l0d COMMON @ 2" O.C. EDGE & 12 FIELD OR 16d BOX OR 13 GA. STAPLES 770 * * * 1 1/2" CDX ST.1 PLYWOOD 10d COMMON @ 2" O.C. EDGE & 12 FIELD OR 16d BOX OR 13 GA. STAPLES 870 3/8" LAG SCREWS 6" LONG @8" OC (PREDRILL) * FRAMING AT ADJOINING PANEL EDGES SHALL BE 3x_ OR WIDER AND NAILS SHALL BE STAGGERED. * * SILL PLATE SHALL BE 3x NOTES: A. USE CDX, CC, OR SRD W/ EXT. GLUE IN -LIEU OF STRUCTURAL PLYWOOD. THESE VALUES ARE FOR DOUG FIR ONLY, OTHER LUMBER SPECIES MAY REQUIRE CHANGE (USE OF OSB OR SIMILAR PRODUCTS INSTALLED PER ICBO APPROVAL IS ADEQUATE.) B. PROVIDE 2x BLOCKING AT HORIZONTAL PLYWOOD PANEL JOINTS C. WHERE PLYWOOD IS APPLIED ON BOTH FACES OF WALL AND NAIL SPACING IS LESS THAN AN 6" O.C., PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3x_ OR WIDER (OR 2-2x_) AND NAILS STAGGERED ON EA. SIDE D. WHERE NAILS ARE SPACED AT 2" O.C., THEY SHALL BE STAGGERED AND 3x_ OR WIDER (OR 2-2x_) FRAMING MEMBERS SHALL BE USED AT ADJOINING PANEL EDGES. swmain MDR SHEET: 19 Engineering Consultants CM -STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT DATE: 3-18-02 JN: 302-4025 2nd FLOOR s C� WALL @ SOUTH ELEV S load : _ (319.plf) S load uS. L (44.ft) 2 uS=153•plf UPLIFT :_ (u s.10.ft) — DL•(.85) UPLIFT =-7233 •1b NO UPLIFT WALL @ NORTH ELEV. L :=46.ft L =46.ft S load = 7018.1b DL :_ [ 14psf (-44.ft) + 14.psf•(104ft)]. (42ft) • USE S load (319. plf). S load S. (44.ft) 2 uS=601.p1f UPLIFT := (u s.8.ft) — DL. (.85 ) UPLIFT=2658.1b USE HD10A 11 W/ A35 SPACING = 32 •in O.C. L :=11.67.ft L=11.67•ft S load = 7018 '1b DL :=[14-psf (-44.ft) + 14.psf.(9•ft)1 (11.67-ft\ USE 11 W/ A35SPACING = 24 •in O.C. 5/8" AB SPACING = 8 •in O.C. L A M A Engineering Consultants CRfR•STRUCTURRL • PLANNING • CONSTRUCTION MANAGEMENT BEAM UNDER HOLDOWNS SHEET: 19A DATE: 6-21-02 JN: 302-4025 L:=19 ' Fb1:=22000 Fb2:=2800 Fvl :=14500 Fv2:=285 E1 :=29.106 E2:=2.0.106 d:=.94 f:=1 Roof := 0 Wa11 := 0 a :=11.5 b :=7.5 U Floor :=12 /101 (.9) Deck :=0 DL :=79.(.9) \2JJ w : = Roof+ Wall + Floor + Deck + DL w=125 #/' PER UBC 1612.4 S2 := 2.8 DL := [14.psf. (44.ft\ 2 + 14•psf.(9.ft)l.(11.6 .ftl +(14.psf). JJ2 / U= (600. p1f. . (8. ft)) - DL. (.85) = 8277.1b # P :=(600.plf.Q.(8.ft)+DL. (.85)) P =18603 •lb R Lmax 8530 # U Lmax :=-2080 # M max := 89830 #-I R Rmax : = 12450 # U Rmax : = - 3 820 # V :=RRmax- (w.d) A 1 := 1.5-V A2 ._ 1.5.V A 1 =0.8 in2 2*(1.7) v V =12332 # fFv1•(1.7) fFA 2 = 38.2 in2 I 1 = 256 in4 I2=3712 in4 ;4�.ft1 (2�ft% TIE DOWN (rb LEFT SIDE U Lmax (1) = -1224 # 1.7 USE (1) 5/8" BOLT cu EX ST1 1,-)Ex- us/9JGUIZ E X. /2," /!/FST/FFE/VE M OF- A--►Sc rn ITP c► v I>41 tk) E A?A = -2 , 9 ,Capps < /8. 6os k lise e-7 n x p"X G�ELp — (7 6 Kr1) (V) i o_25-) = 4 S lc > / g. b3 12 M max 12•M max S 2 : S 1 = 28.8 in3 f.Fbl•(1.7) f•Fb2(1.7) S 2= 226.5 in3 USE W12x79 ct /%2 4 144, UL s---T F—F&. r C2 .�, 1/4-61 GU ELIO 7 c io( /3 °PI oEs 0F ,SE r Engineering Consultants CJNL-S ALICIURAL • PLANNING - COf4srfUCTIDN MANAGEMENT SHEET: 20 DATE: 3-18-02 JN: 302-4025 WALL @ EAST ELEVC--- S load (269.plf) S load uS L u S = 396 -plf (53.ft) 2 UPLIFT : - (u S.9•ft) - DL-(.85) UPLIFT = 2386 -lb USE MST72 L :=18.ft L=18•ft Sload=7129•lb DL :=(14.psf (2-ft)+ 14-psf-(941)) (18.fi) • USE 2 W/ A35WSPACING = 8 •in O.C. WALL @ WEST ELEV. L := 9.ft+ 16-ft- 2.ft L=23•ft S1nad :=(269.plf) uS:- S load L (5341) 2 S load = 7129.1b uS=310•plf DL:=(14.psf(2.ft)+14•psf(9-ft)).(2ftl UPLIFT : _ (u S. 9.ft) - DL- (.85 ) UPLIFT = 2200 -lb USE MST72 USE 11 W/ A35 SPACING = 16•in O.C. L A M A A SHEET: 21 Engineering Consultants CM -STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT DATE: 3-18-02 JN: 302-4025 1st FLOOR C6) WALL @ DINING ROOM / KITCHEN S load (504•plf) _ S load uS. L uS=37I-plf (64.ft) 2 L :=104t+ 11.541+ 22-ft L =43.5•ft S load =16128 •lb DL:=[14-psf (10•11 +10•psf•(18-ft)1 ( 2 10-ft UPLIFT :_ (o S.10.5•ft) — DL•(.85) UPLIFT =2830 •lb USE HDSA W/ (1) # 4 BARS T & B GRADE BM. DESIGN UPLIFT 1 = 8 -ft M : _UPLIFT 1 M = 2763.1b•ft 1:= (145.pcf)• (1.25.ft)•(2•ft) M• (12- ft) _ 2 AS-0.1 •in (20000-psi)-(.89)•(15-in) WALL @ EAST ELEV. 8 S load (504•plf) u S load S=108•plf (23.ft) 2 USE W/ A35_SPACING = 24 •in O.C. 5/8" AB SPACING = 24 in O.C. L :=6•ft+ 5.ft+ 13•ft+ 8•ft+ 12•ft+ 9.5•ft L=53.5•f1 = 5796.1b S load DL :_ [14.psf (2�ft) + 14-psf•(18•ft)1• (2ft) UPLIFT :_ (u S•9•11) — DL(.85) UPLIFT = 97 •lb PROVIDE STRAP AROUND SMALL OPENINGS TO ELIMINATE USE OF HOLDOWNS USE W/ A35_SPACING = 48 •in O.C. 5/8" AB SPACING = 72 •in O.C. L A M D Engineering Consultants 01/R-STRUCTURAL - PLANNING • [ONsTrnJ[TION MANAGEMENT SHEET: 22 DATE: 3-18-02 JN: 302-4025 A WALL @ BAR / RENTAL SPACE L := 50-ft L =50•ft 3 ft/ + (638 plf) (42 ft) + (598.00 (_ft) Sload :=(585-plf).S load = 30858 •lb S load uS. L uS=617•plf UPLIFT :_ (u 0049 - DL•(.85) UPLIFT =-11042 •1b NO UPLIFT WALL @ NORTH ELEV. S load = (427•plf) 39ft 2 S load S. L S = 354 •plf DL :=[14•psf 144ft/ + 10-psf (22-ft)+22•psf• (22ft)1 (50•ft 2 • USE 0 W/ A35_SPACING = 8 •in O.C. 5/8" AB SPACING = 8 •in O.C. L :=6•ft+ 7.541+ 10-ft L=23.5•ft S load = 8326 •lb DL :_ [22-psf. (12ft) + 32-psf• (2�ft) + 14-psf•(9•ft)1• (�ft) UPLIFT :_ (u S•9•ft) - DL-(.85) UPLIFT=1547.1b USE HD6A W/ (1) # 4 BARS T & B GRADE BM. DESIGN 1 : = UPLIFT 1 = 4 •ft M : = UPLIFT • 1 M = 825 •lb ft (145•pcf)•(1.25•ft).(2-ft) 8 M 12. A - ft) 0 A S = •in a S (20000•psi)-(.89)-(15-in) illUSE W/ A35_SPACING =16 in O.C. 5/8" AB SPACING = 24 •in O.C. N L A iA D A Engineering Consultants ClYfL•%TRUCTUIIAL - PANNING - CONSTRUCTION MANAGEMENT SHEET: 23 DATE: 3-18-02 JN: 302-4025 WALL @ EAST ELEV. S load (520-plf)• S load uS. L (53.ft) 2 L:=18-ft L=18•ft S load = 13780 'lb u S = 766 •plf DL :=(22-psf•(2•ft)+ 14-psf (9•ft)) (18.ft\ 2 UPLIFT :_ (u S-9•ft) - DL (.85) UPLIFT = 5590.1b USE HD8A W/ (4) # 5 BARS T & B GRADE BM. DESIGN UPLIFT 1:= 1=10•ft M:=UPLIFT-1 M=7182•lbft (145-pcf)•(1.5•ft)•(2.5•ft) 8 M• 12• ft) 2 AS:- AS -_ 0.2•m (20000•psi)•(.89)•(21-in) USE B/S W/ A35_SPACING = 16 •in O.C. 5/8" AB SPACING = 6 •in O.C. L :=14.ft+ 23-ft- 3-(2-ft) L=31•ft 53-ft S load (520-plf) ) S load=13780.1b _ S load uS. L u s = 445 •plf DL :=(22•psf•(2.ft)+ 10•psf•(94)) (14.ft) 2 UPLIFT := (u S• 9•ft) - DL• (.85) UPLIFT = 3203.1b USE HD8A W/ (3) # 4 BARS T & B GRADE BM. DESIGN 1 UPLIFT 1 = 9 •ft M : = UPLIFT•1 M = 3538.1b•ft (145-pcf)• (1.25•ft) • (24) 8 M. 12-in ft) - 2 AS AS.1 •m (20000•psi)•(.89)-(21•in) USE W/ A35 SPACING = 8 •in O.C. 5/8" AB SPACING =16 •in O.C. 1 11 Mn D 11 Engineering Consultants WIL-STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT SHEET: 24 DATE: 5-11-02 JN: 302-4025 m • FRAME @ WEST ELEV. 38-ft S load :_ (504•plf)• 2 + 8•ft) u S S load u S = 680 •plf SEE FRAME DESIGN NEXT SHEET WALL @ SOUTH ELEV. S load (293•plf). uS: S load L S load u Sledger u Sledger = 386 •plf S load + S wall vS. v S = 520 •plf (58-ft) 2 UPLIFT :_ (u 5•20.ft) — DL (.85) UPLIFT = 1367 •lb USE (1) # 4 DOWEL USE 1:=22.ft Swall :=(0.179)-(75•psf)•(10ft)•1 S wall = 2953 •lb L :=20.ft L =20•ft S load =13608 •lb W/ A35_SPACING = 8 •in O.C. 5/8" AB SPACING = 8 •in O.C. L :=12$+ 10-ft L = 22 •ft S load = 8497 •lb S load + S wall=11450 •lb DL :=[14.psf (.ft+5.ft) +65•psf (20.ft)] (10•ft) USE 8" C.M.U. WALL W/ # 5 VERT. BARS @ 24" O.0 W/ W/ A35 SPACING = 8 •in O.C. 5/8" AB SPACING = 24 •in O.C. Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE II May 14, 2002 7:53 AM Checked By: Global Steel Code Allowal e Stres> r€ se Fa 'I ASIF : include Shear Deformation n :..• a Warpii.g.: No. of Sections for Member Gales AISC 9th Edition ASD 1:33> Yes ., 5 ... :6slgn:. Obt ans :: ; ;:::;; P-Delta Analysis Tolerance Sections 0.50% Section Database Material Area SA(yy) SA(zz) Label Shape Label (In)A2 SEC1 1 W12X65 1 STL`I 19.1 1.2 Joint Coordinates I y-y I z-z J (Torsion) TIC (InA4) (In"4) (In"4) Only 1.2 I 174 f 533 I 2.18 17 Joint Label X Coordinate { Ft} Y Coordinate Ft Z Coordinate Joint Temperature N1 0 0 0 0 ::.:: N3 0 17 0 0 0..... . 19. .. 0 Boundary Conditions Joint Label N1 X Translation Y Translation (Kin) (Kfin) Reaction Reaction Z Translation (Kiln) Fixed 1- ' Reaction Reaction MX Rotation (K-ft/rad) Fixed Fixed...::.::: Fix d MY Rotation MZ Rotation (K-ft/rad) (K-ft/rad) Fixed F:iZ$d Member Data X-Axis Section Member Label I Joint J Joint K Joint Rotate Set (degrees) M1 N1 N3 SEC1 End Releases I -End J-End xyz xyz xyz xyz End Offsets Inactive Member I -End J-End Code Length On) (In) Ft) M2 M3 N2 SEC1 N3 N4 Steel Design / INS Parameters SEC1 20.1 Member Section Length Lb y-y Label Set le2 ( ) {Ft) Ft Lb z-z lel L_comp le_bend K y-y K z-z CH Cm z-z B y z Cm y-y Cb Sway M1 SEC1 17 1. .8 M3 SEC1 20.1 1. 1. RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE11.r3d] Page 1 Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE I I May 14, 2002 7:53 AM Checked By: Distributed Load Patterns Pattern Label DL Direction LL_. Y Y . Start Magnitude (Lbtft• F) -34 -40 End Magnitude (Lb!ft, F) -34 Start Location (Ft or %) 0 Basic Load Case Data End Location (Ft or %) 0 0� BLC No. Basic Load Case Description Category Code Category Descrioton Gravity X Y Z Noda Load Type Totals 1 l DL DL J Dead Load :..:: LL. ]`L.::::::.... ]:tv [gad:::: 3 SEISMIC EL Earthquake Load 2 Joint Loads/Enforced Displacements, Category : EL, BLC 3 : SEISMIC Joint Label N4 N1 [L]oad or misplacement Direction Member Distributed Loads, Category : DL, BLC 1 : DL Member Label M3 I Joint N3 J Joint Magnitude ^JLb, Lb-ft, In, rad) -13608 Load Pattern Label Pattern Multiplier N4 DL 1 Member Distributed Loads, Category : LL, BLC 2 : LL Member Label I Joint M3 N3 Load Combinations J Joint N4 Load Pattern Label Pattem Multiplier LL 1 Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC 1 1 1.2DL+LL+SEISMIC y 1 y y I + 1. 1 DL 1.2 LL 1 EL 1 ----2.:: • DL+LL+SEIS:MIC , ::: • .: .:::...i yf:Yy + 1..:::. DL •1=1; Envelope Joint Displacements Joint Label X Translate (In) Lc N1 max 0.000 2 N2 N3 Y Translate (In) 0.000 Lc 2 N4 max min' max irrr max 0000:: :: [ 0.000 0,�1€li 0400 0.000 2 - 2.382 2 -0.005 -2.381; :;;:1 ..-0.005 - 2, 387 2 �2.387 0.005 1•:: 0045 Z Translate (In) Lc 0.000 1 0.000 2 0.000 y.•.... : 000 0.000 1 X Rotate Y Rotate (radians] Lc (radians) 0.000 1 0.000 0.000 1 0.000 0.000 1 0.000 .... 0 000 : . 0.000 1 0.000 Lc 1 Z Rotate (radians) 0.015 ]15:: 1 0.014 .1 • .0.411 < 1 0.005 1 0.005 0.004 Lc 1 2' 0 0 0 0 € 1 0,004 RISA-3D Version 4.1 [C:10Carlos Desk\Currently working on\03-4025\4025LINE11.r3d] Page 2 Company : Lamda Engineering Designer : CEL - Job Number : 3024025 SHEAR LINE l i May 14, 2002 7:53 AM Checked By: Envelope Reactions Joint Label X Force Y Force (Lb) Lc (Lb) N 1 max 7491.874 1 13755.85 7483 95 ;:2 1368616 N2 Reaction Totals : max r1 max 6124.005 S'1 6 13608 2 1:. 1 -12131.79 7 1624.06 Lc 1 2 Z Force (Lb) Lc NC NC 1 NC 2::I:::;14 C- 1 0.000 X Moment (Lb-ft) NC 1 1360a 2 Q 000...:. Envelope Member Section Forces p NC Lc Y Moment (Lb -it) NC NC NC NC E. Z Moment Lc (Lb-ft) 0.000 W a(= 74 72* 0.000 Lc 1 1 Member Label Section Axial (Lb] Lc Shear y-y (Lb] Lc Shear z-z Lc Torque Lc Moment y-y Lc Moment z-z Lc (Lb) M1 1 max 13755.85 1-7643.237 2 0 1 0 1 0 1 0 1 min 13686.16 2-7651.894 1 0 1 0 1 0 1 0 1 2 max 13755.85 1-7643.237 2 0 1 0 1 0 1 32520.55 1 min 13686.16 2-7651.894 1 0 1 0 1 0 1 32483.76 2 3 max 13755.85 1-7643.237 2 0 1 0 1 0 1 65041.1 1 min 13686.16 2-7651.894 1 0 1 0 1 0 1 64967.51 2 4 max 13755.85 1-7643.237 2 0 1 0 1 0 1 97561.65 1 min 13686.16 2-7651.894 1 0 1 0 , 1 0 1 97451.27 2 5 max 13755.85 1-7643.237 2 0 1 0 1 0 1 130082.2 1 min 13686.16 2-7651.894 1 0 1 0 1 0 1 129935 2 max12131.79 -I ` 5996 765 2 0 1 © 1 0 :: I I'll' 4.: trim: -12198.77 ...2... 598'9-614: 1 Q. 1:.: :`0 11 0 ;' max -12131.79 1 ;59.961 5 2 -; 0 - - .J i f 0 n ::844049t ::: _-2]:: m3, :.42:1'98.77::: 2'- ;5989..614 - --1 0 : :::::... 1 ° 1 0 ; . . 1 iax 121'3.1 79 1 '5.996�65.' . 2 0 : 1 ...- . 0: 0 56980.27T 2' i ii;i-121-98:77 : 2 :5989:61:4::1:..:::.:: 0 1 ;.i; , .... 1 4 ma 12131.79 ..1:: 5996:.765::2 0::::;' 1 0 "1 28484 64 ::.2 min-1219.8 77 < 2 5989 614 1 0 ! 0 1 .... 0 I 8E 50:67 ' 5 Max - ;79 1 5996:7�5� = ;�:: 0 1 0; ; - 1 4 ; � 4 1 min: 12198.77 2 598.9.614 ;;1- : :: 0 :,: 1 0 1. 0 1 G __` .. 1 _w ,w M3 1 max 8823.451 1 12941.73 1 0 1 0 1 0 1 130082.2 1 min 8808.677 2 12873.16 2 0 1 0 1 0 1 129935 2 2 max 8783.051 1 12537.73 1 0 1 0 1 0 1 66177.79 2 m min 8771.677 2 12503.16 2 0 1 0 1 0 1 66065.87 1 3 max 8742.651 1 12133.73 1 0 1 0 1 0 1 4279.786 2 min 8734.677 2 12133.16 2 0 1 0 1 0 1 4079.62 1 4 max 8702.251 1 11763.16 2 0 1 0 1 0 1-55758.99 2 min 8697.677 2 11729.73 1 0 1 0 1 0 1-55876.56 1 5 max 8661.851 1 11393.16 2 0 1 0 1 0 1-113802.7 1 1 min 8660.677 2 11325.73 1 0 1 0 _ 1 0 1-113938.5 2 Envelope Member Stresses Member Label Section M1 1 Axial (Psi) max 720.201 min 716.553 Shear y-y Shear z-z Bending y-top Bending y-bot Bending z-top Bending z-bot Lc (Psi) Lc (Psi) Lc (Psi) Lc (Psi). Lc (Psi) Lc (Psi) Lc 1-1940.4 2 0 1 0 1 0 1 0 1 0 1 2 -1942.598 1 0 1 0 max 720.201 -1940.4 2 1 -4431.93 1 2 0 4436.95 1 1 0 0 0 1 RISA-3D Version 4.1 [C:\0Carlos Desk\Currently working on\03-4025\4025LINE11.r3d] Page 3 Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 11 May 14, 2002 7:53 AM Checked By: Envelope Member Stresses, (continued) Member Label Section Axial Shear y-y Shear z-z Bending y-top Bending y-bot Bending z-top Bending z-bot ( ) { } ( ) Lc (Psi] Lc (Psi) Lc (Psi) Lc (Psi) Psi Lc Psi Lc Psi min 716.553 2-1942.595 1 0 1-4436.95 1 4431.93 2 0 1 0 1 3 max 720.201 1-1940.4 2 0 1 -8863.86 2 8873.9 1 0 1 0 1 min 716.553 2-1942.598 1 0 1-8873.9 1 8863.86 2 0 1 0 1 4 max 720.201 1-1940.4 2 0 1-13295.79 2 13310.85 1 0 1 0 1 min 716.553 2-1942.598 1 0 1-13310.85 1 13295.79 2 0 1 0 1 5 max 720.201 1-1940.4 2 0 1-17727.72 2 17747.8 1 0 1 0 1 min 716.553 2-1942.598 1 0 1 -17747.8 1 17727.72 2 0 1 0 1 •::.......M2::' ; .... 1 r ax ` `i35 17 ' 1 1521408.: 2 0 :: -1552r 7 4-> = 15 4F:24 mini. max -636:679 2 1526.552 1 Q . 2 0 1-1.554524 '2- 1 :15526.7 1193 1 2 €1 '' 1 0.:.:. 0 1..: : 35,172 1 1522408 1 = 11645_02 3:'max m miti -.638_67 .-:..2. -635 172 1 :1520.592. 1522 408 1 2 0 1... E 1 :0: ; - -11•-.:• 3:2. -- -1-_1 11645.02 :') :' 0 1 0:... 1 T 63.340 7771618 2 01 0 ;' > 1:: min:' -638.679.::2.;;: 520 59 : 1 :::::: 7-i-72.618 2 . .7783 349.::1: :..0 :: 4 max -635.17 ::::1:.:.1522:404 2" .. 0 l-Z861.674 1 :::: 886 3p9.:: 2 0:.' .:.. 1 :.:. £t 1 min -638 67'9: 2 1520.5 - V : -1 fl ..: ? 1 :886.3fl9 :. 2 1 1 3881.674 1 :.:. 0:... :1 5: max: -635.172 1 1522408 2 0 0 f? 1 R 1 ;......- m mii 6.313.679 2; 15.20.592 1 0 1: 0 1 0 0 1 0 1 M3 1 max 461.961 1 3285.536 1 0 1 1 -17727.72 2 17747.8 1 0 1 0 1 min 461.187 2 3268.13 2 0 1-17747.8 1 17727.72 2 0 1 0 1 2 max 459.846 1 3182.972 1 0 1-9013.716 1 9028.985 2 0 1 0 1 min 459.25 2 3174.197 2 0 1-9028.985 2 9013.716 1 0 1 0 1 3 max 457.73 1 3080.408 1 0 1-556.604 1 583.914 2 0 1 0 1 min 457.313 2 3080.265 2 0 1 ,-583.914 2 556.604 1 0 1 0 1 4 max 455.615 1 2986.332 2 0 1 7623.533 1-7607.493 2 0 1 0 1 min 455.376 2 2977.844 1 0 1 7607.493 2-7623.533 1 0 1 0 1 5 max 453.5 1 2892.4 2 0 1 15545.24 2-15526.7 1 0 1 0 1 min 453.439 2 2875.279 1 0 1 15526.7 1-15545.24 2 0 1 0 1 Envelope Member Deflections Member Label Section M1 1 max 102'• min max min max x-Translate (In) 0 0 -0.001 - 0.001 - 0.003 Lc 1 1 2 1 y-Translate (In) 0 0 0.76 0.759 1.454 Lc 1 2 z-Translate (In) 0 0 0 0 0 Lc x-Rotate (radians) 0 0 0 0 0 Lc (n) Uy Ratio Lc (n) Uz Ratio Lc 1 1 1 1 NC NC 1242.613 1244.02 776.633 2 min max min max -0.003 -0.004 -0.004 -0.005 1 2 1.453 2.016 2.016 2.382 2 2 1 0 0 0 0 1 1 1 min -0.005 max -0005 0.005 :2: rr ax -0.004 Min '0: 004:.:::.. max -0.002 min - 4.003 rnax: -0 001 2.382 2 387 2.387 2 2.04.1 ' 2:O41: 1481 2 :. 2 1.48 :.. .1 1 0,776 ::.' 2 :.2..:::::::0.:776 0 is 0 0 0 0 0 0 1 1 1 1 777.513 887.581 888.586 NC NC 1 NC NC NC NC NC NC NC NC NC NC •••--NC NC• NC: 0::. . ..1' 906:.672.: 2 C. n:. ;...: 907.75:5 .. 1..: • • • N. I 1 793.338 2 NC -- - 1.. 794.286 1:; ....NC 1269.341::; 2 ::NC 1 4270.857 RISA-3D Version 4.1 [C:10Carlos Desk\Currently working on\03-402514025LINE11.r3d] Page 4 Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 11 2 -E May 14, 2002 7:53 AM Checked By: Envelope Member Deflections, (continued) Member Label Section x-Translate Lc y-Translate Lc z-Translate Lc (En) (In In x-Rotate [radiansl Lc (n) Uy Ratio Lc (n) Uz Ratio Lc 5 max:::: 0 1 1 0 1 0 ::: 0 1 NC: -. NC min 1 1 .0 1 0 1 NG NC M3 1_ max -2.37 2 0.232 2 0 1 0 1 NC NC min -2.37 1 0.232 1 0 1 1 0 1 NC NC 2 max -2.371 2 0.342 2 0 1 0 1 2244.688 2 NC min -2.371 1 0.341 1 0 1 0 1 2256.071 1 NC 3 max -2.372 2 0.265 2 0 1 0 1 8719.824 2 NC min -2.372 1 0.264 1 0 1 0 1 8982.385 1 NC 4 max -2.373 2 0.175 2 0 1 0 1 3730.862 2 NC min -2.373 1 0.175 1 0 1 0 1 3699.383 1 NC 5 max -2.374 2 0.242 2 0 1 0 1 NC NC min -2.374 1 0.242 1 0 1 0 1 NC NC Envelope Member RISC ASD 9th Code Checks Label Code Chk Loc Ft Shear Chk Loc Dir Lc (Ft Lc Fa Psi Ft Fb y-y Fb z-z ASD Eqn. M 1 0.641 17 1 1 0.101 0 y 1 22232.43 28792.8 35991 2 2692.8 H1-2 iiii>i iii:�illL :=. [.-- ; ..:.....:: - _ . ''. .--: -.:. ;.--- :-::E : ; :. : 0 :. ::::::.:: �$�:...-�:-:.. 12 .:.�t:�'��..:- i;i:: ii:::":.; - �:-;:::.;<::�:-::- .:: .::: .- ii^' - . 2 21:120:::::.:::28�`92$:.:.::::::3 :-:::::::::::.28: ; - -:-::.::::;:;:: *4::_ M3 0.632 0 1 10.171 0 y 1 20481.61 28792.8 35991 28792.8 1-11-2 RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE11.r3d] Page 5 F Title : OMRI & BONI RESTAURANT Job # 302-4025 Dsgnr: CEL Date: 8:10AM, 14 MAY 02 Description : _..._ = togginctering Ctivisuitclitts #1t Sri ifl � 9 f.04tifilatettit MiltiriGifieili Scope : Rev: 510300 lknr, RW-0001040. Ver 5.1.3, 22-Am-1009, WIn32 (c) 10 3-09 ENERCALC Description Masonry Pier Analysis & Design WALL @ SOUTH ELEV. j General Information Total Lateral Force Seismic Zone Load Duration Factor Page 1 c:lQcarlos deskljurrently workinst on1a3-4025\ Calculations are designed to 1997 UBC Requirements LShear Pier Data Pier Height Pier Length Wall Thickness "j" : Depth Mutt. Pier Fixity fm Fs Sp Insp Grout Spacing Pier #1 20.00 ft 12.00 ft 8 in 0.90 Pin -Fix 1,500 psi 24,000 psi No 24 in Analysis Data 11.45 k 4 1.33 Pier #2 20.00 ft 10.00 ft 8 in 0.90 Pin -Fix 1,500 psi 24,000 psi No 24 in Moduli: Em = fm • Moduli: Ev = fm* 750.00 0.40 Pier #1 Pier #2 Height/Length 1.6667 (H/L)^3 4.6296 Rel. Defl 418.7243 Sum Rigidity 4.37 Rigidity = .001/Defl 2.388 % Force to Pier 0.55 Shear to Pier 6.252 k Relative Defl * 10^5 41.87 in M / (V`Depth) 1.667 Shear Reinforcing... fv=V/(12'est'jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment og End "d" to tension As Bending As Req'd Pier #1 16.93 psi 23.28 psi 38.63 psi Not Req'd in^2/ft 125.03 k-ft 10.80 ft 0.36 in2 2.0000 8.0000 503.5556 1.986 0.45 5.198 k 50.36 in 2.000 Pier #2 16.89 psi 23.28 psi 38.63 psi Not Req'd in^2/ft 103.97 k-ft 9.00 ft 0.36 in2 Enginnarinq Consultants MIL -STRUCTURAL • PLANNING • CONSTRUCTION MANAGEMENT 0 SHEET: 25 DATE: 5-11-02 JN: 302-4025 FRAME @ DINING (11140 S load :=(299.plf) 2 i S load uS L us = 415 •plf SEE FRAME DESIGN ON SHEET • USE FRAME @ CARPORT L :=40.ft L=40•ft S load = 16594 -lb W/ A35_SPACING = 8 in O.C. 5/8" AB SPACING =16 -in O.C. L :=18•ft L=18•ft 16 ft S load : (299.00 2 = S 2392 -lb load S load uS L uS=133-Of SEE FRAME DESIGN ON SHEET • USE W/ A35 SPACING = 32 in O.C. 5/8" AB SPACING = 72 in O.C. Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 13 254 June 21, 2002 3:56 PM Checked By: Global Steel Code AISC 9th Edition ASD Allowab Stress i'ncfrase; Factor (ASIF) 1:33 . Include Shear Deformation •In cJude Wain No. of Sections for Member Calcs Yes r.- 5 Redesigi :Sectiafts; :es ..... P-Delta Analysis Tolerance 0.50% Vertical Axis Sections Section Database Label Shape SEC1 W18X65 W21 }C93:::, Material Label STL Joint Coordinates Area (In)^2 19.1 SA(yy) SA(zz) 1.2 1 1.2 27.3 I ,1.2 1, 2 I y-y (In"4) 54.8 92: '. I z-z J (Torsion) T/C (In"4) (In"4) Only 1070 2.73 Joint Label X Coordinate (Ft) Y Coordinate (Ft) Z Coordinate (Ft) Joint Temperature F N1 0 0 0 10 N3 0 ':::' ::: ;:. 0...::.;:.::::: Boundary Conditions • Joint Label X Translation (K/in) Y Translation (K/iin) Z Translation (Mn) MX Rotation (K-ft/radl MY Rotation (K-ft/radl MZ Rotation (K-ft/rad} N1 Reaction Reaction Fixed Fixed Fixed -----N2 Re is ':::;Remit; Fixed • Fixed:::.. Fixed Member Data X-Axis Section Member Label I Joint J Joint K Joint Rotate Set [decrees] End Releases I -End J-End vz xvz xvz xv� End Offsets Inactive Member I -End J-End Code Length In In [Ftl M1 N1 N3 SEC2 15 2::. 4....-..:.:.:N2 SEC2:»::::..' ••I: >::>::I: `. ...:.::::::: 1:7 M3 N3 N4 SEC2 39.051 Steel Design / NDS Parameters Member Section Length Lb y-y Label Set le2 [ (Ft) Ftl Lb z-z let (Ft) L_comp le bend K y-y K z-z CH Cm z-z B y z (Ftl Cm y-y Cb Sway M1 SEC2 15 1. .8 • M2 M3 . SEC2.:::.:::::: ;'`::::::T :::::::>:; q..: : ''41:11',g1 :4:?::::->..::::::. .::::............................::::: - -: :: SEC2 39.051 1. 1. RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE13.r3d] Page 1 523 Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 13 June 21, 2002 3:56 PM Checked By: Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location (Lb/ft, F) (Lblfl', F) (Ft or %) DL -280 I -280 i 0 End Location (Ft or%) 0 -400 Basic Load Case Data -400 0 BLC No. 1 2 3 Basic Load Case Description DL Category Code DL Category Gravity Description X Y Dead Load Load Type Totals Nodal Point Dist. Surf. 1 LL: SEISMIC LL EL Live Load Earthquake Load Joint Loads/Enforced Displacements, Category : EL, BLC 3 : SEISMIC Joint Label [L]oad or Direction Magnitude [D]isplacement (Lb, Lb-ft, In, rad) N4 [ L X -16594 Member Distributed Loads, Category : DL, BLC 1 : DL Member Label M3 I Joint J Joint Load Pattem Label Pattem Multiplier N3 N4 - J DL 1 Member Distributed Loads, Category : LL, BLC 2 : LL Member Label I Joint M3 N3 J Joint Load Pattern Label Pattem Multiplier N4 LL 1 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 1.2DL+LL+SEISMIC y y y + 1 DL I 1.2 LL 1 EL 1 1 1.::::::;: I 14+S.EESMIC •I y 1. Y-! y 1. + ! 1 DL ..1 .... LL:::.::.::::::1 :::::.:: L. I. ..1...--:: -:: :: :: •• Joint Displacements, LC 1 : 1.2DL+LL+SEISMIC Joint Label X Translation (In) Y Translation (In) Z Translation In X Rotation {radians} Y Rotation [radiansl Z Rotation [radians] — Ni 0.000 0.000 0.000 0.000 0.000 0.005 N2 0,000 :::; ::;::: ;;: ;0 00 0 00:0 :: G 000.. ::: 0xi3€ :: .::: : .::::::0 004 N3 -0.707 -0.005 0.000 0.000 0.000 0.001 - ''N4 0;715 0 0 002 . 0 000 :: 0.000 -0 0 _::: >;:- ;;>::::: :0 0Q3 Reactions, LC 1 : 1.2DL+LL+SEISMIC Joint Label X Force (Lb) Y Force (Lb) Z Force X Moment Y Moment Z Moment (Lb) (Lb-ft) (Lb-ft) (Lb-ft) RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-402514025LINE13.r3d] Page 2 2S G Company Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 13 •1, June 21, 2002 3:57 PM Checked By: Reactions, LC 1 : 1.2DL+LL+SEISMIC, (continued) Joint Label X Force (Lb) Y Force Z Force Lb} (Lb) X Moment (Lb-tt) Y Moment (Lb-ft) Z Moment (Lb-ft) N1 13653.93 21647.78 NC NC NC 0.000 N2. 2940.069 70.93.j941. t C NC :_i.:.. ;.._.-:::;::., ,....::...........i3la00 ,:.. Reaction Totals : 16594 28741.72 0.000 Center of Gravity Coords (X,Y,Z) (Ft) : Member Section Forces, LC 1 : 1.2DL+LL+SEISMIC 19.5 16 0.000 Member Label Section Axial Shear y-y Shear z-z Torque (Lb) (Lb) (Lb) _ (Lb-ft) M1 1 21647.78 -13738.92 0 Moment y-y Moment z-z (Lb-ft) (Lb-ft) 0 0 0 2 21647.78 -13738.92 0 0 0 51520.97 3 4 21647.78 21647.78 -13738.92 -13738.92 5 21647.78 -13738.92 1 9 84.. 2:.:. 7093.941 2964.:94:.: 7093 941 .: 2964.94 7093:941 .2964.94 0 0 0 0 0 0 103041.9 0 0 154562.9 0 0 0 206083.9 0 5t4038 0 3780299 0 --- 25401.99 0 .............::: 126 01:::::::;:=: :0:.... 0 M3 2 14744.7 14376.7 20919.98 13743.98 0 0 0 0 206083.9 36875 3 14008.7 6567.981 0 0 0 -62275.94 4 13640.7 -608.019 0 5 13272.7 -7784.019 0 0 0 0 -91368.93 0 -50403.98 Member Stresses, LC 1 : 1.2DL+LL+SEISMIC Member Label M1 Section Axial (Psi) 1 792.959 2 792.959 3 792.959 Shear y-y Shear z-z Bending y-top Bending y-bot Bending z-top (Psi) (Psi) (Psi) (Psi) (Psi) -1314.772 -1314.772 -1314.772 0 0 0 0 -3228.647 -6457.295 0 3228.647 6457.295 0 0 0 Bending z-bot (Psi) 0 0 0 4 792.959 -1314.772 0 -9685.942 9685.942 0 0 5 792.959 -1314.772 0 -12914.59 12914.59 0 0 1 25.9.85.1::.1. 283:.735:..:::::::::::::: 0 .......:::: 158:S5:::...:31`5)165 259 851;.::.:>':;:::.283:735::: - •:: D::: ;:: :< 2368:987 • 2368:9.8.7 :::..... 3 ... .:'259 851:::: 2$3:735 :: . 0 t:1579:.325: ::1:579 325::::::: ::0 4:-:-:::.259. 851. 5.:::::::259. 2 83.7 3: 5 :..:.::.::::. 0 :..:.:.:....: 789.662: 283.735 = 0 • 0: • 0 789.662. 0 0 0 0 0 0 M3 1 540.099 2001.976 0 -12914.59 12914.59 0 0 2 526.619 1315.255 0 -2310.833 2310.833 0 0 3 513.139 628.535 0 3902.625 -3902.625 0 0 4 499.659 -58.186 0 5725.786 -5725.786 0 0 5 486.179 -744.906 0 3158.65 -3158.65 0 0 RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE13.r3d] Page 3 mpany : Lamda Engineering signer CEL Number : 302-4025 SHEAR LINE 13 U June 21, 2002 3:57 PM Checked By: 2S fib er Deflections, LC 1: 1. 2 D L +L L+S EISMIC Member Label Section M1 M3 1 2 3 4 5 4 5 1 2 3 4 5 x-Translation (In) 0 -0.001 -0.002 -0.004 y-Translation (In) 0 0.229 0.437 0.603 -0.005 0.707 0.002 f0.715: -- 0 001 L;.: 0,559 0.00 I 0:384:: 0 O195 -0.706 -0.708 -0.71 -0.712 -0.714 z-Translation (In)_ 0 0 0 0 0 0.031 -0.016 -0.181 -0.19 0.035 0 0 0 x-Rotation (radians) 0 0 0 (n) Uy Ratio (n) Uz Ratio NC 3452.316 2157.698 NC NC NC 0 2465.94 NC 0 NC NC 0 NC :: NC � 08896.189 .... NC 0- 782:1s6 -�- NC:: NC (} :. No-- 0 NC berAISC ASD 9th Code Checks, LC 1 : 1.2DL+LL+SEISMIC er Label Code Chk Al 42;1. 43 Loc (Ft) 0.476 1 15 0.068 0.12: 0015 1.22 0 , 0.104 Shear Chk Loc Dir (Ft) 0 y Fa Ft (Psi) (Psi) 17705.2 28792.8 , 15451E 5' ',;;=28792:8 3084.623 28792.8 0 0 0 0 Fb y-y (Psi) 35991 9723.004 2194.075 2090.88 NC 5991 -- 35991 Fb z-z (Psi) 28792.8 'kt400:1511 12363.3 NC NC NC NC NC NC ASD Eqn. H1-2 6Mt7 Zs� 3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE13.r3d] Page 4 Company : Lamda Engineering Designer : CEL Job Number : 302.4025 SHEAR LINE 13 May 14, 2002 8:02 AM Checked By: Envelope Member Deflections, (continued) Member Label Section x-Translate Lc y-Translate Lc z-Translate (In) (in) On) Lc x-Rotate (radians) Lc (n) Uy Ratio Lc (n) Uz Ratio Lc 5 max 0 1.. 0: : 1.:::::;;:: 0 : - .:... 0: [::...:. NC NC min 0 1NC- 1 1 0 1 fl 1 1 : NC M3 1 max min -1.363 1 0.066 2 0 1 0 1 NC NC -1.367 2 0.066 1 0 1 0 1 NC NC 2 max -1.364 1 0.002 2 0 1 0 1 7186.817 2 NC min -1.368 2 -0.022 1 0 1 0 1 5284.734 1 NC 3 max -1.366 1 -0.305 2 0 1 0 1 1256.738 2 NC min -1.37 2 -0.341 1 0 1 0 1 1147.189 1 NC 4 max -1.367 1 -0.34 2 0 1 0 1 1147.922 2 NC min -1.371 2 -0.363 1 0 1 0 1 1087.026 1 NC 5 max -1.369 1 0.069 2 0 1 0 1 NC NC min -1.373 2 0.069 1 0 1 0 1 NC NC Envelope Member RISC ASD 9th Code Checks Label Code Chk Loc (Ft) Shear Chk Loc Dir Lc (Ft) Lc Fa Psi Ft Psi Fb y-y (Psi) Fb z-z (Psi) ASD Eqn. M1 j 0.551 15 1 0.093 0 y 1 [ 23540.95 28792.8 35991 28792.8 H1-2 M2 :...: - 0.15 0 . .:.: 2;;::i: 0..022::...•.::(t :... ::::...::: 2 : '. 22546:76: 287 2 8]. -::: -: 35 M3 0.544 0 1 1 0.141 ', 0 y 1 8859.179 28792.8 1 35991 28792.8 H1-2 RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working c n\03-402514025LINE13.r3d] Page 5 Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 14 2SF May 14, 2002 8:19 AM Checked By: Global Steel Code AISC 9th Edition ASD Pitie*iabIk-Stfess. it er ; se: Factor (A$IF) Include Shear Deformation Yes .c.0 e:.ar7Fnl.. .. . Yes: No. of Sections for Member Calcs 5 Redesign S iatiai st' ::: : P-Delta Analysis Tolerance Sections 0.50% Section Database Label Sha SEC1 Joint Coordinates pe Material Area Label (In)"2 W12X40 STL 11.8 SA(yy) SA(zz) 1.2 1.2 I z-z J (Torsion) TIC (In"4) (1n"4) (In^4) Only 44.1 1 310 1 .95 I y-y Joint Label X Coordinate (Ft) Y Coordinate (Ft) Z Coordinate [Ft] Joint Temperature N1 0 1 0 J 0 0 .. N3 0 9 1 0 0 ......-.... 0 Boundary Conditions Joint Label X Translation (Klin) N1 ! Reaction N2 ::...-_ Reacti€cyn Member Data Y Translation (K/in) Reaction Z Translation (Kiln) Fixed Fixed MX Rotation (K-ft/rad) Fixed F.i ed MY Rotation MZ Rotation (K-ft/rad) (K-ft/rad) Fixed ......::--: Fixed::: X-Axis Section Member Label I Joint J Joint K Joint Rotate Set ideureesl End Releases I -End J-End vz xvz xvz xv: End Offsets Inactive Member I -End J-End Code Length In In [Ft] 1. M1 N1 N3 SEC1 � 9 1Vi2 N4 ,;till:.: ;:.:::::.., ,, ,:>:. ;; : ;,,: vE 1:t:.>::: :: `::::..:-::::::F::::.: M3 1 N3 N4 SEC1 18 Steel Design / NDS Parameters Member Section Label Set M1 ........ M3 SEC1 SEC 1 SEC1 Length (Ft) 9 18 Lb y-y Lb z-z L_comp Cm y-y Cb Sway Ie2 lel le bend K y-y K z-z CH Cm z-z B y z (Ft) (Ft) (Ft) 1. 1 .8 1. 1 ;: 1 1 1. RISA-3D Version 4.1 [C:\0Carlos Desk\Currently working on\03-402514025LINE14.r3d] Page 1 Company : Lamda Engineering Designer : CEL - Job Number : 302-4025 SHEAR LINE 14 2S G May 14, 2002 8:19 AM Checked By: Distributed Load Patterns Pattern Label Direction Start Magnitude Lb/ft. F End Magnitude {Lb/ft. F] Start Location End Location DL Y :-220 -220 0 0 r „.. 0 Basic Load Case Data BLC No. Basic Load Case Description Category Code Category Description Gravity X Y Z Load Type Totals 1 DL DL Dead Load 1 3 SEISMIC EL Earthquake Load 2 Joint Loads/Enforced Displacements, Category : EL, BLC 3 : SEISMIC Joint Label N4 N1 [L]oad or [D]isplacemerrt. L ........... Direction Magnitude (Lb, Lb-ft, In, rad) X -2392 X . Member Distributed Loads, Category : DL. BLC 1 : DL Member Label I Joint J Joint Load Pattern Label M3 N3 N4 DL Pattem Multiplier 1 Member Distributed Loads, Category : LL, BLC 2 : LL Member Label I Joint J Joint Load Pattern Label M3 N3 i N4 J LL Load Combinations Pattern Multiplier 1 Num Description Env WS PD SRSS CD 1 1.2DL+LL+SEISMIC y y y + 1 DL 1.2 LL 1^ EL • 1 v f v�v �v�v 2.':: L+.SE.I4..iVI C:: . ir. .+: ;1 DL . :. Envelope Joint Displacements Joint Label N1 N2 N3 N4 X Translate (In) Lc max 0.000 max mil[ max mn 0.000 0.000 • 0.000 -0.12 -0.12 max -0.122 mih. �0122; Y Translate (In) 0.000 0,00.0 0.000 2 2 1: Z Translate Lc (In) 0.000 ` < Qi ::• 2 Lc 1 2 0.000 1 1 2 0.000 1......0000 1 1 X Rotate (radians) Lc 0.000 0.000 0.000 0,000 0.000 1 1! 1 1 1 1 Y Rotate (radians) 0.000 0.000 0.000 0.000 0.000 0 too. Z Rotate Lc (radians) Lc 1 1. 1 0.000 1 0€000 RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-402514025LINE14.r3d] 0.002 0.002 1 2 0.001 2 0.001 0 0 0.001 0.001 Page 2 1. 2 1 Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 14 25 May 14, 2002 8:19 AM Checked By: Envelope Reactions Joint Label N1 N2 Reaction Totals : X Forte (Lb) max 2879.108 max min:" max -389.983 2392 Lc 1 2 :1 1 Y Force (Lb) Lc 8079.688 ` 1 16834 5672.312 1 76 S7i 13752 1 Z Force (Lb) NC C . NC rC. 0.000 Lc 1 • 2392: 2: :1:2 ;7iI200 1 Envelope Member Section Forces X Moment (Lb-ft) NC Lc . NC::: Y Moment Z Moment (Lb-ft) Lc (Lb-ft) Lc NC 0.000 I. NC j JAB �i0q 0.000 Member Label Section Axial {Lb} Lc Shear y-y (Lbl Lc Shear z-z Lc Torque Lc Moment y-y Lc Moment z-z Lc [Lb] [Lb-ft] 11 F�-f�1 n �srr M1 1 max 8079.688 1-2790.508 2 min 7683.243 2-2888.075 1 0 1 0 1 0 1 0 1 2 max 8079.688 1-2790.508 2 0 1 0 1 0 1 6498.168 1 min 7683.243 2-2888.075 1 0 1 0 1 0 1 6278.644 2 3 max 8079.688 1-2790.508 2 0 1 0 1 0 1 12996.34 1 min 7683.243 2-2888.075 1 0 1 0 1 0 1 12557.29 2 4 max 8079.688 1-2790.508 2 0 1 0 1 0 1 19494.5 1 min 7683.243 2-2888.075 1 0 1 0 1 0 1 18835.93 2 5 max 8079.688 1-2790.508 2 0 1 0 1 0 1 25992.67 1 min 7683.243 2-2888.075 1 0 1 0 1 0 1 25114.58 2 . m•.ax .. .. -..: : . 2 2 : 1 :0• ::.:� 0 - ::- 1 ._,345675 .2` :: i iin • 5276.75.7 2•: -480.718 • 1 G1 1 • 0 1 0 I.::: .4320 ;• 1•• 2 max 5672' 312 .1.•::. -354: 042 :..2 ... 0 : l:: . 0::: 1:.: 1::.:::... :.1 • -251�85 ::.2-: •nrlrt:::5276-757 : 2 :.480.71:8 :': 1. 0 :: 1 0:. ..... ::1` .0.: • 1 :.:.3244.84'8 17281'9 ::.'2 :: 1 :3 :'rnax 5072.3:1:2 -::1.: • -38.4..0.42 = u :1 0 Cl: : 0: 1 min. 5276 757 2. :.480.718 : 1 0.......- 1::::: 0: 1...:•21:63:232:1.-= 4 ..rnax::5672,3.1:2 1:: -384.042 • 2 0 1 1 -- ::.::: 0 0: 1:: �864;00..5 '2 . ...> . - - min: • 5276757 : 2: • �480.718 ' 0 1 •.. 0 i 0 : 1 �1081= 61 : 1 .•:. 5. max ::5:672 312 : ::4. 384.042 • : -Z 1 :1 1 1 1 0: 1::.:...:..0'•:: 1 : :main€ : 5276:757 :2;: 480.718' 1 _: :::0 1 :, 0 1 ': 0 ;-•r 1 0; 1:: M3 1 max 2879.108 1 8079.678 1 0 1 0 1 0 1 25992.67 1 min 2781.983 2 7683.233 2 0 1 0 1 0 1 25114.58 2 2 max 2879.108 1 4641.678 1 0 1 0 1 0 1-2169.974 2 min 2781.983 2 4443.233 2 0 - - - - +-I 0 1 0 1-2630.381 1 3 max 2879.108 1 1203.678 1 0 0 1 0 1-14874.52 2 min 2781.983 2 1203.233 2 0 0 1 0 1-15782.43 1 max 2879.108 1-2036.767 2 0 0 1 0 1-12999.07 2 min 2781.983 2-2234.322 1 0 0 1 0 1-13463.48 1 5 max 2879.108 1-5276.767 2 0 0 1[ 0 1 4326.464 1 min 2781.983 2-5672.322 1 0 0 1 0 1 3456.379 2 f Envelope Member Stresses Member Label Section M1 1 2 Axial Shear y-y Shear z-z (Psi) Lc (Psi) Lc (Psi) max 684.719 1-950.688 2 0 min max 651.122 684.719 2 1 -983.928 -950.688 1 2 Bending y-top Bending y-bot Bending z-top Bending z-bot Lc (Psi) Lc (Psi) Lc (Psi) Lc (Psi) Lc 1 0 1 0 1 0 1 0 !1 0 0 1 1-1450.974 1 2 0 1501.706 1 1 0 0 1 1 0 0 0 1 1 1 RISA-3D Version 4.1 [C:10Carlos Desk1Currently working on103-402514025LINE14.r3d] Page 3 Company : Lamda Engineering Designer : CEL Job Number : 302.4025 SHEAR LINE 14 2-SZ May 14, 2002 8:19 AM Checked By: Envelope Member Stresses, (continued) Member Label Section min Axial (Psi) Lc (Psi) Lc (Psi) 651.122 2 -983.928 1 Shear y-y Shear z-z Bending y-top Bending y-bot Bending z-top Bending z-bot Lc (Psi) Lc (Psi) Lc (Psi) Lc (Psi) Lc 0 1 -1501.706 1 1450.974 2 0 1 0 1 3 max min 684.719 651.122 1 2 -950.688 -983.928 2 1 0 1 -2901.949 0 1 -3003.411 2 3003.411 1 2901.949 1 2 0 0 1 1 0 0 1 1 4 max min 684.719 651.122 1 1-950.688 2 -983.928 2 1 0 -4352.923 0 1 -4505.117 2 4505.117 1 4352.923 1 2 0 0 1 1 0 0 1 1 max min 684.719 651.122 1 2 -950.688 -983.928 2 1 0 1 -5803.897 0 1 -6006.822 2 6006.822 1 1 5803.807 2 0 1 0 1 0 1 1 M3 • :1 4 7Q4 t`;t 13.3B 2 :0: 447;183:' 2: r-1. 774' 1 0 32 rr�ax18tit)4 'I: 13O533 798766: 749 74: itit1i144T 183: 2 : 163.774 1 :0 1 595069 max -:1 :-130 8.3B 2 0 1 499i916 484:704: 4471;83 2 -163:774 1 ik:; ` :. i:: 399:379' L 4: m 4880,704 1 1.30.838 2 0 1 249.958 rt7117 447:1.83 2 -1 53 774 ..1... 0 1 199.69 t>n t 4 7 1 130,838 2 0.. 1 0 • 1x1447: 2-163.77+ 0 1 0 5 max min 243.992 235.761 1 2 2752.637 2617.574 1 2 0 0 1 1 -5803.897 -6006.822 798758 2 999.832 -1-- 599.069 ..2 �749874 1 - 0 1-399..37 2 : -490.91 e .2..:::: .0 0.. ..-4199;69 . 2...::.:.0 • :;;.... . 1 t3 ; •'•• 0,:., 2 6006.822 1-J 1 5803.897 2 0 0 1; 1:• 0 1.:.. 0• i3:..: 1, 1. ••.0..... ::1 ....:0 .::::.:1:: 1 C1 1' 1:.' 1 1 0 0 1 1 2 max 243.992 1 1581.357 1 0 1 607.872 1 -501.474 2 0 1 0 1 min 235.761 2 1513.749 2 0 1 501.474 2 -607.872 1 0 1 0 1 3 max 243.992 1 410.077 1 0 1 3647.269 -3437.454 2 0 1 0 1 min 235.761 2 409.925 2 0 1 3437.454 2-3647.269 1 0 1 0 1 4 max 243.992 1 --693.899 2 0 1 3111.368 1-3004.044 2 0 1 0 1 min 235.761 2 •-761.203 1 0 1 3004.044 2-3111.368 1 0 1 0 1 5 max 243.992 1 -1797.723 2 0 1 •-798.758 2 999.832 1 0 1 0 1 min 235.761 2_ -1932.483 1 0 1 -999.832 1 798.758 2 0 1 0 1 Envelope Member Deflections Member Label Section M1 1 max min x-Translate (In) 0 0 Lc y-Translate Lc (In) 0 0 1 1 z-Translate (In) 0 0 Lc 1 1 x-Rotate (radians) 0 0 Lc (n) Uy Ratio Lc (n) Uz Ratio Lc 1 1 NC NC NC NC 2 max -0.001 2 0.046 1 0 1 0 1 6831.935 1 NC min -0.001 1 0.045 2 0 1 0 1 7070.804 2 NC 3 max -0.001 2 0.085 1 0 1 0 1 4269.96 1 NC min -0.001 1 0.084 2 0 1 0 1 4419.253 2 NC 4 max -0.002 2 0.112 1 0 1 0 1 4879.954 1 NC min -0.002 1 0.111 2 0 1 0 1 5050.575 2 NC 5 max min -0.002 -0.003 2 1 0.12 0.12 1 2 0 0 2, 1; max 0 002 - 1:= `=- 0 12 1: 0 rrrsr €i:002 2 :0.122 2 :.......: . rnax D 003 : 1 -- - 0.088 min :: 0.001 2 0.088 max 0:.001. ::: rr€€n -: 0.001 ::;:2 0;057 4 inalx :0 1 0 028 min 1 1 0 0 0. .. 0 1 NC 1 NC 1 887_63 888.1:8: . NC NC NC •1223.729 :.... 2 • NC: ...... .... 1.:..1233.292.:1 IBC:.:. i 188.0.3811:. 2 1 1907:245 1 .. r-- 3816.636 :2 3886733 1 RISA-3D Version 4.1 [C:10Carlos Desk\Currently working on103-402514025LINE14.r3d} Page 4 Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 14 25 S May 14, 2002 8:19 AM Checked By: Envelope Member Deflections, (continued) Member Label Section x-Translate Lc y-Translate Lc z-Translate Lc M3 In x-Rotate (radians) Lc (n) Uy Ratio Lc (n) Uz Ratio Lc 5 max'' t7 '1::;:i' :0 . : . •>, . It fl 1 1.:: ;;; NC.. : • NCH min..: 0 1 ( 0 :. 1 t? . 1'. NC : '' .. 1 max -0.12 2 -0.002 2 0 1 0 1 NC NC min -0.12 1 -0.003 1 0 1 0 1 NC NC 2 max -0.12 2 -0.043 2 0 1 0 1 5289.151 2 NC min -0.12 1 -0.046 1 0 1 0 1 4912.698 1 NC 3 max -0.121 2 -0.08 2 0 1 0 1 2770.668 2 NC min -0.121 1 -0.085 1 0 1 0 1 2611.368 1 NC 4 max -0.121 2 -0.064 2 0 1 0 1 3488.739 2 NC min -0.121 1 -0.067 1 0 1 0 1 3320.488 1 NC 5 max -0.122 2 -0.002 2 0 1 0 1 NC NC min -0.122 1 -0.002 1 0 1 0 1 NC NC Envelope Member RISC ASD 9th Code Checks Label Code Chk Loc (Ft Shear Chk Loc Dir Lc Ft Lc Fa Psi Ft Psi Fb y-y Fb z-z ASD Eqn. M1 0.232 9 1. 0.051 I 0 y 1 23754.2 28792.8 35991 28792.8 H1-2 .: M2..... 0,05.1-::::::0:»:<::=0:00 :�: -....-..:9 .. i� ..y •'�. ::-. ::::;> ::2.:. ::::.::. ���2.;..-.....:Z�-......�'39�� ::::. :� 2$�92r8::: ::H1�2::. M3 0.243 0 1 0.143 0 [ y 1 15246.1 28792.8 35991 25569.48 H1-2 RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-402514025LINE14.r3d] Page 5 L a r fa D A Engineering Consultants S MR -STRUCTURAL - PLANNING - CONSTRUCTION MANAGEMENT SHEET: 26 DATE: 5-11-02 JN: 302-4025 FRAME @ CARPORT S load = (299 Plf) ft (Zft + 10 � + (319 plf) 14 2 ft) S load uS. L u S =1897 •plf SEE FRAME DESIGN ON SHEET USE L :=5.67.ft L = 5.67 •ft S load =10756 -lb W/ A35 SPACING = 32•in O.C. 5/8" AB SPACING = 72 in O.C. Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 14 • May 14, 2002 8:25 AM Checked By: Global Steel Code AISC 9th Edition ASD _Atlt wabis Strew Jn a€se Fa€&or:(ASIF) 1:433 include Shear Deformation Yes inc de Wa pi ig: No. of Sections for Member Calcs 5 Riid6sitjtt Sections _ Yes.. .:.::. . P-Delta Analysis Tolerance veilidd Axis:: ' :: Sections 0.50% Section Label Database Shape Material Label SEC1 W12X40 T STL Joint Coordinates Area SA(yy) SA(zz) I y-y I z-z (in)"2 (In^4) (In^4) 11.8 1.2 1.2 I 44.1 310 J (Torsion) T/C In^4) Only .95 Joint Label Boundary Conditions X Coordinate Y Coordinate (Ft) (Ft) 0 0 5:.. 0 • 5..6:7 ;:: ;... . Z Coordinate (Ft 0 9 0 9 Joint Temperature F Joint Label X Translation Y Translation Z Translation MX Rotation (K/in) (K/in) (Kiln) (K €tlradL N1 Reaction I Reaction Fixed Fixed Flea t i.... .. ReaOlf.,6 7 ::,:: _ _"•' > F'tX :figed • Member Data MY Rotation (K-ft/rad) Fixed MZ Rotation (K-ft/rad) X-Axis Section Member Label I Joint J Joint K Joint Rotate Set (decxrees End Releases I -End J-End yz xyz xvz xv� End Offsets Inactive Member I -End J-End Code Length M1 N1 N3 SEC1 P -. g M3 N3 _ N4 SEC1 5.67 Steel Design / NDS Parameters Member Label M1 M2 Section Set SEC1 Length Lb y-y Lb z-z L_comp (Ft) 9 le2 lel leebend K y-y K z-z CH Cm z-z B y z (Ft) (Ft) (Ft) Cm y-y Cb Sway 1. .8 M3 SEC1 5.67 1. 1. RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE15.r3d] Page 1 Company : Lamda Engineering Designer : CEL " Job Number : 302-4025 SHEAR LINE 14 2G 15 May 14, 2002 8:25 AM Checked By: r Distributed Load Patterns Pattern Label Direction Basic Load Case Data Start Magnitude (Lblft, F) -160 End Location (Ft or %) BLC No. Basic Load Case Description Category Code Category Description Gravity Load Type Totals 1 DL DL Dead Load 1 3 SEISMIC EL Earthquake Load q I 2 Joint Loads/Enforced Displacements, Category : EL, BLC 3 : SEISMIC Joint Label [L]oad or Direction Dlisclacement Magnitude N4 L X -10756 Ni: L... �C 0 Member Distributed Loads, Category : DL, BLC 1 : DL Member Label I Joint M3 J Joint N3 N4 Member Distributed Loads, Category : LL, BLC 2 : LL Member Label I Joint M3 N3 Load Combinations Load Pattern Label Pattern Muitiplier DL ' 1 J Joint Load Pattern Label Pattern Multiplier N4 LL 1 Num Description 1 1.2DL+LL+SEISMIC Env WS PD SRSS CD Y Y Y + 1 :.:2:...:.. DL+.LL+SEISMIC I.. Y Y Envelope Joint Displacements Joint Label N1 N2 max max N3 max N4 max ruin X Translate (In1 0.000 OOa 0.000 -0.421 .0 42t: -0.422 -O. 422 y t..}..::I Lc 2 1 2; 2 BLC DL Factor BLC LL Y Translate (In) 0.000 0.000 .:DL Factor 1 L: BLC Factor BLC Factor EL EL 1 1.:: Z Translate Lc (In) 2 0.000 2 -0.006 2 0000 ?= 1Q0 0.000 000O • X Rotate Lc (radians) 1 ^ 0.000 1 1 0.000 1 0.000 0.000 DO00 `•• EJ 0.0:<,.. 0.005 2 0.000 1 0.000 0005 . -1:000 1 01000.. 1 Lc 1 1 1 1 Y Rotate (radians) 0.000 0::o0O 0.000 ..Qi 0.000 0.000 RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE15.r3d] Lc 1 1 1 1 1 Z Rotate (radians) 0.005 t105.1 0.005 0.001 0.001 Lc 1 2 2 Page 2 • Company : Lamda Engineering Designer : CEL Job Number : 302-4025 Envelope Reactions SHEAR LINE 14 zG G May 14, 2002 8:25 AM Checked By: Joint Label N1 max X Force (Lbj 5383.15 $378.1188 Lc 1 Y Force Z Force (Lb) Lc (Lb) 18666.53 1 NC 7468 NC X Moment (Lb-ft) NC Y Moment (Lb-ft) NC N2 max Reaction Totals : max 5377.312 5372.85 10756 07.56 2 -15519.88 1 NC - 5600:27 2 3146.85 1 0.000 •:2965 41 2 0000 Envelope Member Section Forces 1 NC NC Z Moment (Lb-ft) 0.000 NC NC = 53 as 0.000 • 00.0o` Member Label Section Axial [Lb] Le Shear y-y (Lbl Lc Shear z-z Lc Torque Lc Moment y-y Lc Moment z-z Lc M1 1 max 18666.53 1-5451.012 2 0 1 0 -HE 0 1 0 1 min 18574.68 2-5455.827 1 0 1 0 0 1 0 1 2 max 18666.53 1-5451.012 2 0 1 0 0 1 12275.61 - 1 min 18574.68 2-5455.827 1 0 1 0 1 0 1 12264.78 2 3 max 18666.53 1-5451.012 2 0 1 0 1 0 1 24551.22 1 min 18574.68 2-5455.827 1 0 1 0 1 0 1 24529.55 2 4 max 18666.53 1-5451.012 2 0 1 0 1 0 1 36826.83 1 m min 18574.68 2-5455.827 1 0 1 0 1 0 1 36794.33 2 5 max 18666.53 1-5451.012 2 0 1 0 1 0 1 49102.44 1 min 18574.68 2 -5455.827 1 0 1 0 1 0 1 49059.1 2 M2:::.:::::::::.:.>:: 1 : :lax -551:9 e8- :1.:.-531:6.39 :::: ;: :.:... ...:..::::: 1: fl :.:-1 1 0 .. 1 47847.51:- 2 1 rhiit 45609.27 .:2 1 ' 0: 1: 0 1 1 0 2 ::: max 1551,9 68- ].1H .:5312.288::- 5316.39 2 :0 # ti 1 0::: 1: 35885.63 - 2' 3 r ruin. [max '-1.560927 -1:.5519::68 :'"2 .. 1::.: 5312: 283 531:6,39. ...::::: 2 0::.:::..1::: <J" :1`.:: {} 0:: 1. 1 ::..: Q.. . 0 1:: 1 35857.91:::1. 23923.76..2::: : :::: rn:ir i : 15609 27:. 2 :::5312,283 1 o ::::: 1 4 j 1 0:: :::1 23905.27 .:1: : 4 m max -. 5519::6.:8 :: 1 : 5318:39 2 0::: 1 0 - : 1 0 1 1196 € :68 2 mirr`-1560927 2:; 5312.283 :;:1 0 1 ::0:: 1 0: 1 1195264 1 :.:5:::.rn :-15519-68::! '5316_ 39 ...2.: 0 :. 1 4 1 0 -1:::. .: 0 M3 1 m mi15605:27 - 5383.15 2 1 : 5312:283 18665.66 1 1 0: 0 1 1 1 0::: 0 1;;: 1 0 0 1 ::::: 1 0 :: 1= _ 49102.44 1_ 1 min 5378.688 2 18573.82 2 0 1 0 - 1 0 1 49059.1 2 2 max 5383.15 1 17878.95 1 0 1 0 1 0 1 23256.15 2 min 5378.688 2 17832.47 2 0 1 0 1 0 1 23201.45 1 3 max 5383.15 1 17092.24 1 0 1 0 1 0 1-1495.938 2 min 5378.688 2 17091.11 2 0 1 0 1 0 1-1584.382 1 4 max 5383.15 1 16349.76_ 2_ 0 1 0 1 0 1-25197.16 2 min 5378.688 2 16305.53 1 0 1 0 1 0 1-25255.05 1 5 max 5383.15 T 1 15608.41 2 0 1 0 1 0 1-47810.55 1 min 5378.688 2 15518.81 1 0 1 0 1 0 1-47847.51 2 Envelope Member Stresses Member Label Section M1 Axial (Psi) 1 max 1581.909 min 1574.126 2 max 1581.909 Shear y-y Lc (Psi) Lc 1-1857.086 2 2-1858.726 1 1 -1857.086 2 Shear z-z (Psi) 0 0 0 Bending y-top Bending y-bot Bending z-top Bending z-bot Lc (Psi) Lc (Psi) Lc (Psi) Lc (Psi) Lc 1 0 1 0 1 0 1 0 1 1 2 1 1 0 -2834.35 0 2836.854 1 1 0 0 RJSA-3D Version 4.1 [C:10Carlos Desk\Currently working on\03-4025\4025LINE15.r3d] 1 0 1 0 1 Page 3 Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 14 May 14, 2002 8:25 AM Checked By: Envelope Member Stresses, (continued) Member Label Section Axial Shear y-y Shear z-z Bending y-top Bending y-bot Bending z=top Bending z-bot } Lc (Psi) Lc (Psi) Lc (Psi) Lc (Psi} Lc {Psi} Lc (Psi} (Psi min 1574.126 2-1858.726 1 0 1-2836.854 1 2834.35 2 L 0 1 0 1 3 max 1581.909 1-1857.086 2 0 1-5668.7 2 5673.708 1 0 1 0 1 min 1574.126 2-1858.726 1 0 1-5673.708 1 5668.7 2 0 1 0 1 4 max 1581.909 1-1857.086 2 0 1-8503.051 2 8510.562 1 0 1 0 1 min 1574.126 2-1858.726 1 0 1-8510.562 1 8503.051 2 0 1 0 1 5 max 1581.909 1-1857.086 2 0 1 •-11337.4 2 11347.42 1 0 1 0 1 min 1574.126 2-1858.726 1 0 1-11347.42 1 11337.4 2 0-MZ 1 0 1 m mad: -1 0.4.: ' 3:. :'1 : 2 0 1 -11048 88 :;-;:11057.d`i r rain ... :::.`:.:...'.:_;:>_._: :.. ,.. _ . : =11CI 41 ' 2 ';i:1.0.48_86 2 max -1315227A'__1 # 11:222 2 0 1 _8248 47 ;#::: 3.054 2 m min: -1'322;:82 2.: 1 �::: -:.1 0 1::..-8293.:0554 2 c 283.E;4 :. " {.... 0 ..'i ..: -0 :: ... . 1 1 3 m max '1315;227 ,1 1$11:2 2 0` 1-55241432 1 528:703 2 0 1 0 1 Min:, -1.322 82 2 1809 823 1 0 1 5528 : 2: - 5524 432 ;::1; (} 1 0 1' 4 Max -131:5227 1 1811. 2 0 1 276221 1 2,764 351 : 2 0 1 : 0 1 m mm -1322.82 2 1,823 .1 0: 1 1 =2764:361 2:-182:216 1 0 1 0:: 1: 5..max -131:5227 .1:.. '1611'a2:: .2'" ::::. 0 1 .__-a] ;:::.: ; 0.:.: `. `.:. 0 , ,:mitt - -1322. 82 2 :18o9a2:3 :: D 1:= :: 0 E 0 ... 1 0 1 1 0 1, M3 1 max 456.199 1 6359.139 1 0 1•-11337.4 2 11347.42 1 0 1 0 1 min 455.821 2 6327.849 2 0 1-11347.42 1 11337.4' 2 0 1 0 1 2 max 456.199 1 6091.117 1 0 1 •-5361.78 1 5374.421 2 0 1 0 1 min 455.821 2 6075.28 2 0 , 1-5374.421 2 5361.78 1 0 1 0 1 3 max 456.199 1 5623.094 1 0 1 366.146 1•-345.706 2 0 1 0 1 min 455.821 2 5822.712 2 0 1 345.706 2 r-366.146 1 0 1 0 1 4 max 456.199 1 5570.143 2 w 0 1 5836.36 1-5822.982 2 0 1 0 1 min 455.821 2 5555.072 1 0 1 5822.982 2--5836.36 1 0 1 0 1 5 max 456.199 1 5317.574 2 0 1 11057.41 2-11048.86 1 0 1 0 1 min 455.821 _2 5287.05 1 0 1 11048.86 1-11057.41 2 0 1 0 1 Envelope Member Deflections Member Label Section M1 max min max min max min max min x-Translate Lc (In) 0 0 -0.001 -0.001 -0.003 -0.003 -0.006 y-Translate Lc (In) 1 0 1 1 2 1 2 1 2 z-Translate (In) 0 Lc x-Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc (radians) 1 0 1 NC 0 1 0.135 0.135 0.258 0.258 0.358 0.358 0.421 1 2 2 1 2 1 0 0 0 0 0 0 0 0 -0.006 0:005. min ...-0;:005:; ..2:..:Max -0004 1 0.421 2 0.422 1 0:422.:. .2::: '0.358:.::.: 2 min -0.004 2: 0;358 1. 3 :::mar 0, 002 :[: .0,258:: 2 L min -0:002 2 0i258 4 • max -0.001 L ruin-0.001-: 0.135 4:135 1 1 0 0 0 0 0 NC 1 NC 1 3616.526 3619.721 2260.329 2262.325 2583.233 1 2 1 2 NC NC NC NC NC NC 0 1 2585.515 NC 2 NC NC 0 1 NC NC. NC NC 3: ::::::NC:: .NC'.. • :- 6 50985 :2 .NC .:::... 2653035 ...1;... NC:. :... •2319.61 NC 2321:405 1. >371-1.379 • •:3714.2 2 NO NC 1 NC RISA-3D Version 4.1 [C:\OCarlos Desk\Currently working on\03-4025\4025LINE15.r3d] Page 4 Company : Lamda Engineering Designer : CEL Job Number : 302-4025 SHEAR LINE 14 2 May 14, 2002 8:25 AM Checked By: Envelope Member Deflections, (continued) Member Label Section x-Translate (In) • M3 1 2 3 4 5 max::::::::..0 0 max min Lc y-Translate Lc (1n) ................ 0- z-Translate Lc x-Rotate Lc (n) Uy Ratio Lc (n) Uz Ratio Lc (In) (radians) 0._.. 0: 0 ::::: 1 : NC. NC max min max min max min max min -0.421 -0.421 -0.422 -0.422 -0.422 -0.422 -0.422 -0.422 -0.422 -0.422 2 1 2 1 2 1 2 1 -0.006 2 -0.006 1 0.001 2 0.001 1 -0.001 2 -0.001 1 -0.003 2 -0.003 1 0.005 2 0.005 1 Envelope Member RISC ASD 9th Code Checks 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 0 1 ...NC:::: NC 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC NC Label Code Chk Loc M1 M2. M3 ( Ft) Shear Chk Loc Lc (Ft) 0.449 1 9 f 1 0.43 0.374 12 0 1 0.097 O'I394. 0.331 0 0 0 Dir Lc Fa (Psi) Ft Psi Fb y-y (Psi) Fb z-z ASD Eqn. y [ 1 ' 23754.2 28792.8 35991 28792.8 H1-2 y.. 2 :::>::> :.28792:::.:::. ;35 1 ::::: :287 :8:::; > :H - y 1 26076.25 28792.8 35991 31672.08 H1-2 RISA-3D Version 4.1 [C:10Carlos Desk\Currently working on103-4025\4025LINE15.r3d] Page 5 OM /7 27 -Zo La M. D A Engineering Consultants CML-STRUCTURRL - PLANNING - CONSTRUCTION MANAGEMENT VERTICAL COMPONENT UBC 1630.11 SEISMIC ZONE: 4 SEISMIC ZONE FACTOR: 0.4 SOIL PROFILE TYPE: SD TYPE OF SEISMIC SOURCE = A DIST. TO SEISMIC SOURCE > 10 km SEISMIC SOURCE = SAN ANDREAS FAULT Na:=1.0 C a :=0.44•N a I:=1.0 W :=14.psf u:=0.7•CaIWp u = 4.3 •psf (TABLE 16-S) (TABLE 16-Q) (TABLE 16-K) CHECK @ CANTILEVER ROOF TRUSSES ABOVE TERRACE A :=(2•ft)-(12-ft) • U := A•u U =162.6 -lb 0 USE SIMPSON H1 @ EACH TRUSS A M D A Engineering Consultants Ma -STRUCTURAL - PLANNING - CONSTRUCTION MRNAOEMENT SHEET: 28 DATE: 6-21-02 JN: 302-4025 ANZEW VERTICAL COMPONENT UBC 1630.11 SEISMIC ZONE: 4 SEISMIC ZONE FACTOR: 0.4 SOIL PROFILE TYPE: SD TYPE OF SEISMIC SOURCE = A DIST. TO SEISMIC SOURCE > 10 km SEISMIC SOURCE = SAN ANDREAS FAULT N a :=1.0 (TABLE 16-S) Ca:=0.44•Na I:=1.0 W :=14•psf u:=0.7•CaIWp u=4.3•psf (TABLE 16-Q) (TABLE 16-K) CHECK @ CANTILEVER ROOF ABOVE DINING ft (-40-ft) (8 ft) I2 42 ft1 U := A•u U=821.3.1b USE (1) 5/8" DIAA307 BOLT OK !ME 15gm 1. SHEET: 21 Engineering Consultants CIVlL-STRUCTURRL - PLANNING - CONSTRUCTION MANAGEMENT DATE: h -Z - a Z JN: 302- 402S PET I 4, I - dI (t/. ) 16-19 PsF • le PJF L L • 4- jj2Q 4i9' I c� 1P a_ PS r} itz 1--414"111) g. °C /oi ,4t D G 32 ` Fox % 7 9.5' C t l ' -i ) ( / (i (e 70 ,0 � 1 IIrnln a ZirT