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Home My WebLink About000-000-014KIBLER & KIBLER %!�'D� COVER OF 20 ARCHITECTURE & ENGINEERING BUTTE JOB NO 1911 2556 HEATHER LANE 05-23-13 REDDING CA 96002 COUNTY PHONE (530) 226-0566 'JUN 10 2013 FAX (530) 221-3985 DEVELOPMENT SERVICES STRUCTURAL CALCULATIONS FOR THE BERBERIAN NUT - RESTROOM BUILDING CHICO, CA FOR BCM CONSTRUCTION CHICO, CA SPECTRAL RESPONSE ACCELERATIONS SDs=0.548, SDI=0.310 WIND 85 MPH, EXP C ROOF LIVE LOAD 20 PSF (REDUCIBLE) CONTENT PAGE DESIGN LOADS Al -A3 LATERAL DESIGN L1-L5 VERTICAL DESIGN V1 -V6 FOUNDATION DESIGN F1 QµpF ESS/01, y No. 4672 S W E 2 Tj�.i� m *rggLC-f0 OF CA��fO w,. Kzk+E QER�ERIA�1 KE -u 1911 h 1 o2/IRII'3 DESIG.n1..L:oR1�JS R o o F LOA L_ o k,) = 2 0 ?.S f 8.S e r�wF R.S POET = $3 K2 CNET CzKz-r� P►S'= �18.5�(..BS 1�Caes1 �1.1.=.I�S.�3 CNE'T WALL= 1"LEEwP 'O JP,LL. 19--7Jii"•-.511 H•gP.SF �LEE,��.�o E' Gorc�PaNE_rJ7S..� GLA'DD.LNG 1'1ZcoS a�E��lAa6 (�5..'171�'.1.�11�- •'22..2_�SF z Da.E 2 1'Roof ovERNAa6 ` i IS.%�.l (' I r�71 ` ' ?9A flf R PWALL E-OGE.° Mie RooFLNG = 2.o.1'SF. 1T� S.IDING = 2.o�SF S/a� `I2'?LYwD SNTG 2x8 (f 24:"oC = 1.SPsf Zko e ico,Do S�a' G%P j3oASZ7 = 2.8inv X12' Gyp 3o ARZ) =. 2 .2 PSS r�EcN IE'�Ec - ►.bPSf .. r�:Ec.N I.ELEC = I, oPSf . INSQI..ATIDt�1 ' I.OP$F �n1;.Sv�ATIo� = I,oPSF S?RI�I�LERS r� \ S C - o.g PSS ll PSF a ASF 8.S e r�wF R.S POET = $3 K2 CNET CzKz-r� P►S'= �18.5�(..BS 1�Caes1 �1.1.=.I�S.�3 CNE'T WALL= 1"LEEwP 'O JP,LL. 19--7Jii"•-.511 H•gP.SF �LEE,��.�o E' Gorc�PaNE_rJ7S..� GLA'DD.LNG 1'1ZcoS a�E��lAa6 (�5..'171�'.1.�11�- •'22..2_�SF z Da.E 2 1'Roof ovERNAa6 ` i IS.%�.l (' I r�71 ` ' ?9A flf R PWALL E-OGE.° k3 Conterminous 48 States 2009 International Building Code Latitude = 39.807577 Longitude = 122.02612600000002 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 0.637 (Ss, Site Class B) 1.0 0.243 (S1, Site Class B) Conterminous 48 States 2009 International Building Code Latitude = 39.807577 Longitude = -122.02612600000002 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa = 1.291 ,Fv = 1.914 Period Sa (sec) (g) 0.2 0.822 (SMs, Site Class D) 1.0 0.465 (SM1, Site Class D) Conterminous 48 States. 2009 International Building Code Latitude = 39.807577 Longitude = -122.02612600000002 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.291 ,Fv = 1.914 Period Sa (sec) (g) 0.2 0.548 (SDs, Site Class D) 1.0 0.310 (SD1, Site Class D) KZA aE KED t9 II o2/zl/l3 G. 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' r •• moi; � -�' y _ " `� , v2 Company K2A&E Feb 21, 2013 Designer DDOIRON 10:00 AM Job Number KE#1911 BERBERIAN Checked By: Joint Coordinates and Temperatures Member Primary Data Label I Joint J Joint —Rotate(deg)Se tion/Sha e Type Design List Material Desion Rules 1 M1 I N1 i N3 I I 2X10 I Beam lRectangular I DF T ical Basic Load Cases Member Distributed Loads (BLC 1 : DEAD Member Label Direction Start Ma nitude k/ft d..End Ma nitude k/ft d... Label X ft Y [ftl Tem F 1 N1 0 0 1 2 Member Label Direction M ni de d End i u e k/ d L c f 0 3 N3 25.75 0 0 Member Primary Data Label I Joint J Joint —Rotate(deg)Se tion/Sha e Type Design List Material Desion Rules 1 M1 I N1 i N3 I I 2X10 I Beam lRectangular I DF T ical Basic Load Cases Member Distributed Loads (BLC 1 : DEAD Member Label Direction Start Ma nitude k/ft d..End Ma nitude k/ft d... Start Location ft % End Location ft Ml I Y 1 -.024 1 -.024 1 0 1 0 Member Distributed Loads (BLC 2: LIVE) 0 1 i r . - •f .4mm`' s.ti;:.a �0 Member Label Direction M ni de d End i u e k/ d L c f End Location f° 1 Ml I Y 1 -.04 1 -.04 1 0 0 Member Distributed Loads (BLC 3: WIND BS) 1 .148 . Member Label Direction Start Ma nitude d.. End Ma nitude k/ft d... Start Location ft °° End Location ft °° 1 Ml Y 1 071 1 071 0 19.5 I Member Distributed Loads (BLC 4: WIND CANT) 5 3 max Member Label Di ec ion Start Magnitudelk/ft.d..End M e ft d.. rt L c i ft ° End Loca i ft ° 1 Ml I Y 084 084 1 19.5 1 0 I Load Combinations Envelope Member Section Forces .� ...L— c,,,, A-;-irL l i t Chanrrlrl 1 C Mnmantrk-ftl LC 1 M1 v v1 v max ^0 1 .56 1 0 1 i r . - •f .4mm`' s.ti;:.a �0 14F:°.:,- `.566- 0` 1 3 2 max 0 1 .148 1 2.472 3 -2.278'1 1 5 3 max 0 1 .247 2 2.599 3 - mm; -'.264• 1 ,1`:904`, 1 7 4 max 0 1 .611 2" 1.122 1 :8 T < =A �_ ,� A � �,m1n.' ?O r` 'h 1. =.67.6, -. 1° =-1 W2' 4 RISA -2D Version 10.1.0 [HA ... \... \... \STRUCTURAL\ROOF JOIST.r2d] Page 1 Company K2A&E Feb 21, 2013 Designer DDOIRON 10:00 AM Job Number KE#1911 BERBERIAN Checked By: Envelope Member Section Forces (Continued) lmm{` 11 f. 0 11 I Envelope Member Section Stresses 1 M1 1 max 0 1 .061 1 01 1 0 1 1 .566 ": 3 ,,_i 6 ; 3 :p 1 3 2 max 0 3 2 max 0 1 .016 1 1.278 1 1.387 3 1 }0 .: :: Ili -.0220 ,. 3: -1:387;.;: .:3 -1:278 �1 5 3 max 0 1 .027 2 1.068 1 1.458 3 6 �7 ,�� ms's �w. F"rp r OAS K _ m�-, ��1 <�, -:029 <. 1•,. -1458:,< 3 312.443 3 g 4 max 0. 1 .066 2 .77 4 .63 1 I g' t v9-A,;mi.071. .992 4 NC ,63 10 �77 4 9 5 max 0 1 0 1 0 1 0 1 1 a.p a �, , �min , r»•071 f.1. �a< < 0 1 0 1, .0. .1 Envelope Member Section Deflections Mamhar Sec x finl LC _ vJinl LC Uy Ratio LC 1 M1 1 max 0 1 0 1 NC 1 .566 ": 3 ,,_i 6 ; 1 3 1 3 2 max 0 1 1 3 234.597 3 *� :....... ;...... miriku =.83 1'i; ." 31.3:613..: 1 5 3 max 0 1 1.03 3 185.606 3 g r <,- 1n 0' �1, :785 " 1;' 282:253 1 7 1 4 max 0 1 .037 3 312.443 3 g _. , w, 1, '0 , 1 -:025 4i 401 539 4 9 5 max 0 1 .992 4 NC 4 10 :.. F ;;.; iri: s,j ,0 1 -1.269;. 3: NC. 3 Envelope Joint Reactions - - Anint X !kl LC Y !kl LC Moment [k-ftl LC 1 N1 max 0 1 1 .56 1 1 0 1 1 1 .566 ": 3 ,,_i 6 ; 1 3 N2 max 0 1 1.088 1 0 I 1 ! 4 *� mu:�� r �i :'� p'=1:057 2 0 1 1 5 Totals: max 0 1 1.648 1 6 ;:: ,:, z .mine 0 ==# 1:.: -:1:.539 .2 -, Envelope Wood Code Checks Member h e Ch... LocIftl LC Shear Ch... L LC F' i F' ksi v' si E 1 M 1 2X 10 .906 19.924 1 3 1 .325 119.3131 1 1 .186 1 1.188 1 1.754 1 .288 1 3.9-3 RISA -2D Version 10.1.0 [HA ... \... \... \STRUCTURAL\ROOF JOIST.r2d] Page 2 F Kibler Kibler ARCHITECTUREW ENGINEERING, K2A&E JOB NUMBER: 1911 COL: KING STUD DATE: 21 -Feb -13 MAN DOOR PROJECT: BERBERIAN WOOD COLUMN DESIGN - 2010 CBC LOAD CASE= D + L AXIAL LOAD(P)= 680 POUNDS fc=P/(bd)= 82.4 PSI Fc-- 1350 PSI Fc'=FcCdCf= 1856.3 PSI Cd= 1.25 Fce=(0.822)'E'min/(le/d)^2= 1236.5 PSI Cf= 1.1 ac=Fce/Fc'= 0.666 C= 0.8 Cp=((1+ac)/(2'c))-((((1+ac)/(2'c))62)-(ac/c))61/2= 0.540 d= 5.5 IN (used to compute le/d) F'c=Fc'Cp= 1001.7 PSI b= 1.5 IN le/d=19.6 <50 LENGTH (1)= 9 FT _ -- fo/F'c= _ 0.082 < 1.0_ _ Y� Ke= 1.0 E'= 1600000 PSI Emin= 580000 PSI FLEXURE AND AXIAL COMPRESSION MOMENT= 0 FT -POUNDS b= 1.51N fb=6M/(bd^2)= 0.0 PSI d= 5.51N Fb'=FbCdCfCr= 1462.5 PSI Fb= 900 PSI Fce=(0.822)'E'min/(le/d)62= 1236.5 PSI Cd= 1.25 Cf= 1.3 [fdF'c]^2+fb/(Fb'[t-(fdFce)])= ^ 0.007 <1.0 -7 Cr= 1 fdFce= 0.067 <1.0 WOOD COLUMN DESIGN - 2010 CBC LOAD CASE= 0 + W AXIAL LOAD(P)= 255 POUNDS fc=P/(bd)= 30.9 PSI Fc= 1350 PSI Fc'=FcCdCf= 2376.0 PSI Cd= 1.6 Fce=(0.822)'E'min/(le/d)A2= 1236.5 PSI Cf= 1.1 ac=Fce/Fc'= 0.520 C= 0.8 Cp=((1+ac)/(2'c))-(((1+ac)/(2'c))-(adc))^1/2= 0.800 d= 5.5 IN (used to compute le/d) F'c=Fc'Cp= 1901.7 PSI b= 1.51Nle/d= 19.6 <50 LENGTH (1)= 9 FT f'� 1 fc/F'a= - 0.016 S1.0 Ke= 1.0 E'= 1600000 PSI Emin= 580000 PSI FLEXURE AND AXIAL COMPRESSION . MOMENT= 560 FT -POUNDS b= 1.51N fb=6M/(bd^2)= 888.6 PSI d= 5.51N Fb'=FbCdCfCr= 1872.0 PSI Fb= 900 PSI Fce=(0.822)'E'min/(le1d)^2= 1236.5 PSI Cd= Cf= 1.6 1.3 �[fc/F'cr2+fb/(Fb'(1-(fGFce)])= 0.487 <1.0 Cr= 1 fGFce= 0.025 <1.0 WOOD COLUMN DESIGN - 2010 CBC LOAD CASE= D +.75L +.75W AXIAL LOAD(P)= 574 POUNDS faP/(bd)= 69.5 PSI Fc= 1350 PSI Fc'=FcCdCf= 2376.0 PSI Cd= 1.6 Fce=(0.822)'E'min1(le/d)A2= 1236.5 PSI Cf= 1.1 ctc=Fce/Fc'= 0.520 C= 0.8 Cp=((1+ac)/(2'c))-(((1+ac)/(2'c))-(adc))^1/2= 0.800 d= 5.5 IN (used to compute le/d) F'c=Fc'Cp= 1901.7 PSI b= 1.51N le/d= 19.6 <50 LENGTH (1)= 9 FT F-- fctF'c= 0.037 11.0 Ke= 1.0 E'= 1600000 PSI Emin= 580000 PSI FLEXURE AND AXIAL MOMENT= COMPRESSION 420 FT -POUNDS b= 1.51N fb=6M/(bd^2)= 666.4 PSI d= 5.51N Fb'=FbCdCfCr= 1872.0 PSI Fb= 900 PSI Fce=(0.822)'E'min/(le/d)^2= 1236.5 PSI Cd= 1.6 _ _ _ Cf= 1.3 [fetF'c]^2+fb/(Fb'[t-(fGFce)])= 0.379 <1.0 Cr= 1 fdFce= 0.056 <1.0 v� Kibler Kibler ARCHITWTUPr,"W ENGINEERfNG K2A&E JOB NUMBER: 1911 COL: TRIMMER d MAN DOOR WOOD COLUMN DESIGN - 2010 CBC 1360 POUNDS AXIAL LOAD(P)= Fc= 1350 PSI Cd= 1.25 Cf= 1.1 C= 0.8 d= 5.5 IN (used to compute le/d) b= 1.5 IN LENGTH (1)= 9 FT Ke= 1.0 E'= 1600000 PSI Emin= 580000 PSI MOMENT= 0 FT -POUNDS b= 1.5 IN d= 5.5 IN Fb= 900 PSI Cd= 1.25 Cf= 1.3 Cr= 1 DATE: 21 -Feb -13 PROJECT: BERBERIAN LOAD CASE= D + L fc=P/(bd)= 164.8 PSI Fc'=FcCdCf= 1856.3 PSI Fce=(0.822)'E'min/(le/d)^2= 1236.5 PSI ac=Fce/Fc'= 0.666 Cp=((1+ac)/(2'c))-((((1+ac)/(2'c))^2)-(aGc))^1/2= 0.540 F'c=Fc'Cp= 1001.7 PSI le/d= 19.6 <50 fc/F'c= 0.165 5 1.0 M-11 fb=6M/(bd^2)= 0.0 PSI Fb'=FbCdCfCr= 1462.5 PSI Fce=(0.822)'E'min/(le/d)^2= 1236.5 PSI 2+fb_/(FWj1-(fc/Fce)))= 0.027 <1.0 fc/Fce= 0.133 <1.0 \I S