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13-0926 (RER) Structural CalcsCLIENT: o'keo e Rpsi Anle RA Structural Enzineering SHEET: SUBJECT: Rpmodpl JOB NO: 12 0,5 y3 DESIGN BY: R, V . DATE: 6/Z 7/i3 DESIGN LOADS Roof Loads — Sloped Roof Loads —Flat - _ 7 � Clay Tile._._..__....._.._ 15 psf .. __-.. _....Roofing.._...__.._ .. ..._ . 6 psf... . i Framing psf ` Framing psf q__.__.___ _____..._......._.._2.5 I (1/2" CDX) 1.5 psf i -Fra ------ _ Sheathing (1/2" CDX) .- .- - ..?.5 Sheathing 1.5 psf Ceiling _._ _ Insulation .__ _2_.5 1.5 _— psf ___.._... psf _ _ Ceiling _ —_ 2.5 psf _....._. s ._ Insulation 1.5 -- - psf Misc. 41 psf Misc. 6 psf !Total Dead Load 27 _ psf psf_ psff Total Dead Load 20 Total Live Load _ 20, Total Roof Load 401 psf psf__ psf Total Live Load20 Jotal Roof Load 47 —_� Floor Loads _ psf _—� Deck Loads Framing 3.5 - ---__-I psf ._ Framing __ — _ __---.... 3.5 Sheathing (3/4" Plywood) 2:5 psf _ Sheathing (3/4" Plywood) _ 2.5 psf M _ Ceiling _ 2.5 psf Ceiling 2.5 psf Lt. Wt. Conc./Flooring Tile 15 psf Lt. Wt. Conc./Flooring Tile 15 psf Misc. I 3.5 psf Lt. Wtt.Conc./Flooring Tile _ 10 Misc. 3.5 psf I psf _ Total Dead Load 27 T _ psf M�— Total Live Load 40 psf Total Dead Load 37 psf ; Total Floor Load 67p Total Live Load 60_ _ psf _ I _ Total Deck Load 97 psf_ _ Exterior Wall Interior Wall e 7/8" Stucco I 10 psf _ _ Insulation 1 3 psf Insulation_ 1 psf Drywall 5' psf__ Drywall �� �— 'Studs --.__ _ Y_ _. ��� 2.5 1 psf psf _�_—.._— ____ ___.__... Studs 1 psf _.... -...�.-----------....._.._ Misc.-----_ psf Misc. ;Total Wall Weight 2.51 17 psf psf _ jTotaIWaIIWei ht _ CITE' OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY CLIENT: of<eefe ACeRA Structural Engineering SHEET: SUBJECT: R-emo o� .� JOB NO: 13 o5 43 DESIGN BY: DATE: -6 / 27 / 13 lot ► -�� _ a I�.��f::, .. �_ s , � 6 5 , . POO G(u�uw2uf- Vu use wp,L 4-1 pi (I7 pig) (��) ='12pL�w 2.5 r' 2 2 Po PSO _ C T • s rz n.l• � �r87P1 CITY OF LA QUINTAY&AFETY DEPT. VS ur nn 1, T UCT t DATE BY a i RA Structural Engineering 77k Springfield Lane, Suite D Palm Desert, CA. 92211 (760)771-9993 Title: Okeefe Residence _ Dsgnr: Reza Asgharpour, P.E. - Project Desc.: Remodeling. Project Notes: Job # 130543 Description : BM#1 uc aNNucu iv) vawviauviIQ. - - 1.000 1.000 Material Properties H Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity - .� Load Combination 2006 IBC & ASCE 7-05 Fb -Compr 1850 psi Ebend-xx • 1800ksi - �DESIGN'SUMMARY _,. ." ti „ +: ._ �:;�x-. ---:. - Fc - Prll 1650 psi Eminbend - xx 930 ksi - Wood Species ; DF/DF 4 Fc -Perp 650 psi Ebend- yy 1600 ksi Wood Grade :24F - V4 1 Fv.. _ 265 psi Eminbend ; yy 830 ksi ' . Fv : Allowable = Ft 1100 psi Density 32.21 pcf LNIJ�IIf;UJIL"'pdU�� % (*„"Stl';y,.5' •;; Ir7 .::'�"'ic;gy"�•c i `"y„ Qvlvwc waua cntcicu. uvau ravLvlo Will uc aNNucu iv) vawviauviIQ. Beam self weight calculated and added to loads - 1.000 1.000 Load for Span Number 1 1.000 1.000 , Uniform Load: D = 0.3240, Cr = 0.210 k/ft, Extent = 0.0..->> 3.0 ft, Tributary Width =1.0 ft, (Roof) 72024 2-3 8056- 3 3 3 T. & 380`56-W -W DLo Uniform Load : D = 0.3240, Lr = 0.210 k/ft, Extent = 9.50 -5>12.50 ft„ Tributary Width =1.0 ft, (Roof) 265.00 Uniform Load : D = 0.4990, Lr = 0.340 k/ft, Extent = 3.0 ->> 9.50 ft, Tributary Width =1.0 ft, (Roof) Point Load: D =1.419, Lr = 0.9890 k t?a 9.50 ft, (BM#6) .1.000 - �DESIGN'SUMMARY _,. ." ti „ +: ._ �:;�x-. ---:. - 1.000 . - • " Maximum Bending Stress Ratio = 0.5021 Maximum Shear Stress Ratio = 0.413: 1 Section used for this span 5.125x15 Section used for this span 5.125x15 0.413 fb : Actual = �'. 1,196.15psi _ fv : Actual = 109.50 psi ,1.000 FB : Allowable = ; 2,380.56psi ' . Fv : Allowable = 265.00 psi 265.00 Load Combination +D+Lr+H.. Load Combination +D+Lr+H 1.000 Location of maximum on span = 6.938ft Location of maximum on span = 11.313ft 1.000 1.000 Span # where maximum occurs = -Span # .1 Span # where maximum occurs = Span # 1 +D+0.750Lr+0.750L+0.750W+H Maximum Deflection ' 1.000 Max Downward L+Lr+S Deflection .0.083 In Ratio = 1803 1.000 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Length =12.50 ft 1 0.452 Max Downward Total Deflection 0.209 in Ratio = 716 1.000 -1.000 Max Upward Total Deflection , '- ,-0.000 in Ratio = 0 <240` ' "17.25 1,077.17 2,380.56 5.05 8.58 265.00 +D+0.750Lr+0.750L+0.5250E+H , Waximurni,Fcrces8 -%ress 640r Load.Combinations 1.000 1.000 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d -C FN C r Cm C t _Ma ttuaL_fb design_F-b-allow-Vactual--fv design Fv-allow +D 1.000 1.000 1.000 1:000 CITY OF LA U U IN I. :1.000 Length =12.50 ft 1 0.303 0.248 - 1.000 1.000 1.000 1.000 1.000 154 72024 2-3 8056- 3 3 3 T. & 380`56-W -W DLo 5.84 1 265.00 +D+Lr+H .1.000 1.000. 1.000 1.000 BUILDING Length =12.50 ft 1 F 0.502 0.413 1.000 1.000 1.000 ,1.000 1.000 19.16 x1;196`15 2;056 5.61 r- Fr 6V E D 189.50 265.00 +D+0,750Lr+0.750L+H Length =12.50 ft 1 0.452 0.372 1.000 1.000 , 1.000 1.000 1.000 1.000 1.000 1.000 1.000 T� 17.25OF1'40Z1�13N2�90�56JCTIO545 I 8.58 265.00 +D+0.750Lr+0.750L+0.750W+H I ' 1.000 1.000 1.000. 1.000 Length =12.50 ft 1 0.452 0.372 1.000. 1.000 -1.000 1.000' 1.000 "17.25 1,077.17 2,380.56 5.05 8.58 265.00 +D+0.750Lr+0.750L+0.5250E+H , - 1.000 1.000 .1.000 1.000 DATE BY Length =12.50 ft 1 ` 0.452 0.372 :1.000 1.000 1.000 1.000 1.00025 ,.97.1..1.7 2;380.56--- 6-05-18.58 265.00 . RA Structural Engineering 77570 Springfield Lane, Suite D Palm Desert, CA. 92211 (760)771-9993 Title: Okeefe Residence Dsgnr: Reza Asgharpour, P.E. Project Desc.: Remodeling Project Notes: Job # 130543 Description : BM#1 r7- ••..•.--•--ter:---•,r���;,c+��.�--"'F-•.->t,-r.hr..,..,�.,r, s .. I'Overali"Maxlmum Deflections°•,Unfactored Loads d= r Load Combination Span Max. ° ' Defl Location in Span Load Combination Max. °+° Defl Location in Span D+Lr 1 0.2092 6.438 0.0000 0.000 -. v ,, a* ,�--. (.Maximum Deflections foc,I:oad;Comliinations �:,Unfactored ILoadsil` is Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.1260 6.438 0.0000 0.000 Lr Only 1 0.0832 6.438 0.0000 0.000 D+Lr 1 0.2092 6.438 0.0000 0.000 - ""` '�-'y" "� r > Support notation : Far left is #1 Vei kal Reactions Unfactored S Values in KIPS - .` ; ; __, Load Combination Support 1 Support 2 Overall MAXimum 5.014 6.266 SEAM• -ss 1.19 2.44 3.69 4.94 6.19 7.44 8.69 9.94 11.19 12.44 D Only 3.042 3.780 ■ +D ■ +D+L.+H \ +D+0.75DL.+D.7501+H • +D+D.75DL.+D.7SDL+0.7SDW+H ■ +D+D.7SDL.+D.75DL+D.S%S0l+H Lr Only 1.972 2.487 D+Lr 5,014 6.266 20 is � to S SEAM• -ss 1.19 2.44 3.69 4.94 6.19 7.44 8.69 9.94 11.19 12.44 Distance (ft) ■ +D ■ +D+L.+H \ +D+0.75DL.+D.7501+H • +D+D.75DL.+D.7SDL+0.7SDW+H ■ +D+D.7SDL.+D.75DL+D.S%S0l+H 5 2 ,.., BEAM•-na 2: •1 •4 6 1.19 2.44 3.69 4.94 6.19 7.44 8.69 9.94 11.19 12.44 Distance (ft) ■ +D ■ +D+L.+H ■ +D+D.7SDL.+D.7SDL+H ■ +D+0.75DL.+D.7S0l+0.7SDW+H ■ +D+0.7SDL.+0.7S0L+D.SZSDe+X BEAM -->a •0.05 6 •0.11 •0.16 •0.21 1.19 2.44 3.69 4.94 6.19 y �(,,,/7A4 'r' U r-8.69� t+919,1 I A 1' .19 12.44 Distance (ft) ■ Do,ir � Lro.iy � D.L. BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY RA Structural Engineering 775`/0 Springfield Lane, Suite D Palm Desert, CA. 92211 (760)771-9993 Title: Okeefe Residence , ' Dsgnr. Reza Asgharpour, P.E. Project Desc.: Remodeling Project Notes Job # 130543 Description : 8102 = 0.426 1, Maximum Shear Stress Ratio = 0.478 : 1 Section used for this span 5.125x15 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity FB: Allowable Load Combination 2006 IBC &ASCE 7-05 Fb -Compr 2,400.0 psi Ebend-xx 1,800.Oksi Load Combination Fc - Prll 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V8 Fv 265.0 psi Eminbend - yy 830.0 ksi 0.042 in Ratio = Ft 1,100.0 psi Density 32.210pcf a- o -An , r.,.,,.,ieroi„ i Inkrn, ea 1.000 Max Downward Total Deflection 0.090 In Ratio = 668 f.7App11eaneoaas } +• +ti '; k E3ax' ty",,y� Oernc a luaus enteiCu. weu re�«Qo ww uC cNNucu wi tawuiaLwiia. Beam self weight calculated and added to loads , Load for Span Number 1 _ a Uniform Load : D = 0.1220, Lr = 0.040 , Tributary Width =1.0 ft, (Roof) { - Point Load: D =1.080, Lr = 0.80 k (a) 6.50 ft, (Roof) ' Load for Span Number 2 , Uniform Load : D = 0.1220, Lr = 0.040 ; Tributary Width =1.0 ft, (Roof) Point Load: D = 3.780, Lr = 2.487 k 0 2.50 ft, (BM#1) Maximum Bending Stress Ratio = 0.426 1, Maximum Shear Stress Ratio = 0.478 : 1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb : Actual = 1,013.23psi fv : Actual = 126.65 psi FB: Allowable = 2,380.87psi Fv : Allowable = 265.00 psi Load Combination +D+Lr+H, LL Comb Run ('L) . Load Combination +D+Lr+H, LL Comb Run �'L) Location of maximum ons an p 9. O ft Location of maximum ons an p 9. O6b ft Span # where maximum occurs = - -Span # 1 ' Span # where maximum occurs = Span # 1 Maximum Deflection 1.000 ti 0.291 Max Downward L+Lr+S Deflection 0.042 in Ratio = 1422 1.000 Max Upward L+Lr+S Deflection -0.025 in Ratio = - 4615 1.000 Max Downward Total Deflection 0.090 In Ratio = 668 0.291 Max Upward Total Deflection -0.043 in Ratio = . 2654 1.000 Load Combination Max Stress Ratios Segment Length Span # M +D Length = 9.50 it 1 0.259 Length = 2.50 ft 2 0.258' .258- +D+L+H, +D+L+H, LL Comb Run ('L) 1.000 Length = 9.50 ft 1 0.259 Length = 2.50 It 2 0.258 +D+L+H. LL Comb Run (L') 1.000 Length = 9.50 ft 1 _ 0.259 Length = 2.50 ft 2 0.258 V Cd, CFN Cr Cm Ct. -9.886`-'A617521) 24 8Q�7V D95 . 9.8r}=CF61L-20N289t5:4n4UCTIG'IV -9.88. 617.21. 2,380.87 3.95 DA9i8,8617.21 2,3955,] 4 3,95 -9.88 • 617.21 2,395.44 3.95 1.000 1.000 1.000 1.000 0.291 1.000 1.000 1.000 1.000 1.000 0.291 1.000 1.000 1.000 1.000 1.000 . 1.000 1.000 1.000 1.000 0.291 1.000 1.000 1.000 1.000 1.000 0.291 1.000, 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.291 1.000. 1.000 1.000 -, 1.000 1.000 0.291 1.000 1.000 1.000 1.000 1,000 -9.886`-'A617521) 24 8Q�7V D95 . 9.8r}=CF61L-20N289t5:4n4UCTIG'IV -9.88. 617.21. 2,380.87 3.95 DA9i8,8617.21 2,3955,] 4 3,95 -9.88 • 617.21 2,395.44 3.95 Values Tv -allow 71.15 265.00 71,.15 265.00 71.15 265.00 77.15 265.00 N 77.15 265.00 77.15 265.00 U i Values Tv -allow 71.15 265.00 71,.15 265.00 71.15 265.00 77.15 265.00 N 77.15 265.00 77.15 265.00 U RA Structural Engineering Title: Okeefe Residence Job # 130543 77570 Springfield Lane, Suite D Dsgnr: Reza Asgharpour, P.E. Palm Desert, CA. 92211 Project Desc.: Remodeling (760)771-9993 Project Notes : Description : BM#2 Load Combination max stn Segment Length Span # M +D+L+H, LL Comb Run (LL) 10000 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+Lr+H, LL Comb Run ('L) C m Length = 9.50 ft 1 0.426 Length = 2.50 ft 2 0.423 +D+Lr+H, LL Comb Run (L') tv-design Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+Lr+H, LL Comb Run (LL) 1.000 Length = 9.50 ft 1 0.426 Length = 2.50 ft 2 0.423 +D+S+H 1.000 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+0.750Lr+0.750L+H, LL Comb Ri -9.88 Length = 9.50 ft 1 0.384 Length = 2.50 ft 2 0.382 +D+0.750Lr+0.750L+H, LL Comb Ri 1.000 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+0.750Lr+0.750L+H, LL Comb Ri 617.21 Length = 9.50 ft 1 0.384 Length = 2.50 ft 2 0.382 +D+0,750L+0.750S+H, LL Comb Rt 1.000 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+0.750L+0.750S+H, LL Comb Rt 1.000 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+0.750L+0.750S+H, LL Comb Rt 1.000 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+W+H 6.49 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+0.70E+H 1.000 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+0.750Lr+0.750L+0.750W+H, LL 126.65 Length = 9.50 ft 1 0.384 Length = 2.50 ft 2 0.382 +D+0.750Lr+0.75OL40.750W+H, LL 1.000 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+0.750Lr+0.750L+0.750W+H, LL 1.000 Length = 9.50 ft 1 0.384 Length = 2.50 ft 2 0.382 +D+0.750L+0.750S+0.750W+H, LL -9.88 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +0+0.750L+0.750S+0.750W+H, LL 1.000 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+0.750L+0.750S+0.750W+H, LL 617.21 Length = 9.50 ft 1 0.259 Length = 2.50 ft 2 0.258 +D+0.750Lr+0.750L+0.5250E+H, Ll Length = 9.50 ft 1 0.384 Length = 2.50 ft 2 0.382 0.291 0.291 0.478 0.478 0.291 0.291 0.478 0.478 0.291 0.291 0.431 0.431 0.291 0.291 0.431 0.431 0.291 0.291 0.291 0.291 0.291 0.291 0.291 0.291 0.291 0.291 0.431 0.431 0.291 0.291 0.431 0.431 0.291 1.000 1.000 1.000 10000 Summary of Moment Values Summary of Shear Values C d C FIV C r C m C t Mactual fb-design Fb-allow Vactual tv-design Fv-allow 1.000 1.000 1.000 1.000 1.000P \ E D 0.291 1.000 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,380.87 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000-9.88 617.21 2,380.87 3.95 77.15 1.000 1.000 1.000 1.000 1.000 -16.23 1,013.23 2,380.87 6.49 126.65 265.00 1.000 1.000 1.000 1.000 1.000 -16.23 1,013.23 2,395.44 6.49 126.65 265.00 1.000 1.000 1.000 1.000 1.000 265.00 0.431. 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,380.87 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -16.23 1,013.23 2,380.87 6.49 126.65 265.00 1.000 1.000 1.000 1.000 1.000 -16.23 1,013.23 2,395.44 6.49 126.65 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,380.87 3.95 77.15 265.00 1.000 1.000 1.000 1.000 ' 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -14.64 914.22 2,380.87 5.86 114.28 265.00 1.000 1.000 1.000 1.000 1.000 -14.64 914.22 2,395.44 5.86 114.28 265.00 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,380.87 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -14.64 914.22 2,380.87 5.86 114.28 265.00 1.000 1.000 1.000 1.000 1.000 -14.64 914.22 2,395.44 5.86 114.28 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,380.87 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 -9.88 617.21 2,380.87 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,380.87 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,380.87 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,380.87 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -14.64 914.22 2,380.87 5.86 114.28 265.00 1.000 1.000 1.000 1.000 1.000 -14.64 914.22 2,395.44 5.86 114.28 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,380.87 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 -14.64 914.22 2,380.87 5.86 114.28 265.00 1.000 1.000 1.000 1.000 1.000------•14.64---91°4'22'2;395.44 5.86 114.28 265.00 1.000 1.000 1,000 1.000 Imo` () (� C U i N1► 0.291 1.000 1.000 1.000 10000 16000 E P95 77-15 265.00 0.291 1.000 1.000 1.000 1.000 1.000 �� (9:t38� I X617 21 v 2 39 44Y 3.95- 77.15 265.00 1.000 1.000 1.000 1.000P \ E D 0.291 1.000 1.000 1.000 1.000 1.000 -9`88 6172 .2;380.89 3.95 77.15 265.00 0.291 1.000 1.000 1.000 1.000 1.000 9 sR CWINS�L,W-AITION3.95 77.15 265.00 1'0001.000 1.000 1.000 0.291 1.000 1.000 1.000 1.000 1.000-9.88 617.21 2,380.87 3.95 77.15 265.00 0.291 1.000 1.000 1.000 1.000 1.000 DATr,9.88 61 1---9i &44 3;95- 77.15 265.00 1.000 1.000 1.000 1.000 0.431 1.000 1.000 1.000 1.000 1.000 -14.64 914.22 2,380.87 5.86 114.28 265.00 0.431. 1.000 1.000 1.000 1.000 1.000 -14.64 914.22 2,395.44 5.86 114.28 265.00 RA Structural Engineering Title Okeefe Residence Job # 130543 775'70 Springfield Lane, Suite D Dsgnr: Reza Asgharpour, P.E. Palm Desert, CA. 92211 Project Desc.: Remodeling (760)771-9993 Project Notes: Printed: a JUL 2013, 9:57AM n aFlle:ClUsersllsandyslDocumentslENERCALCData..Fileslakeefe.6CV 'Wood4BOAft, 'INC.C'INC.9.2.6.114.5,V6.11A1 fs Description : BM#2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual tv-design Fv-allow +D+0.750Lr+0.750L+0.5250E+H, Ll 1.000 1,000 1.000 1.000 Length = 9.50 ft 1 0.259 0.291 1.000 1.000 1.000 1,000 1.000 -9,88 617.21 2,380.87 3.95 77.15 265.00 Length = 2,50 It 2 0.258 0.291 1,000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77,15 265.00 +D+0.750Lr+0.750L+0.5250E4H, Ll 1.000 1.000 1.000 1.000 Length = 9.50 ft 1 0.384 0.431 1.000 1.000 1.000 1.000 1.000 -14.64 914.22 2,380.87 5.86 114.28 265,00 Length = 2.50 ft 2 0.382 0,431 1.000 1.000 1.000 1,000 1.000 -14.64 914,22 2,395.44 5.86 114.28 265,00 +D+0.750L+0.750S+0.5250E+H, LL 1.000 1.000 1.000 1.000 Length = 9.50 It 1 0.259 0.291 1.000 1.000 1,000 1.000 1.000 -9.88 617,21 2,380,87 3.95 77.15 265.00 Length = 2.50 It 2 0.258 0.291 1.000 1.000 1.000 1,000 1.000 -9.88 617.21 2,395.44 3.95 77,15 265.00 +D+0.750L+0.750S40.5250E+H, LL 1,000 1.000 1.000 1.000 Length = 9.50 It 1 0.259 0.291 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,380.87 3.95 77.15 265.00 Length = 2.50 ft 2 0.258 0.291 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 40+0.750L+0.750S+0.5250E+H, LL 1.000 1.000 1.000 1.000 Length = 9.50 It 1 0.259 0.291 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,380.87 3.95 77.15 265.00 Length = 2.50 It 2 0.258 0.291 1.000 1.000 1.000 1.000 1.000 -9.88 617.21 2,395.44 3.95 77.15 265.00 +0.60D+W+H 1.000 1.000 1.000 1.000 Length = 9.50 It 1 0,156 0.175 1.000 1.000 1.000 1.000 1.000 -5,93 370.33 2,380.87 2.37 46.29 265.00 Length = 2.50 ft 2 0.155 0.175 1.000 1,000 1.000 1.000 1.000 -5,93 370.33 2,395.44 2.37 46.29 265.00 +0.60D+0.70E+H 1.000 1.000 1,000 1.000 Length = 9.50 ft 1 0.156 0.175 1.000 1.000 1.000 1.000 1.000 -5.93 370.33 2,380.87 2.37 46.29 265,00 Length = 2.50 It 2 0.155 0.175 1.000 1.000 1.000 1.000 1.000 -5.93 370.33 2,395.44 2.37 46.29 265.00 �MOveralhMaximlim�Deflectons=`Unfacto�ed ads'���.� �� �}. Load Combination Span Max. " " Defl Location In Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 D+Lr, LL Comb Run ('L) -0.0429 5.773 D+Lr, LL Comb Run (*L) 2 0.0896 2.500 0.0000 5.773 r%Maximum.D f ectionsjf""'ror'L oadrdombinati�` s"�Unfactored oaoads--' � Load Combination Span Max, Downward Defl Location in Span Max. Upward Defl Location in Span D Only 2 0.0475 2.500 0.0000 0.000 Lr Only, LL Comb Run ('L) 2 0.0421 2.500 0.0000 0.000 Lr Only, LL Comb Run (L') 1 0.0108 5.115 0.0000 0.000 Lr Only, LL Comb Run (LL) 2 0.0325 2.500 0.0000 0.000 D+Lr, LL Comb Run ('L) 2 0.0896 2.500 0.0000 0.000 D+Lr, LL Comb Run (L') 2 0.0378 2.500 0.0000 0.000 D+Lr, LL Comb Run (LL) 2 0.0800 2.500 0.0000 0.000 Vertical Reactions"- U.nfactore&, _ 777 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.706 10.561 D Only -0.038 6.569 Lr Only, LL Comb Run ('L) -0.668 3.255 Lr Only, LL Comb Run (L') 0.443 0.737 Lr Only, LL Comb Run (LL) -0.225 3.992 D+Lr, LL Comb Run ('L) -0.706 9.823 D+Lr, LL Comb Run (L') 0.404 7.306 D+Lr, LL Comb Run (LL) -0.263 10.561 BEAM --aa •4 L L IA •9 1 +1 9 "Y r T 16 & 5r -Q - LJ L I 12 LJV,_ L A P 17hl 1.02 2,19 336 4,53 S.63 6A0 FOP?CU b9.13l" I %-fd. 1-7 11.33 Distance (rt) ■ +D ■ +D+L+a, LLC- R.+ (-L) ■ D+L+H, LLC -IR.. (L-) ■ +D+L+H. LL C -b R.. (u) ■ +D+l•+N, IL Camp R.. [•LI ■ +D+L•+N• LL C-0 R.+((L•) ■ +D+L•+N. LLC -0 Ru. ((LL) ■ +D+S+H ■+D+0.7 sDL+D.]SDI+ l C"nD R.•(•�) ■+D+D.75DL�+D.75DL+H, LLC-0 R.. (L ■+D+0.7501•+D.7SDl+H, LI. CamO A.. (LL) �,4Dr D.7SOL+0.7SDS+M, LI Como .•(•L) ■+D+0.7505+D.750S+N, lL CamD R.. `1yli ) ■+D+0.780 L+D.75DS+H,LLC-0R.- J(LQ ■+D+W+N M •� r [{r01D.7.DG+N--�-- n +D+0.7505•+0.7501+D.75DW+N, Ll lOa1D R.. (-L) ■ +D +01S LLCa b R. -((LL) ■ +D+D.7SDL•+0.7805+6�:SDW+H:II{a•rD-R� (l'� )-� +D+D.ISDl+0.750S+D.7S6W+X ll Camp R.. (aLJ ■+D+0.7801+0.7505 rD.7SDW+H, LL CamO R..(L•) ■+D+D.7SDL+0.7505+0.7SDW+N, LLC -C, R.•(LL) ■+D+D.7SDL•+D.7SDL+0.SZS0E+B, LLCa R.e(L ■ +.D.73aL.+e:FSOt+D[S'Y��liN, ll Camp R.. (Lq ■+D+D.7SDL•+0.7SDL+O.SZSOE+N,LLC.TDR..(Lt)■+D+0.7SDL+D.7SO5+D.SZSDl+H,LLCamp R.•(-L)■+D+D.7SDL+0.7505+05240,E4N,hbC-1YRS-(Y•7 +D+0.7SDL+0.7505+D.52SDl+H. LL C-0 R.- (LQ ■ +0.60D+W+H ■ +0.6DD+D.7De+H (f) RA Structural Engineering Title: Okeefe Residence Job # 130543 77570 Springfield Lane, Suite D Dsgnr: Reza Asgharpour, P.E. Palm Desert, CA. 92211 Project Desc.: Remodeling (760)771-9993 - .� Project Notes.: 1.02 - 2.19 3.36 4.53 5.63 6.00 7,97 • 9.13 lua7 u.aa Distance (ft) Rl +D ■ +D+L+H. LLCamD Rua (-Q - ■ +D+L+H. Ll Camp R.• (L•) ■ +D+L+X, LL Comb Run (LL) . o +O+I,+H, lLCamD R„• (( L)) 01 +D+I.+H, Ll Camp R.. ((l•) _ a> +D+I.+H, ll Came Ru. ((ll ■ +D+S+H ■+D+D.7 SDL.+D.7SDL+X.L Camp Ru•( L) ■+D+D.750L.+D.'SOL+N, II Camp R.• l•) ■+D+D.75DL.+D.7SDL+N, LI Comb R.•(LL) ■+D+D.7SDl+D.7SDS+H. LL Comb R.. (-L) ■+D+0.7501+0.7505+X, LL Camp R.•14•n ■+D+D.7SD1+0.75DS+H, LI Comb Rue ((4L) ■+D+W+M o+D4D.7DE♦n ® +D 'So -+D.7SDL+D.7SDW+H,LL t:a DR.• L ■ +D+D.750Li+0.7501+0.7507+X,LLCamDR.• L• ■ +D+D.7SOl�+D.7SDl+0.7507+X, LI Camp R.•(LL) ■ +D+D.7SO L+D.7SDS+0.7SD7+H.11 CamDR.•(•L) ■+D+D.7S0 L+D.7SDS+D.7SDW+H, LL Comb R.-(� J) ■+D+D.75DL+D.750S+D.750W+H, LL Camp Rus (ll)) ■+D+D.7SDL.+D.7SDL+D.SZSDE+H. LLC -D R.+(( l) +D+D.7SDl.+D.7SDL+D.SZSDE+H, LL Como R.. (L*) ■+D+D.7SDL.+0.7SDL+D.S2SD6+X.LLCombR.•(Lt):+O+D.7SDL+D.7SDS+D.S25Da+M, IL Camp R.•(•L) +D+ 75 ll Camp R.•(i•) o+D+0.7SD1+D.7SDS+D.s2508+H. LL Comb R.•(lL) W +0.60 D+W+H ■ +D.60 D+0.7Da+H 0.04 _ 0.01 BEAM-- CG EAM--`.0.02 •0.06 .0.09 CLIENT: 0 ke 2 RPs, we SHEET: SUBJECT: Remodl . ' R4 Structural Engineering JOB NO: 13 05 y 3 DESIGN BY: R, A. DATE: 6/27//3 RA Structural Engineering Title: Okeefe Residence Job # 130543 77570 Springfield Lane, Suite D Dsgnr; Reza Asgharpour, P.E. - Palm Desert, CA. 92211 Project Desc.: Remodeling (760)771-9993 _ ' Project Notes: Description : BM45- Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method! Allowable Stress Design Fb - Tension 875 psi E; Modulus of Elasticity - Load Combination 2006 IBC & ASCE 7-05 Fb -Compr 875 psi Ebend-xx 1300ksi :{ Section used for this span Fc - Prll 600 psi Eminbend - xx 470 ksi Wood Species ; Douglas Fir - Larch • Fc - Perp Fv 625 psi .170 psi 875.00psi - Wood Grade ; No.2 Ft 425 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling +D+Lr+H Location of maximum on span = . D(0.07) Lr(C.07) ,.''- Span = 10.0 ft -... ,.. r..,.. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads • Uniform Load: D = 0.070, Lr = 0.070 , Tributary Width =1.0 ft, (Roof) DES1�N`SUMMARY' ; � _ ;�- .� �.�' • •,; k, . • - • Maximum Bending Stress Ratio .. = 0.7791 1' Maximum Shear Stress Ratio = 0.308 : 1 Section used for this span 2x12 - :{ Section used for this span 2x12 fb : Actual = 681,60psi fv : Actual = 52.40 psi FB: Allowable = 875.00psi - Fv : Allowable = . ' 170.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = . 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span #.where maximum occurs = _ Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.069 in Ratio= 1748 , Max Upward L+Lr+S Deflection 0.000,in Ratio = 0 <360 Max Downward Total Deflection, 0.141 In Ratio= 851 Max Upward Total Deflection 0.000 in Ratio= 0 <240 F,axim m F ro ces &"Sere s s for Loan'" d C mfiinations, L Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values. Segment Length Span # M V C d C FN C r 'C m C t Mactual fb-design Fb-allow Vactual tv-design Fv-allow +D 1.000 1.000 ' 1.000 1.000 Length =10.0 it 1 0.400 0.158 1.000.. 1.000 1.000. 1.000 •1.000 , 1 0.92 349.75 875.00 � 0.30 26.89 170.00 +D+Lr+H r 1.000 1.000 1.000 1.000 Length =10.0 ft 1 0.779 0.308 1.000 ' 1.000 1.000 .1.000 1.000 1..80..0..-681,60--875:0 0.59 52.40 170.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 /� 1,0000-•� /- 1 (� (���'NTA Length =10.0 ft 1 0.684 0.271 +D+0.750Lr+0.750L+0.750W+H 1.000 , 1.000 1.000 1.000 1.000 1.000 1.000 1.0001V 1,,68 1598.64 875.00- .52 1 000JILDING & SAFETY UtPT. 46.02 170.00 Length =10.0 It 1 0.684 0.271 .1.000 1.000 1.000 1.000 1.000� 1 8, 75 0.52 46.02 170.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 �59�8.64 -1.000 V Length =10.0 ft 1 0.684 0.271 1.000 1.000 1.000 1.000 1.000 L80NS9P'104UG758N 0 52 46.02 170.00 ff-6v Maximum Deflecti'onss�Unfactored'Loads &P. ,_ _ FGR Load Combination Span Max.' ° Defl Location in Span load Combination Max.'+' DI Location in Span D+Lr 1 0.1409 5.050 DAI t----- :0000 0.000 RA Stn)ctural Engineering 77570 Springfield Lane, Suite D Palm Desert, CA. 92211 (760)771-9993 Title: Okeefe Residence Dsgnr. Reza Asgharpour, P.E. Project Desc.: Remodeling Project Notes Job # 130543 Description : BM#5 V,Mazimum DeflectLL'�` io s for Load Co binat"' ions : Unfactored` Lo "ds Load Combination Span Max, Downward Dei! Location in Span Max. Upward Dell Location In Span D Only 1 0.0723 5.050 0.0000 0.000 Lr Only 1 0.0686 5.050 0.0000 0.000 D+Lr 1 0.1409 5.050 0.0000 0.000 Veitical Rea (ions Unfac_tore".d ,r;� :� " ;a rw Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.719 0.719 D Only 0.369 0.369 Lr Only 0.350 0.350 D+Lr 0.719 0.719 0.95 1.95 2.95 3.95 - 4.95 5.95 6.95 7.95 Distance (ft) ® +D ■ +D+L.+H ■ +D+D.7SDL.+D.750L+H ■ +0+D.75DL.+0.7SDL+D.7S0W+H ■ +D+0.7S5L.+0.7S0L+D.52S0E+H 0.95 1.95 . 2.95 3.95 4.95 5.95 6.99 7.9! e.7S 7.ei Distance (ft) ■ +D ■ +D+L.+H ■ +D+0.7SDL.+0.750L+H ■ +0+D.75DL.+0.7SDL+D.7SDW+H ■ +D+D.7SDL.+D.7SDL+D. SISDD+H 0.95 1.95 2.95 3.95 4.95 5.95 6.95 7.9S 0.95 9.95 Distance (ft) ■ DO.Iy ■ L.O.Iy ■ D+L. QAT,° OF IA QUINTA E3<;liAN_ 1, SAFETY DEPT. - ROVED FQR CONSTRUCTION RA structural Engineering Title: Okeefe Residence Job # 130543 77570 Springfield Lane, Suite D Dsgnr: Reza Asgharpour, P.E. Palm Desert, CA. 92211 Project Desc.: Remodeling (760)771-9993 Project Notes: A - Printed: 6 JUL 2013. 3:39PM Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design- -Tension 1600 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb -Comps 1600 psi Ebend-xx 1600ksi Section used for this span Fc - Pill 1100 psi Eminbend - xx 580 ksi Wood Species :,Douglas Fir - Larch . , Fc,- Perp _ 625 psi = 1,600.00psi Wood Grade : Select structural ' Fv' -170 psi +D+Lr+H Load Combination Ft 950 psi Density 32.21 pcf ' Beam Bracino : Beam is Fullv Braced against lateral -torsion buckling - 0.000 ft F reAp0,110 Loads'"'#, ic• s Service loads entered. toad Factors will oe appuea tor catcuiattons. Beam self weight calculated and added to loads . Point Load: D =1.492, Lr =1.105 k (a) 4.50 It, (Roof) , Point Load : D=1.053, Lr = 0.780 k dn,12.0 ft, (Roofl ; DESIGN.,SUMMARY X'-.x>i� ^_.:_ f , ,, . • Maximum Bending Stress Ratio _ 0.785 1 Maximum Shear Stress Ratio = 0.456: 1 Section used for this span 4x14 ' Section used for this span 4x14 fb : Actual _ 1,255.64psi fv : Actual = 77.53 psi FB: Allowable = 1,600.00psi Fv : Allowable _ 170.00 psi Load Combination. +D+Lr+H Load Combination +D+Lr+H Location of maximum on span _ 4.560ft Location of maximum on span = 0.000 ft Span # where maximum occurs ,. _ Span # 1 Span # where maximum occurs _ Span # 1 Maximum Deflection 1.000 1.000 C L� Q 1 �l ///---"AAA r Max Downward L+Lr+S Deflection 0.188 in Ratio'= '1022 ". Max Upward L+Lr+S Deflection 0.000 in Ratio _ 0 <360 77.53 170.00 Max Downward Total Deflection 0.455 in Ratio = 421 1.000 ' Max Upward Total Deflection v Y' . 0.000 in Ratio = ` 0 <240 Length =16.0 ft 1 _ 1.000 r Maximum?�Forces�&,Sfresses.,fociLoad,ClombinafionS;t • '. • Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Cd '. C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length =16.0 ft 1 0.459 0.268 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 _ Q00 -6:27-7� 3 `H 1660y0.001 41 45.54 170.00 +D+Lr+H 1.000 1.000 1.000 1.000 C L� Q 1 �l ///---"AAA r Length =16.0 ft 1 0.785 0.456 1.000 1.000 1.000 1.000 1.a00'I 10 7 1, 55.64 1 00,oOEPT. 40 09 'Ar 77.53 170.00 +D+0.750Lr+0.750L+H ' 1.000 1.000 1.aoo 1.go0JILDIi�U & . Length =16.0 ft 1 0.703 0.409 1.000 1.000 1.000 1.000 1.000 . R X9:60, 21_1255-45�'1�600:00 215 69.53 170.00 +D+0.750Lr+0.750L+0.750W+fi 1.000 1.000 1.000 1.000 /-��" r 1- [[�� N Length =16.0 ft 1 0.703 0.409 1.000:, 1.000 1.000' 1.000 , 1.000. F�i9goli1125�5'U�00!00 2.15 69.53 170.00 +0+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 .1.000 Length =16.0 ft 1 0.703 0.409 1.000 1.000 1.000 1.000 .000 , • 9.60 1,125.45 1,600.00 2. 5 69.53 170.00 POverallMaxlmurnDeflecti'ons'Unfactored"� oa'ds .,�" DATE_ -_---BY Load Combination Span Max.'-' Dell Location In Span oadLombin Max. '+° Deft Location in Span D+Lr 1 0.4555 7.840 0.0000 0.000 , RA Structural Engineering Title: Okeefe Residence Job # 130543 77570 Springfield Lane, Suite D Dsgnr: Reza Asgharpour, P.E. Palm Desert, CA. 92211 • Project Desc.: Remodeling (760)771-9993 Project Notes Printed: 6 JUL 2013, Description : * 131 096 9) ,8iyW 6 ltXifiS'n� l . .•'lois*'-..er"•!'�C"-.P-�^n4'-ti+l�"�4-i'L!6'N-1-'�K' Maximum Deflections f,,or Load 'N-1- dWoads ,Unf 1000. Load Combination Span Max. Downward Deb Location in Span Max. Upward Defl Location in Span D Only 1 0.2677 7.840 0.0000 0.000 Lr Only 1 0.1878. 7.840 0.0000 0.000 _ D+Lr 1 0.4555 7.840 0.0000 0.000 1-Veitcal?Reactionmss.-Unfactoreds' Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.408 2.188 D Only 1.419 1.292 Lr Only 0.989 0.896 D+Lr 2.408 2.188 11 e t s v 3 BEAM•••aa 2.5 1.3 BEAM-- •1.1 •2.2 1.52 3.12 4.72 6.32 7.92 9.52 11.12 1292 14.32 15.Y2 Distance (ft) ■ +D ■ +D+L.+H ■ +D+D.7S6L.+D.7SDL+X ■ +D+0.750L.+0.75DL+D.7SDW+B ■ +D+D.7S0U+0.7S0L+D.SZS0E+H 1.52 3.12 492 6.32 7.YZ YJL - ll.lL Distance (ft) +M ■ +D+0.7SDL.+D.7S0L+D.7SDW+X ■ +D+0.7SDL.+0.7S0L+ 12.72 14.3L 1S.YL Distance (ft) ■ DO.Iy ■ L.0.17 ■ D+L.• CITE' OF LA QUINTA BUILDING & SAFETY DEPT. AFS ROVED FOR CONSTRUCTION DATE BY R CLIENT: o k e e.� e Res n ' SHEET: RA Structural En�aneerin� � 3 o S�3 SUBJECT: 2emod.e•C/n' JOB NO: DESIGN BY: �A. DATE: 61 )7/13 Co(u►�n peso' � � ~ °' -. ' ,., -� � . GoIUM� (CI); .. n n P-72 o �-i 'L �J PL -7 2 X b _ ,J' O I q X � (ok��'Y\ C C PFS 656'1 D . PL 6b8Q� 7o6 Qb P � a.3 b Po. C2�� C iz PT, _.675 7 Lk r )C fOOrr W (PF f i). I' +.0 H + C5 ) PD.c. 30 2 -t 3882 +453 73✓77��. CITY OF LA QUINTA Y L� IG _& S ETT E �.c. 19 72 + 2 875 = y87 .fib�u v' FOR CONSTRUCTION DATE BY - Reza PROJECT: Wood Post Design PAGE: CLIENT: O'Keefe Residence DESIGN BY: R.A. As har Our JOB NO.: 130543 DATE: 5/22/2013 REVIEW BY: R.A. Tables for Wood Post Design Based on NDS 2005 DURATION FACTOR (1.0, 1.15, 1.25, 1.6) CD= 1.00 , (NDS 2.3.2) COMMERCIAL GRADE (# 1 or # 2) # . 2 Pnet Avini ranarrity fnr rinnniac Pir.l arr_h A 2 Ikinsl Height Section Size ft 4 x 4 4x6 4 x 8 4x10 4x12 6x6 6x8 6x10 6x12 8x8 8x10 6 10.89 16.85 21.84 27.34 33.25 19.59 26.72 33.85 40.97 37.92 48.03 7 8.68 13.51 17.62 22.21 27.01 18.89 25.76 32.63 39.49 37.33 47.28 8 6.96 10.87 14.22 18.00 21.89 17.99 24.54 31.08 37.63 36.59 46.34 9 5.66 8.85 11.60 14.72 17.90 16.91 23.06 29.21 35.35 35.69 45.21 10 4.67 7.31 9.59 12.19 14.82 15.66 21.35 27.05 32.74 34.61 43.84 11 3.90 6.12 8.04 10.23 12.44 14.32 19.52 24.73 29.93 33.34 42.23 12 3.31 5.19 6.83 8.69 10.57 12.96 17.67 22.39 27.10 31.87 40.37 13 2.84 4.46 5.86 7.46 9.08 11.67 15.91 20.15 24.39 30.23 38.30 14 2.46 3.86 5.08 6.47 7.87 10.47 14.28 18.09 21.90 28.46 36.05 15 2.15 3.38 4.45 5.67 6.89 1 9.41 12.83 16.25 19.67 26.62 33.72 16 1.90 2.98 1 3.92 5.00 6.08 8.46 11.54 14.62 17.70 24.76 31.37 17 1.69 2.65 3.49 4.44 5.40 7.63 10.41 13.19 15.96 22.96 29.08 18 1.51 2.37 3.12 3.97 4.83 6.91 9.42 11.93 14.44 21.23 26.89 19 1.36 2.13 2.80 3.57 4.35 6.27 8.55 10.83 13.12 19.62 24.85 20 1.23 1.92 2.53 3.23 3.93 5.72 7.79 9.87 11.95 18.13 22.96 21 1.11 1.75 2.30 2.94 3.57 5.22 7.12 9.02 10.92 16.76 1 21.23 22 1.02 1.59 2.10 2.68 3.26 4.79 6.53 8.28 10.02 15.52 19.66 23 0.93 1.46 1 1.92 2.45 2.98 4.41 6.01 1 7.62 9.22 14.39 18.23 24 0.85 1.34 1.77 2.26 2.74 4.07 5.55 7.03 8.51 13.36 16.93 25 0.79 1.24 1.63 2.08 2.53 3.77 5.13 6.50 7.87 12.43 15.75 26 0.73 1.15 1.51 1.92 2.34 3.49 4.76 6.03 7.30 11.59 14.68 27 0.68 1.06 1.40 1.79 1 2.17 3.25 4.43 5.61 6.80 10.82 13.71 28 1 0.63 0.99 1.30 1.66 2.02 3.03 4.13 5.23 6.34 1 10.13 1 12.83 29 1 0.59 0.92 1.22 1.55 1 1.89 1 2.83 1 3.86 4.89 5.92 1 9.49 1 12.02 30 1 0.55 0.86 1.14 1.45 1 1.76 1 2.65 1 3.62 1 4.58 5.54 1 8.91 1 11.29 Pnst Avial ranaritv fnr SnuthPrn Pine # 2 Ikinsl Height Section Size ft 4 x 4 4x6 4x8 4x10 4x12 6x6 6x8 6x10 6x12 8x8 8x10 6 11.10 17.27 22.54 28.44 34.17 14.96 20.41 25.85 31.29 28.68 36.32 7 8.79 13.73 17.98 22.77 27.49 14.57 19.87 25.16 30.46 28.33 35.89 8 7.02 10.98 14.41 18.30 22.15 14.07 19.18 24.30 29.42 27.91 35.36 9 5.69 8.91 11.71 14.89 18.05 13.45 18.35 23.24 28.13 27.41 34.72 10 4.69 7.35 9.66 12.30 14.91 12.72 17.35 21.98 26.61 26.80 33.95 11 3.92 6.15 1 8.09 10.30 12.50 1 11.90 16.22 1 20.55 24.87 26.09 1 33.05 12 3.32 5.21 6.86 8.74 10.61 11.00 15.00 19.00 23.00 25.26 32.00 13 2.85 4.47 5.88 7.50 9.10 10.09 13.76 17.42 21.09 24.32 30.81 14 2.47 3.87 5.10 6.50 7.89 9.20 12.54 15.88 19.23 23.27 29.47 15 1 2.16 3.39 4.46 5.69 6.91 8.36 11.40 14.44 17.48 22.12 28.02 16 1.90 2.99 3.93 5.01 6.09 7.59 10.35 13.11 15.87 20.91 26.48 17 1.69 2.65 3.49 4.45 5.41 6.89 9.40 11.91 14.42 19.66 24.91 18 1.51 2.37 1 3.12 3.98 4.84 1 6.27 8.56 1 10.84 13.12 18.42 23.33 19 1.36 2.13 2.81 3.58 4.35 5.72 7.80 9.88 11.96 17.21 21.80 20 1.23 1.93 2.54 3.24 3.93 5.23 7.13 9.04 10.94 16.05 20.33 21 1.11 1.75 2.30 2.94 3.57 4.80 6.54 8.28 10.03 14.95 18.94 22 1 1.02 1.60 2.10 2.68 3.26 4.41 6.01 7.62 9.22 1393, 17.65-- 23 0.93 1.46 1.93 2.46 2.99 4.06 5.54- -7:02-- .:_ 8..50 12=9.8 i 1 Ih16:45A 24 0.86 1.34 1.77 2.26 2.74 3.76 5.12 �6 49,1 1, ,,7186 J Y-Nl2�1i1 r 1'5.34 25 0.79 1.24 1 1.63 2.08 2.53 3.48 4.75 ' ` 6.01..„ .... 77.28 C A %1_1731 j'14:33 26 0.73 1.15 1.51 1.93 2.34 3.23 4.41 L6. 59 `6.76 10.58 , r. 3.40 27 0.68 1.06 1.40 1.79 2.17 3.01 4.11 5.20 • t _116:'30) { " 'j,M900' 1 .54 28 0.63 0.99 1.30 1.66 2.02 2.81 3.83 4.85 -1 '5-8 -1joh76 29 1 0.59 0.92 1.22 1 1.55 1 1.89 1 2.63 3.58, 454)t' 1. ,50 - % 8.`7 1.04 30 1 0.55 0.86 1.14 1 1.45 1 1.76 1 2.46 3.361 4.25 1 5.15 8.20 10.39 Note: 1. 2. The bold values require steel bearing plate based on, F,l, 625 psi. The table values are from Wood Column software at www.Engineering•International.com . Reza PROJECT CLIENT k',< .w ,.: AFF#1 ,� r, #fi �Q,kee�esldenc,.�° 3 �'�. a`y �`: PAGE DESIGN BY sgharpoui JOB NO.: %130543 , �,ti DA /3013 REVIEW BY INPUT DATA = 2.50 ft FOOTING LENGTH L COLUMN WIDTH Cl = 5: COLUMN DEPTH C2 = BASE PLATE WIDTH b, = 5:E BASE PLATE DEPTH b2 = "5 E FOOTING CONCRETE STRENGTI fc Mu = 0 ft -kips e = 0.0 REBAR YIELD STRESS fy 0.0 AXIAL DEAD LOAD Poi kips 1.2 DL + LL + 1.6 W AXIAL LIVE LOAD Puy kips LATERAL LOAD (O=WIND, 1=SEISMIC) ft -kips _ 00 WIND AXIAL LOAD PLAT = ,0 WIND MOMENT LOAD MLAT = 0 WIND SHEAR LOAD VLAT = eu = 0.0 ft, fr cl ftg SURCHARGE qs Pu = SOIL WEIGHT ws = 0'.1 FOOTING EMBEDMENT DEPTH Dr =�2 FOOTING THICKNESS T = 1 ALLOW SOIL PRESSURE Qa = +-1' FOOTING WIDTH B, = 0.0 B2 <'* = 1: FOOTING LENGTH. •. L, _ `^ MR / Mo = 1ess00000.0 > F =1.6 / 0.9 = L2 = 41 s Where Mo = MLAT + VuT T - PLATL2 = REINFORCING SIZE # - 4 THE FOOTING DESIGN IS ADEQUATE. In in In In ksi ksi k k Wind,ASD k, ASD ft -k, ASD' k, ASD ksf `kCf. . !ft I in ksf ft ft Ift DESIGN SUMMARY FOOTING WIDTH B = 2.50 ft FOOTING LENGTH L = 4.00 ft FOOTING THICKNESS T = 12 in LONGITUDINAL REINF., TOP Not Required LONGITUDINAL REINF., BOT. 3 # 4,@ 12 in o.c. TRANSVERSE REINF., BOT. 4 # 4 @ 14 in o.c. 51 Ll L2 C m 1 b, m 1 - L l ANALYSIS DESIGN LOADS AT TOP OF FOOTING (IBC SEC.1605.3.2 & ACI 318-05 SEC.9.2.1) CASE 1: DL + LL P = 12 kips 1.2 DL + 1.6 LL Pu = 17 kips M- = 0 ft -kips Mu = 0 ft -kips e = 0.0 ft, fr cl ftg eu = 0.0 ft, fr cl fig CASE 2: DL + LL + 1.3 W P = 12 kips 1.2 DL + LL + 1.6 W Pu = 14 kips M = 0 ft -kips Mu = 0 ft -kips V = 0 kips Vu = 0 kips e = 0.0 ft, fr cl ftg eu = 0.0 ft, fr cl ftg CASE 3: DL + LL + 0.65 W P = 12 kips 0.9 DL+ 1.6 W Pu = 7 kips M = 0 ft-kips Mu = 0 ft -kips V = 0 kips Vu = 0 kips e = 0.0 ft, fr cl ftg eu = 0.0 ft, fr cl ftg CHECK OVERTURNING FACTOR (IBC 061605.2.1, 1801.2.1, & ASCE 7-0512.13.4) MR / Mo = 1ess00000.0 > F =1.6 / 0.9 = 1.78 [Satisfactory, Where Mo = MLAT + VuT T - PLATL2 = 0 k -ft P ftg = (0.15 kcf) T B L = 1.50 k, footing weight Psoil = ws (Df - T) B L = IAO k, soil weight MR = POLL2 + 0.5 (Prig + Psoi) L = 20 k -ft FOR REVERSED LATERAL LOADS, Y O F { A QUI NTA MR / Mo = 19N400M.0 > F =1.6 10.9 [Satisfactory, LA Where Mo = MuT+VLAT Df- Pu,TL, = 0 :k -ft BUILDING & SAFETY DEPT. MR = PDLL, + 0.5 (Pftg + Psoil) L = 20 k -ft APP R®" E FOR CONSTRUCTION CHECK SLIDING (IBC 06 1806.1) 1.5 Kat, ASO) = 0 kips < µEW = . 3.55 kips [SetisfaDF ory, Where ; µ = 0.4 DATE __ Y Factored Loads CASE 1 CASE 2 CASE 3 (cont'd) CHECK SOIL BEARING CAPACITY (ACI 318-05 SEC.15.2.2) 18.6 0.0 '13.7 0.0 8:8 O:d k ft Service Loads CASE 1 CASE 2 CASE 3 P 12.2 12.2 3.1 - 12.2 k , e 0.0 0.0 - (0.15-ws)T B L 0.0 ft from center of footing) - 0.4 - 0.4 2.133 k, (footing Increased) E P eu 13.6 0.0 < U8 13.6 0.0 + < U8 .' 13.8 0.0 < U8 k ft , qu.. Amex 3.4. 1.4 -24.9 � - 3.4 =1.4 ' 3.4 1.4 Vu,wi (k) - k / ft � ksf geuow 1.5 ; 0.0 2.0 2.0 - - ksf 18.8 18.8 Pusumh (klf) 0.40 -0,40 0.40 0.40: 0.40 0.40 0.40 0.40 0.40 0.40 Where (Ep)l 1+6LL1 ` l JJJ L -0.2 • -0.5 , for ec s -' •1.3 for eB 5 - [Satisfactory] 9 L= L 6 9M," = - B 6 2(Ep) 3(0.5L-ec)' for L 4' .ec> 6 29,. or > B 3(O.SB-ee)` / eH 6 r 0.9 1.0 1.2 1.4 DESIGN FLEXURE & CHECK FLEXURE SHEAR Pu,n9 a fill (kIf) 0.78 0.78. (ACI 318-05 SEC.15.4.2, 10.2, 10.3.5, 10:5.4, 7.12.2, 12 2, 12.5; 15.5.2, 11.1.3.1, & 11.3) �Epu� 1 + 6� L ' v< Oi7_8rr" "'0:�78""'_'0'78/1 0��8 > for ell 5 Mu,rtg &rill (ft -k) P.41 .0 9u,A,,u•= BL 6 0.85 Qifc ell -0.9 -1 !2 2(Epu) L - -, PAux.= fY su+Er - .3:Sr" � =418 I I .°8"2� 3B(O.5L-eu)for eu> 6 ter' • o o:a q-� `1.2 1:4 '?WiL'.N�oG $z.3►PF2T,1" 13.14:- T. qusou (ksf) MA 2.13 2.13" 2.13 ' 2.113 O.SSj 1- 1- + c 0.3836d2Ic �RAON / T 4 l = MINI 0.0018 4 Pv fy � \ Musoil (ft -k) ` 0- 0.7 FACTORED SOIL PRESSURE 8.0 .8.1 13.� ( 1P?y4xJOT i3�i� I�FzI •Vusoil (k) 0 -2.7 -5.3: -8.0.1 '•-9.i -11.9 -13.3 -18.0 -18.7 -21:3 E Mu (ft -k) 0 0.5 2,1 � 4.7 8.8 6.6 4.7 2.1 0.6 0 E Vu (kips) 0 -2.1 -4.2 • •6.2 -7.4 +-6:244'r Y_2:'f- 0 0 Factored Loads CASE 1 CASE 2 CASE 3 Section Pu eu 18.6 0.0 '13.7 0.0 8:8 O:d k ft y qs B L to � 1.0 qs B L 1.0 3.1 - 1 : 1.0 k, (factored footing &backfill loads) k, (surcharge load) (0.15-ws)T B L 0.4 9.0. 0.0 <L/8 - 0.4 - 0.4 2.133 k, (footing Increased) E P eu 13.6 0.0 < U8 13.6 0.0 + < U8 .' 13.8 0.0 < U8 k ft , qu.. Amex 3.4. 1.4 -24.9 � - 3.4 =1.4 ' 3.4 1.4 Vu,wi (k) - k / ft � ksf geuow 1.5 ; 0.0 2.0 2.0 - - ksf Factored Loads CASE 1 CASE 2 CASE 3 Section Pu eu 18.6 0.0 '13.7 0.0 8:8 O:d k ft y qs B L to � 1.0 0:0 k, (factored surcharge load) y[0.15T + ws(Dr- T)]BL 3.1 - 3.1 ti 2.3 k, (factored footing &backfill loads) EP„ eu . 21.3 0.0 <U6 '17.8• - •0.0 "<U8� 9.0. 0.0 <L/8 - k ft qu, max 2.133 1:782 - 0.898 - ksf FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 1 Section 0 0.25 Li 0.50 L, 0.75 L, Col,, COIR 0.25 LZ 0.50 LZ 0.75 Lz L , Xu (ft, dist: from left of tooting) 0 0.50 1.00 1.50 • 1.77 2.23 '2.50 3.00 3.50 4.00 Mµwl(ft-k) 0" 0 0 0 0 --3.8. -8.3 -18.8 -24.9 -33.2 Vu,wi (k) - 0 0.0 0.0 ; 0.0 0.0 18.8 ' 18.8 18.8 18.8 18.8 Pusumh (klf) 0.40 -0,40 0.40 0.40: 0.40 0.40 0.40 0.40 0.40 0.40 I`/lusuroh (ft•k) 10 -0.2 • -0.5 •0.8 -1.0 •1.3 -1.8 -2.5 3.2 Vu,aurch (k) 0 0.2 0.4 '0.6 0.7 0.9 1.0 1.2 1.4 1.8 Pu,n9 a fill (kIf) 0.78 0.78. 0.78 0.78 0.7,8 Oi7_8rr" "'0:�78""'_'0'78/1 0��8 Og�TB Mu,rtg &rill (ft -k) -0.1 •0.4 -0.9 -1 !2 C1�.91 �-2�.41, - .3:Sr" � =418 I I .°8"2� Vu;ftgafill(k) -' • o o:a "0.8 `1.2 1:4 '?WiL'.N�oG $z.3►PF2T,1" 13.14:- T. qusou (ksf) 2:13 2.13 2.13" 2.13 ' 2.113 2.13�2�-,�3-• ��8v 2.13 Musoil (ft -k) ` 0- 0.7 8.0 .8.1 13.� ( 1P?y4xJOT i3�i� I�FzI •Vusoil (k) 0 -2.7 -5.3: -8.0.1 '•-9.i -11.9 -13.3 -18.0 -18.7 -21:3 E Mu (ft -k) 0 0.5 2,1 � 4.7 8.8 6.6 4.7 2.1 0.6 0 E Vu (kips) 0 -2.1 -4.2 • •6.2 -7.4 +-6:244'r Y_2:'f- 0 r Ii Section 0 0.25 L, 0.50 L, 0.75 Li Coli. COIR . 0.25 Lz 0.50 Lz 0.75 LZ L Xu (ft, dist. from left of footing) 0 0.50 1.00 1.50 1.77 2.23 2.50 3.00 3.50 4.00 Mu,col(ft-k) 0 0e° 0, . 0 0 -3.1 8.8 ' -13.7 -20.5 -27.4 Vu,col (k) 0 0.0 0.0. 0.0 0.0 13.7 " 13.7. 13.7 13.7 13.7 Pu,surch (klf) -0.25 0.25 0.25 ' 0.25 0.25 0.25 0.25 0.25 0.25 " 0.25 Mu,surch (ft -k) 0 0.0 -0.1 -0.3 -0.4. -0.6 -0.8 -1.1 -1.5 -2.0 " Vu,surch (k) 0 0.1 0.3 0.4 0.4 0.6 -10.6 0.8 0.9 1.0 Pu,ftg & fill (klf) 0.78 0.78 0.78 0.78 0.78 0.78 0.78 " 0.78 0.78 0.78 Mu,ftg & rill (ft -k) '; 0 =0.1 • -� -0.4 -0.9 ' -1.2 -1.9 -2.4 -3.5 -4.8 -8.2 Vu,ftg & mi (k) , F 0 a 0.4 4, 0.8 1.2 ' "' 1.4 1.7- 2.0 2.3 2.7 3.1 qu,soil (ksf) A. '178 y 1.78 1.78 1.781 " 1.78' ' 1.78 1.78 1.78 1.78 Mu,soll (ft -k) . 0 0.6 2.2 5.0 - . 7.0 11.1 13.9 20.0 27.3 35.6 • Vusoil (k) 0. -2.2' -4.5 " -6.7 -7.9 -9.9 " -11.1 -13.4 -15.6 -17.8 E Mu (ft -k) 0`. 0.4 1.7 . 3.9 5.4 5.4 3.9 1.7 0.4 0 E Vu (kips) 0 -1.7 -3.4 -5.1 -6.1 6.1 5.1 3.4 1.7 0 s I FOOTING MOMENT &SHEAR AT LONGITUDINAL SECTIONS FOR CASE 3 Section 0 0.25 L, 0.50 L, 0.75 L, Coli COIR 0.25 Lz 0.50 Lz 0.75 LZ L Xu (ft, dist. from left of footing) 0 0:50 , 1.00' 1:50:- -1.77 2.23 ;2.50 3.00 3.50 4.00 Mu,col (ft -k) 0 0 " 0 0 0 -1.5 . -3.3 -6.6 -10.0 -13.3 Vu,wi (k) 0- . 0.0-, 0.0 0.0 0.0 ' 6.6 6.6 .6.6 1 6.6 6.6 Pu,surch (klf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu,surch (ft -k) 0 ; - 0.0 0.0 ,. ` 0.0 0.0 '0.0 0.0 0.0 0.0 0.0 Vu,surch(k) 0 0.0. 0.0 0.0_ 0.0 0..0 0.0 0.0 0.0 0.0 Pu,ftg & nu (kI0 0.59 0.59 0.59 0.59 0.59 - 0.59 0.59 0.59 0.59 0.59 Mu,ftg & fill (ft -k) 0" --0.1 -0.3 -0.7 -0.9, -1.5 -1.8 -2.6 -3.6 -4.7 Vu,ftg & fin (k) 0' 0.3 0.6 0.9 11.0 ' 1.3 1.5 1.8 2.0 2.3 ' qu,son (ksf) 0.90 '.0.90 0.90 '-0.90 0.90 0.90 0.90 0.90 0.90 0.90 Mu,soil (ft -k) - 0 r . 0.3 1.4 2.5 3.5 5.6 7.0 10.1 13.7 18.0 Vu,soll (k) 0 f -1.1- -2.2 -3.4 * 4.0 -5.0 -5.6 =6.7 -7.9 -9.0 E Mu (ft -k) s 0. 0.2 0.8 1.9 . 2.6 2.6 1.9 0.8 0.2 0 E Vu (kips) 0 -0.8 -1.7 -24 -2.9 2.9 2.5 1.7 0.8 0 " DESIGN FLEXURE Location Mu,max d (in) PminPregD• [Satisfactory] ,Pmax smax use PprovD Top Longitudinal 0.0 ft -k 9,75 0.0000 0.0000 0.0194 no limit Not Required 0.0000 Bottom Longitudinal 6.5 ft -k 8.75 0.0013 0.0010 0.0194 18 3 # 4 @ 12 in o.c. 0.0023 Bottom Transverse " 2 ft -k / ft 8.50 0.0008 0.0008 0.0194 18 4 # 4 14 in o.c. 0.0020 (cont'd) r Direction Vu,mm<` �V� = 2 � b d (f�)°'s'• check Vu < � Vo , [Satisfactory] 7.4 . k CHECK FLEXURE SHEAR [Satisfactory] Transverse 1.8 k / ft 8 [Satisfactory] vc 1 18.8 0.0 14.0 14.0 0.4 0.4 1.0 . 2.0 - 10.0 3.3 2.3 0.8 30.1 150.0 2 : 13.7 0.0 14.0 14.0 0.4 0.4 1.0 2.0 10.0 3.3 1.9 0.8 24.9 150.0 CHECK PUNCHING SHEAR (ACI 318-05 SEC. 15.5.2, & 13.5.3.2) 6.6 0.0 1Z vu(PS/)= PA 0.5 M Y J ubl AP.=.2(bt+b2)d r. 0vc(Ps!)=��2+Y� jc ` 1.0 • - 2.0 P 3.3 t Y0-6 12 0--150"0 J- dbl ( )[ 1+rd12+3(�l yv 1-1+2rb y MIN 2_,=-4_,,40 d- b0� 6 'lbl/ lblJ] 3 "; OUINTA °'! i 'bc a R_Prrblb2 .°.r ,Af-BL bE3�_ d- i=(O5c+-Nb�fLa(o'\fi2B�•OF5cl+O5b2+d) ;N A j ��''�gg & a" PROVED Direction Vu,mm<` �V� = 2 � b d (f�)°'s'• check Vu < � Vo , Longitudinal 7.4 . k 20 k [Satisfactory] Transverse 1.8 k / ft 8 [Satisfactory] Case vn P,, Mu b, b2 bo Yv ac Y ArG lr, �}i7� R r u s vc 1 18.8 0.0 14.0 14.0 0.4 0.4 1.0 . 2.0 - 10.0 3.3 2.3 0.8 30.1 150.0 2 : 13.7 0.0 14.0 14.0 0.4 0.4 1.0 2.0 10.0 3.3 1.9 0.8 24.9 150.0 3 6.6 0.0 14.0 14.0 0.4 0.4 1.0 • - 2.0 _ 10.0. 3.3 0.8 Y0-6 12 0--150"0 Satisfactory] where = 0.75 (ACI 318-05, Section 9.3.2.3) - . f i• , ^. '. - ♦ �r s X14 .. � I _ -. ekr , - _ � - = .. . I Reza • r . , PROJECT SPF#2 : •� :' far PAGE CLIENT ` Okeefe'Resldenee' ' } t DESIGN BY R.A � $gharpoui ° JOB NO.: .13054.3 : DATE : 7%5%20,1? ; _'. REVIEW BY: R A:"�' 'Eccentric�F.00fi`n'�`D�esP n�Based•on, A`�C1�3o1,8�;05, w ' "•' � ' " ' �4. . INPUT DATA - z '.DESIGN SUMMARY` t �° ; *. COLUMN WIDTH c,5`5 Inh !,Z,f - FOOTING WIDTH - +.,. E x ,B = _ -. 3.25 ft COLUMN DEPTH kr s Cz. 5.5 in ay,�.�-'FOOTINGLENGTH� •{t S' `L 3.25 � ft ` BASE PLATE WIDTH •' ' • bi ";' 5,5 in ' ` FOOTING, THICKNESS "' • � • T. • � : 18 " , in a BASE PLATE DEPTH r b2 `" b 5, In ` LONGITUDINAL REINF:, TOP" Not Required ,,�. ` FOOTING CONCRETE STRENGTI tG '2'S ksi . ,y LONGITUDINAL REINF., BOT. 3 # 4 @ 16 In o.c.- ` j �r REBAR YIELD STRESS ` , _. ty . A_• ' 40 ksi r i TRANSVERSE REINF., BOT : 3#4@ 16 in o.c. AXIAL DEAD LOAD x Pct - 8 57 k ; - "' P i AXIAL LIVE LOAD- r PLL, - 4M k - LATERAL LOAD (0-WIND,.1-SEISMIC)- . _ '0 " Wind,ASD e WIND AXIAL LOAD Pur r` 0 ,. k, ASD , - ,i:�77T�7 WIND MOMENT LOAD _ ' . Mu,T ft -k, ASD . •r ` , V 4L d[t WIND SHEAR LOAD .. °r, Vur. ^ =. 0 k, ASD `' SURCHARGEq3ksi x • "` > >.^ a l , aJ �, --{ SOIL WEIGHT A ws kcf t' y , SOIL FOOTING EMBEDMENT_ DEPT_ H • Dr`2t ft FOOTING THICKNESS ' T 18, in. I " ALLOW SOIL PRESSURE Qa _ X15 ksf r FOOTING WIDTH - • 1 75, ft �B� B2 , 1U5 . ft, T I FOOTING LENGTH L�. 1`1825ft 4 ' 4 s L -�.' 1;825 ftl., r i t�, A m REINFORCING SIZE` t #'r 4.+ s�' w f "} �A �' ; x' '° • 1 )THE FOOTINGDESIGNIS ADEQUATE �y_`r ., ^t'+' • . y} ±- �A L- r , s �s ` . ANALYSIS a s;.j; - r.y y..'• ` DESIGN LOADS AT TOP OF FOOTING (IBC SEC.1605.3.-2 & ACI 318-05 SEC.9.2,1),'- CASE L• DL + LL ' ', P ,. s ;;11 ' _ kips r ' 1.2 DL `1 6 LL Pu'- _ 14 kips R • M. - .0' ft kips r _- y `, ., Mu = 0 ft -kips . r { • �, ; e Ys "« • 0.0 f ft; fr cl ftg ` d ' - eu = 0.0 ft; fr cl ftg • . ; r CASE 2 DL +. LL + 1.3 W : Py �v _ 114. kips - 1.2 DL + LL + 1.6 W Pu, _ . 12 kips M' . 0 ft -kips `." iti `: �' ." ' Mu' = 0 ft kips �•. V" .," 0 'kips } tk�*., n '� ° .. Vu = 0 - = .kips 0.0� �' ft, fr cl ftg_'­"t } .� ` eu = 0.0 ft; fr cl ftg CASE 3: "' - I DL + LL + 0.65 W ` ' P. -411, kips , ` 0.9 DL+.1.6 W Pu " = 6 kips i a + M 0s ft -kips • s c.s' Mu _= y. 0, ' ft -kips V y; -0 kips ti a -4:: ` - - Vu = .. ,0 kips r• a• a @ G, ;.0.0 ft, frclfig eu. = f_0.0, ft, frclftg 'j CHECK OVERTURNING FACTOR (IBC 00 1605.2.1,1801.2.1, & ASCE 7-0512,13:4) _ - MR / Mo - m�m,ei- > F =1,6 / 0.9 1.78 [Satisfactory]., " .Where Mo, _.. `Mur +,VuT T- PuTL2 = � 0 � k_ft r / Png = . (0.15 kcf) T B L = 2.38 k, footing weight,` , �•` ` J Psau = ' ws (Dj - T) B L = 0.58 ° : k; soil weight �c - MR = PpLL2 + 0.5 (Pt, "+21 Psoip L ; 15� -ft - ; Y 'k FOR REVERSED LATERAL' LOADS, f- .. "^ �`� i i • " t '' 1 MR / Mo = 4l . ,siex,e�ao.o `> !; F r~1.6 / 0.9 ' ` * ;w 'i [Satisfactory] 1� p ��`1 �_ V I 1 ^�!T/ 1' Where Mo = . 3. Mur + VuT Of - PuTL, _ }' 0 r k -ft ', -' SAFETY. DEPT. ,BljILD1I\f0-& MR = POLL, + 0.5 (Png + Psmi) L=-', 15 k -ft' , f T r -R h CHECK SLIDING.(IBC 06 1806.1)Y_ { 'ry y �' ti ! FOR CONSTRUCTION• :r 1.5 (Vac, ASo) = 0 kips' .. µEW = 3 581 kips . - (Satisfactory] .• Where µ = - 0.4 .. BY �. 3 DATE I Factored Loads CASE 1 CASE 2 -CASE 3 R Pu eu (cont'd) CHECK SOIL BEARING CAPACITY (ACI 318-06 SEC.15.2.2) 5.9 o.o k ' ft y qs 6 L 1.7 1.1 0.0 Service Loads CASE 1 CASE 2 3.5 CASE 3 2.7 P 10.8 E Pu eu 10.8 0.0 ' <U8 8.8 - 0,0 < U8 10:8 k e 0.0 _ 1.561 0.0 ksf 0 0.0 ' ft from center of footing) qa B L 1.1 0 1.0583 -17.4 -23.2 1.1 k, (surcharge load) (0.15-wa)T B L 0.8 1.4 0,8 - 0.0 . 0.8 k, (footing Increased) E P 12.3 Ballow 12.3 0:52 2.0 12.3 k e� 0.0 < U6 ksf 0.0 < U6 0.52 0.0 < U8 _ ft eB 0.1 < B/8 0 0.1 < B/6 -0.7 0.1 < 8/8 ft -0.5 -0.9 -1.1 -1.5 -2.1 -2.7 Vu,aurch (k) ' 0 - 0.2 - 0.4 °0.8 0.7 1.0 1.1 1.3 1.5 1.7 Puns a eu (klf). Mu,ftQ s ru (ft -k) Vu.ae g fill (k) 1.09 o : 0 1.09 rl).1 0.4- .1:09 -0.4 . 0.9 1:09. -0.8 1. 31 1.09 ' -1.1 1.5 _ Where 6eL . (EP) 1+- • L 1019 �-0� . SAF r.'J , d I L,jist-81 E�' ' NTA rT n [�j / � E PT. 9L .. for. eL S L 1.85 5.9 1 85 165� !::!1 �8 � Q0.3 pzJF10,7 S ,0 for. eB 5 B [Satisfactory] 4 L= L Vusoll (k) 6 9,NAe = B 6 2 EP L -19.5 2yL B for 3(0.5L-eL) eL>- 6 3.3 -5,4 � for .ea>- 3(0.5,0-eB) 6 4.3 E3.3 1.5 ' t .� TF ." 3:8- 0.4g 1.8 Y y 0 DESIGN FLEXURE & CHECK FLEXURE SHEAR - (ACI 318-05 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, 12:5, 15.5.2, 11.1.3.1, 811,3) 1+ __A l L ' for 5..6 '+ Pww. eu • . qu,dldx- BL - - 0.85,01 fe era - - 2(EPu) L Pear= fy eu+ej for eu> 3B(0.5L-eu)6 • q,„- - ` - Momont Mrr l0.85jc 1- 1-0.383bd'jcJ ' PaaN=MIN10.0018� 3P�.. ' P- jy l FACTORED SOIL PRESSURE - FOOTING MOMENT 8 SHEAR TLONGITUDINAL SECTIONS FOR C Factored Loads CASE 1 CASE 2 -CASE 3 R Pu eu 14.3 . o.o 11.9 o.o 5.9 o.o k ' ft y qs 6 L 1.7 1.1 0.0 k, (factored surcharge load) y[0.15T + ws(Df • T)JBL 3.5 ,3.5 2.7 k, (factored footing 8 backfill loads) E Pu eu 19.5 0.0 < U8 0.0 ' <U8 8.8 - 0,0 < U8 k ft qu, max 1.848 _ 1.561 0.812 ksf 0 0 0.: 0 0 -3.3 -5.8 -11.6 -17.4 -23.2 '• gmex 1.4 • 1.4 0.0 . 1.4 14.3 ksf ' Ballow 1.5 0:52 2.0 0.52 `2.0 0.52 ksf Factored Loads CASE 1 CASE 2 -CASE 3 R Pu eu 14.3 . o.o 11.9 o.o 5.9 o.o k ' ft y qs 6 L 1.7 1.1 0.0 k, (factored surcharge load) y[0.15T + ws(Df • T)JBL 3.5 ,3.5 2.7 k, (factored footing 8 backfill loads) E Pu eu 19.5 0.0 < U8 0.0 ' <U8 8.8 - 0,0 < U8 k ft qu, max 1.848 _ 1.561 0.812 ksf A R ASE 1 - ' Section 0 0.25 L, 0.50. L, .0.75 Lr Coli COIR 0.25 Lz 0.50 LZ 0.75 Lz L Xu (ft, dist. from left of footing) 0 ti 0.41 � .0.81 1.22 1.40 - 1.85 2.03 2.44 2.84 3.25 Mu,col (ft -k) 0 0 0.: 0 0 -3.3 -5.8 -11.6 -17.4 -23.2 '• ' Vu,wl (k) 0 0.0 0.0 0.0 0.0 . 14.3 14.3 14.3 14.3 14.3 Pusurch (klf) 0:52 0.52 0.52 0.52 0.52 0.52 0.52 -0.52- 0.52 0.52 Musurch (ft -k) - 0 0.0 -0.7 -0.4 -0.5 -0.9 -1.1 -1.5 -2.1 -2.7 Vu,aurch (k) ' 0 - 0.2 - 0.4 °0.8 0.7 1.0 1.1 1.3 1.5 1.7 Puns a eu (klf). Mu,ftQ s ru (ft -k) Vu.ae g fill (k) 1.09 o : 0 1.09 rl).1 0.4- .1:09 -0.4 . 0.9 1:09. -0.8 1. 31 1.09 ' -1.1 1.5 _ ' 11 09- : 9� r � 1) � ��2 � 1.8 2.3 �z.oB J lz-z"J f�1 E f 77 1019 �-0� . SAF r.'J , d I L,jist-81 E�' ' NTA rT n [�j / � E PT. qusoll (ksf) Musou(ft-k) 1.85 0 .. 1.85 0.5 1.85 ' 2.0 '1.85 4.5 1.85 5.9 1 85 165� !::!1 �8 � Q0.3 pzJF10,7 S 1.85 E 84F3R 1.85 6•t, I N Vusoll (k) ' 0 -2.4 -4.8 -7.3 -8.4 - 1.1 . -12.2 -14.8 -17.1 -19.5 E.Mu (ft -k). E Vu (kips) 0 �0 0.4 -1.8 1.5 -3.6 3.3 -5,4 � 4.3 -8.1 4.3 E3.3 1.5 ' t .� TF ." 3:8- 0.4g 1.8 Y 0 0 FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 2 Section 0 0.25 L, 0.50 L, 0.75 L, Coli COIR. 0.25 L2 0.50 LZ 0.75 L2 L Xu (ft, dist. from left of footing) 0 0.41. 0.81 1,22 1.40 1.85 2.03 2.44 2.84 Section 0 0.25 L, 0.50 L, 0.75 L, Coli COIR. 0.25 L2 0.50 LZ 0.75 L2 L Xu (ft, dist. from left of footing) 0 0.41. 0.81 1,22 1.40 1.85 2.03 2.44 2.84 3.25 Mu,col (ft -k) 0 0 0 0 0 -2.7 -4.8 -9.7 -14.5 -19.3 Vu,col (k) 0 0.0 0.0 0.0 0.0. 11.9 11.9 11.9 • 11.9 11.9 Pu,surch (klf) 0.33 0.33 0.33 ' 0.33 0.33 0.33 0.33 0.33 0.33 0.33 Mu,surch (ft -k) 0 .0.0 -0.1 -0.2 -0.3 -0.6 - -0.7 -1.0 -1.3 -1.7 Vu,surch (k) 0- 0.1 0.3- 0.4 0.5 0.6 0.7 0.8 0.9 1.1 Pu,fig & fill NO 1.09 1.09' 1.09 ' 1.09 " 1.09 1.09 1.09 1.09 1.09 1.09 Mu,fig & fill (ft -k) 0 ,01 -0.4 .. -0.8 -1.1 -1.9 2.3 -3.2 4.4 -5.8 Vu,fig & fin (k) . 0 0.4 0.9 1.3 1.5 2.0 2.2 2.7 3.1 3.5 qusoil (ksf) 1.58 1:58 1.56 1.56 1.56 1.56 1:56 1.56 1.56 1.56 Mu,soil (ft -k) 0" 0.4. 1.7 3.8 4.8. 8.7 10.5 15.1 20.5 26.8 Vu,soll (k) `" 0 '"-2.1 -4,1 -6.2 -7.1 -9:4 `,-10.3 -12.4 -14.4 -18.5 E Mu (ft -k) 0 0.3 1.2 2.7 3.6 3.6 2.7 1.2 0.3 0 E Vu (kips) 0 ' -1.6 '-3.0 -4.5 -5.1 6.1 4.5 3.0 1.5 0 I--k- \I/1 -k- O Q- AT 1 r1\Ir±ITI I IKIA1 0CPT1Ak1Q Cr%D PACC 1 Section 0 0.25 L, 0.50 L, 0.75 L, Coli ` CoIR 0.25 L2 0.50 L2 0.75 L2 L Xu (ft, dist. from left of footing) 0 , 0.41 0.81 1.22 1.40 1.85 2:03 i 2.44 2.84 3.25 Mu,col (ft -k) 0 0 '; 0 0 0 -1.4 -2.4 -4.8 -7.2 -9.6 Vu,col(k) 0 0.0 0.0 0.0 0.0 5.9 5.9 5.9 5.9 5.9 Pu,surch (kif) 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 '. 0.00 0.00 0.00 Mu,surch (ft -k) 0 0.0 . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vu,surch (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 f 0.0 0.0 Pu,ftg a fill (kI0 0:82 , ' 0.82 0.82. 0.82. 0.82 0.82 0.82 0.82 0.82 0.82 Mu,fig & fin (ft -k) 0 -0.1 -0.3 -0.6 -0.8 -1.4 -1.7 -2.4 -3.3 4.3 Vu,flg a rill (k)" 0 ,..0.3 0.7 1.0 1.1 1.5 1.7 2.0 2.3 2.7 qu,soil (ksf) 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Mu,soil (ft -k) 0 0.2 0.9 2.0 2.8 4.5 5.4 7.8 10.7 13.9 Vu,soll(k) 0 -1.1 -2.1 -3.2 -3.7 4.9 -5.4 -6.4 -7.5 -8.8 E Mu (ft -k) 0 0.2 0.6 1,4 1.8 1.8 1.4 0.6 0.2 0 E Vu (kips) 0 -0.7 -1.5 .2.2 -2.5 ` 2,6 -2.2 1.6 0.7 0 DESIGN FLEXURE Location Mu max'd (in) Pmin PregD Pmax smax use PprovD Top Longitudinal _ 0.0 ft -k ` 15.75 0.0000 0.0000 0.0194 no limit Not Required 0.0000 Bottom Longitudinal 4.3 ft -k 14.75 0.0002 0.0002 0.0194 18 3 # 4 @ 16 in o.c. 0.0010 Bottom Transverse 1 ft -k / ft 14.50 0.0002 0.0002 0.0194 18 3 # 4 @ 18 in o.c. 0.0011 (cont'd) Direction Vu,max ' [Satisfactory] CHECK FLEXURE SHEAR 6.1 k f 43 k, : [Satisfactory] Transverse 1.9 - k / ft 13 Oft ft Satisfacto S 1� ) u (sl ve 1 14.3 0.0 20.0 20.0 0.6 0.4 1.0 2.0 10.6 8.1 3.8 4.2�,9.1150.0 2 11.9 0.0 20.0 20.0 0.6 0.4 1.0 CHECK PUNCHING SHEAR (ACI 318-05 SEC.15.5.2, 11.12.1.2, 11.12.6, & 13.5.3.2) 8.1 R vu(PS/)=PAP + 0.5 Y Mubl AP=2(bl+b2�d Ovc(Psl)=-o(2+y) Ic 5.9 ` - I• - 20.0 _ 11 dbl I+(_±)2 +3 �lyv=1_1+�,y=MIIN.(4-4: Cbl/] 'k '/� (� p�� /�,_(6 b1 3 b2" !J ta(�I1�1T/� Pubt b2 R , A j = BL 1 aT b = I bl = -514 cl- cOS5bvAq-)Eb-i(O.3F2P 5b2 d� E.UIAP[- _ Af �1®VE® Direction Vu,max �V� = 2 m b d (f�)°'s ' check Vu < � Vo Longitudinal 6.1 k f 43 k, : [Satisfactory] Transverse 1.9 - k / ft 13 Oft ft Satisfacto Case Pu Mu b, b2 bo Yv Pc Y Af FOR Ci B@ S 1� ) u (sl ve 1 14.3 0.0 20.0 20.0 0.6 0.4 1.0 2.0 10.6 8.1 3.8 4.2�,9.1150.0 2 11.9 0.0 20.0 20.0 0.6 0.4 1.0 2.0 10.8 11Q;OA--r=8.1 8.1 3.1 4.27.6150.0 3 5.9 0.0 20.0 20.0 0.6 0.4 1.0 2.0 -J- -4DY- Satls�act�ory] where � = 0.75. (ACI 318-05, Section 9.3.2.3) , x. i � - `LZ ,� � -' CLIENT: okee fe 1?-e5hie IM Structural EnaineeYin� SHEET: JOB 3 x 5 4 3 NO:.I SUBJECT: Pa ¢/o fi d& ¢i o h DESIGN BY: iz DATE: -7_ /5/13 6 e 3 2�o% q.5 C h' • 6' _ (oz kb_�� (jo . L. — � 4 � t (a. 61 2.61 -7 zb • - .use 6 x 6 032. We 0 f5 •.67) -' S3 �O L F,, 6 7 o P.L F, 36a t6 ; 2. (,7= a 38��F vs� 6 x12 nF: 1 13M 8 ; ` � P&M, cov+.rlej Cel �e r � . L � 0. WD, L, 3 �6 1••'15 x 9,5 `vL U51: M"i crolum y ClW ®:F -A C,�IJINTA BUILDINAFETY DEPT. P VE D A P®FOR.CTRUCTIONDATE BY . 23 RA Structural Engineering 77570 Springfield Lane, Suite D Palm Desert, CA. 92211 (760)771-9993 Title: Okeefe Residence Dsgnr: Reza Asgharpour, P.E. Project Desc.: Remodeling Project Notes: Job # 130543 Description : RIJ #3 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb -Compr 875.0 psi Ebend-xx 1,300.Oksi 28.29 psi Fc - Prll 600.0 psi Eminbend - xx 470.0 ksi Wood Species ; Douglas Fir - Larch Fc - Perp 625.0 psi Load Combination Wood Grade ; No.2 Fv Ft 170.0 psi 425.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Span # where maximum occurs = Repetitive Member Stress Increase nm 0711 Span = 9.50 ft Span = 2.0 ft "-. �,.;Apphed;Loads F>. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0270, Lr = 0.0530 , Tributary Width =1.0 ft, (Roof) Point Load: D = 0.2720 k R 2.0 ft, (Soffit) Load for Span Number 2 Uniform Load: D = 0.0270, Lr = 0.0530 , Tributary Width =1,0 ft, (Roof) iximum Bending Stress Ratio = 0.51a 1 Maximum Shear Stress Ratio = 0.166 : 1 Section used for this span 6x6 Section used for this span 6x6 fb : Actual = 517.98 psi fv : Actual _ 28.29 psi FB: Allowable = 1,006.25psi Fv : Allowable 170.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 3.873ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span '# 1 Span # where maximum occurs = Span # 1 Maximum Deflection 0.293 0.103 1.000 Max Downward L+Lr+S Deflection 0.089 In Ratio= 1285 1.000 1.000 Max Upward L+Lr+S Deflection -0.052 in Ratio= 914 2 Max Downward Total Deflection 0.197 in Ratio = 579 1.000 Max Upward Total Deflection -0.115 In Ratio= 418 00071 LD 1 i M &1, ,0,%i 5 ETY C9'0P-T, 1 .51 r Y Maximum Forces?&;;Stresses forxLoadComb nl atio s Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactuall fbb-design Fb-allow Vaccttuall fv-design Fv-allow +D Length = 9.50 ft 1 0.293 0.103 1.000 1.000 1.000 1.150 1.150 1000 1000 1.000 1.000 C68! T 294 50 11,006'25Q U 1 FW351 A 1� .51 170.00 Length = 2.0 ft 2 0.029 0.103 1.000 1.000 1.150 1.000 1.000 00071 LD 1 i M &1, ,0,%i 5 ETY C9'0P-T, 1 .51 170.00 +D+Lr+H Length = 9.50 ft 1 0.515 0.166 1.000 1.000 1.000 1.150 1.150 1:000 1.000 1.000 1.000 1.20 F511"7"9R1?006 25V E D4.57 2 .29 170.00 Length =2.0ft 2 0.075 0.166 1.000 1.000 1.150 1.000 1.000 -0.17FOR7l.U(V`�Or'nUCTIG°i 2 •29 170.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length = 9.50 ft 1 0.458 0.151 1.000 1.000 1.150 1.000 1.000 1.06 460.36 1,006.25 0.52 2 .60 170.00 Length = 2.0 ft 2 0.063 0.151 1.000 1.000 1,150 1.000 1.000 -0.15 63.63 1,000 0.11 2 .60 170.00 +0+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 DATE RA Structural Engineering 77570 Springfield Lane, Suite D Palm Desert, CA. 92211 (760)771-9993 Title: Okeefe Residence Dsgnr: Reza Asgharpour, P.E. • Project Desc.: Remodeling Project Notes : Job # 130543 Description : RIJ #3 Load Combination Max Stress Ratios Max. Downward Del Location in Span Max. Upward Dell Location in Span D Only 1 Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length = 9.50 It 1 0.458 0.151 1.000 1,000 1.150 1.000 1.000 1.06 460.36 1,006.25 0.52 25.60 170.00 Length = 2.0 ft 2 0.063 0.151 1.000. 1.000 1.150 1.000 1.000 -0.15 63.63 1,006.25 0.11 25.60 170.00 +D+0.750Lr+0.750L+0.5250E+H D+Lr 1.000 1.150 1.000 1.000 Length = 9.50 ft 1 0.458 0.151 1.000 1.000 1.150 1.000 1.000 1.06 460.36 1,006.25 0.52 25.60 170.00 Length = 2.0 It 2 0.063 0.151 1.000 1.000 1.150 1.000 1.000 -0.15 63.63 1,006.25 0.11 25.60 170.00 .--� . ,, ,d„-. fi.0 e�all MAimum�Deflections;:�lJnfacfored�Loads;: t Load Combination Span Max. %" " Dell Location In Span Load Combination Max. W Del Location in Span D+Lr 1 0,1967 4.604 0.0000 0.000 2 0.0000 4.604 D+Lr -0.1146 2.000 Load Combination Span Max. Downward Del Location in Span Max. Upward Dell Location in Span D Only 1 0.1082 4.458 0.0000 0.000 Lr Only 1 0.0887 4.677 0.0000 0.000 D+Lr 1 0.1967 4.604 0.0000 0.000 ;- C21,R22CtIor1S �pUrlflCtOred��� .<, Support notation :Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.609 0.661 D Only 0.368 0.292 Lr Only 0.241 0.369 D+Lr 0.609 0.661 IM 0.9 0.5 0.2 BEAM•••> •0.2 LW 2.19 335 4.53. 5.53 6.80 7.97 9.13 1D.le 11.33 Distance (ft) ■ +D ■ +D+L.+H ■ +0+D.75DL.+D.7S0L+N ■ +0+D.7S0L.+0.7S0L+D.7SDW+M ■ + D.0.7s0L..0JS0L+0. SZSDe+H 0.6 0.3 0.1 BEAM -••as l� •0.2 •0.5 1.02 2.19 336 4.53 5.63 6.60 7.97 9.13 10.18 1133 Distance (ft) ■ +D ■ +D+L.+M ■ +D+0.7S0L.+0.758L+M ■ +D+0.7S0L.+D.7S0L+D.7SDW+H ■ +D+D.7S0L.+D.750L+0.SZSDe+M C�T- y 0 LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE - BY RA Structural Engineering 77570 Springfield Lane, Suite D Palm Desert, CA. 92211 (760)771-9993 - Title: Okeefe Residence Job # 130543 Dsgnr: Reza Asgharpour, P.E. .,. - ProjectDesc.: Remodeling Project Notes Description : RIJ #3 0.12 0.04 BEAM••-�n c •0.04 c g .0.12 -0.20 9.13 s 10.10 - 1133 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED, FOR CONSTRUCTION DATE BY RA -Structural Engineering t. Title: Okeefe Residence Job # 130543 77570 Springfield Lane, Suite D Dsgnr. Reza Asgharpour, P.E. , Palm Desert, CA. 92211 Project Desc.: Remodeling (760)771-9993 Project Notes Description : Material Properties BM#7 , Calculations per Nos 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method, Allowable Stress Design Fb - Tension 1,350.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb ='Compr 1,350.0 psi' Ebend-xx 1,600.Oksi C. FN Maximum Bending Stress Ratio =. -0.615 1 Maximum Shear Stress Ratio = r Fd= Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species . : Douglas Fir - Larch Fc - Perp 625.0 psi fv : Actual _ Wood Grade : NO . Fv - ft 170.0 psi 675.0 psi • Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Load Combination +D+Lr+H - D(0.11) Lr(0.138) - _ _. Span =-16.0 ft " �. ��Qpplled^L9adS '."s "��• � ; ' .kms- . , `':,�: - `Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads . Uniform Load : D=0.110, Lr = 0.1380 Tributary Width =1.0 % (Roof) ` Summary of Moment Values Summary of Shear Values Segment Length Span # M V ' • C. FN Maximum Bending Stress Ratio =. -0.615 1 Maximum Shear Stress Ratio = 0.260 :1 C t Section used for this span 6x12 Section used for this span 6x12 +D fb : Actual _ 830.37psi fv : Actual _ 44.26 psi 1.000 FB: Allowable 1,350.00psi t ,Fv : Allowable _ 170.00 psi Load Combination +D+Lr+H - Load Combination +D+Lr+H 1.000 Location of maximum on span _ . , ` 8.000ft Location of maximum on span =, 15.120 ft :1.000 Span # where maximum occurs. - = Span # 1. Span # where maximum occurs = Span # 1 +D+Lr+H Maximum Deflection 1.000 1.000 Max Downward L+Lr+S Deflection 0.184 in Ratio = 1043 r Max Upward L+Lr+S Deflection 0.000 In Ratio = 0 <360 0.615 0.260 1.000 Max Downward Total Deflection 0.349 in Ratio= '549 1.000 1.000 Max Upward Total Deflection 0.000 in Ratio = 0 <240 170.00 +0+0.750Lr+0.750L+H Length=16.0ft 1 0.534 0.22.6 1.000 1.000 1.000 MaximumForces;°&aStresses�for�L'"�`7oad�C:ombtnatons 1.000 1.000 .1.00'0 1.00'0 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Cd C. FN C r . , C m C t Mactual fb-design Fb-allow Vactual tv-design Fv-allow +D 1.000 1.000 1.000 1.000 Length =16.0 ft 1 0.291 0.123 1.000 '1.000 1.000 1.000 :1.000 3.97 393.24 1,350.00 0.88 20.96 170.00 +D+Lr+H 1.000 1.000 1.000 1.000' Length =16.0 ft 1 0.615 0.260 1.000 1.000 1.000 1.000 1.000 -�• 8.39 830.§7 &1,35'0)60 I NT1191 Y ®f-�C 44.26 170.00 +0+0.750Lr+0.750L+H Length=16.0ft 1 0.534 0.22.6 1.000 1.000 1.000 1.000. 1.000 1.000 1.000 .1.00'0 1.00'0 CI ! "-' BUIL7(28NCa21..os;AF335o. 0Y DEPT62 38.44 170.00 +D+0.750Lr+0.750L+0.750W+H. 1.000 1.000 1.000 1.000 @ 0 - Length =16.0 ft 1 0.534 0.226 1.000 1.000 1.000 1.000 1.000 - j7-28?'721`09 1,350.00- 1.62 38.44 170.00 +D+0.750Lr+0,750L+0,5250E+H 1.000 - 1.000 1.000 1.006 FP CqhSTRUCTION Length -16.0 ft 1 0.534 0.226 1.000 1.000 1.000 1.000 1.00 9 1,350.00 1.62 38.44 170.00 Ov re all.Maxim mFDeflectio'n" .Unfact� Load Combination Span Max. B' Deft Location in Span LoadCor�¢(q�tron�- BY-Max-.YY-D9fl- kcation in Span . . D+Lr 1 0.3494 8.080 0.0000 • RA Structural Engineering 77570 Springfield Lane, Suite D Palm Desert, CA. 92211 (760)771-9993 Title : Okeefe Residence Dsgnr: Reza Asgharpour, P.E. Project Desc.: Remodeling Project Notes: Job # 130543 Description : BM#7 r- N m m., lectl`on' s fo Lo Com inabons 0557 o(edl' d s , Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.1654 8.080 0.0000 0.000 Lr Only 1 0.1839 8.080 0.0000 0.000 D+Lr 1 0.3494 8.080 0.0000 0.000 '��eitical React onsUnfactoied,y Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.097 2.097 D Only 0.993 0.993 Lr Only 1.104 1.104 D+Lr 2.097 2.097 0.6 6.4 T 4.3 2.1 BEAM --- 2.1 1.1 BEAM•••s •2.1 PAMV M111111 MA 1.52 3.12 ■ +D ■ Distance (ft) ■ +0+D.7SDL.+0.7SOL+0.7SDW+H ■ +D+0.7SDL.+0.7S0L+0.S25De+H 4.72 6.32 7.92 9.52 11.12 12.72 14.32 15.92 Distance (ft) D+D.7SDL.+0.7SDL+H ■ +D+D.7S0L.+D.7SDL+0.75DW+H O +D+D.7S0L.+D.7S0L+0.S2S0e+H IS2 3.12 4,72 632 7.92 Distance (ft) ■.D0.17 ■ L.O.Iy ■ D+L. .r 952 11.12 12.72 14.32 15.92 �� (UI�1TA !DATE TY OF LA RU I�DiNG &SAFETY® PT. AP CO R VC ION FOR ----- sY RA Structural Engineering 77570 Springfield Lane, Suite D Palm Desert, CA, 92211 (760)771-9993 Title: Okeefe Residence Job #.130543 Dsgnr: Reza Asgharpour, P.E. Project Desc.: Remodeling Project Notes: - Printed: B JUL 2013, MOM h a* C File:?C;lUser$1Jsardysl�ocumentslENERCALC Dala:F,Ilesbkeefe ec6 dBicen see {. ENERCALC, INC?1993 2011; Build 6114`5 Ver'°61:1.4"-t- t - _ 0.0 Description : BM#8 (Patio Covered Ledger) Section used for this span 1.75x9.5 Section used for this span Material Properties . '647.02psi Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 2,600.0 psi E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr ; + 2,600.0 psi Ebend- xx 1,900.0ksi of maximum on span Span # where maximum occurs _ Fc = Prll, 2,510.0 psi Eminbend - xx 965.71 ksi Wood Species - : Level Truss Joist E Fc - Perp Fv, 750.0 psi, 285.0 psi 9722' Wood Grade : MicroLam LVL 1.9E Ft 1,555.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling''. 0.000 in Ratio=, 0 <240 `Applied;LoT BdS F -, ` t Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 , Uniform Load : D=0.1380, Lr = 0,090 Tributary Width 1.0 ft, (Roofl Load for Span Number 2 Uniform Load : D = 0.1380, Lr = 0.090 , Tributary Width =1,0 ft, (Roofl - DESIGN -SUMMARY' -:�• �J.�. -;t' ar '��� ._ �' Maximum Bending Stress Ratio = 0.249 1' - Maximum Shear Stress Ratio Section used for this span 1.75x9.5 Section used for this span fb: Actual _ . '647.02psi fv : Actual FB: Allowable = 2,600.00psi Fv : Allowable Load Combination , +D+Lr+H Load Combination Location of maximum on span = 7.000ft•Location of maximum on span Span # where maximum occurs _ Span # 1 ;, - `- Span # where maximum occurs Maximum Deflection C t Mactual fb-design Fb-allow Vactual tv-design Max Downward L+Lr+S Deflection 0.009 in ,Ratio = 9722' Max Upward L+Lr+S Deflection ., 0.000 In, Ratio = ' • 0 <360 Max Downward Total Deflection 0.022 in • Ratio = 3776 - Max Upward Total Deflection 0.000 in Ratio=, 0 <240 0.266: 1 1.75x9.5 75.71 psi 285.00 psi +D+Lr+H 6.246 ft Span # 1 kMMaziinum F,o cr est&„Sfreses fo U adrUombinafionssl - Load Combination Max Stress Ratios. Summary of Moment Values Summary of Shear Values ~ , Segment Length Span # M V C d C Fnj C C mA C t Mactual fb-design Fb-allow Vactual tv-design Fv-allow +D Length= 7.0 ft 1 ` 0.152 0.162 1.000 1,000, 1.000 1.000 1.000 .1.000 1.000 .00tCITY-0, � F s� �� do..00 NTAo51 46.30 285.00 Length = 7.0 It _ 2 0.152 0.162 ' 1.000 1.000 1.000 1.000 00 1,87 3951 600fooDEpT o.5j 46.30 285.00 +D+Lr+H 1.000 1.000 1.000 00 L Length = 7.0 ft 1 0.249 0.266 1.000 - 1.000 1.000 1.000 1000 ®1-•42 J! -4,71gO22%600:0 0.8f 75.71 285.00 Length= 7,0 ft 2 0.249.. 0.266 1.000 1.000 • 1.000 1.000 1000 ° °1.4 r642600 00 0.81 EONSUu t ION 75.71 285.00 +D+0.750Lr+0.750L+H 1.000 1.00o 1.00o 1 000 FOR Length = 7.0 It 1 0.225 0.240- ,1.000 ,1.000 .1.000 1.000 1000 -1,28 584,19 2,600.00 0.7§ 68.36 285.00 Length =7.0It 2 '0.225 0,240.. 1.000 ' 1,000 1.000 - 1,000 1000 -1,28 584.19 2,600,00 0.76 68.36 285.00 +0+0.750Lr+07501.+0.75001+1­1 -, 1,000 1.000 1.000 100DATE _--- BY • Length = 7.0 ft 1 0.225 ; - 0.240, .. 1.000 -1.000 1.000 1.000. 1�1z2jL- 84A9-2;6ee ee --016 68.36 285.00 RA Structural Engineering 77570 Springfield Lane, Suite D Palm Desert, CA. 92211 (760)771-9993 Title; Okeefe Residence Job # 130543 • Dsgnr: Reza Asgharpour, P.E.- Project Desc.: ,Remodeling • : Project Notes Description : BM#8 (Patio Covered Ledger) - Load Combination Max Stress Ratios < • Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d ,. C FN C r - C m C t- Mactual fb-design Fb-allow , Vactual fv-design Fv-allow Length = 7.0 ft 2 0.225 . _.0.240 1.000 1.000 1.000 1.000 1.000 -1.28 584.19 2,600.00 0.76 68.36 285.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 129 •. 2.69 4.09".-. S.44 6.84_-1818Y^0�TH 222 13.6Z ■ +D • +D+L-+H ■ +D+0.7SDL.+0.75DL+H i +D+D 75DL.+0.7S DL+0Ff556Wit 3pj+id IDL.& �o'LwrD_7sz��s;e-�„ DEPT. - Length = 7.0 ft 1 0.225 0,240 - 1.000. • 1.00o.- 1.000 1.000 -1.000 -1.28' - 584.19 2,600.00 0.76 68.36 • 285.00 + 'Length = 7.0 ft - 2 0.225 0.240 1.000 1.000' 1.000 1.000 1.000 ' -1.28 584.19 2,600.00 0.76 68.36 285.00 176verall,M9tmum-Deflections•- Unfactoredl,L•oads ' .� • Load Combination Span Max.'-' Defl Location in Span Load Combination Max. '+' Defl Location in Span D+Lr 1 0.0222 2.962 0.0000 0.000 - D+Lr 2 0.0219 4.092 0.0000 0.000 9,Maximum,D'eflections,,for�Load,Combinations, :rUnfacfo-cedltLoads _ Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0136 2.962 0.0000 0.000 D Only + 2 0.0134 4.092 ' . 0.0000 0.000 Lr Only 1 0.0086 2.962 + " • 0.0000 0.000 Lr Only 2 0.0085 ^' 4.092. 0.0000 0.000 D+Lr 1 0.0222. 2.962 0.0000 0.000 D+Lr 2 0.0219 •' 4.092 0.0000 0.000 t�yVertical Reactions: �.U,nfactored ' ���1�# Supportnotation : Far left Is #1 ' Values In KIPS ' Load Combination Support1 Support 2 Support 3 - Overall MAXimum 0.608 2.028 0.608 D Only 0.372 1.240 0,372 Lr Only ' 0.236 0.787 0.236' D+Lr 0.608 2.028 f 0.608 . o.e 02 _ BEAM >* .0.9 •1.4 1.0 • o,s BEAM•••aa i - •0.5 •1.0 129 2.69 ■ +D 4.09 5.44 6.84 8.08 .9.48 f Distance (ft) - +D+D.75DL.+D.7S0L+H ■ +D+D.7SDL.+0.7SDL+D.7SDW+H • +D+0.750L.+0.75 10.82 22Z 13.5Z A 30 r 129 •. 2.69 4.09".-. S.44 6.84_-1818Y^0�TH 222 13.6Z ■ +D • +D+L-+H ■ +D+0.7SDL.+0.75DL+H i +D+D 75DL.+0.7S DL+0Ff556Wit 3pj+id IDL.& �o'LwrD_7sz��s;e-�„ DEPT. - - t k PROVE® ` I -FOR CONSTRUCTION DATE', ., BY A 30 30 RA Ntructural Engineering Title: - Okeefe Residence Job # 130543 77570 Springfield Lane, Suite D ' Dsgnr: Reza Asgharpour, P.E. Palm Desert, CA. 92211 Project Desc.: Remodeling . (760)7.71-9993. Project Notes - Description : BM#8 (Patio Covered Ledger) Converting Addresses to/from Latitude/Longitude/Altitude in One Step Stephen P. Morse, San Francisco [kB,atc,h-IM4di riB,at&JAM &7—LDecimal lmE� _1,y,�, A. �.E.Cd� Q-Wd��Zti rW,�j"' h j&Mj§ '91 a0l address 178-252, Hacienda La Quint city 11-a Quinta state ICA 1160 18- 0.148"1 country United States latitude longitude above values must be in decimal with minus signs for south and west �Deterrl',i.ihe&d IN Access geocoder.us / geocoder.ca (takes a relatively long tine) 1frorn oo le latitude 1longitude altitude Ideciml. ]133.6873577-71-116.3000411 49028062911-119.503235535758 Ideg-mom-sec1330 41' 14.4877"11- 1160 18- 0.148"1 1from iamu711afilatitude longitude altitude Idecimal 49028062911-119.503235535758 Jdeg-n=un-sec IF -1190 30' 11.647911 78 HACIENDA LN La Quinta CA IfromyLhoo ] Ilatitude 111onj Idecimal 134.132641 11 Ideg-min-sec1340 7' 57.5E6:'] Ejl 252 S Hacienda Ave, Los Angeles MS Data presented here comes from the Mowing websites: goo Rle. (all addresses) apnn.ndprng MR and (nnnrlinn ndr1reccec nn1v) NTA iApf.ahfij 40-L41 IL— FOR CONSTRUCTION DATE ----- — BY ----- W USGS Design Maps Summary Report lidUser-Specified Input Report Title O'Keefe 'Keefe Residence Thu.June 27, 2013 01:134:16 UTC - Building Code Reference 1136cument ASCE 7-05 Standard .(which 'makes use of 2602 USGS hazard data) Site Coordinates 33.687360N, 116.30004OW Site Soil Classification --Site Class D -,".Stiff Soil". Occupancy Category Occupancy Cat4oryI USGS-Provided Output S, = 1.500 g S,S-= .1.500 g S's = 1.000 g S, = 0.600 g S', = -0.900 g S,,, 0.600 g' MCE Response Spectrum Design Response Spectrum 1.20-- 1.05 0.77 0 0.90 .66 Ln 0.75- V) 0.55- 0.60 i 0.44 0.45— 0.33-- 0.30--. 0.22-- • 4p. I A. e"V I I V 0.00 ().00o 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 1 1 60 1.80 2.00 0.,00 0.20 0. 40 0.60 0.80 00 .20.F;-40 BUILDNI %.A - - b Ift Period. T (sec) Period. T(sec) PROVED Although this Information is a, product of the U.S. Geological Su4,ey' 1460v—ie,eDUSY! 9ra-AqVT Q �h s s e or implied, as to the accuracy of -the data contained therein. This too[ is nota substitute ff o r te chn n ii ca 1, s u bDje ct- m a tt r knowledge. •DATE BY r�7 33 7. „ a Reza PROJECT ```Seismic L' oad,Canter ColumnN(R 5 PAGE: CLIENT KOkeefelResldence�`+ . DESIGN BY: R'AA s g h a rp o u i JOB NO.. 130543''vt� DATE : 7/bl2013' , REVIEW BY :R A_ _ One Story'Seismic:Analysis"Based `on ,IBC 06+I`CBC 07 Determine Base Shear (Derived from ASCE 7-05 Sec. 12.8) V= MAX{ MIN ISD1I/(RT) ; SDS I/R] , 0.01 , 0.5S11/R)W = MAX{ MIN[ 3.85W., 0.67W ] , 0.01W , 0.20W) 0.67 W, (SD) (for S, Z 0.6 g only) = 0.48 W, (ASD) = 0.95 kips Where SDS = 1 (ASCE 7-05 Sec 11 .4-4) SDi = 0 6 (ASCE 7-05 Sec 11.4.4) S1 (ASCE 7-05 Sec 11.4. 1) R = 1 51 (ASCE 7-05 Tab 12.2-1) _ (IBC 06 Tab 1604.5 &ASCE 7-05 Tab 11.5-1) k Ct = i0 02 (ASCE 7-05 Tab 12.8-2) hn = 9.0 ft X = 0.75 (ASCE 7-05 Tab 12.8-2) - T = Ct (hn)x = 0.104 sec, (ASCE 7-05 Sec 12.8.2.1) Calculate Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-05, Sec 12.8.3 & 12.8.6) Level WX hi hxk Wxhxk FX , ASD (12.8-11) 8xe,allowable, ASD Roof,: 2 f9 9.0 18 1.0 (0.48 Wx) 0.4 2.0 18 1.0 Where k = 1 for T <= 0.5 ke,allowable, ASD = Aa 1/ (1.4 Cd), (ASCE 7-05 Sec 12.8.6) k = 0.5 T + 0.75 for T @ (0.5 , 2.5) Cd = 4 ``_ ,(ASCE 7-05 Tab 12.2-1) - - k = 2 for T>= 2.5 Aa - hsx, (ASCE 7-05 Tab 12.12 1) Calculate Diaphragm Forces (ASCE 7-05, Sec 12.10.1.1) Level WX EWx Fx EFX FPx , ASD, (12.10-1) Roof 2.0 2.0' 1.0 1.0 0.5 (0.27 Wx) 2.0 1.0 Where Fmin = 0.2 SDS I Wx / 1.5 , ASD Finax = 0.4 SDS I Wx / 1.5 , ASD i CITY OF LA CSU I NTA APPROVED . FOR CO DATE BY ----- (0 Y - `CLIENT: Ok�ee�e Resp r�ente RA Structural Engineeringa SHEET: / SUBJECT: obi o COO,- rcd JOB NO: 13o 5 4 3 DESIGN BY:,r'� /}. DATE: 7/ 5/13 �o�er�Q ,loan Aha1756* Se�sM�c Govlerh o� nPe�'s jrv�re W qy3 P6 372t124o+37Z 9g3t°Ig2 Ig85 J6 x= ( )+ ad,,j-eVleY' Cb IV ,o,c.C,(Umn rX_ 1000 • Po le ot,f'N, _ _ 1000 x 10 00)(1.5 = 15 o �I�Ck 1✓��5;�. LAI/u' 17 ILI Z 72 ,L?b 2C•C, 2.36 � 4 � � 1 i�1TA 11,27 + S� 2 - , qq Q� ,�:. , ;� = �..-A CSU '� y 1 '1LD1, iG SAFETY DEPT. pT, 42:21316VED lr C•C. N 9 5 + :36 = 73 I .�b '. FOR CONSTRUCTION t OATEO 1 _ i. i .. „•� .^{, .tom f.. .. . � y} � r . .. ••� �_ t,�f♦ , - Reza :, y PROJECT Ca.UleverGolumnr®APeUoCov�°"Bred CZ) f, " PAGE: CLIENT Qkeere,Residences ii*XZ � DESIGN BY : RT As har OUr JOB NO.: 130 3 ri DATE : 7/5/2013,REVIEW BY : Cantilever Colum &�1Fo.otin`Desl nfBassdo'n?1AIS_C 360";ACI1;318,,and[IBC;1=80517 INPUT DATA & DESIGN SUMMARY COLUMN SECTION (Tube, Pipe, or WF) H$S6X6X49'4 ' 'r ' P Tube *_ - COLUMN YIELD STRESS Fy = 36; ksi y CANTILEVER HEIGHT - . H = ft , + V- -?• COLUMN TOP LATERAL LOAD , F11 11 kips ASD '' } • f- - (Strong Axis Bending only) : ` � ` l " COLUMN TOP GRAVITY LOAD ' r' P = 1 kips, -ASD DIAMETER OF POLE FOOTING , . , b 3 ft: ALLOW SOIL PRESSURE �` F' Q a - t 1.6,^,-a ksf LATERALSOIL'CAPACITY, y" 'Pp - MO ksf/ftRESTRAINED @ GRADE ?(1 yes,0 no) No r� ! w {., Use. 3 ft dia x 4.36 ft deep footing unrestrained @ ground level a �.r r .' THE DESIGN IS ADEQUATE z * ANALYSIS 3" °' 1 `� :' . -• 1 CHECK COMBINED COMPRESSION AND BENDING CAPACITY OF COLUMN (AISC 360-05, H1) rlr Pr +B Mrx +Mry ,t`for Pr z0.2 ' PC 9 Mcx May'• po... _ t, a 0.45 :�t<4T. t.: , •,1.0 -[Satisfactory] Pr + Mrx +_ry' fOY Pr 2 0 2 2P.c - Mcx May) ;�. PC" _ . rte;,• .. ,- *• . , Where Pr,= ,1.00;'' ;kips �• .Xv . Mme. 9.00 } ft -kips M'y = R. 0 ft -kips y i 4 KL =''° 18 �r ft,'weak_ axis unbraced axial length P,*"-- P„ / f1c �_ } -120 / 1.67 = `72.02 .kips, (AISC 360-05 Chapter E) - ' > Pr .[Satisfactory]. rs a S ri Mcx = Mn / •fib = ' 33.60 / 1.67 = 20.12 ft -kips, (AISC 360-05 Chapter F) M [Satisfactory] r - 1 o6 ' Mn / d2b = ; . .433 60 /.1.67 = 20.12 ft -kips, (AISC 360-05 Chapter F) r a 5� • ..,,> ,. M+y [Satisfactory] - DESIGN POLE FOOTING (IBC Sec 1805.7 / UBC Sec 1806.8) ^tr? a By trials, use pole depth, d = 4.360 ft Lateral bearing @ bottom, S3 ="2 Pp Min( d, 12') _ t.1.74' . `,ksf . - . t y • Lateral bearing@d/3,S1=2PPMin_(d/3,12')= _ 0.58 ;-a'•ksf+ :� , Require Depth is given by, Arr 4.36h1 - 2 Ll+ 1'+ A .J fornonconstrained r; J d+= 4.25PhrFA. 4.360 �i ft { [Satisfactory] L for. ,constrained //�� c• Where P,='F•=� 1.00 •kips✓ .T ® LA �TM w r _r• ' M t"...°R.q= 2.34 P•/(bS1)= 1.34 "' f .., BUILDING-iiiTION SAF�/ _DEPT ' +' .1• e4 hY= M,,, IF a 9.00 ,ft" *�` ~+" PROVED A� ,,. �'' 'FOR,CONSTRU CHECK VERTICAL SOIL BEARING CAPACITY (ACI; SeC.:15.2 2) - CTION 4sot1=.P/(ir b?/4) _+- X i 0.14 ksf, (net weigh of pole footing included.) a^ } _ CS�,�TE Q -a- &fjsfactory]--"_ CHECK STRONG AXIS LATERAL DEFLECTION '0= 3H c '0.51 in' :, < ' 2H/ x,'240 r? _ -� '0.90 in [Satisfactory] Reza PROJECT: CLIENT : ,Elag Pole Footi g @ Patio`Covered Colum ('C7.)' `Okeefe"Re,46ence PAGE: . DESIGN BY : RN As harnnour g �3054� •" y. M JOB NO.: DATE : 17/5/4.03 �+ - REVIEW BY: • Fla ol'e`�F.o tin )Deaf`n�Bes'e'don`�Ctie`'te��1'8�eI8C�8r'�CBG INPUT DATA & DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL ? • (1=YES,0=NO) 0 no P LATERAL FORCE @ TOP OF POLE P = 1 `$ k HEIGHT OF POLE ABOVE GRADE H= ft DIAMETER OF POLE FOOTING B= 3, ft H LATERAL SOIL BEARING CAPACITY S= i 0 :2%. ksf / ft ISOLATED POLE FACTOR (IBC 1804.3.1 or UBC note 3 on Tab 19.1-A) F =, 2f.*s FIRST TRIAL DEPTH ___> D= " 5' * ' ft Use 3 ft dia x 6.07 ft deep footing unrestrained @ ground level D ANALYSIS LATERAL BEARING @ BOTTOM: S,=FS Min(D 121) LATERAL BEARING @ D/3,:.(2 l S,=Fs min 3 12 - - A _ 2.34P Bs.' 2 Ll+ 1+4' AX J ,FOR NONCONSTRAINED REQUIRD DEPTH: p= L J ' F175 PH FOR CONSTRAINED BS3 NONCONSTRAINED ' CONSTRAINED LATERAL FORCE @ TOP OF POLE P => . 1.50 k 1.50 k HEIGHT OF POLE ABOVE GRADE H_ ,. => 9.0 ft 9.0 ft t DIAMETER OF POLE FOOTING B => 3.00 -ft 3.00 ft LATERAL SOIL BEARING CAPACITY FS _> 0.40 ksf / ft 0.40 ksf / ft 1ST TRIAL TRY DI => 5.00 ft 5.00 ft LAT SOIL BEARING @ 1/3 D St => 0.67 ksf 0.67 ksf LAT SOIL BEARING @ 1.0 D S3 => 2.00 ksf 2.00 -ksf CONSTANT 2.34P/(BSI) A _> 1.76, REQD FOOTING DEPTH RQRD D => 5.12 ft 3.09 ft 2ND TRIAL: TRY D2=> 5.06 ft 4.05 ft LAT SOIL BEARING @ 1/3 D • St => 0.67 ksf 0.54 ksf LAT SOIL BEARING @ 1.0 D S3 => 2.02 ksf 1.62 ksf CONSTANT 2.34P/(BSt) A => 1.73 REQD FOOTING DEPTH RQRD D => > 5.08 ft , 3.44 ft 3RD TRIAL: TRY D3=> 5.07 ft 3.74 ft LAT SOIL BEARING @ 1/3 D SI, _> 0.68 ksf 0.50 ksf LAT SOIL BEARING @ 1.0 D S3 => 2.03 ksf 1.50 ksf . CONSTANT 2.34P/(BSI) A; => 1.73 REQD FOOTING DEPTH RQRD D => 5.08 ft 3.57, ft 4TH TRIAL: TRY D4=> 5.0 ft 3.66 ft LAT SOIL BEARING @ 1/3 D SI => 0.68. ksf - 0.49 ksf LAT SOIL BEARING @ 1.0 D 83 => 2.03 ksf 1.46 ksf CONSTANT 2.34P/(BSI) A => 1.73 - REQD FOOTING DEPTH RQRD D => 5.07 ft 3.62 ft 5TH TRIAL: LAT SOIL BEARING @ 1/3 DSI. TRY D5=>' • => 5.07 0.68 ft-3764 ft Of I-r0'•48QFks_fA QUI, `T LAT SOIL BEARING @ 1.0 D '` S3 => 2.03 ksf L�,UiLC���JG 45s 9`fSAFETY DEP . CONSTANT2.34P/(BSI) REQD FOOTING DEPTH A => 1.73 ®V E®nL j ,� RQRD D => 5.07 ft�3.� . rt DATE I.- - BY