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0302-116 (SFD) Revision 1 Structural CalcsSTRUCTURAL CALCULATIONS FOR AlUNKDALE RESIDENCE 78-461 DEACON DRIVE WEST TI=C TRADMONS PLAN CHECK # 0302-116 LA QUINTA, CALIFORNIA CITY OF LA av1NTA SU&MNG & SWEV DEPT. APPR ucED KmCONs GnoN or►tB ' a � Fr- 4c CALCULATIONS BY: JOSEPH N. CICCHINI, P.E. P.O. BOX 4206 PALM DESERT, CA 92260 760-776-6687 Ilk I.ISSIB C f, 357 06-30-01 fl9jF CIVIC. ���� Df CA�l JUNE 24, 2003 TM The City of LaQuinta n n+e Joseph N. Cicchini, P.E. co Daw June 21, 8003 Ra Plan Check # 0302116 The following change was made in order to accommodate the proposed pocket doors at the Great Room. The steel columns were changed to TS14x14xUZ the T812020/2 columns were eliminated, and TS exex1/2 °knee' braves were added in order to maintain compliance with stiffness requirements set: by the UBC, and the CBC. The change is marked with a revision cloud on sheet 53.1, and revised details 14,14 and 20 on sheet SM. JOB SHEET NO. OF� CALCULATED BY ,Jfi G CHECKED BY DATE I � t b a3 DATE �-9 -03 'Gp-,3 - 'oPM Pue-Li4 . _..__.... /Mime swre Iry . --- --- q�.--- - -- .- - � � : � � ��.:..._.:.. ► SLG . 14 �4 �a - 29 z - i� V►� 1.(2� 5 (&3) (4) - � ZEN PW- 2._-- bS-2 ? ' 2.73 60p�� • (4 ('2, X3,2 27, 73 - bid - _IDL red __...__.:.,_._...__:- :....:..:.....c��p� -fab Ibi% "M='_ a -m Iii - rb My 3yfx/.5 Z40 �h - D3 2,3 VV�L I• S �,fi'�'3)(2.5)L��;2%�/N �'7 t.��tJ`a 52.q Ib /Ft b 2.73,�IUI PS!41204�1, OK_ Gc1�L� IQ2 ��/rte Joseph N. Cicchini, P.E. P.O. Box 4206 Palm Desert, CA 92260 760 -7784=7 Description Kitchen Beam Tide: Dsgnr. Descriptilon: Scope: General Timber Beam Job.# Date: 9:37PM, 12 MAY 03 Page 1 General Information -0.105 in 6.229 it 1,486.9 D.L Defi')... 0.1571n O.W01h 0.106 in Calculations are designed to 1987 NDS and 1887 UBC Requirements Section Name 8.125x16.0 Center Span 13.00 ft .....Lu 2.00 It Beam Width 5125in Left Cantilever it .....Lu 0.00 It Beam Depth 15.000in RigKCadilever 4.00ft .....Lu 2.00 it Member Type GluLam Douglas Fig, 24F - E13 Sxx 192.186 in3 Area 76:875 in2 Bm WL Added to Loads 529.00 #Itt Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End'Fbofy Pin -Pin Fc Ak w 650.0 psi Wood Density 34.000 pcf E 1,800.0 kst J Full Length Uniform Loads -0.105 in 6.229 it 1,486.9 D.L Defi')... 0.1571n O.W01h 0.106 in -0.152 in Deflection 6.297 It ...I.ergt" 1,028.55 Rightcantilever- Deflection ...Lergltilm 0.000 In 0.0 0.071 M 1,360:1 0.000 in 0.0 0.117 In 819.9 j Center DL 529.00 Vft LL 192.00 #M Bending Analysis Left Cantilever DL WR LL #!ft Le 4.1181 Sxx 192.186 in3 Area 76:875 in2 Right: Carditever DL 529.00 #Itt LL 192:00 Wit Summary Max Moment Sxx Re&d_ Alible fb Beam Design OK Span= 13.00ft, Right Cant= 4.00ft, Bearn Width = 5.1251n x Depth =15:1n, Ends are Pin -Pin 54.24 In3 2,987:55 psi Max Stress Ratio 0.412 :1 0.00 k -ft 0.00 in3 3,000.00 psi Maximum Moment 13.5 k-tt Maximum Shear* 1.5 6.5 k Allowable 47.8 k-0 Q Right Support Allowable 15.9 k Max. Positive Moment 13.51)k -ft at 6.025 It Shear: Q Left 4.47 k Max. Negative Moment 4.38k -ft at 13.000 R F,r Allowable Q Right 5.26 k Max Q.Left Support 0.00 k -ft Bearing Q Supports Camber: Q Left 0.000 In Max Q Right Support -5:91 k -ft 4.47 k Bearing Length Read Q Carder 0.157 In Max: M allow 47.85Reactions... Bearing Length Reld 2.466 in Q Right 0.106 in tb 843.08 psi fv 85.04 psi Left DL 3.22 k Max 4.47 k Fb 2,987.55 psi Fv 206.25 psi Right DL 6.08 k Max 8.22 k Deflections Deflection ...Location ...LengtlUDetl Camber(using 1A Q Center Q Left Q PAM -0.105 in 6.229 it 1,486.9 D.L Defi')... 0.1571n O.W01h 0.106 in -0.152 in Deflection 6.297 It ...I.ergt" 1,028.55 Rightcantilever- Deflection ...Lergltilm 0.000 In 0.0 0.071 M 1,360:1 0.000 in 0.0 0.117 In 819.9 Stress Calcs Bending Analysis Ck 19.865 Le 4.1181 Sxx 192.186 in3 Area 76:875 in2 Cy 1.000 Rb 5:314 CI 0.996 Max Moment Sxx Re&d_ Alible fb Q Center 13.50 k -ft 54.24 In3 2,987:55 psi • Left Support 0.00 k -ft 0.00 in3 3,000.00 psi Q Right Support 5.91 k -ft 23.75 in3 2,987.55 psi Shear:Analysls Q Left Support Q Right Support Design Shear 5.35 k 6.54k Area. Required 25.941 int 31.698 int F,r Allowable 206.25 psi 206.25'psi Bearing Q Supports Max: Left Reaction 4.47 k Bearing Length Read 1.341 In Max. Right Reaction 8.22 k Bearing Length Reld 2.466 in Joseph N. Cicchini, P.E. Tiffe P.O. Aim 4206 Palm Desert, CA 92260 760-776-M7 scope: . . -W uw M -060504e, Ver 5.8.1.254at-= General Timber Beam (c)19e30M e�cni c rte= 0=411= Description Kitchen Beam Values M, V, &.D @ Specified locations Mo mwd Shear Center Span Location = 0.00 It 0.00k -ft 4.35 k Rigid Cant. location = 0.00 It 0.00 k -ft 4.35 k @ Left Cant. Location = 0.00 It 0.00 k -ft 0.00 k Job # Date: 9.37PM, 12 MAY 03 Deflection 0.0000: in 0.0000 in 0.0000 in Page 2 ,SOB Ru N E- DALE +J SHEET NO. 51 OF ✓ 0 CALCULATED BY NAJ C. DATE 12 - -OZ CHECKED BY DATE SCALE LII10Ax 1958 D . .._ _._.._..-•--�---- -.. �,� � ¢fin o - - _._�.,.�► rn, 49 ,c to x la.ob q q� Q j—q. 8� ®(0�2 WJO/4 x 10:®`f O.-r.M 23b)O0x9+2- �4 ►q .. (�� _-fv6-i1 Zi•; � � �ID�X 9.42 .,� b C 2 2 '�/ II R► 10 543 R' Lb :..._ .1 '' Pp =►�t, I< 10 'j'= 22 X20 : �� Cis- : ---- = P t1•!K -0I • � � WO� Cob Ib L/N 6 �0 TbTk - LANE O /4fte�P..._ . .. .. -. � � �-A.,�._ . . ..._._. �. 7355 _ _...- -._. -3861 L _ Iq 7355 / •c. - - - - s�$r�D40"o c.. �.-r;rv1,� 6[xgxI9 = 132,354 Ft; - Ib Ia . o. -r. MIQ XA:42.= 4 -t►� Rr� = t�bl �t I���i xIQ� �=32,o7b -Ib Rrn = &PO + 1-7.I32, 354.32,o7bC b�> _..2..s DO-[-rt=Ab q -1.2, 31 ib I � 4,ji_2, 6T _ a $�(o I b Pae Job. -Nku N i, DALr _ SHEET NO. 67 OF • 0 CALCULATED BY C. DC,A,TE 2.-1 - Z CHECKED BY DATE ^ t r - 03 SCALE p eV (O - 9 -03 3�o s3/=G70��o,6g_PAS=45v Ib Y12.1to P 240 Ib ��j �C�II�Iro 0o�4'lvN =oaf d;asxi�) 0st z Z 2-41q lb (Z1,±3)_ LAIB R t?QL� 6.9oZ i� AeSA, Aqtb/- a3' 32��Fc COL. TS/4yj4vc)f Xz OG L INS r 1 A R k _-Q..�,�t��.553:.x.�� ia. e=3qo��-�� _-- -_._ . �. _-4,.- -...: � � Q�►%�z,:�� -rj1(7)( 2 o.Mm- (o X 4.42_=-1.5}7L.3 Fti Ie &Z (i'4�4se): 4 72"/b - -fpm° Zoo Z �Q I b X z Vo (OA_.. �I5711h Tdle Job # Description... 0 Dsgnr: Date: Z-1Nad 7:36PM, 6 JUN 03 FastFrame 2-D Frame Analysis v5.o.9. Page 1 I Nodes.. Mermen Label Magnitude Distance tram "1" Node Load Direction Load Case Factors #1 #'2 #3 #.4 #5 Member Load Magnitudes Node Node Coordinates Load Load Case Factors Label start Finish sX Finish It Node Label XX 8 I # 5 X, Restraint k!(t 0.000 10.000 Y Restraint Z Restraint T�garlp e -0:200 -0.200 Wft 0.000 3.000 local y 1.000 F0 1 0.000 0.000 1.000 Food Load Combinations... Fbald 2 0.000 16.000 Stress Gravity Load Factors Load Combination Factors Description 0 3 16.000 16.000 # 4 # 5 Bask: 1.000 -1.000 1.000 0 4 16.000 0.000 & Reactions feed Fbeed 0 5 0.000 13.000 Node Reactions Node label Load 0 6 3:000 16.000 m in Radians k 0 7 16.000 13.000 -4,354.E-014 0 0.00294 4.35438 14.11336 0 0 8 1 13.0001 16.0001 0 0 0 1 Basic 0 Member... 0 0 4 Basic Mernber 0 0.00216 1.34562 nt Endpoint 0 I End Releases J End Releases y Label 0 0 0 ILength I -0.34754 -0.00140 -0.00036 Label 0 0 Node Jeodes ft X Z X Z A tsl4x14xl2 Basic 1 5 13.000 0 0 B ts12x8xl2 6 8 10.000 C 1s14x1412 7 4 13.000 d ts14x14d/2 5 2 3.000 e t5120(1/22 6 3.000 f TS6dbd2 5 6 4.243 g tsl4x14d2 7 3 3.000 h ts12KW2 8 3 3.000 i TS6x6x12 7 8 4.243 Node Loads.... Corrtcertrtrated Loads and Moments Load Case Factors Node Label X Y Marnent # 1 # 2 # 3 # 4 # 5 3 1 S_700k 1 1.000 Member Point Loads.... Mermen Label Magnitude Distance tram "1" Node Load Direction Load Case Factors #1 #'2 #3 #.4 #5 8 I A d50 k r% nm H I I nral v I 1 000 Member Distributed Loads.... Member Load Magnitudes Load Extents Load Load Case Factors Label start Finish sX Finish It Direction I # 1 # 2 # 3 # 4 # 5 B -0.200 -0.200 k!(t 0.000 10.000 local y 1.000 e -0:200 -0.200 Wft 0.000 3.000 local y 1.000 h 4.200 -0.200 Wit 0.000 3.000 Localy 1.000 Load Combinations... Load Canmination Stress Gravity Load Factors Load Combination Factors Description Increase X Y # 1 # 2 # 3 # 4 # 5 Bask: 1.000 -1.000 1.000 Node Displacements & Reactions Node Displacernernts Node Reactions Node label Load I m in Radians k k k -ft 1 Basic -4,354.E-014 0 0.00294 4.35438 14.11336 0 2 Basic. -0.34888 -0.00223 0.00016 0 0 0 3 Basic -0.34841 -0.00087 0.00133 0 0 0 4 Basic -1.348:E-014 0 0.00216 1.34562 2.71336 0 5 Basic -0.33804 -0.00276 0.00063 0 0 0 6 Basic -0.34754 -0.00140 -0.00036 0 0 0 7 Basic -0.30060 -0.00043 0.00145 0 0 0 8 Basic -0.34852 -0.04552 0.00097 0 0 0 Title Job # Descr"on.... 2 Dsgnr: Date: /-w&r0 7:36PM, 6JUN 03 , FastFrame 2-1) Frame Analysis vs.0.s- Page 2 Member End Forces... Member Node " I " End Form Node " J " End Forces Label I Load Cornbirwflon Axial Shear Moment Axial Shear Moment k k ft -k k k ft -k A Basic 14.11336 -4.35438 0 -1294553 4.35438 -56.60692 B Basic 4.35438 11.73806 33.04892 -4.35438 0:33806 23.95107 C Basic 1.54553 -1.34582 -17.49308 -271336 1.34582 0 d Basic -11.13358 19.83582 54.47199 11.40306 -19.83582 5.03546 e Bask: -19.83582 -11.40308 -0.03546 19.83582 12.19091 -30.35553 f Basic 34.13155 -0.07855 213493 -34.02539 0.18472 -2.69339 9 Basic 9.44462 7.43003 17:58820 -0.17512 -7.43003 4.72190 h Basic 13.13003 -8:38728 21.62169 -13.13003 9.17512 -4.72190 i Basic -11.79082 -0.61983 -0.07512 11.89899 0:51366 -2.32938 Steel Stress Checks... LabelA Load C...,.. Ma dr n @ Left End 114 Span 112 Span 3/4 Span @ Right En Shear Basic 0.278 0.025 0.086 0.147 0.208 0.27 0.022 B Basic 0.295 0.295 0.056 0.194 0.230 0.24 0.068 C Basic 0.081 0.081 0.062 0.043 0.024 0.00 0.007 d Basic 0.283 0.283 0.199 0.135 0.070 0.04: 0.098 e Basic 0.308 0.093 0.078 0.150 0.223 0.30 0.069 f Bask: 0.226 0.216 0.218 0.221 0.223 0.22 0.001 g Bask: 0.095 0.095 0.071 0.047 0.023 0.03 0.037 h Basic 0.219 0.219 6.166 0.113 0.058 0.07 0.052 i Basic 0.129 0.055 0:069 0:088 0.107 0.12 1 0.067 Member Overall Envelope Summary Member Axial Shear Moment Deflection Maxi num Label Section k k ft -k in Stress Ratio A ts1414xl2 14.113 4.354. 56.607 0.344 0.278 B tS12x8x12 4.354 11.738 33.049 0.060 0.295 C ts14x14xl2 1.547 1.346 1.7.493 0.299 0.081 d ts140412 11.134 19.836 54.472 0.011 0.263 e ts12K&d 2 19.836 12.003 30.074 0.003 0.308 f TS6x6x12 34.132 0.079 2.468 0.011 0.226 9' ls;I W 4x12 9.445 7.430 17.568 0.049 0.095 h ts12x8x12 13.130 8.987 21.622 0.044 0.219 i TS6x6x1/2 11.791 0.620 2554 0.066 0.129 -> Deflection values listed are the mid"mum of a sampling of 31 points across the member �M 0, 00 2.5 13 x; 2) =0, 3 Ole,