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Home My WebLink About2685 STATE ST; ; PC130041; PermitI~F)!\L()S m!!VEF~DES ~Engineering January 13. 2014 Railyard Lofts 2685 State St Carlsbad. CA Project: Structural Plan Check Responses Carlsbad PC13-0041 Structural Plan Check Responses: Additional: 0 Please Respond To: 663 Valley Avenue Suite 101 Solana Beach Calilomia 92075 , Please Respond To: 27520 Hawthorne Blvd. Suite 250 Rolling Hills Estates California 90274-3512 858 509 8505 310 541 S055 858 509 8515 FAX 310 541 0321 FAX san diego @pvec.com info@pve;c.com PVEC File #: 24-1.3-666 12 L CBC 2303.7-Shrinkage. Based upon the analysis by Simpson Solhvare· Calculator. the cumulative shrinkage is no more than 0.59"' for the 4 story wood framed structure on top of the concrete block walls. Therefore. we believe that shrinkage is not a concern for this structure Simpson Strong-Tie® Wood Shrinkage Calculator ------------------------------------------- Railyard Lofts-Carlsbad Rod System Connector Sys:.em ' i t ; Q090m l I 0 59-210 I l l 'l. l ! : ',[ l 0 474. H1 I ! 0 326'" T 1 ' l ' 09Gm 0 i,78tn, 1 ' "' Sim.pson Strong-Tie® Wood Shrinkage Calculator Wood Shrinkage Calculator PH:e VVoo!1 Slumkage Ca!culato~ ~sa qu1tk and easy wol to est!mate Hie amount of shnnkage the strucnue rna;: -e-)l:penence as the wood member ~oses moJshJre content after 11 JS framl'd and ;n sef!IICB The ca!culatt<~ estu1·1ates 1he shnnl\age of eacP wood member 111 the 1.•;all and noor fmmmg assembl'/ and pfO'<.qrjes a graphical sumtnary to help i.H1derstand the glob a! 1m pact of shnnkage of md1vldua1 e1emen\s m HH? ·ue.n svstem The surmnEuy can n,en be use(! to oetmmme the nest app1oach to handle H1e shnnkage in the system E11ch memner of the waH and floor assembly IS listed m ~he reso:'ts !able along .,.nih 1!S c.alcu?ated shnnkage amount which mav be ptmhW anci rnamtamed w\lti lhe pra;ect c:l~clo: OP I he help buttons for InformatiOn to guld~ YOU nw:wgh the det<:Hl$ Or~ fCI s S!ep-by-step tutonal that v:J!l run aloogslde !he ~::l!cui310I PO!"" tlild p110table ;Ju~puts are available on the Results page WOOD SHRINKAGE CALCULi\ TOR VIDEO TUTOf!lAl Railyard Lofts-Carlsbad Calculation Notes: ',':J Civil and Structural Consulting 0 Please Respond To: 663 Valley Avenue Suite 101 Solana Beach California 92075 858509 8505 858 509 8515 FAX sandiego @pvec.com Structural Calculations Railyard Lofts Prepared For Mark Benjamin P.O. Box 7050 Rancho Santa Fe, CA 92067 Project Railyanl Lofts 2685 State Street c 2008 ens on RCE C57182, exp. 12/31/11 PROJECT ENGINEER May 1, 2013 tlf'vi)llO 8/'2-l/JJl i~}ifl/f!; PVEC File No. 24-13-156 0 Please Respond To: 27520 Hawthorne Blvd. Suite 250 Rolling Hills Estates California 90274-3512 310 541 5055 310 541 0321 FAX info@pvec.com R.EC:EI\/ED JAN 0 2 2014 CITY OF CARLSBAD BUILDING DIVISION .. PALOS VERDES ENGINEERING CORPORATION 'I 1.0 Design Criteria: Code: Timber: Glue-Lam Beams: , Sheathing: 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 Railyard Lofts 24-13-156 2010 California Building Code-ASCE 7-05 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " " Posts & Beams: Simple Span: Cantilevers: DF-L #1 " Grade 24F-V4 (DF/DF) Grade 24F-V8 (DF/DF) " Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing: Wood 1-Joists: TJI 110,210,230,360,560 ICC ESR-1153 ICBO ER-4979 Concrete: Concrete Block: Mortar: Grout: Reinforcing Steel: Structural Steel: LVL,PSL 1.9E Microllam, 2.0E Parallam Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Grade N-I per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Type S Mortar Cement per ASTM C270-9S, Min. f'm = 1800 psi @ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. f'm = 2000 psi@ 28 days. #4 &Larger: #3 & Smaller: 'W' Shapes: Plates, Angles, Channels: Tube Shapes: Pipe Shapes: ASTM A615-60 (Fy = 60 ksi) ASTM A615-40 (Fy = 40 ksi) ASTM A992, Fy= 50-65 ksi ASTM A36, Fy = 36 ksi ASTM A500, Grade B, Fy= 46 ksi ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Botls & Threaded Rods: Steel Moment & Braced Frames: 1 000 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) Palos Verdes Engineering Corporation Consulting Structural Engineers JOB SHEET NO 24-13-156 2 OF 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 2.0 LOAD LIST 2.1 Roof <Vaulted) Roofing 15/32" Sheathing Roof Framing 5/8" Gyp. Bd. Insulation and Misc. :SoL= ILL= Total Load= 2.2 Roof(w/ ceiling) Roofing 15/32" Sheathing Roof Framing Insulation and Misc. 2.3 Ceiling Ceiling Joists InL = ILL= Total Load= 518" Gyp. Bd. Insulation and Misc. 2.4 Walls InL= ILL= Total Load= Exterior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs@ 16" o.c. 5/8" Gypsum Bd. Misc. 5.5 psf 1.5 psf 3.0 psf 2.8 psf 2.2 psf 15.0 psf 20.0 psf 35.0 psf 5.5 psf 1.5 psf 2.8 psf 2.2 psf 12.0 psf 20.0 psf 32.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf 1.5 psf 1.1 psf 2.8 psf 0.6 psf 15.0 psf CALCULATED BY CHECK BY SCALE PSC DATE 5/1/13 Interior Wall 1/2" Gyp. Bd. (2 Sides) 2x4 Studs@ 16" o.c. Misc. IoL= DATE ---------------- 4.6 psf 1.1 psf 2.3 psf 8.0 psf Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 2.0 LOAD LIST (CONTIN) 2.5 Floor Floor Cover Sheathing 2xF.J. 5/8" Gyp. Bd. Insulation and Misc. ~DL = ~LL = Total Load= 8.0 psf 2.3 psf 3.0 psf 2.8 psf 1.9 psf 18.0 psf 40.0 psf 58.0 psf JOB SHEET NO 24-13-156 f> OF CALCULATED BY CHECK BY SCALE -----:-:-:-:--PSC DATE 511113 ________ DATE _____ _ WIND PARAMETERS 2.6 Wind Basic Wind Speed = 85 mph Exposure Cat = B Ps = A.Kzt*I*Ps30 P'"' 17.3 psf 2.7 Seismic S05 (2/3) SMs S0s" 0.885 Cs = 0.136 USE: V= 0.136 WoL ASD BASE SHEAR c.wDL 1.4 (ASCE 7-Equation 6-l) (11.4-3) Equation 12.8-1 Applies A.= 1.09 Kzt= 1.00 S= s F= a R= hn= (fig. 6-3) (fig. 6-4) Ps30= I= 15.9 psf 1.0 USGS APPLICATION 1.327 S1= 0.499 1.00 F = v 1.50 6.5 I= 1.00 40.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY s, <0.75 sl>o.o4 Ss>o.Js (11.6 ASCE 7-05) (11.4.1 ASCE 7-05) (fig. 6-3) (table 11.5-l) Ta = Ct * (hJ0"75 = 0.318 Ts = S01/Sos= 0.564 k= 1.0 Ta < (0.8)Ts, OK Ta<0.5 Seismic Design Category: D Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33. 1624 Longitude= -117.3515 Spectral Response Accelerations Ss and S 1 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 1.327 (Ss, Site Class B) 1.0 0.499 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1624 Longitude= -117.3515 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 = Fv x S1 Site Class D-Fa= 1.0 ,Fv = 1.501 Period Sa (sec) (g) 0.2 1.327 (SMs, Site Class D) 1.0 0.750 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1624 Longitude = -117.3515 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D-Fa= 1.0 ,Fv = 1.501 Period Sa (sec) (g) 0.2 0.885 (SDs, Site Class D) 1.0 0.500 (SD1, Site Class D) Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505 -Fax (858) 509-8515 JOB 24-13-156 SHEETNO 't OF--~-- CALCULATED BY PSC DATE 5/1/13 CHECKBY DATE --- SCALE Description : Material Properties Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : Douglas Fir -Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced t Applied Loads ' Title, Engineer: Project Desc.: Prqect Notes : Job# Prin:ed: 3 MAY 2013, 3:28PM Ale; E;\Jobs on CADD\PC.New\2012\12-668-lynch\Calc\lynr;h.oc6 ENERC'ALC, INC, 1963-2011 Build:6.1l12.10, Ver:6.1112.10 .._ .. -. ~ Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb-Tension 875 psi E: Modulus of Elasticity Fb-Compr 875 psi Ebend-xx 1300ksi Fe -Prll 600 psi Emlnbend -xx 4 70 ksi Fe-Perp 625 psi Fv 170psi Ft 425 psi Density 32.21 pet 0(0.26) Lr(0.4) t ----·-------. ' 5.50X3.50 Span= 4.0ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.260, Lr., 0.40 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = . 0.992 1 5.50X 3.50 1,410.61 psi 1,421 .88psi +D+lr+H 2.000ft Spa'l# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.091 in 0.000 in 0.150 in 0.000 in Ratio= Ratio= Ratio= Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 527 0 <360 319 0 <240 Overall Maximum oenections • UnfadOm.i Loads Load Combination Span D+Lr 1 Vertical Reactions • Unfactored Load Combination Overall MAXimum DOnly LrOnly D+Lr Support 1 1.320 0.520 0.800 1.320 Max."-' Dell 0.1500 Support2 1.320 0.520 0.800 1.320 Location in Span Load Combination 2.020 Support notation: Far left is #1 = = Design OK 0.416 : 1 5.50 X3.50 88.46 psi 212.50 psi +D+lr+H 3.720ft Span# 1 Max.'+" Dell Location in Span 0.0000 Values in KIPS 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax au! vec.com Wood Beam Description : (RB-2a) Headers Material Properties Analysis Method : Allowable Stress Design load Combination 20091BC & ASCE 7-05 Wood Species : Douglas Fir-Larch Wood G:ade : No.2 Beam Bracing : Completely Unbraced Applied loads Uniform Load : D = 0.21 0, lr = 0.350 , Tributar'( Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.997. 1 Section used for this span 6x6 fb: Actual 1,090.55psi FB : Allowable = 1,093.75psi load Combination +D+Lr+H Location of maximum on span = 3.000ft Span #where maximum occurs = Span# 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.104 in Max Upward L+Lr+S Deflection o.ooo !n Max Downward Total Deflection 0.166 in Max Upward Total Deflection 0.000 !n Overall Maximum Deflections • Unfactored Loads Tide: Job# Engineer: Project Desc.: Project Notes : Printed: 3MAY2013, 3:31PM Ale: E:\/obs on CAOD\Pc.NIIYI\.2Q12\12-6611-Lyi1ch\Calc\lynch.ec6 CAl.C. 10 Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb-Tension 875.0 psi E: Modulus of Elasticity Fb-Compr 875.0 psi Ebend-xx 1 ,300.0ksi Fe-Prtl 600.0 psi Eminbend-xx 470.0ksi Fe-Perp 625.0 psi Fv 170.0psi Ft 425.0psi Density 32.210pcf Span= 6.0 ft Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Shear Stress Ratio = 0.333: 1 Section used for this span 6x6 fv: Actual ;:: 70.81 psi Fv : Allowable ;:: 212.50 psi Load Combination +D+Lr+H Location of maximum on span = O.OOOft Span # where maximum occurs = Sp1m# 1 Ratio= 693 Ratio"' 0 <360 Ratio= 433 Ratio= 0 <240 Load Combinatior: Span Max."-' Dell Location in Span Load Combination Max. '+"Dell Location in Span D+Lr 1 Vertical Reactions • Unfactofed Load Combination Overall MAXimum DOnly LrOnly D+Lr Support 1 1.680 0.630 1.050 1.680 0.1660 Support2 1.680 0.630 1.050 1.680 3.030 Support notation : Far left is#~ 0.0000 Values In KIPS 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax aul vec.com Wood Beam Description : Material Properties Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : Douglas Fir-Larch Wood Grade :No.1 Beam Bracing : Completely Unbraced 0(0.65) Lr(0.85) Title: Job# Engineer: Project Oesc.: Project Notes : Calculations per NOS 2005, IBC ~!009, CBC 2010, ASCE 7-05_ Fb-Tension 1350 psi E: Modulus of Elasticity Fb -Compr 1350 psi Ebend-X:( 1600 ksi Fe -Prtl 925 psi Eminbend -xx 580 ksi Fe-Perp 625 psi Fv 170 psi Ft 675 psi Density 32.21 pcf Span= 14.750 ft Applied Loads 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 = 0.0450, Lr = 0.060 klft. Extent= 0.0 -» 4.250 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.1730, Lr = 0.230 klft, Extent= 4.250 -» 14.750 ft, Tributary Width= 1.0 ft Point Load : D = 0.650, Lr = 0.850 k @. 4.250 ft DE$1GN SUMMARY Maximum Bending Stress Ratio = 0.98Q 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb: Actual "' 1,312.66psi fv: Actual FB : Allowable '"" 1,340.11 psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 6.785ft Location of maximum on span Span #where maximum occurs Span# 1 Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection 0.259 in Ratio= 683 Max Upward L+Lr+S Deflection 0.000 In Ratio= 0 <360 Max Downward Total Deflection 0.468 in Ratio= 378 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections -Unfactore.d loads Load Combination Span Max.·-· Defl Location in Span Load Combination D+Lr 1 0.4680 7.301 Vertical Reactions • Unfactored load Combination Overall MAXimum DOnly LrOnly D+Lr Support 1 3.060 1.377 1.683 3.060 Support2 3.326 1.489 1.837 3.326 Support notation : Far left is #1 Desi n Of< ' = 0.413: 1 6x12 ::: 70.13 psi = 170.00 psi +D+Lr+H ;;; 13.865ft :: Span# 1 Max. "+" Oefl location in Span 0.0000 0.000 Values in KIPS Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 JOB SHEET NO 24-13-156 5" OF ----~ PSC DATE 511/13 CALCULATED BY CHECK BY SCALE _____ DATE __ _ ·Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax ,.lli!UI@pvec.com I Wood Beam Description: CODE REFERENCES Calculations per NOS 2005 Project Title: En9ineer: ProJeCt Oeser: Project 10: PJin'.ad: i4AUG 2013, 5:53AM . "-----·Rie: E:\JAHR09-K\PCNewl20l3\1 NNOA3-Z\Gaclfaifyard:006 ENERCALC, JNC. 1983-2013, Bulld:6.13.6.30, Ver.6.13.6.30 Load Combination Set: 20091BC & ASCE 7-05 __ ._Material Properties Analysis Method: Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced Fb-Tension Fb-Compr Fe-Prl! Fc-Perp Fv Ft 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi 0(0.192) Lr(0.112) L(0.168) 5.25x16.0 Span = 20.0 ft E: Modulr.l's of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 32.210pcl Applied Loads Service loads entered. Load Factors will be applied for calculations. ......•........... , .... ,., ... , .......... ,_, ....... , .. Beam self weight calculated and added to loads Uniform Load : D = 0.1920, Lr = 0.1120, L = 0. 1680 , Tributary W!dth = 1.C ft DESIGN SUMM.ARY Maximum Bending Stress Ratio = 0.418: 1 Maximum Shear Stress Ratio Section used for this span 5.25x16.0 Section used for this span fb: Actual = 1,183.58psi fv: Actual FB : Allowable 2,832.29psi Fv : Allowable Load Combination +1.1 OD-1{). 750Lr-I{J. 750L +E+H Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection :; = Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. •-• Defl --------------· D+L+Lr 1 0.4959 Vertical Reactions· Unfactored Load Combination Support 1 Support2 Overall MAXimum 4.908 4.908 [l 0!11)1 2.108 2.106 L On!y 1.680 1.680 LrOn!y 1.120 1.120 L+Lr 2.800 2.800 D-+lr 3.228 3.228 D-+l 3.788 3.788 D-+l-tlr 4.908 4.908 10.000ft Span# 1 0.283 Jn Ratio = 0.000 in Ratio = 0.496 in Ratio= 0.000 Jn Ratio= Location in Span 10.073 Location of maximum on span Span #where maximum occurs 848 0 <360 484 0 <240 Load Combination Support notation : Far left fs #1 Design OK = 0.236: 1 5.25x16.0 --68.54psi = 290.00psi +1.100-1{).750Lr-1{).750L +E+H = = Max. '+"Defl 0.0000 Values in KiPS O.OOOft Span# 1 Location in Span 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax _p_aul@pvec.com__________ _ __ _ :Wood Beam Description : CODE REFERENCES Calculations per NOS 2005 Project Title: En~ineer: ProJect Oeser: Project ID: SP>j ........ _ -~----;;::;c--:::-;---cc-:-:=:-.:-7:=::-~==~Pn~·nw~d:~14~AU--::G~20~1,~3~, S:::::::54AM:::.:::_, Ale= E:\JAHR09-I<\PC-New\2013\ 1 NNOA3·Z\Calc\rallyard.ec6 ENERCALC, INC.1983-2013 BUIId:613,6.30, Ver.6.13.6.30 -... . .. . Load Combination Set: 20091BC & ASCE 7-05 Mat~r~liJ..I.~.r~pertie~--_____ ........................................ . ...................................... . Analysis Met~od : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced Fb-Tension Fb-Compr Fc-Prll Fe-Perp Fv Ft 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi 0(0.192) Lr(0.112) L(0.168) 5.25x16.0 Span = 20.0 ft E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1 ,016.54ksi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Un1formLoad: 0=0.1920, Lr=0.1120, L=0.1680 TributaryWidth=1.0it DESIGN SUMMARY Maximum Bending Stress Ratio " 0.358 1 Maximum Shear Stress Ratio Section used for this span 5.25x16.0 Section used for this span fb: Actual :::: 1,014.61 psi fv: Actual FB : Allowable "' 2,832.29psi Fv : Allowable Load Combination +D+l+H Load Combination Location of maximum on span = 10.000ft Location of maximum on span Span # where maximum occurs :: Span# 1 Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection 0.283 in Ratio= 848 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.496 in Ratio= 484 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections -Unfactored Loads Load Combination Span D+t.+Lr-·----~-------------------1 Vertical Reactions -Unfactored Load Combination Overall MAXimum DOnly LOnly LrOnly L+lr D+Lr D+l D+l+lr Support 1 4.908 2.108 1.680 1.120 2.800 3.228 3.788 4.908 Max."-" Defl Location in Span Load Combination '""o".4=9s=9 ___ 1o.o73 Support2 4.908 2.108 1.680 1.120 2.800 3.228 3.788 4.908 Support notation : Far left is #1 ___ __:_: :;: = = = Max.'+' Defl 0.0000 Values in KIPS Desi n OK 0.203: 1 5.25x16.0 58.75 psi 290.00 psi +D+l+ii O.OOOft Span# 1 Location in Span 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax paul@pvec.com jwood a,am Description : (RB-6) Hdr Bm @ Media/Living Material Properties Analysis Method : Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced Applied LoadS: Beam self weight calculated and added to loads Uniform Load : D = 0.040, l = 0.060 , Tributary Width = 1.0 ft Point Load : D = 2.80, L = 5.80 k ~ 4.50 ft DESIGN SUMMARY. Title: Job# Engineer: Project Desc.: Project Notes : P:inted: 6 MAY 2013, 2;26PM Flle e:I.Jobs on ClillDIPC-Naw\2013\13-156-RaiiYaro Lof!s\Calc\rallymieca INC.1963-2011. Build:6.1t12.10, Yer:6.11.12.10 Calculations per NOS 2005,1BC 2009, CBC 2010, ASCE 7-05 Fb -T ens!on 2900 psi E: Modulus of Elasticity Fb-Compr 2900 psi Ebend-xx 2000ksi Fe-Prl! 2900 psi Eminbend -xx 1016.535ksi Fe-Perp 750 psi Fv 290psi Ft 2025 psi Density 32.21 pet 3.5x11.875 Span= 6.0 ft 0(2.8) L(5.8) I Service loads entered. Load Factors willl be applied for calculations. ............... -.... ~ ...... Desi n OK Maximum Bending Stress Ratio -· 0.51Q 1 Maximum Shear Stress Ratio = 0.830: 1 Section used for this span 3.5x11.875 Section used for this span 1b: Actual -· 1 ,465.21 psi fV: Actual FB : Allowable 2,871.76psi Fv : Allowable Load Combination -1-D+L+H Load Combination Location of maximum on span -4.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span #where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.034 in Ratio= 2101 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.051 in Ratio= 1400 Max Upward Total Deflection 0.000 In Ratio= 0 <240 Overall Maximum· Deflections· Unfactored 1:-oads Load Combination Span 0~ 1 VE~rtical Reactions • UnfactQred Load Combination OVerall MAXimum D Only LOnly D~ Support 1 2.478 0.848 1.630 2.478 Max. "-"Dell 0.0514 Support2 6.778 2.248 4.530 6.778 Location in Span Load Combination 3.360 Support no~tion: Far left is #1 = :::; :: = MaDe.'+" Defl 0.0000 Values In KIPS 3.5x11.875 240.83 psi 290.00 psi +D+L+H 5.040ft Span# 1 Location in Span 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax au I WQodBeam It~ II, Description : DeckJsts-2x8@ 16" Material Properties Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : Douglas Fir-Larch Wood Grade : No.2 Title • Engineer: Project Desc.: Project Notes : Job# b/ Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb-Tension 900.0 psi E: Modulus of Elasticity Fb-Compr 900.0 psi Ebend-xx 1 ,600.0ksi Fe-P~l 1,350.0 psi Eminbend -xx 580.0ksi Fe-Perp 625.0 psi Fv 180.0psi Ft 575.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Density 32.210pcf Repetitive Member Stress Increase 0(0.029) L(0.053) ' 2x8 2x8 Span= 11.50 ft Span= 2.0 ft Applied Loads 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 = 0.0290, L = 0.0530 , Tributary Width = i .0 ft Load for Span Number 2 Uniform Load: D = 0.0310, L = 0.080, T~ibutarv Width= i.O ft DESIGN SU.MMARY ,Maximum Bending Stress Ratio Section used for this span fb: Actual = 0.945: 1 2x8 1,173.10psi 1 ,242.00psi +D+L+H 5.485ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable Load Comb!naHon Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +lr+S Deflection Max Upward L+lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = Overall Maximum Deflections -Urifactored LQads , Load Combination Span Max. '-' Deft 0+1.. 1 0.3985 2 0.0000 Vertical Reactions • Unfactored Load CombinaUon Support 1 Support2 Overall MAXimum DOnly LOnly 0+1.. 0.466 0.175 0.291 0.466 0.732 0.253 0.479 0.732 0.247 ln Ratio = -0.121 in Ratio= 0.398 in Ratio = -0.198 lr. Ratio = Location in Span 5.750 5.750 Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 559 396 346 242 Load Combination D+l Support notation : Far left is #1 Support3 = Max. '+'Deft 0.0000 ..0.1981 Values in KIPS Design OK 0.387: 1 2x8 69.68 psi 180.00 psi +D+L+H 11.500ft Span# 1 Location in Span 0.000 2.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com ! Ste.el Beam. Description : Elevator Lift Bm Title: Job# Engineer: Project Desc.: Project Notes : Material Properties Calculations per AISC 360.05, JBC 2009, CBC 2010, ASCE 7-05 ·---··--·-------------------·~------'------'----'-----=----Analysis Method : Allowable Stress Design Fy: Steel Yield: 50.0 ksi Beam Bracing : Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 L(5) Span== 8.0 fl: W6X12 Applied Loads Service loads entered. Load Factors wil! be applied for calculations. Uniform Load: D = 0.030, Lr = 0.040 k/ft, Tributary Width= 1.0 ft Point Load : L = 5.0 k ~ 4.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn I Omega : Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.494: 1 W6X12 10.240k-ft 20.709k-ft +D+L+H Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn/Omega : Allowable 4.000ft Span# 1 0.151 in Ratio == 0.000 in Ratio= 0.149 in Ratio= 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 637 0 <360 643 0 <180 OVerall Maximum Deflections.· Unfacto.rE!d·toads Load Combination Span Max. '.• Dell Loca~n in Span load Combination 1 0.0000 0.000 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span DOnly 1 L Only 1 Lr Only 1 L+Lr 1 D+Lr 1 D+L 1 D+L+Lr 1 Vertical Reactions • Unfactored Load Combination Overall MAXimum DOnly L Only LrOnly L+Lr D+Lr D+L D+L+Lr Support 1 2.780 0.120 2.500 0.160 2.660 0.280 2.620 2.780 0.0043 0.1449 0.0058 0.1507 0.0101 0.1492 0.1550 Support2 2.780 0.120 2.500 0.160 2.660 0.280 2.620 2.780 4.040 4.000 4.040 4.040 4.040 4.040 4.040 Support notation : Far left is #1 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.094: 1 W6X12 2.620 k 27.738 k +D+L+H 0.000 ft Span# 1 Max."+" Deft Location in Span 0.0000 0.000 Location in Span 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Values. in KIPS Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 JOB SHEET NO 24-13-156 7 OF __ .,..-- CALCULATED BY PSC DATE 511/13 CHECK BY SCALE _____ DATE ---- ~~FORT + 0 MEMBER REPORT Levef, Fbor: Joist 1 piece(s) 11 7/8" TJI® 360 @ 16" OC Overall Length: 19' 1" 18' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. + 0 PASSED 1'-'*fiif: ' ' ..... ::::::~·;~:r;e\ Y:.t~Witot ..... ;~;-~l rt:'G:~ ·;~~~ ~/~ \Member Reactlon (lbs) 740@ 31/2" 1080 (1.75"} , Shear (lbs) 740@ 31/2" 1705 I Moment (Ft·lbs) 1ll~,:{!,¥f:i~'·?, !:t!nli.t Passed (69%) 1.00 Passed (43%) 1.00 12'~~ .... ~ .. : 1.0 D + 1.0 L (All Spans} 1.0 D + 1.0 L (All Spans) ~,·. ~~~.~~?;~~~-: ~ System : Floor Member Type : Joist Building Use : Residential ! 3423 @ 9' 6 1/2" 6180 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) ' Building Code : me ~ ! Uve toad Defl. (In) ; 0.324 @ 9' 6 1/2" 0-463 Passed (L/685) --1.0 D + 1.0 L {All Spans) : Total load Def1. (in) 0.486 @ 9' 6 1/2" 0.925 Passed (L/457) --1.0 D + 1.0 L (All Spans} i TI-ProTM Rating 41 40 Passed ---- • Deflection criteria: Ll (1./480) and n. (1./240). • Bri!Cing {Lu): All compression edges (IDp and botlDm) must be braced at 4' 5 3/16" o/c unless detillled otherwise. Proper attachment and positioning of lateral bradng Is required to achieve member s!ablllly. • A structural analysis of the deck has not been perfonned. • Deflection analysis Is based on composite adlon with a single layer of 23/32• Weyerhaeuser Edge"' Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the TJ-Pro'" Rating Include: None • At hanger supports, !tie Tot!l Bearing dimension Is equaltD the wldttl of !tie material tllat Is supporting the hanger • 1 See ConnectDr grid below for additional Information and/or requirements. i Weyerhaeuser warrants ttlat the sizing of Its products will be In acccrdance with Weyerhaeuser product deSign criteria and published design values. ! Weyerhaeuser expressly disclaims any other wamnties related tD the software. Refer to current Weyerhaeuser literature for installation details. ; (www.woodfllrwy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. use of lhis software is not intended to i I circurm~ent the need for a design profesSional as determined by the authority having jurisdiction. The designer of record, builder or framer is responSible ID j i assure tllat tills ca!cuialion is compatible wilh the overall project. Products manufactured at Weyemaeuser faeiiities are lhird-party certified ID sustainable J i forestry stmdards. :The product appllcat!on, Input design loads, dimensions and support lnfonnaHon have been provided by Forte Soflware OperaiDr Design Methodology : ASD Forte Softwarf Operator Paul Christenson Palos Verdes E~gineering (858) 509-8505 paul@pvec.corn Job Notes 5/6/2013 2:46:08 PM FortE! v4.0, Design Engine: V5.6. 1.203 Railyard.4te Page!of1 OR MEMBER REPORT Level, Fbor: Joist 1 piece(s) 11 7/8" TJI® 560 @ 16" OC PASSED Overall Length: 20' 7" + + 0 0 r Jr .. 20' m B) All locations are measured from the outside face of !eft support (or left cantilever end). All dimensions are horizontal. i-'~-D:o..e.:::s:o:i..,.g.:..:n....:oR~e::.::sc.=u:.:..:lts::;;__-""--+--··_Acblc.c_~a-1-=@-Loca"'• _lion~-'----4'l'-'"""••·,,""JU..;.!'-'(!!Nei'l""'.'"" ..•• -'-'·2..:: }.+'\RU""···-··~····· .""ii!"'f'""·'c...\i.:::fi,"-,:':.::.<·_,· :'~'-?""'i!P"" ... ~'-".:l"fM""'-.... ·""r~~""' •. "" ... llll.::.· ~""j""m_·-IJ;·.t@il""_'.''"'.ffi"' .• .::.attem:.:. •• :.:..~•c:.:j..;.>_--_·-~'-.""·=··.~-1 System: Aoo~ ~·M~e~m~b~e~rR~ea~ct~lo~n~('~~~)-~~~7.::.47~©~2~1~/2:.::.'_' --+--=1~39~6~(.::.2.=2~s··~)-+P~a=~==~(5=3:.:.%~)-~l.~OO~l~.O~D~+~l~.O~L~(~~I-=S~pa~n~~~---~i MemoorT~:~i~ I Shear (lbs) 733 @ 20' 3 1/2" 2050 Pa~ (36%) 1.00 1.0 0 + 1.0 L (Ail Spars) i Building Use : Residentfai ~~x=L---------+-~~~~~~----=~..;._-+~~~~-4-==~~~~~~~~------~ ! Moment (Ft-lbs) 3728 @ 10' 3 1/2" 9500 Passed (39%} 1.00 1.0 D + 1.0 L (All Spans) Building Cocle: :sc i live Load Defl. (in) 0.317 @ 10' 3 1/2" 0.504 Passed (l/764) 1.0 D + 1.0 L (All Spans) Design Methodo:agy: ASD : Total Load Deft. (In) 0.436 @ 10' 3 1/2" 1.008 Passed (l/555) 1.0 D + 1.0 L (All Spans) 1 TI-ProT" Rating 43 40 Passed • Deflection cnmria: L~ {l/480) and TL (l/240). • Bracing (Lu): All compression edges (rop and boi!Dm) mu~ oo braced at 7' 11 5/8" ofc unless detailed otl1elwise. Proper attachment and poSitioning of lamral tracing is required tD achieve member stlbillly. • A structural analysis of the deck has not been pe:for:ned. • Detlection al'alysls Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nailed down. • Additional conSidera~ons for the TJ-Pro"" Rating include: None Supports : l·Studwaii-DF I toads·· · 1 · Uniform(PSF) OID20'7" r e.W:.:--:.:ey-.·:c!·=e~r.:C·--&::i"c:e::U::"'-=~::.r.:.N.:c··~:.:otz .. $~.·:-~:::__.._ .. ""··•-"'•·~~-==···==-·-_-~_·:__.._:__..__:__.._:__.._:__.._:..;,._.;:__.._:__..__:__.,__"---":__.._:__.._~:__.._'---:..;,._.;:__.._;.:;._-'-;.:;..-.;_-_-_---~""-;~/.;_~:=-:=------! ~SUSTAlNASlE FORESTRY INITIATIVE . Weyerhaeuser warranls that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and publlslled design voiues. :Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser IIIOOII:Ure for installation details. i (www.woodbywy.oom) Accessories (Rim Beard, Bloci<lng Panels and SqllaSh Blocks) are net designed by this software. Use of this software is not Intended to :circumvent the need for a design profess~onal as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to 'assure that this calculation Is competlble with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable , forestry standards, ·The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Softwat e Operator Paul Christenso~ Palos Verdes Engineering (858) 509-<1505 paul@pvec.com Job Notes 5/8/2013 9:16:27 AM Forte v4.0, Design Engine: V5.6.1.203 Rai/yardAte Page 1 of 1 0 T + 0 MEMBER REPORT Level, Fk:Jor: Joist 1 piece(s) 117/8" TJI® 560 @ 12" OC Overall Length: 22' 4" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. + 0 j DeJign Results ~.! ll!l ~flon, <'1\Jt~ ;:'i¥R~i~'*''.f':02J't:,:i~'i ~~¥9!"'b(n~~~T~J , Member Reaction (lbs) 608 @ 2 1/2" 1396 (2.2.5") : Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) i System : Floor PASSED /fti'L Member Type : Joist Building Use : Residential ! Shear (lbs) 598 @ 22' 1/2." 2050 Passed (29%) !1.00 1.0 D + 1.0 L (All Spa1s) ~ ' Moment (R·Ibs) 3302 @ 11' 2" 9500 Passed (35%) I 1.00 1.0 D + 1.0 L (All Spans) Building Code: lBC ~----~--~------~------~------~----~~---+----~~~-+--~--------~~~--~-------~ Live Load Def!. (In) 0.332 @ 11' 2" 0.548 Passed (L/792) 1.0 D + 1.0 L (All Spans) Design Methodology : ASD ~'T~m~a~~-~~a_d~D~~~·~·<~in~)----~---0~·~45~7_@~1~1'~2~"--~--~1.~0~96~--ri~Pa=ss~e=d~{~L/~5~7~~~--~l~.O~D~+~l~.O~L~(AI~I~S~p~an~s~)--------~ L TI·Pro,.; Rating 43 40 Passed • DeflecUon criteria: u (1../480) and TL (l/240). • Bradng (L.u): All compression edges (top ami botiDm) m:Jst be braced at 8' 5 9/16" o/c u:-.less detailed othetWise. Proper atlilchmentand positio~lng o'la!l!t-al bracing is required to achla<e member stability. • A structural analysis of the deck has ~at been performed. • Deflection analysis is based on composite actlon with a single layer of 23/32" Weyerl1aeuser Edge"' Panel (24' Span Rating) that is glued and r.alted down. • Additional considerations for the Tl-Pro"" Rating include: None r---~----~---.--~ I toads i 1 -Uniform(PSF) . ·····~.--.:.~·-·o·~---·-··~--~ .--= : '>~:~,.....---·v··:-'··~.-~;:i-S;'·~~·~~~----: --A !>.:.: W:..:.:e:::!"Jc.::e=r.:.:h:::a:.::e=u:::se.=:..r.:..N=ot:.::=~:::,c.:-;.._.......:_:_:_-'----------'"'"'---'--------'-"""----'--'----'-·-"":2>'' '----'-"'------~·..;._-! (~ SUSTAINAI!LE FORESHJ INITIATIVE Weyerhaeuser warrants that t1e sizing of its products will be in accordance wllh Weyerhaeuser product design crfleria and published deSign valles. 'Weyerhaeuser expressiy disclaims any other wa;ranties relared tD the software. Refer tD current Weyerhaeuser literature for Installation details. i (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not deSigned by !his software. use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurlsdlcllon. The deSigner of record, builder or tramer Is responslhle to :assure !hat lhls calculation Is compa~ble willl t!le overall project. Producls manufactured at Weyerhaeuser facilitieS are thln:i-party certified to sus:ainable 1 1 forestry standards. The product application, input design loads, dimensions and support informa~on have been provided by FOrte Software Operator ,..-F~orte __ S_oftw_~ar_e_O_pe.=r=ato==r ==============1:=J=ob=N=otes=============================== l Paul Christenson -"'!\ Palos Verdes Engingering ! (858) 509-8505 paul@pvec,com j 5/8/2013 9:21:13 AM Forte v4.0, Design Engine: V5,6.1 ,203 Rei/yard. 4te Page1of1 RT + 0 MEMBER REPORT Leve(, Fbor: Joist 1 piece(s) 11 7/8" TJI® 110 @ 16" OC Overall Length: 15' 7" 15' AI! locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. + 0 I Member Reaction (lbs) 684@ 15' 41/2" 1041 (2.25") Passed {66%) 1.00 1.0 D + 1.0 L (All Spans) I i Shear (lbs) 670 @ 15' 3 1/2" 1560 Passed (43%) 1.00 , 1.0 D + 1.0 L (All Spans) ! : Moment (Ft-lbs) 2563 @ 8' 6 13/16" 3160 Passed (81 %) 1.00 1.0 D + 1.0 L (All Spans) I : Uve Load Defl. (In) 0.230 @ 7' 11 7/8" 0.379 Passed (L/790) 1.0 D + 0. 75 L + 0.75 lr (All Spans) I :Total Load Del'!. (In) 0.375@ 8' 3/8" 0.758 Passed (L/485) 1.0 D + 0.75 L + 0.75 lr (All Spans) i L TI-P~~ Ra!illL__ 46 40 Passed _ __j • Deflection critEria: LL (l/480) and TL (l/240). • Bracing (Lu): All compcesslon edges (IDp and bottom) must be braced at 2' 1111/16" o/c unless detlili!ed othe!wlse. Proper attachnentand positioning of lateral bracing Is required to achieve member stability. • A strucllJI'al analysis of the deck has not been performed. • DeMection analysis Is based on composite actlon wlln a single layer of "13/32" WeyerhaeiJSer Edge7" Panel (24" Span Rating) that is glued and na:Jed down. • Additional canslderntions for the TJ..Pro'" Rating Include: None 0 to 15' 7" 16" 10' 6" 16" PASSED System : Floor Member Type : Joist Building Use : Residential Bulldlfi!J Code : IOC Design Methodology : ASD L.~::..:~:ce"-'y'-'e:c·: ... ·.:.::e:..::~w:.::~:.:::..:e~.:..:ts ... N"'~:..;:es:..:thec::....s_iz-in-g-of-l-ts-p-ro-d-uc~t:s-w-i-i!-be-l-n-acco_...rd_a_n_~-'-w.:..;;-~-W-eye-"-,-ha-:-use---~~.>=~~""~: ... --~ ... :t---~--~-~~-: ... ::~~~""------_rla-'a"'.~"';:::-"':u"':~-~s-h_ed...;.d_esl ___ gn_va_lu-es"'.""""-----"l-"--;"-, ~susTAINABL,FORESTRY·NI'lAT!VE :Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyertlaeuser literature for Installation de!ails. j (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are nat designed by this software. Use of lnis software is not Intended ID :circumvent the need for a design professional as determ!ned by the authority having jurisdiction. The designer of record, bullder Of framer is responsible ro i ~assure that this calculation is compatible with the overall project ProduciS manufacturnd at Weyerhaeuser fadlilies are third-party certified !D sustainable ' foreslry standards. 'The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Paul Christenson Palos Verdes Engineering (858) 509-8505 paul@pvec. com Job Notes 5/8/2013 9:25:14 AM Forte v4.0, Design Engine: V5.6.1.203 Railyard. 4te Page I of 1 + 0 MEMBER REPORT Level, Floor: Joist 1 piece(s) 11 7/8" TJI® 360 @ 16" OC Overall Length: 19' 3 3/8" 18' 8 3/8" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. I Design'R.esull$ . . ~~i:i!lf.~tiiln .. •. ~;)lr~d:' : ,:~li~t':" .J . ···'""""' 'l ",'C~ijdittrt~ii)'CZ:<t., ·-i. Member Reaction (lbs) 1071 @ 19' 7/8" 1202 (2.25") Passed (89%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 1057 @ 18' 11 7/8" 1705 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) ! Moment (Ft-lbs) 4370 @ 11' 11/2" 6180 Passed {71%) 1.00 1.0 D + 1.0 L (All Spans) i Uve Load Defl. (In) 0.414 @ 9' 9 13/16" 0.472 Passed (1../547) 1.0 D + 1.0 L (All Spans) i Total Load De:'!. (In) 0.647 @ 9' 11 3/16" 0.943 Passed (1../350) 1.0 D + 1.0 L (All Spans) ~~!]-Pro"' Rating 41 40 Passed 1-- • Deflet:Hon criiErla: U. (l./480) ar.d TL (IJ240). • Bracing (L.u): All ccmpresslon edges (top and botiDm) must be braced at 3' 11 l/16" ofc unless detailed otherwise. Proper at13Chment and positioning of lateral bracing is requlreri tD achieve member stablllty. • A structural analysis of the deck has not been performed. • Deflection analysis is based on corr.posite acijon with a single layer of 23/32" Weyerhaeuser Edge'" Panel (Z4" Span Rating) that is glued and na:Jed down. • Additional considerations for the TJ-Pro'" Ratlng include: None • Rim Board is assumed tD carry all loads applied directly above it, bypasslng the member being designed. 1 -U"iform (PSF) 2-Point(PLF) j Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published deslg~ values • . Weyerhaeuser expressly disclaims any other warrantles related to the software. Refer tD current Weyerhaeuser llteralllre l'or !nstallatlon detlllls. 1 (www.woodbywy.ccm} Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to , drcumvent the need for a design professlor.al as determined by the authority having jurisdiction. The designer of reoord, builder or framer Is responsible tD , assure that this calculation is compatible with the overaii!Jroject. Products manufactUred at Weyerhaeuser facilities are third-party certlfled to sustainable ! forestry standards. 'The product application, input design loads, dimensions and support Information have been prD11lded by forte Software Operatnr + 0 •,: "3 __; ---j i ! PASSED ~m:Floor Member Type : Joist Building Use : Residential Building Code ; lBC Design Metilodology : ASD ~ SUSTAINABL~ FORESTR'!' INITIATIVE Forte Software Operatnr Paul Christerson Palo~ Verdes Engineering (858) 509.S505 paul@pvec.com Job Notes 5/812013 9:28:50 AM Forte v4.0, Design Engine: V5.6. 1.203 Rai/yardAte Page 1 of 1 0 TE + 0 MEMBER REPORT Level, Fbor: Joist 1 piece(s) 11 7/8" TJI® 110 @ 16" OC Overall Length: 16' 7" 16' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. + 0 ·oes1a11."i'tiii.lf~ ... ,, •· : · . , .~~l~!Loc:a~on' · ·'~~~~!;)' ~~;~:1~-~~ ;W;: 'Ji4iiiii\~Mjlllt:~}~2;:;?zi,~'!?f,~l ! Member Reaction (lbs) 600 @21/2" 1041 {2.25") Passed (58%) 1.00 1.0 D + 1.0 L (All Spans) J Shear{lbs) 587 @31/2" 1560 Passed {38%) 1.00 1.0 D + 1.0 L (All Spans) I Moment (Ft·lbs) 2396 @ 8' 3 1/2" 3160 Passed (76%) 1.00 1.0 D + 1.0 L (A!I Spans) I Uve !.Dad Deft. (in) 0.275 @ 8' 3 1/2" 0.404 Passed (L/704) --, 1.0 0 + 1.0 L {All Spans) I i Total Load Defl. (In) 0.379 @ 8' 3 1/2'' 0.808 Passed (L/512) "" 1.0 D + 1.0 L (All Spans) J ~'"Rating 43 40 Passed ----I • Deflection cnterla: lL (l/480) and Tt. (l/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 2 1/B" o/c unless detailed otherwise. Proper atlachment and posl!lonlng of lateral braclng Is required to achlew member sli!blllty. • A structural analysis of the deck has not been performeo. • Deflection analysis is based on composite action wlth a single layer of '23/32" Weyemaeuser Edge"' Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the Tl-Pro"' Rating include: None PASSED ~m:floor Member Type : Joist Building Use : ResldenUal Building Code : IBC Design Methodology : ASD fWewffi~i!~~ ~~ ""'-'-'-""'-''-"""'-......;:;'""""'-'""""'-'""""'----''-"'-"""'-'-'---"""'"""''---"'-'""'-"='---'-'"i:; ~SUSTAINABLE FOREST~ :Nt'!IATIVE 1 Weyemaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design o1tl!ria and published design values. i Weyerilaeuser elCprl!ss!V disclaims any other waiTilnHes rela~ In the software. Refer In CUITE!nt Weyerhaeuser lltmJture for lnstallaUon delillls. ; {www.woadbywy.com) Accessories (Rlm Board, Blocking Panels and Sqllllsh Blocks) are not designed by thls software. Use of lhls software Is not intended ID i circumvent the need fur a design professional as determined by the authcrtty having jurlsdlcllon. The designer of record, builder or !Tamer Is responsible In II assure that this calculation Is compatible with the owrall project Products manufactured at Weyerhaeuser faclll!les are lhlrd-party certified to sus!iiinable forestry s!iindards. i The product appllcatlon, Input design loads, dimensions and support lnformaHon hallt! been provided by Forte Software Opera!Jor Forte Software Operator Paul Christenson Palos Verdes E~gineertng (858) 509-8505 paul@pvec.com Job Notes 5/812013 1;42:37 PM Forte v4.0, Design Engine: V5.6.1.203 Rai/yard.4te Page 1 of 1 TE' + 0 MEMBER REPORT Level, Fbor: Joist 1 piece(s) 11 7/8" TJI® 210@ 16" OC Overall Length: 17' 10" 17' 3" Air locations are measured from tne outside face of left support (or left cantilever end). All dimensions are horizontal. + 0 ~h Results ::t: ·· -.Adm!i.<llif.~U.Oti": • ::. ;~~·;:::::?;,~N;;.,~iJ;:?E?~-~~!W.~~~'iil~~:~~1.:;f;;i;~J I Member Reaction (lbs) 646 @ 2 1/2" 1134 (2.25") Passed {57%) 1.00 1.0 D + 1.0 L (All Spans) ; ! Shear (lbs) 633 @ 3 1/2" 1655 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) 1 PASSED System : floor Member Type : Joist Builclfng Use ; Residentlal BUilding Cede : IBC i Moment (Ft-lbs) 2781@ 8' 11" 3795 Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) _j ; Live Load Defi. (In) 0.321 @ B' 11" 0.435 Passed (l/650' 1.0 D + 1.0 L 'AU Spans) Design Methodology: ASD ~~==~~~~----~--~~~~~---1----~~---+~==~~~~~+---~~~~~~-v~~~L--------~ ; Total Load Deft. {in) 0.442@ 8' 11" 0.871 Passed (l/473) 1.0 D + 1.0 L (All Spans) ~~~~~~~-----1--~~~~~---1----~~---+~~~~~-t---;~~~~~~~~L--------~ ! TJ-Pro"' Rating 41 40 Passed _j • Deflectlon criteria: U. (L/460) and TL (L/2'10). • Bracing {Lu): All compression edges (tnp and bottnm) must be braced at 3' 9 7/6" o{c unless detailed otherwise. Proper attachment and positioning oflate1111l bradn(; is required to achieve member stability. • A structural analysis of the deck. has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"' Panel (24" Span Rating) that Is glued and nailed down. • Addltlonal considerations for the TJ-Pro"' Rating lrn:l~de: None . :~)[Jeart~ll:~tit.· . T~t·!~ ~'.4w!~~!,~ ... j 1 -stud wall • OF 3.50" 2,25" 1 2-stud wall-OF _ _l_3_._so_•_,_ __ 2._...2.::..!i"_...__..........::..~'-----'---__. __ __..:,______,_l_l_,_/'t_"_R_Im_Boa __ rd ____ --J • Rim Board is assumed tD cany all loads applied directly above it, bypassing the member being designed. 0 tD 17' 10" 16" fw-~rfla~~4:~~:it~~S ·:-,--:-:'"$~~::::--~-?:J~~~;;:;;jS~:;g--:;··:::::c::::;:··~ ~SUSTAtNABLE FOREST!!V H-.IITIATI\IE Weyerhaeuser warrants that the sl2lng of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related tn the software. Refer tn current Weyerhaeuser literature for Installation delai!s. (www.woodbywy.com) Accessories (Rim Board, 6locldng Panels and Squash Blocks) are not designed by this software. Use of this software ls not intended to circumvent the need for a design professional as detennlned by the authO!"lty having jurisdlctlon. 1he designer of record, bulkier or framer Is respcnsible tn assure that lhls calculatlonls compatible with the overall project Products manufactured at Weyelflaeuser facilities are lhird·party certified tD sustainable foreslly standards. I The product application, Input design loads, dimensions and support lnformaUon have been provided by Forte Software Operiltcr Forte Software Operator P:.ul Christenson Palos Verdes Engineering (858) so9.asos paui@p.,c.com Job Notes 5/8120131:40:41 PM Forto v4.0, Design Engine: V5.6.1.203 Railyard. 4te Page1of1 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 JOB 24-13-156 SHEETNO D OF CALCULATED_B_Y~~P~S~C-DAT-E---5-/-1/~13-- CHECKBY DATE---- SCALE Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-S505 -Ofc (858) 500-8515-Fax Description: (FB-4) FLr Bm (Un. 1) Adject Stair TiUe: Engineer: Project Desc.: Project Notes : Job# 8 } ~ Material ~~()~!"R,!i~!""'"' .. Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7..05 Analysis Method : Allowable Stress Design Load Combination .20091BC & ASCE 7-05 Fb -Tension 2900 psi E: Modulus of Elasticity Fb-Compr 2900 psi Ebend-xx 2000 ksi Fe-Prll 2900 psi Eminblend-xx 1 016.535ksi Wood Species : ilevel Truss Joist Wood Grade : Paranam PSL 2.0E Fe-Perp 750 psi Fv 290psi Ft 2025psi Beam Bracing Beam is Fully Braced against lateral-torsion buckling r-------~--~--------- 3.5x11.875 Span = 17.250 ft Densit;~ 32.21 pet Span = 1.0 ft 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 = 0.020, L = 0.0530 klft, Extent= 0.0 ->> 16.0 ff, Tributary Width= 1.0 ft Uniform Load: D = 0.1850, Lr= 0.050, L = 0.0530 klft, Extent= 16.0-» 17.250 fl:, Tributary Width= 1.0 fl Point Load : D = 0.850, L = 1.950 k @ 16.0 ft Load for Span Number 2 Uniform Load: D =0.1850, lr= 0.050, L= 0.0530, Tributary Width= 1.0fl Point Load : D = 0.850, L = 1.950 k@ 1.0 ft DESIG SUMMARY Maximum Bending Stress Ratio Section used for this span fb :Actual FB : Allowable Load Combination location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +lr+S Deflection Max Upward l +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination D+L+Lr Span 1 2 Vertical Reactions • Unfactored Load Combination overall MAXimum OOnly LOnly LrOnly L+lr Support 1 0.752 0.267 0.484 0.001 0.485 :: = 0.172 1 3.5x11.875 499.46psi 2,900.00psi +D+L+H 9.156fl Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.125 in Ratio= -0.021 in Ratio= 0.193 in Ratio= -0.033 in Ratio = Max. • -· Dell Location in Span 0.1930 8.890 0.0000 8.890 Fv : Allowable Load Combination Location of maximum on span Span if. where maximum occurs 1000 1138 1072 730 Load Combination D+L+lr Support notation : Far left is #1 Support 2 Support 3 6.834 2.339 4.383 0.112 4.495 = = = Max.'+" Deft 0.0000 -0.0328 Values in KIPS ; 0.457: 1 3.5x11.875 132.64psi 290.00 psi +D+L-+H 17.250fl Span# 1 location In Span 0.000 1.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc Prqect Title: EnQineer: ProJect Oeser: Proiect ID: (858) 509-8515-Fax jJg!!l@pvec.com l Wood Beam Prinmd: 9 AUG 2Q13, 8:34AM ,, "" ""-------=RI:--8 =---=E=:\JAHR09-K\PC:Newi.2-==o1=3\=1N"""N~~ncalc\ral!Yird.ec6 -·, ENERCALC INC. 1983-201 Bu!kl:6.13.6.3D, Ver:6.13.6.30 Description : (FB-5) Flr Bm (Un. 1) CODE REFERENCES Calculations per NOS 2005 Load Combination Set: 20091BC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Fb -Tens ion Load Combination 2009 IBC & ASCE 7-05 Fb-Compr Fe-Prll Wood Species : ilevel Truss Joist Fe-Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.3) Lr(O.OS) L(0.48) 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi ' 0(0.293) Lr(0.022) L(0.625) 7x16 Span= 20.10 ft E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1 ,016.54ksi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.2930, Lr = 0.0220, L = 0.6250 , Tributary Width = 1.0 ft Point Load: D = 0.30, Lr = 0.050, L = 0.480 k@ 6.50 ft QE.SJ(JN SUM_M.AflY Maximum Bending Stress Ratio = 0.696 1 Maximum Shear Stress Ratio Section used for this span 7x16 Section used for this span fb: Actual = 2,016.71 psi fv: Actual FB : Allowable ;r 2,900.00psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 9.757ft Location of maximum on span Span #where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.527 in Ratio= 457 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.789 in Ratio= 305 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections -Unfactored Loads Design OK = 0.405: 1 7x16 = 117.32 psi 290.00 psi -+O+l+H = O.OOOft = Span# 1 load Combination Span Max.·-· Detl Location in Span Load Combination Max. '+" Defl Location in Span o-tt+Lr ----;---, -----.oc::;.7"""as.::7-----,,"'o.-;;-;os""o ___________ -----;:o."""'oo""oo---·-·---o.ooo --- Vertical Reactions. Unfactored Support notation: Farleftls#1 Values in KIPS ----~-------------------------· Load Combination Overall MAXimum OOniy LOnly LrOnly L+Lr D+Lr D+L Support 1 10.260 3.399 6.606 0.255 6.861 3.654 10.005 Support2 9.967 3.293 6.436 0.237 6.674 3.531 9.730 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com Project Title: En9lneer: Project Oeser: Project !D: 'b~ I ! Steel Beam Pnnte~: 17 OCT 2013, 7:04.\M Rle = E:IJAHR09-K\PC-New\2013\1NNOA3-Z\Caic\rsllyard.ec5 ENERCALC, INC. 1983-2013, Build:6.13.a31 Ver-6.13.8.31 Description : (FB-6) Fir Bm@ Mech Well CODE REFERENCES Calculations per AISC 360-05 Load Combination Set : 2009 IBC & ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Fy : Steel Yield : E: Modulus: .. 50.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied fo~~alc~~tions. Uniform Load: D = 0.2830, Lr = 0.190, L = 0.040 k/ft, Trtbutarv Width= 1.0 ft Point Load : D = 0.650, Lr = 0.850 k@ 8.0 ft Point Load: D = 2.10, L =-3.40 k@ 10.750ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.487: 1 Section used for this span W8x48 Ma : Applied 59.487 k-ft Mn I Omega :Allowable 122.255 k-ft Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination +1.10D-t{).750Lr+0.750L+E+H Load Combination Location of maximum on span 1 0.750ft Span #where maximum occurs Span # 1 Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.491 in Ratio = 0.000 ln Ratio = 0.930 in Ratio= 0.000 in Ratio= 525 0 277 0 Overall Maximum Deflections • Unfact.ored Loads Load Combina1ion Span Max."-' Defl Location in Span Load Combination D+L+Lr 1 0.9298 10.750 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span D Only 1 LOnly 1 LrOnly 1 L+Lr 1 D+Lr 1 D+L 1 D+L+lr Max. Downward Defl 0.4389 0.2660 0.2250 0.4909 0.6638 0.7049 0.9298 Location in Span 10.750 10.858 10.643 10.750 10.750 10.750 10.750 S:oan Design OK 0.125: 1 W8x48 8.480 k 68.0 k +·1.1 OD+O. 750Lr-t{).750L +E+H 0.000 ft Span# 1 Max. "+" Dell Location in Span -o.oooo-·----o.ooo·------ Max. Upward Defl Location in Span o.cooo -----0.000--- 0.0000 0.000 0.0000 0.000 0.0000 0.000 0 .OOO:J 0.000 0.0000 0.000 0.0000 (}.000 VaiUElS in KIPS Vertical Reactions • Unfactored Support notaUon : Far left is #1 ------'--:;__ __________________ ------ Load Combinatfon Overall MAXimum DOnly LOnly LrOnly L+Lr D+Lr D+L D+L+Lr Support 1 9.207 4.500 2.130 2.576 4.706 7.077 6.630 9.207 Support 2 8.823 4.334 2.130 2.359 4.489 6.693 6.464 8.823 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858} 509-8505-Fax (858} 509-8515 JOB 24-13-156 SHEETNO ----~4~----0F ________ _ CALCULATED BY PSC DATE 511!13 CHECKBY DATE---- SCALE Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 50g..B505-Ofc {858) 509-8515-Fax Jl_a..Y!.@py-ec.com I Wood Beam Description : {FB-7) Fir Bm @ Mech Well CODE REFERENCES Calculations per NDS 2005 Load Combination Set: 2009 IBC & ASCE 7-05 IIJiaterial Properties Project Title: En~ineer: ProJect Oeser: ProieciiD: 'l~ Analysis Methcd: Allowable Stress Design Fb-Tension 2,900.Dpsi 2,900.0psi 2,900.0psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb-Compr Fe-Prll Wood Species : ileve! Truss Joist Fe-Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.22) Lr(0.1) L(0.04) 7x11.875 Span= 21.0 ft 750.0psi 290.0psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.220, Lr = 0.10, L = 0.040 , Tributary Width= 1.0 ft _QE_SIGN ~VMMA.RY. .. Maximum Bending Stress Ratio Section used for this span fb: Actual FB :Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.36Cl 1 7x11.875 1,306.77psi 3,625.00psi +D-t{). 750Lr+0.750L -fH 10.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.315 in Ratio= 0.000 in Ratio = 0.811 in Ratio= 0.000 in Ratio = Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 798 0 <360 310 0 <240 Overall Maximum Deflections· Unfactored Loads Load Combination Span -----~--~---------D+L+Lr 1 Vertical Reactions • Unfactored Load Combination Support 1 6Verau MAXimum-----·------3. 780 D Only 2.310 L Only 0.420 Lr Only 1. 050 L+Lr 1.470 D+Lr 3.360 D+L 2.730 D+L +Lr 3.780 Max. •-• Dell 0.8110 Support2 3.780 2,310 0.420 1.050 1.470 3.360 2.730 3.780 Location in Span Load Combination 10.577 Support notation : Far left is #1 = = = Design ElK 0.155: 1 7x11.875 56.19 psi 362.50 psi +D+0.750Lr+{).750L -fH O.OOOft Span# 1 Max. "+"Dell Location in Span 0.0000 Values in KIPS 0.000 ---·--·~- Pales Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com j Steel Beam Description : (FB-7a) Fir Bm@ Mech Well CODE REFERENCES Calculations per AISC 360-05 Load Combination Set : 2009 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Project Title: En9ineer: ProJect Oeser: Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 0(0.343) Lr(0.1) L(0.295) Span = 22.330 ft W8x40 Fy : Steel Yield : E: Modulus: Proiec!ID: 50.0 ksi 29,000.0 ksi ., Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self wei~ht calculated and added to loads Uniform Load : D = 0.3430, Lr = 0.1 0, L = 0.2950 k/ft, Trib~;tary Wldth = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio .. 0.450 : 1 Section used for this span W8x40 Ma: Applied 44.712k-ft Mn f Omega: Allowable 99.301 k-ft Maximum Shear Stress Ratio= Section used for this span Va: Applied Vn/Omega : Allowable Load Combination +1.1 OD+0.750Lr-+D.750L +E+H Location of maximum on span 11.165ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection OVerall Maximum Deflections -Unfactored Loads 0.526 in Ratio= 0.000 in Ratio= 1.036 !n Ratio = 0.000 !n Ratio= Load Combination Span Max. •-• Dell Locatlon in Span D-tL +Lr 1 1 .0359 11.277 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Location of maximum on span Span #where maximum occurs 509 0 259 0 Load Combination Load Combination Span Max. Downward Defl Location in Span Span D Only 1 L Only 1 LrOniy 1 L +Lr 1 D·!Lr 1 D+l. 1 D+L+Lr 1 Vertical Reactions -Unfactored Load Combination Overall MAXimum DOnly LOniy LrOnly L+lr D+Lr D-tL D-+l+l.r Support 1 8.684 4.274 3.294 1.117 4.410 5.391 7.568 8.684 0.5099 0.3929 0.1332 0.5261 0.6430 0.9027 1.0359 Support2 8.684 4.274 3.294 1.117 4.410 5.391 7.568 8.684 11.277 11.277 1t277 11.277 11.277 11.277 11.277 Support notation : Far left is #1 0.135 : 1 W8x40 8.009 k 59.40 k +1.1 OD--D.750Lr+0.750l. +E+H 0.000 ft Span# 1 Max. "+" Dell Location in Span 0.0000 O.OGO Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Values in KIPS Location in Span 0.000 0.000 0.000 0.000 o.coo o.coo 0.000 Palos Verdes Engineering Corpalion 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com ·---- Project Title: Engineer: Project ID: Projed Oeser: "'fl/ 1 1Wood Beam Printed:170CT2013, 7:09AM File= E:\IAHR09-K\PC-Naw\201S\1NNOA3-Z\Calc\railyard.eo6- ENERCALC,INC. 1983-2013, Buik!:6.13.8.31, Ver:.6.13.8.31 Description : (FB-.'l) Hdr Bm @ FB-6 CODE REFERENCES Calculations per NOS 2005 Load Combination Set: 20091BC & ASCE 7-05 Material Properties Analysis Method : Allowable Stress Design Load Comb:nation 20091BC & ASCE 7-05 Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL2.0E Beam Bracing : Completely Unbraced 0(4.2) Lr(2.6) L(2.4) Fb-Tension Fb-Compr Fc-Prtl Fe-Perp Fv Ft 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi E: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1 ,016.54ksi Density 32.210pcf f u -j_ -. 0(0.35) Lr(~.1) L(0.22) ____ ' Span= 12.0 ft Applied Loads Service loads entered. Load Factors will be aop!ied for calculations. Uniform Load: D = 0.350, Lr-::: 0.10, L = 0.220, Tributa!'Y Width= 1.0 ft Point Load : D = 4.20, Lr = 2.60, L = 2.40 k (Ql3.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.763 1 Maximum Shear Stress Ratio = 0.649: 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 2,192.89 psi fv: Actual = 188.17 psi FB : Allowable = 2,875.37psi Fv : Allowable = 290.00 psi Load Combination +0-+l+H Load Combination +D+l+H Location of maximum on span "' 3.109ft Location of maximum on span = O.OOOft Span #where maximum occurs = Span# 1 Span # where max~mum occurs "" Span# 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.251 in Ratio= 574 Max Upward L +Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.487 in Ratio= 295 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections -Unfactored Loads Load Combination Span D+l. +l.r 1 Vertical Reactions· Unfactored Load Combination Support 1 OVerall MAXimum 10.920 D Only 5.250 LOnly 3.120 LrOnly 2.550 L-ttr 5.670 D+l.r 7.800 D+l. 8.370 D+l. +l.r 10.920 Max.·-· Deft 0.4874 Support2 6.320 3.150 1.920 1.250 3.170 4.400 5.070 6.320 Loca!ion in Span Load Combination 5.650 Support notation : Far left is #1 Max. "+" Deft Location in Span .. ------· o.oooo------o.ooo-- vaJL!es in KIPS Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com __ ~--------... -_ ...... __ _ ; Steel Beam Description: (FB-9) Fir bm @ Open Space nne: Engineer; Project Desc.: Project Notes : Material Properties Calculations par AISC 3611-0_5, lBC 2009, CBC 2010, ASC~ 7..05 Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Fy : Steel Yield : 50.0 ksi E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 W8X67 Applied Lol){ls Service loads entered. Load Factors will be applied for calculations. Beam self weiQht calculated and added to loads Uniform load: D::: 0.4690, Lr = 0.040, L = 0.6850 klfl, Tributary Width= tO fi Point Load · D = 2.60, L = 4.60 k (.lil4.0 ft Point Load : D = 1 .550, Lr = 0.80, L = 1.050 k@. 8.0 ft Point Load: D = 5.40, Lr= 3.20, L == 0.80 k @16.0 fl DESIGN SUMMARY Maximum Bending Stress Ratio = 0.628: 1 Section used for this span W8X67 Mu: Applied 109.847 k-ft Mn I Omega : Allowable 17 4.900 k-ft Load Combination +1.10D+0.750Lr+0.750L+E+H Location of maximum on span 10.290ft Span #where maximum occurs Span # 1 Maximum Deflection Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span# where maximum occurs Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.697 in Ratio = 0.000 in Ratio= 1.126 in Ratio= 0.000 in Ratio= 361 0 <360 223 0 <180 Overall Maximum Deflections • Unfactored Loads Design OK 0.212: 1 W8X67 21.735 k 102.60 k +D+L-tH 0.000 ft Span# 1 Load Combination Span Max. ·-• Defl Location in Span Load Combination Max."+" Dell Location i~ Span --~--~------.1---"""o.~oo;;-;;o"o -~--;:;o-;;c.oo;;;;o:-------~---------~o.~oo:;-;;o~o o.ooo Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Dell Location In Span l5 Only ----·-------~-f·---_,o""'.s=72=s-----.,1""o.=71""'o _______ ....:,o:-o.o=oo=o,-----..,o"".o""ooo-----· L Only 1 0.5540 10.290 0.0000 0.000 LrOnly 1 0.1443 11.130 0.0000 0.000 L +lr 1 0.6973 10.500 0.0000 0.000 D+Lr 1 0.7168 10.815 0.0000 0.000 D-tl 1 1.1264 10.500 0.0000 0.000 D+L -tlr 1 1.2700 10.605 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Suppo!i2 Overall MAXimum 23.413 23.070 DOnly 9.979 10.829 LOnly 11.757 9.078 LrOnly 1.677 3.163 L4.r 13.434 12.241 D+Lr 11.656 13.991 D+L 21.735 19.907 D+L-tlr 23.413 23.070 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone {858) 509-8505-Fax (858) 509-8515 JOB 24-13-156 SHEET NO '0 OF -----CALCULATED BY PSC DATE 5/1/13 CHECK BY SCALE _____ DATE--- Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Project Tille: Engineer: Projecl Oeser. ,-Jl_aul@llY.~c.com _ . ______ _ .. __ ----.... ---------,=-~:-:-=:-=--=::-:-:--:-:: Prinied: 14 A~G 2013, 7:01AM File,. E:\lAHRO!I-K\PC.New\20131 1 NNOA:t-2\Ca!cll!lllyanl.ec6 ENERCALC,INC.1963-2013, Build:6.13.6.30, Ver:6.13.6.30 l Steel Beam Description : CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Load Combination 20091BC & ASCE 7-05 + 0(2.1) Lr0.98) L(~412) Lr(0.04) L(0.724) Fy : Steel Yield : E: Modulus: D(3) L(5.6) ! 50.0 ksi 29,000.0 ksi Applied Loads Service load_s entered. Load Factors will be app!i':~ for calcula~ions. Uniform Load: D = 0.4120, Lr = 0.040, L = 0.7240 klft, Tributary Width= 1.0 ft Point Load : D = 2.10, Lr::: 0.980, L = 0.390 k@} 5.0 ft Point Load : D::: 3.0, L = 5.60 k@ 10.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn I Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections· Unfactored loads 0.593: 'l W8x40 58.872k-ft 99.301 k-ft +D+L+H Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable 9.075ft Span# 1 0.369 in Ratio ::: 0.000 in Ratio= 0.602 in Ratio= 0.000 in Ratio = Load Combination Location of maximum on span Span #where maximum occurs 487 0 <360 299 0 <240 Load Combination Span Max. •-• Defl Location in Span load Combination • -·· ••••-•-·-·--·~---•nr D-+L +lr 1 0.6016 7.725 Maximum Deflections for Load Combinations • Unfactored loads Design OK 0.259: 1 W8x40 15.370 k 59.40 k ...O+L+H 15.000 ft Span# 1 Max. '+' Defl Location in Span 0.0000 0.000 Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Deft Location in Span -oonry--~ -~--·-----=--,1-------o:-:;;.2:;;-;32o::2--------:;-7.-;::57~5------__:_------';:;-o.""oo"'oo;o----·~o~.o~oo;;---- L Only 1 0.3346 7.800 0.0000 0.000 Lr Only 1 0.0352 7.050 0.0000 0.000 L+lr 1 0.3694 7.725 0.0000 0.000 D+lr 1 0.2672 7.575 0.0000 0.000 D+L 0.5667 7.725 0.0000 0.000 !J+l +Lr 0.6016 7.725 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS --------------------load Combination Support 1 Support 2 -overall MAXimii~--------,1""3.""71""3-----.,,.5.""99""7------------ o Only 5.390 5.890 L Only 7.370 9.480 Lr Only 0.953 0.627 L +lr 8,323 10.107 D+lr 6.343 6.517 D-+L 12.760 15.370 D+l +lr 13.713 15.997 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Description : Title: Job# Engineer: Project Desc.: Project Notes : Flle E:\lobs l Material Properties Calculations per NOS 2005, IBC 2009, CBC 20'10, ASCE 7·05 Analysis Method : Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Fb -Tension 2900 psi E: Modulus of Elasticity Fb -Compr 2900 psi Ebend-xx 2000 ksi Fe-Prll 2900 psi Eminbend -xx 1016.535ksi Beam Bracing Fe-Perp 750 psi Fv 290psi Ft 2025 psi : Beam is Fully Braced against lateral-torsion buckling Density 32.21 pcf Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E 0{0.66) L(1.74} 0(0.204}il(0.372) 7x11.875 Span= 16.0 ft Applied.loads Service loads entered. Load Factors will be applied for calculations. UnifoiTTl Load: D = 0.2040, L"' 0.3720 , Tributary Width = 1.0 ft Point Load: D = 0.660, L"' 1.740 k (c'i! 8.0 ft DESIGN SUMMARY · · ' · -Maximum 8ending-stressRaiio .. - _ .. ~------· ··---0.1os 1 Section used for this span 7x11.875 fb: Actual = 2,044.66psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB: Allowable = 2,900.00psi Load Combination +D+l +H Location of maximum on span = 8.000ft Span #where maximum occurs "' Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.415 in Ratio= 0.000 in Ratio = 0.621 in Ratio= 0.000 in Ratio = Overall Maximum Deflection~· UnfactQr~d Loa:ds. =,-· ,)'~. Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 462 0 <360 309 0 <240 = Design CJIK 0.327: 1 7x11.875 94.83psi 290.00psi +D+l+H 15.040ft Span# 1 Load Combination Span Max. "-• Dell Location In Span Load Combination Max. "+" Defl Locafion in Span D-+l.. 1 0.6207 8.080 0.0000 0.000 Vertical Reactions • Unfactored Support notation :Far left is #i Values in KIPS ------~~-----------------------------~~---------Load Combination Overall MAXimum DOnly LOnly D-tl Support 1 5.808 1.962 3.846 5.808 Support2 5.808 1.962 3.846 5.808 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc {858) 509-8515-Fax auf vec.com Wood Beam Title: Job# Engineer: Project Desc.: Project Notes : Primed: 31 MAY 2013,11:06AM File: E:\lobs on CADQ\PC..New\2013\13-156-RaiiYard l.ofls\Calc\ra11yiJ'd.ec6 I. ~ I:NE~CALC,JNC.1983-; Bulld:6.1112.i0, Vet.6.1112.10 ~ L.ic. #: KW-06006948 Licensee: 1BZI.lli0S MERIDES ENGINEERING (;(DR Description: (FB-12) Fir Bm@ Stair (Loft} Material Properties Analysis Method ; Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7.05 Fb-Tension 2,900.0 psi E: Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-PrU 2,900.0psi Eminbend-xx 1,016.54ksi Fe-Perp 750.0 psi Fv 290.0psi Ft 2,025.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Dens tty 32.210pcf 0(6.5) L(11.5) 7x11.875 Span= 5.10 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.550, L = 0.950 , Tributary Width = 1.0 ft Point Load : D = 6.50, L = 11.50 k @ 1.50 ft DESIGN SUMMARY · :Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.5821 7x11.875 1 ,688.01 psi 2,900.00psi +D-+l+H 1.505ft Span# 1 0.030 in 0.000 In 0.047 ir. 0.000 in Overall Maximum Defl~ions-Unfactpred ~bilds 't•·"*"'· '•' '' :.·· Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio= Ratio·= Ratio= Ratio= Fv : Ailowable load Combination location of maximum on span Span #where maximum occt:rs 2052 0 <360 1304 0 <240 Load Combination Span Max.'-' Defl Location in Span Load Combination D+L 1 0.0469 Vertical Reacti.ons • .unfactored Load Combination Support 1 Overall MAXImum 16.578 DOnly 6.038 L Only 10.540 D+L 16.578 Support2 9.167 3.362 5.805 9.167 2.372 Support notation : Far left is #1 = Max."+' Defl 0.0000 Values in KIPS Design OK 0.940: 1 7x11.875 272.60 psi 290.00 psi -+D+l+H O.OOOft Span# 1 Location in Span 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax Description : Title: Job# Engineer: Project Desc.: Project Notes : Material Properties Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowab!e Stress Design Load Combination 20091BC & ASCE 7-05 Fb-Tension 2,900.0 psi E: Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Prll 2,900.0psi Eminbei1d-xx 1,016.54ksi Beam Bracing Fc-Perp 750.0psi Fv 290.0psi Ft 2,025.0 psi : Beam is Fully Braced against lateral-torsion buckling Density 32.210pcf Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E 7x11.875 Span = 11 .80 ft Applied lOlld$. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.550, L = 0.950 , Tributary Width = 1.0 ft Point Load: D = 0.60, L = 1.0 k@! 7.0 ft DESIGN $.UMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.76S 1 7x11.875 2,218.14psi 2,900.00psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+l+H 6.313ft Span# 1 0.243 in Ratio = 0.000 in Ratio= 0.388 in Ratio= 0.000 in Ratio = Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 583 0 <360 364 0 <240 Overall Maximum ·Detleritions • Unfactored Loads '·'. Load Combination Span D~ 1 Vertical Reactions -Urifactored Load Combination Support 1 OVerall MAXimum 9.611 DO~ l~ L~~ tm2 Oi-l_ 9.611 Max.'-" Dell 0.3882 Support2 9.909 3.711 6.198 9.909 Location in Span Load Combination 5.959 Support notation ; Far left is #1 = Max. "+'Dell 0.0000 VahJes in KIPS 0.527: 1 7x11.8(5 152.94 psi 290.00 psi +D+L+H 10.856ft Span# 1 Location in Span 0.000 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax: (858) 509-8515 JOB SHEET NO 24-13-156 II OF -----PSC DATE 511/13 CALCULATED BY CHECK BY SCALE _____ DATE ---- Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax ...P.§!JI@pvec.com I 1 Wood Beam Description : (FB-13a) Outrigger Bm @ Stair (Loft) _j'!tderial Properties Analysis Method : Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Tille: Job# Engineer: Project Desc.: Project Notes : Prin!ed: 18 JUN 2013, 11:~5AM ~-File· E.\iobs oo-CA!JD\PC-New\2013\13-156-RaiiYard Lofts\Calclr<iiiyard.ecf- ENERCALC, INC.1963-2011, Build:6.11.12.10, Ver:6.11.12.10 ~ • • • e ., I Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7·05. Fb-Tension 1350 psi E: Modu!IJs of Elasticity Fb -Compr 1350 psi Ebend·-xx Fe -Prll 925 psi Eminb;~nd -xx Fe-Perp 625 psi Fv 170psi Ft 675psi 1600ksi 580ksi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Density 32.21 pet t 0(0.02) l(0.053} 0 <0-3) L(O.S) 0(0.052) q&.6Mf)L(0.36) ~;~~----·~--'------'--'-"""--, ......;..-J~ ...... -.. -.. _,.-_ --~ ... _ .•. , ... _-____ I .... ~.-.. ~-'. ·.·.·.·.··· -;c~ -.• ,-.-••... ···.! --'"--=---'-'"-',"_::''"-__ .x~' . --~~§:t~.. -.. . ---· -~ • -.· ··.·... , j Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 6x10 Span= 17.50 ft X. 6x10 Span = 4.0 ft Service toads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.0530, Tributary Width= 1 .0 fi Point Load : D ::; 0.30, L = 0.90 k @}14.250 ft Load for Span Number 2 Uniform Load : D := 0.0520, L = 0.0530 , Tributary Width = 1.0 ~ Point Load : D = 0.140, L = 0.360 k ~ 4.0 ft DESIGN SUM~ARY Design OK Maximum Bending Stress Ratio ., 0.402 1 Maximum Shear Stress Ratio ""' 0.318:1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 542.95psi tv: Actual -54.14 psi FB : Allowable = 1 ,350.00psi Fv : Allowable 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span M. 9.423ft Location of maximum on span "' 17.500ft Span # where maximum occurs ., Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.229in Ratio= 915 Max Upward L+Lr+S Deflection -0.124 In Ratio= 776 Max Downward Total Deflection 0.330 in Ratio= 637 Max Upward Total Deflection -0.165 in Ratio= 580 Overall Maximu~IJI Deflections -Unfactol'edloads --------------Load Combination D+L Span 1 2 Vertical Reactions • Unfactored Load Combination Overall MAXimum D0n1y LOn~ D+L Support 1 0.796 0.272 0.524 0.796 Max. •.• Dell Location in Span Load Combination Max."+" Dell Location in Span o.3297 ·-s.sss··--------···------·--·--·---------o.ooaa·----o:ooa·-· - 0.0000 8.885 D+L -0.1652 4.000 Support2 2853 0.977 1.875 2.853 Support notation : Far left ts #1 Values in KIPS ---Support3 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Title: Engineer: Project Desc.: Project Notes : paul@pvec.com Ptinted: 13 MAY 2013. 11:31.AM I Wood Beam. -· .FI!~:E:\IobsonCADrnpc;New\2ota\13-156-RaiiYardl..ofls\Calcfu'allyard.ec6 -· ~~~~~~~~~~~~~~~~~~~~~~~~~~~~·~·~~E~N . G~a~~~J1~-~H~W Description : (FB-14) Fir Bm@ Car lift Material Prop.e"'"'-'rt:::..:ie'-'s=-------------------Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Fb -Tension 2900 psi E: Modulus of Elasticity Fb -Compr 2900 psi Ebend-xx 2000 ksi Fc-Prll 2900psi Eminbend-xx 1016.535ksi Fe-Perp 750 psi Fv 290psi Ft 2025psi : Beam is Fully Braced against lateral-torsion buckling Wood Species : !Level Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing Density 32.21 pcf 5.25x11.875 Span = 14.0 ft. Span= 2.0 ft . Applied Loads 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 = 0.420. Lr = 0. 170, L = 0.040 klft, Extent= 0.0 -» 6.0 ft, Tributary Width:: 1.0 ft Uniform Load : D = 0.20, Lr"' 0.020, L = 0.040 klft, Extent= 6.0 -» 14.0 ft, Tributary Width = 1.0 ft Point Load : D = 1 .60, Lr = 1.40, L = 0.60 k ~ 6.0 ft Load for Span Number 2 Uniform Load : D = 0.20, Lr = 0.020, L = 0.040 , Tributar1 Width = 1 .0 ft Point Load : D = 0.80, Lr = 1.0 k ~ 2.0 ft DESIGN SUM.MAB'L_ ______ . __ .. -.--.. --_ Maximum Bending Stress Ratio = 0.666 1 Section used for this span 5.25x11.875 fb : Actual :: 1 ,931.19 psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB: Allowable = 2,900.00psi Load Combination +1.10D-f{).750Lr+0.750L+£+H Location of maximum on span = 6.031 ft Span #where maximum occurs Span # 1 Maximum Deflection Max Downward L +lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.173 in Ratio= -0.057 In Ratio= 0.429 In Ratio = -0.152 in Ratio= Overall Maximum Deflections· Unfac:tored Loads Load Combination D+L+Lr Span 1 2 Max. • ·"Defl Location in Span 0.4293 6.677 0.0000 6.677 Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 969 842 391 314 Load Combination D+L+Lr Vertical Reactions· Unfactored Support notation : Far left is #1 Design OK = 0.382: 1 5.25x11.875 110.87 psi = 290.00 psi + 1.1 0D-f{).750lr.;{).750L +E+H " 0.000 ft = Span#1 Max."+' Defl LocaUon in Span 0.0000 0.000 ·0.1523 2.000 Va!Jes in KIPS Load Combination Support 1 Support 2 Support 3 -OV..-:-era::::;l"'l MAX~=im=um::-:-------:;.5."42""3----'>i-6."'"58-.;0--_.:..:.--------··········· .. -··-····-···· .......... ·············· ............................................ ·· 0 Only 3.304 3.839 L Only 0.617 0.623 LrOnly 1.501 2.119 L -+lr 2.119 2.741 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Title: Job# Engineer: Project Desc.: Project Notes : Printed: 13 MAY 2013, 11:50AM , paul@pvec.,""'co""m"----- 1 Wood Beam .... . -File· E:IJobs oo CADD\I'C-Nevi\2013\1~156-Rai!Yar!IL.oils\Calwallyard.&c6 . ENERCALC.INC .. 1003-2il11 Bulkl:&11.1110,Ver.6.11.12.10 Description : (FB-14.1) Fir Bm@ Car Lift Material Properties Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7..05 Analysis Method : Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Fb-Tension 2,900.0 psi E: Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fe-Prll 2,900.0 psi Eminbend-xx 1,016.54ksi Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fc-Perp 750.0psi Fv 290.0psi Ft 2,025.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(6.2) Lr(4.6) L{6.1) D(1.6) Lr(1.4) L(0.6) 0{0.2} Lr(0.02) L(0.04) D(0.~2) Lr(0.17) L(0.04) ' 7x14 Span = 14.0 ft Density 32.210pcf 0(0.8) Lr(i) D(0!2) Lr(0.02) L(0.04) ' + •• ' l 7x14 Span= 2.0 ft 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 = 0.420, Lr = 0.170, L = 0.040 klft, Extent= 0.0 -» 6.0ft, Tributary Widlh = H! ft Uniform Load : D = 0.20, Lr = 0.020, L = 0.040 klft, Extent= 6.0 -» 14.0 ft, Tributary Width= toft Point Load : D = 1.60, Lr = 1.40, L = 0.60 k @. 6.0 ft Point Load : D = 6.20, Lr = 4.60, L = 6.10 k CiiJ 2.0 ft Load for Span Number 2 Uniform Load : D = 0.20, IJ = 0.020, L = 0.040 , Tributary Width = 1.0 ft Point Load : D = 0.80, Lr = 1.0 k @. 2.0 ft PESJGN SWMMA~Y · · .. Maximum Bending Stress Ratio Section used for this span tb: Actual 0.678: 1 7x14 1 ,965.92psi 2,900.00psi +1.1 00+0.750Lr4J.750L +E+H Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection ,, 4.954ft = Span# 1 0.222 in Ratio = -0.079 in Ratio = 0.424 in Ratio = -0.154 in Ratio = Overall Maximum Deflections· ·unfactored Loads Load Combination Span Max."-' Defl Location in Span D-+L -+lr 1 0.4238 6.354 2 0.0000 6.354 Fv :Allowable Load Combination Location of maximum on span Span # where maximum occurs 756 608 396 310 Load Combination D+L+Lr Vertical Reactions • Unfactored Support notation : Far left is #1 Load CombinaUon Support 1 Support2 Support3 Overall MAXimum 19.963 9.068 DOn!y 8.673 4.798 LOnly 5.846 1.494 lrOnly 5.444 2.776 Design OK 0.914: 1 7x14 -· 265.02 psi -· 290.00 psi +1. 1 00+0. 7 50Lr+O. 750L +E+H O.OOOft Span# 1 Max.'+' Dell location in Span 0.0000 0.000 -0.,540 2.000 Values ln KIPS Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax l:::;·~:am ........ Description : (FB-15) Fir Bm@ Car Lift TiUe: .Job# Engineer: Project Desc.: Project Notes : Material Properties Calculations per NOS 2005, IBC 2009, CBC 201 0, ASCE 7 .(15 Analysis Method : Allowable Stress Design Load Corr.bination 2009 IBC & ASCE 7-05 Fb-Tension 2,900.0 psi E: Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend-)()( 2,000.0ksi Fc-Prl! 2,900.0psi Eminbend-J()( 1,016.54ksi Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2.0E Fe-Perp 750.0 psi Fv 290.0psi Fl 2,025.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0{3.4) Lr(3.5) L(3.4) ' 7x14 Span = 16.0 ft Density 32.210pcf 0(3.8) Lr(~.9) L(3.9) Applied Loads 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 = 0.50, Lr = 0.60, L = 0.220 k!ft, Extent= 0.0 -» 2.0 ft. Tributary Width = 1.0 ft Uniform Load: D = 0.280, Lr = 0.080, L = 0.280 kift, Extent= 2.0 -» 16.0 ft, Tributary Width= 1.0 ft Point Load : D = 3.40, Lr = 3.50, L = 3.40 k @12.0 ft Point Load : D = 3.80, Lr = 3.90, L = 3.90 k @114.0 ft ~ QESIGNSUMMARY~~---· "--·-.. -__ ,_ ..... _. . . Maximum Bending Stress Ratio = Section used for this span fb: Actual 0.702 1 7x14 2,036.31 psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable = 2,900.00psi Load Combination Location of maximum on span Span #where maximum occurs +i .10D+0.750Lr-t{)750L +E+H 8.080ft Span# 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L + Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections • Unfactore.d Loads Load Combination Span Max.·-· Den D+L+Lr 1 0.6928 0.426 ln Ratio = 0.000 i:t Ratio = 0.693 in Ratio = 0.000 in Ratio = Location in Span 8.080 Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 450 0<360 277 0 <240 Load Combination Vertical Reactions • Unfactored Support notation : Far left is #1 Design OK = 0~745; 1 7x14 "' 215.92 psi 290.00psi +1.1 OD+0.750Lr+0.750L +E-+H = 14.880ft = Span#1 Max. '+"Defl 0.0000 Values in KIPS Location in Span 0.000 ................................ Load Combination Support 1 Support2 Overall MAXimum 17.033 16.818 DOnly 6.278 6.193 LOnly 5.590 6.070 LrOnly 5.165 4.555 L+Lr 10.755 10.625 D+Lr 11.443 10.748 D+L 11.868 12.263 D+L-+lr 17.033 16.818 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858} 509-8515 -Fax Project Title: En9ineer: ProJect Oeser: Proiect ID: t\ C.\ ~au!@pvec.com lSteel Beam Prinbd: ~2 AUG 2013, 7:0~AM File= E:\IAHR09-KIPC-NilW12013\1 NNOA3--Z\Calc\rallyard.ec6 ENERCALC, INC. 1983-2.013, Bulld:S.13.6.30, Ver:6.13.6.30 Description : CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: 20091BC & ASCE 7-05 Material Properties. Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 20091BC & ASCE 7-05 Span = 24.0 ft W16x36 Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self wei~tht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.50, Lr = 0.60, L = 0.220 k!ft, Extent= 0.0 --» 2.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.280, Lr = 0.080, L = 0.280 k!ft, Extent= 2.0 --» 24.0 ft. Tributary Width = 1.0 It Point load: D = 3.40, Lr = 3.50, L = 3.40 k@ 2.0 ft Point Load : D = 3.80, Lr = 3.90, L "' 3.90 k (iil14.0 ft Pointload: 0;::1.80, Lr=1.80, L=1.80k(iil16.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.822 : 1 Section used for this span W16x36 Ma: Applied 131.252k-ft Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega: Allowable Mn I Omega :Allowable 159.681 k-ft Load Combination +1.1 OD+D. 750Lr-+{).750L +E-tfi Location of maximum on span ~4.040ft Span #where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr-tS Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections -Unfactored Loads 0.686 in 0.000 in 1.105 !n 0.000 in Ratio= Ratio= Ratio= Ratio= Load Combination Span Max.·-· Defl Location In Span D+L+Lr 1 1.1051 12.360 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Location of maximum on span Span# where maximum occurs 419 0 <360 261 0 <180 Load Combination Load Combinalion Span Max. Downward Defl Location in Span Span D Only 1 LOnly 1 Lr Only 1 L+Lr 1 D+Lr 1 D+L i D~~r 1 Vertical Reactions • Unfactored 0.4180 0.3982 0.2889 0.6871 0.7069 0.8162 1.1051 12.240 12.360 12.360 12.360 12.360 12.360 12.360 Support notation : Far left is #1 Design OK 0.239: 1 W16x36 22.449 k 93.810 k +1.10D-+{).750Lr+O. 750L +E+H 0.000 fi Span# 1 Max. "+'Dell o.oooo· Max. Upw·ard Dell 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Values in KIPS Location in Span 0.000 Location in Span 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ·------~----·---··---Load Combination Overall MAXimum DOnly LOnly LrOnly L-+tr D+Lr Support 1 25.491 9.515 8.587 7.390 15.977 16.905 Support2 19.395 7.511 7.113 4.770 11.883 12.281 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax ~aul@pvec.com I Steel tse•am Description : (FB-15.2) Flr Bm@ Car Lift Title: Job# Engineer: Project Desc.: Project Notes : Calculations per AISC 360.05, IBC 2009, CBC 2010, ASCE 7·05 .................... ···············-···· .................... _ ...... ~~"'--'-'--~-~--'---'------"--'--'~~-~ Analysis Method : Allowable Stress Design Fy: Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 W12X19 Applied L~~s Service loads entered. Load Factors will be applied for calculations. Beam self weiQht calculated and added to loads Uniform Load : D = 0.020, L = 0.0530 k/ft, Tributary Width = 1.0 ft Point Load : D = 2.30, Lr = 2.30, L = 2.30 k (ii). 7.750 fl Pointload: 0=7.60, Lr==4.80, L=7.10k(ii).9.50ft DESIGN SUMMARY . ············-················-··-· ·Maximum Beridlrig Stress Ratio = 0.741: 1 Section used for this span W12X19 Mu : Applied 45.662 k-ft Mn I Omega : Allowable 61.627 k-ft Maximum sfiear Stress Ratio = Section used for this span Vu: Applied Vn/Omega : Allowable Load Combination +1.10D-+0.750Lr-tD.750L+E+H Location of maximum on span ?.800ft Span #where maximum occurs Span # 1 Maximum Deflection Max Downward L -tlr+S Deflection Max Upward L -tlr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections • Unfactored Loads 0.193 in Ratio = 0.000 in Ratio = 0.226 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where max:mum occurs 745 0 <360 637 0 <240 Load Combination Span Max. •-• Dell location in Span Load Combination 1 0.0000 0.000 Maximum Deflections for Load Combinations • Ur~factoredloads· · Load Combination Span D Only 1 LO~ 1 LrOnly 1 L+Lr 1 D-+lr 1 D+L 1 D+L-+lr 1 Vertical Reactions • UnfactQred Load Combination Overall MAXimum DOr.ly LOnly lrOnly L+Lr D+Lr D+L D+l+lr Support 1 7.058 2.632 2.612 1.815 4.426 4.446 5.243 7.058 Max. Downward Deft 0.1146 0.1113 0.0819 0.1932 0.1965 0.2259 0.3078 Support2 20.446 7.736 7.424 5.285 12.710 13.021 15.160 20.446 Location in Span 6.660 6.660 6.660 6.650 6.660 6.660 6.660 Support notation :Far left is #1 Max. Upward Dell 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Design OK ---·-oj15 : 1· W12X19 18.042 k 57.340 k +110D-tD.750Lr-+0.750L -+E+H 12.000 ft Span# 1 Max. '+' Dell Location in Span 0.0000 0.000 Location in Span 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Values in KIPS Palos Ve.rdes Engineering Corporation Con!'m]ting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505 -Fax {858) 509-8515 JOB SHEET NO 24-13-156 I'Z. OF __ -:-_ CALCULATED BY PSC DATE 5/1/13 CHECK BY SCALE _________ DATE ______ _ t_.. .. , .F ...-::...· .. · .... · -~~,, + 0 M~MBER REPORT Level, Fbor: Joist 1 piece(s) 18" Tll® 560 @ 12" OC Overall Length: 25' 1" 24' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. • DetlecHon crtterla: Ll. (l/480) and TL (l./240). <I 0 • Bracing (Lu): All compression edges (IDp a'ld bottom) must be braced at 5' 5 3/16" 0/c unless detailed olherwlse. Proper at1achment and positioning of lateral bracing Is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge"' Panel (Z4" Span RaUng) that Is G!ued and nailed down. • AddiHonal conslderaUons for the TJ·Pro"' Rating include: None PASSED System : floor Member Type : Joist Building Use : ReSidential Building Code : IBC Design Mell1odology : ASO t!iiiiiiii=:it~iiii~ ~SUSTAINABLE FORESm' INITIATIVE J Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design crlterla and published design values. I Weyerhaeuser expressly disclaims any other warranties related ID the software. Refer ID current Weyerhaeuser literature for fns!illlation del;!lls. (www.woodbywy.com) Accessories (Rim Board, Blocklng Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended ID circumvent the need for a design professional as derermlned by the authority hall!ng jurisdiction. The designer of record, builder or ftamer Is responsible to 1 assure that this calculaijon Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are lhlrd-party certified to sust!lnable i forestry st!ndards. The product application, Input design loads, dimensions and support Information have been provided by Forte Software OperaiDr Fort<> Software Op~rator Paul Christenson Palos Verdes Engineering (858) 509-8505 p<:ul@pvec.com Job Note'l 5/17/2013 1:50:15 PM Fortev4.1, Design Engine: V5.7.0.245 Raifyard.4te Page 1 of 1 T MEMBER REPORT Level, Fbor: Joist 1 piece(s) 18" TJI® 360@ 12" OC Overall Length: 25' 1" 0 All locations are measured from the outside face of left support (or len: cantilever end). All dimensions are horizontaL . ,.,-.-:.··' ' ' ,_ ·t;~-;~~ii i .: ~ tf'(;'if~~~{c~'c ~~:r:,,._:E:~6i 0Mi!. ,~-,....,;:· .~<. --~~(~) Member Reaction (lbs) 1576@ 21/2" 1560 (2.25'1 Passed (101%) 1.00 1.0 D + 1.0 L (All Spans} Shear (lbs) ' 1564@ 31/2" 2425 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) t Moment (Ft-lbs) 6610 @ 10' 3/8" 9465 Passed (70%) 1.00 1.0 D + 1.0 L (Ali Spans) Uve Load Defl. (in) 0.442 @ 12' 1/2" 0.617 Passed (1../670) : --1.0 D + 1.0 L (All Spans) , Total Load Defl. (in) 0.679 @ 12' 1/B" 1.233 Passed (1../436) i --• 1.0 D + 1.0 L {All Spans) ·. TJ-Pro TM Rat! ng 43 40 ! Passed --: ... • Dellecdon crlteia: U. (f./480) and TL (l/240). + 0 _:~<,\?=;'~;( ~ I PASSED System : Floor Member Type : Joist Building Use : Resldenllal Building Code : IBC Design Methodology : ASD • Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 1/8" o/c unless detailed otherwise. Proper attachment and poSitioning of lateral bracing is required tD achieve member stability. • A struclllral analysis of the deck has not been performed. • Dellect!on analysis Is based on compo5ite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel {24• Span Rating) that Is glued and nailed dow1~. • Additional toilSlderadons for the TJ.Pro"" Raijng Include: None • Rim Board is assumed to carry all loads applied directly above it. bypassing the member betng designed. • Fork Software Operator P au\ Christenson Palos Verdes Engineering (858) 509~505 paul@pvec.com 5/17/20131:54:40 PM Fortev4.1, Design Engine: V5.7.0.245 Raifyard.4te Page 1 of 1 OR + 0 MEMBER REPORT Level, Fbor: Joist 1 piece{s) 18" TJI® 560@ 16" oc Overall Length: 25' 1" 24'6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. + 0 System : Floor PASSED · rM~e~m~b~er~~~act~io_n~(l~bs~)--~r-~9~95~@~2~1~/~2" __ ~~1~39~6~(c2.=2~5'L')-+P~a=~=~~(7~1~%~)~~1.=00~1=·~0~D~+~l=~~L~(AI~I~S~~=n=sL) ______ ~i Mem~T~:bl~ f-'! S:::h:.::ea:::.r-'{l:.::b:.<s) ________ -t---=9.:::BO~@c..:3::_12/:.::2'_' --+--c..:3:.::0.:::30:.__-}..:...:Pa.:.:ssed=..);(3:::2:..;0A.::~•)c..__~1.:.::00~:::1·.::.0 ..=D~+~l:;.O.::_..=L~(Al~I'-=S~~::n=sL) ---------!! Building Use : Residerrtial ! Moment (Ft-lbs) 6084@ 12' 6 1/2" 14550 Passed (42%) 1.00 1.0 D + 1.0 L (All S~ns) Building Code: me r-:U::..:ve-=Loa-=-=d-'-'D""eflc.;..,.>'(lc.;;n)._ __ t-0::.:..2=8:..::5....o@:....::.:12"::-' .:...6..=!1/c::2c.,." -+--0:::.6.:..:1:..:.7_-+.:..:Pa=ssed=~(l/::<..9::..:9:.::.9+-'-')'--l---t-=l.:.:.Oc..:D::_+.:_.=:l.:.::.O..=L_x(AI~Ic..:S:!:~:::.n:,::,s}L-___ --;' Design Methodology: ASD Total Load Deft. (In) 0.427 @ 12' 6 1/2" 1.233 Passed(i;692) 1.0 D + 1.0 l (All Spans} i TJ-Pro TM Rating 44 40 Passed • Deflection crlll!rla: ll. {l/480) and n. (l./240). • Bracing {Lu): All compression edges (top and bottom) must be braced at 7' 10 3/16" o/r: unless detailed otherwise. Proper attachment and positioning of lateral bradng Is required to achieve member stability. • A stnJctural analysis of the deck has not been perfcrmed. • Deflection analysis is based an composill! action with a single layer of 23/32" Weyerhaeuser Edge"' Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the TJ-Pro"' Rating Include: None Weyerhae'Jser waiTants that the sizing of Its products will be In accordance with Weyerhaeuser product design crlll!rla and published deslgn values. Weyerhaeuser expressly disclaims any other warranl!es relall!d to the software. Refer to current Weyerhaeuser lill!rature for Installation detBIIs. (www.waodbywy.com) Accessories (Rlm Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not lnll!nded to circumvent the need for a design professional as dell!rm!ned by the authority having jurisdiction. The designer of record, builder or framer Is responsible ID assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser fildlltles iiJ'e ltllrd-party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator ~SUSTAINABLE FORESTRY IN1TIA1'1VE ' Forte Softwlll'P Operator Paul Christenson Palos Verdes Engineering (658) 509-8505 paul@pvec.cam Job Nom 5/17/2013 1:57:22 PM Forte v4.1, Design Engine: V5. 7.0.245 Raityard.4te Page 1 of 1 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Title: Job# Engineer: Project Desc.: Project Notes : _ pau!@pvec.com ------<-Printl!d:17MAY2013. 2:29PM I Steel 8$am . File: E:1JobsonCAIJD\flC.New\2013\13-1~~1Vamtotts\COO.\r.lityard.ec5 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~E~Ni~i~~Li. W1,~6$~m~~tlj~~ Description: (FB-17) Fir Bm@ Unit 1-Bed Miit~ria! Properties Calculations per AISC 360-IIS,IBC 21109, CBC 211111, ASCE 7.05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 2~1,000.0 ksi Bending Axis : Major Axis Bending Load Combination 20091BC & ASCE 7-05 W8X67 Applied Loads Service loads entered. Load Factors will be applied for calculations. Unifonn Load: D = 0.6360, Lr = 0.240, L = 0.240 klft, Tributary Width = 1.0 fl Point Load : D = 5.0, L = 8.80 k @ 4.60 ft Point Load : 0 = 2.90, L = 5.20 k@ 7.10 ft DESIGN SUMJfiARY · Maximum 8ericiing stress Ratio = Section used for this span Mu :Applied Mn I Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.6"52: 1 W8X67 114.057k-ft 174.900k-ft Maximum Shear Stress Ratio = Section used for this span Vu :Applied Vn/Omega : Allowable +D+L+H ?.123ft Span# 1 0.538 in 0.000 in 0.891 in 0.000 in Ratio= Ratio:: Ratio= Ratio= Load Combination Location of maximum on span Span # where maximum occurs 429 0 <360 259 0 <180 Overall Maximum Deflections • Unfactore;d Loads Load Combination Span Max. •.• Defl Location in Span Load Combination 1 0.0000 0.000 Maximum ·Deflections for Load Combinati()ns • Unfru:tor,ed Lo}!ds Load Combination Span Max. Downward Defl Location in Span D Only 1 L Only 1 LrOnly 1 L+Lr 1 D+Lr 1 D+L 1 D+L+Lr 1 Vertical Reaction$· Unfactored Load Combina~on OVerall MAXimum D Only LOnly LrOnly L+Lr D+Lr D+L D+L+Lr Support 1 26.356 11.757 12.289 2.310 14.599 14.067 24.046 26.356 0.4472 0.4442 0.0948 0.5384 0.5418 0.8911 0.9855 Support2 17.027 8.386 6.331 2.310 8.641 10.696 14.717 17.027 9.240 8.951 9.721 9.048 9.336 9.048 9.144 Support notation : Far left is #1 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Design OK ....... 6.234: 1. W8X67 24.046 k 102.60 k +D+L+H 0.000 ft Span# 1 Max. "+' Defl Location ln Span 0.0000 0.000 Location in Span 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Valw;s In KIPS Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -ate (858) 509-8515-Fax Project Tille: En~ineer: ProJect Descr: Proioct 10: P-(.;( _paul@pvec.com Steel Beam Printed: 17 OCT2013, 7:24AM Flle = E:IJAHR09-K\PC-New12.0f3\1 NNOA3-Z\eaJc\railyafd.eciJ ENERCALC, lNC.1983-2013, Bulld:6.13.8.31, Ver:6.13.8.31 Description : CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: 20091BC & ASCE 7-05 Material Properties "II ---~-------------·~ Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Span= 19.250 ft W10x68 Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Applied Loads SaNice loads entered. load Factors will be applied for calculations. Uniform Load : D = 0.6360, Lr = 0.240, L = 0.240 klft, Tributary Width= 1.0 ft Point Load : D = 5.0, L = 8.80 k @ 4.50 fl Point Load : D = 2.90, L = 5.20 k@ 7.10 ft Point Load : D = 4.30, Lr = 1.10, L = 3.30 k @ 14.670 fl DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn I Omega : Allowable 0.596: 1 W10x68 126.936 k-ft 212.824k-ft +D+L+H ?.123ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections • Unfactored loads 0.436 in Ratio = 0.000 in Ratio = 0.809 ln Ratio = 0.000 in Ratio = Load Combination Span Max.'-' Dell Location in Span D+L +Lr 1 0.8085 9.433 . Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Location of maximum on span Span# where maximum occurs 529 0 <360 286 0 <240 Load Combination Load Combination Span Max. Downward Defi location in Span Span DOnly 1 L Only 1 LrOnly 1 L+Lr 1 D+Lr 1 D+L 1 D+L+Lr 1 Vertical Reactions· Unfactored Load Combination Overall MAXimum DOnly LOnly LrOnly L+Lr D+Lr D+L D+L+Lr Support 1 28.426 12.780 13.074 2.572 15.646 15.352 25.855 28.426 0.3724 0.3548 0.0819 0.4363 0.4541 0.7269 0.8085 Support2 23.657 1t663 8.846 3.148 11.994 14.811 20.508 23.657 9.529 9.144 9.914 9.336 9.625 9.336 9.433 Support notaUon : Far left is #1 Design OK 0.264: 1 W10x68 25.855 k 97.760 k +O+l+H 0.000 ft Span# 1 Max. '+"Dell Location in Span 0.0000 0.000 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.000!) Values in KIPS Location in Span 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515 -Fax paul@pvec.com i Wood Beam Description : (FB-18) Fir Bm @ Unit 1 -Theatre CODE REFERENCES Calculations per NOS 2005 Load Combination Set: 20091BC & ASCE 7-05 Material Properties Project TiUe: En9ineer: Project Oeser: Project !D: IZcj Analysis Method: Allowable Stress Design Fb-Tension 2,900.0psi 2,900.0psi 2,900.0psi E: Modulus of Elasticity Load Combination 2009 IBC & ASCE 7-05 Fb-Compr Fe-Prll Wood Species : ilevel Truss Joist Fe-Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 750.0psi 290.0psi 2,025.0psi Ebend-J()( 2,000.0ksi Eminbend-xx 1,016.54ksi Density 32.210pcf E(13.8) 0(4.3) Lr(1.1) L(B(;~.8) 0(0.526) Lr(0.06) L(0.32) 1 (5 ~ f ... 10.250 X 11.875 Span = 14.250 ft ( ....... ...... .-' L\ Applied Loads Service loads entered. Load Factors will be applied for calculations. . -- Uniforrr. Load : D = 0.5260, Lr = 0.060, L = 0.320 , Tributary \\lidth = 1.0 ft Point Load : E = 13.80 k@ 3.250 ft Point load: E = 13.80 k@ 11.50 ft Point Load: D = 4.30, Lr = 1.10, L = 3.30 k@} 10.0 ft l)ESIGN SI.JMMARY . Maximum Bending Stress Ratio Section used for this span fb: Actual 0.888 1 10.250 X 11.875 = 4,109.45psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable = 4,640.00psi Load Combination Location of maximum on span Span# where maximum occurs +1.10D+0.750Lr+0.750L+E+H 9.361 ft Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = Overall Maximum Deflections • Unfactored Loads Span# 1 0.252 in 0.000 in 1.096 in 0.000 in Ratio= Ratio= Ratio= Ratio= Load Combination Span Max.·-· Dell Location in Span D+L+E 1 1.0959 7.281 Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 679 0 <360 156 0 <120 Load Combination Vertical Reactions • Unfactored Support notatior. : Far left is #1 load Combination OVerall MAXimum DOnly LOnly LrOnly L+Lr EOnly Support 1 21.610 5.030 3.264 0.756 4.020 13.316 Support2 25.645 6.765 4.596 1.199 5.795 14.284 Design IDK 0.670: 1 10.250 X 11.875 = 310.79 psi = 464.00 psi +1.101D+0.750Lr+0.750L +E+H "' 13.262ft Max."+" Dell 0.0000 Values in KIPS Spar# 1 Location in Span 0.000 Palos v eraes Eng1neenng Lorporauon L.onsunmg SHEET N~ • i:??--_oF ___ _ Structural Engineers CALCULATED BY __ ----'DATE. __ 663 Valley Avenue., Suite 101 • Solana Beach, CA 92075 Telephone (858) 509-8505 • Fax (858) 509-8515 . ~L 1'1 LfB 1~) -Fut. 6M. e ~~ l»~..t) \VIt>""\00 us~ 1u:h41 1-P,.IJA - CHECKED BY ___ __;DATE __ SCALE. _________ _ ~QO '12..'(.f 't't.'i tv,.: ~ "(\.lJ..th} .. l~4"J.T\~ i'HDPF LJ1-:.. OJ"» n)" U'...1!).:L \f" 1. !\'" l.l.ft.H F p,:: i .6~< .l r '1..:.:, tt cb:,\( 1!4) ~1 .: i.~) .. \.l~·ht~-t1).:-~ 2..\bff' Yt tv~ (.., 2: l '\~ 'tth l':t6\= ~7f ~ p, ':. 2t~~ Lfe,-h\ ff,:::"il "·Hl" ... 1..6 ~-l..!M. \ ~ p,j'~ p,,p,.~ p~~ {'' k f' J•.r ,I .· t \,(\ -..{ Cl.b' &l{ w !.'( t..-..~ ~"'·~1"'Llf.o., \ .. l3~;il~u.V'tll t< fl.~.--:. L\E.-../;.'1) &): tt3"i"ff- f>r=-l.l 't ·, f-z.: 1.\ '<t-lk \ I 1~ lL ~~~-' ...... ~~·· }~rr J #- •9 ~>A:· J.Jllt '-H 1,\.l.IJ l; Ltf., &LI)-Uf..td\.~{;14Y tt113 Vi" Lv rrrr y, .:. '161.() '??..· \S;t', l'e.= 10.'3'\( ft~) Palos Verde.~ Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509~515-Fax paul@pvec.com I Steel Beam Description : (FB-19) Fir Bm@ Uoit1 -Game CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: 2009 !BC & ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Project Title: En~ineer: ProJect Oeser: Fy : Steel Yield : E: Modulus: Project !D: 50.0 ksi 29,000.0 ksi 1~/ 0(0.636) Lr(0.18) 1.(0.4) .... . .. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self wei!lhl calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.4880, L = 0.950 klfl, Extent= 0.0 -» 7.250 ft, Tributary Width = 1.0 ft Uniform load: D = 0.7840, L = 1.620 kffl, Extent= 7.250 ->> 13.0 ft. Tributary Width= 1.0 ft Uniform Load: D = 0.6360, Lr = 0.180, L = 0.40 ktft, Extent= 13.0 --» 24.50 ft, Tributary Widlh = 1.0 ft Point Load : D = 2.90, L = 5.10 k Cci'-7.250 ft PointLoad: 0=2.40, L=6.10, E"' 13.80k(ci>-13.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.839: 1 Section used for this span W1 Ox1 00 Ma : Applied 272.258 k-ft Mn I Omega : Allowable 324.351 k-f! Load Combination +1.100+0.750Lr+0.750L+E-rti Location of maximum on span 12.985ft Span # where maximum occurs Span # 1 Maximum Deflection Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0. 758 in Ratio = 0.000 in Ratio= 1.607 in Ratio = 0.000 In Ratio = 387 0 <360 183 0 <160 Overall Maximum Deflections • Unfactored Loads Design OK 0.225: 1 W10x100 33.940 k 150.960 k +1. 10D..{). 750Lr+0.750L +E-rti 0.000 ft Span# 1 Load Combination Span Max. • -' Defl Location in Span Load Combination Max. '+' Deft Location in Span . D+L+E 1 1.6074 12.128 -----~-------------------o.ocoo----o:ooo ---- Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Deft Location in Span Span Max. Upward Defl Location in Span DOnly 1 0.4809 12.250 0.0000 0.000 LOnly 1 0.7221 11.683 0.0000 0.000 LrOnly 1 0.0370 13.353 0.0000 0.000 L+Lr 1 0.7586 12.005 0.0000 0.000 EOnly 1 0.4053 12.495 0.0000 0.000 D+Lr 1 0.5175 12.250 0.0000 0.000 D+L 1 1.2029 12.005 0.0000 0.000 D+L+Lr 1 1.2394 12.128 0.0000 0.000 D+E 1 0.8860 12.373 :J.IlOOO 0.000 D+L+E 1 1.6074 12.128 0.0000 0.000 D+Lr+E 1 0.9227 12.373 0.0000 0.000 Vertical Reactions • Unfactored Support notation :Far left is #1 Valu~l in KIPS Load Combination Support 1 Support2 ···--------Overall MAXimum 37.115 31.799 DOnly 11.770 11.342 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax @ Description : (FB-20) Fir Bm @ Unit 1 -Planter Title: Job# Engineer: Project Desc.: Project Notes : Material .Properties Calculations per AISC 360-65, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced aga:nst lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 20091BC & ASCE 7-05 Applied Loads Service loads entered. Load Factors will be appliea for calculations. Beam self wei$lht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.4510, Lr = 0.040, L = 0.2460 k/fl, Extent= 0.0 -» 11.750 ft, Tributary Width= 1 ,0 ft Uniform Load: D = 0.1390, L = 0.2360 k/ft, Extent= 11.750 -» 20.0 ft, Tributary Width= 1 .Oft Point Load : E = 9.0 k@ 4.0 ft Point Load : D = 11.20, Lr = 1.60, L = 12.10 k (1i} 11.750 ft DESIGN SUMMARY Design OK Maximum Bending -Stress Ratio = o. 726: 1 Section used for this span W10X68 Mu : Applied 154.592 k-ft Mn I Omega : Allowable 212.824 k-ft Load Combination +1.1 OD..0.750Lr+0.750L +E+H Location of maximum on span 11.700ft Span #where maximum occurs Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0.243: 1 W10X68 23.740 k 97.760 k +1.1 OD+0.750LJ-t{).750L +E+H 0.000 ft Span# 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward l +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections • Unfactored Loads 0.419 i11 Ratio = 0.000 in Ratio= 0.903 in Ratio = 0.000 in Ratio = 572 0 <360 265 0 <240 Load Combination Span Max. ·-· Def! Location In Span Load Combination 1 0.0000 0.000 Max. '+" Detl Location in Span 0.0000 0.000 Maximum Deflections for Load COmbinatl~ns • Unf~ctored Loads ,:;. ------:-:---:-:--:-::-~--:---=:--:-~---- Load Combination Span Max. Downward Dell Location in Span Max. Upward Defl Location In Span D Only 1 0.4014 10.300 0.0000 0.000 L onry 1 0.3721 10.500 0.0000 0.000 Lr Only 1 0.0470 10.400 0.0000 0.000 L4.r 1 0.4191 10.500 0.0000 O.GOO E Only 1 0.1327 8.700 0.0000 0.000 D+Lr 1 0.4485 10.300 0.0000 0.000 D+L 1 0.7735 10.400 0.0000 0.000 D+L+Lr 1 0.8206 10.400 0.0000 0.000 D+E 1 0.5312 10.000 0.~000 0.000 D+L +E 1 0.9027 10.200 0.0000 D.OOO D+Lr+E 1 0.5782 10.000 0.0000 f.l.OOO Vertical Reactions • Unfactored Support notation : Far left ls #1 Values !n KIPS Load Combination Overall MAXimum DOnly LOnly LrOnly L+Lr EOn!y D+Lr Support 1 23.931 9.280 7.451 0.992 8.443 7.200 10.272 Support2 21.038 9.728 9.510 1.078 10.588 1.800 10.806 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com Description: Title: Job# Engineer: Project Desc.: Project Noles : Material Properties calculations per NOS 2.005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Fb-Tension 2900 psi E: Modulu·s of Elasticity Fb -Compr 2900 psi Ebend-xx 2000 ksi Fc-Pi'll 2900ps1 Eminbend-xx 1016.535ksi Beam Bracing Fe-Perp 750 psi Fv 290psi Ft 2025psi : Beam is Fully Braced against lateral-torsion buckling Density 32.21 pcf Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Span = 18.0 ft Applied Loads 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 = 0.4210, lr = 0.2440, l = 0.2560 klft, Extent= 0.0 -» 4.50 ft, Tributary Width"' 1.0 ft Uniform Load : D = 0.4210, lr-= 0.2440, L = 0.2560 klft, Extent-= 13.50 -» 18.0 ft, Tributary Width"' 1.0 ft Unifonn Load : D = 0.1790, L = 0.2560 k/ft, Extent= 4.50 -» 13.50 ft, Tributary Width = 1.0 ft Pointload: 0=1.0, Lr=1.10, E=2.10k@l4.50ft Pointload: 0;:;1.0, Lr=1.10k@l13.50ft Dg$1GN,$UA{MARY .. Maximum Bending Stress Ratio Section used for this span fb: Actual = 0.6331 7x14 = 1,836.54psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable = 2,900.00psi Load Combination +1.10D+0.750lr-t{].750L +E-+H location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = ?.740ft = Span# 1 0.343 ln Ratio = 0. 000 in Ratio = 0.635 in Ratio = 0.000 in Ratio = Overall Maximum Deflections· Unfactored Loads Load Combina1ior. Span Max.·-· Defl Location In Span D-+l-+lr 1 0.6347 9.090 Fv : Allowable load Combination Location of maximum on span Span #where maximum occurs 630 0 <360 340 0 <240 Load Combination Vertical Reactions· U.nfactored ·.··_, __ Support notation : Far left is #1 Load Combina~on Overall MAXimum DOnly LOnly lrOnly l+Lr EOnly 0-l{.r Support 1 8.399 3.897 2.304 2.198 4.502 1.575 6.095 Support2 8.399 3.897 2.304 2.198 4.502 0.525 6.095 Design OK ;; 0.438 : 1 7x14 = 127.15psi = 290.00 psi +1.10D-t{).750Lr-+{).750L +E-+H "' O.OOOft = Span# 1 Max. '+"Dell 0.0000 Values in KIPS Location in Span 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com_~---------.~·~·~·" I Steel Beam Description: (FB-22) Fir Bm@ Garage CODE REFERENCES Calculations per AISC 360-05 Load Combination Set : 2009 I BC & ASCE 7-05 Material Propertit:~s Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 E{10.5) + • . . ~ -"~,,-~,-,.; ·-~,-;-::-- Project Title: EnQineer: ProJect Oeser: Fy : Steel Yield : E: Modulus: Project ID: 50.0 ksi 29,000.0 ksi v Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self wei~tht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.540, Lr = 0.060, L = 0.4440 k/ft, Extent= 0.0 -» 16.250 ft. Tributary Width = 1.0 ft Uniform Load: D = 0.0150, L = 0.040 klft, Extent= 16.250 -» 23.60 ft, Tributary Width= 1.0 ft Point Load: E = 10.50 k ~ 2.50 ft Point Load : D = 3.1 0, L = 5.50 k @! 11.50 ft Point Load: D = 5.70, L = 10.0 k@! 16.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma :Applied Mn I Omega : Allowable 0.848: 1 W18x40 165.961 k-ft 195.609 k-ft Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination Load Combination Location of maximum on span Span # where maximum occurs +D+l+H 11 .564ft Span# 1 Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward l +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections • Unfactored Loads 0.526 in Ratio = 0.000 in Ratio = 0.988 in Ratio = 0.000 in Ratio= 538 0 <360 287 0 <240 Load Combination Span Max. •-• Dell Location in Span Load Combination D-tl..+E 1 0.9883 11.918 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span D Only 1 0.3925 12.036 L Only 1 0.5077 12.154 LrOnly 1 0.0186 11.446 L+Lr 1 0.5263 12.154 E Only 1 0.0908 10.148 D+Lr 1 0.4111 12.036 D+L 1 0.9002 12.154 D+L+Lr 1 0.9187 12.154 D+E 1 0.4811 11.682 D+L +E 1 0.9883 11.918 D+Lr+E 1 0.4998 11.682 Vertical Reactions • Unfactored. Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 29.709 22.434 D Only 9.610 9.023 Span Design OK 0.252: 1 W18x40 28.471 k 112.770 k +1.100-+0. 750Lr+0.750L +E+H 0.000 ft Span# 1 Max."+" Defl Location ln Span 0.0000 ·o.ooo ~ -~~---Max. Upward Defl Location in Span 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 Values in KIPS raws v eracs 1!-ngmeermg Lorporanun '--'uu~unlug Structural Engineers --· ...._._...,___-~-------- SHEETNO_ii.. OF ___ _ CALCULATED BY t:= DATE'--_ 663 Valley Avenue., Suite 101 • Solana Beach, CA 92075 Telephone (858) 509-8505 • Fax (858) 509-8515 1 05i..-\V~~~-LpG....t1A \._ {}i\x-=-VVIf;{ ")J) ~ LJ~L Wl'i"S3 _ 1...... Po\'is -~ C.Au: w t s" '3~) l3 5'L h> ll )4. 4 '0 (. i'P" Po\ o) ......._ CHECKED BY ____ DATE. __ SCALE. _________ _ f~1 -u,{g~ (TJC~tf(Z,)<d!WQl':. Ut;1 ff- (.., ,_ -:L 1.(1{ .(. 'tte. &/z.,) "' ~ N'lf ~.F i.J-z :. L't'l ... '<~flu" l6oei-= 261b rrr u~z. l~'t4t.)"' 5>l.PF ~~~; .. , ~ (.H,_Iot'~t) /z..r: &&I.C p 3 :.t1 i\ c. ui( jt4) , 'P-1.:. l3." I( f5".=. to.2.'< ~ f~ ". ~o'< '\) ~ Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com Steel Beam Description : (FB-23} Fir Bm @ Garage CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: 20091BC & ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Project Tille: En9ineer: ProJect Oeser: D(6.a)1 L(1j?o.015) L(0.04) Fy: Steel Yield: E: Modulus: 50.0 ksi 29,000.0 ks1 Applied Loads Service loads entered. Load Factors will be applied for calculations. -- Beam self weight calculated and added to loads Uniform Load: D =0.0150, L= 0.040 klft, Tributary Width= 1.0ft Point Load: D = 6.80, L = 12.0 k@ 9.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn I Omega : Atlowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.862: 1 W16x31 116.180 k-ft 134.731 k-ft +D+L+H 9.800ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable 0.587 in Ratio = 0.000 in Ratio == 0.937 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span #where maximum occurs 500 0 <360 314 0 <240 Overall Maximum Deflections • Unfactored loads, Design OK -0.141:1 W16x31 12.373 k 87.450 k +D+L+H 0.000 ft Span# 1 -------------------------------Load Combination Span Max. '-' Defl Location in Span Load Combination 0-+l 1 0.9374 11.638 Maximum Deflections fOr Load Combinations • Unfactored loads Load Combination Span Max. Downward Defi Location in Span Span D Only 1 0.3503 11.638 L Only 1 0.5872 11.638 D+L 1 0.9374 11.638 Vertical Reactions • Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 12.373 8.536 D Only 4.658 3.271 L Only 7.714 5.266 D-+l 12.373 8.536 Max. '+'Defl 0.0000 Max. Upward Dell 0.0000 0.0000 0.0000 Values in KIPS Location in Span 0.000 Location in Span 0.000 0.000 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858} 509-8515-Fax ~pvec.com i Steel Beam ······"'.: Description : (FB-24) Fir Bm@ Garage CODE REFERENCES Calculations per AISC 360-05 load Combination Set : 2009 I BC & ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fuily Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Load Combination ~009 IBC & ASCE 7-05 Project Title: En9ineer: ProJect Oeser: Fy : Steel Yie:d : E: Modulus: Proiect lD: 50.0 ksi 29,000.0 ksi p\ t) L\ Applied Loads Service loads entered. Lead Factors will be applied for calculations. Beam self weiQht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2720, L = 0.3840 klft, Extent= 0.0 ~> 7.50 f!, Tributary Width= 1.0 ft Uniform Load : D = 0.0650, L = 0.040 klft, Extent= 7.50 -» 24.50 ft, Tributary Width = 1.0 ft Point Load: D = 0.90, L = 1.60, E = 7.0 k@. 7.50 ft Point Load: D = 6.20, L = 10.80 k (ii} 13.50 ft DESIGN SUMMARY Maximum Bending stress Ratio = 0.831 : 1 Section used for this span W18x35 Ma : Applied 137.834 k-ft Mn I Omega: Allowable 165.918 k-ft Maximum Shear Stress Ratio= Section used for this span Va: Applied Vn/Omega ; Allowable Load Combination + 1.1 OD-+0.750Lr+0.750L +E+H Load Combination Location of maximum on span 13.475ft Span # where maximum occurs Span # 1 Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.492 in Ratio= 0.000 in Ratio"' 1.021 In Ratio= 0.000 !n Ratio = 597 0 <360 288 0 <240 Overall Maximum Deflections • Unfactored loads Load Combination Span Max.'-' Defl Location in Span Load Combination 0-+L+E 1 1.0213 12.128 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span D Only 1 L Only 1 E Only 1 D-+L 1 D+E 1 D-+L+E 1 Vertical Reactions • Unfactored Load Combination OVerall MAXimum DOnly LOnly E Only D-+L D-+E D-+L+E Support 1 19.440 5.949 8.634 4.857 14.583 10.806 19.440 Max. Downward Defl 0.3258 0.4923 0.2056 0.8181 0.5296 1.0213 Support2 14.624 5.155 7.326 2.143 12.481 7.298 14.624 Location in Span 12.373 12.373 11.148 12.373 11.883 12.128 Support notation : Far left is #1 Span Design OK 0.168 : 1 W18x35 17.877 k 106.20 k + 1.10D+O. 750Lr+0.750L +E+H 0.000 fi Span# 1 Max. •+• Defl Location in Span 0.0000 0.000 Max. Upw;3rd Defl 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Value!l in KIPS Location in Span 0.000 0.000 0.000 0.000 0.000 0.000 Palos Verdes Engineering Corpat!on 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858} 509-8505 -Ofc (858) 509-8515-Fax Project Title: En9ineer: ProJect Oeser: Project 10: '~ . paul@pvec.com ! Steel Beam I Description : (FB·25) Fir Bm @Garage CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 20091BC & ASCE 7-05 Fy : Steel Yield · E: Modt.:!us · 0(0.015) L(0.04) • 50.0 ksi 29,000.0 ksi • ., Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self wei{.lht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.2320, L = 0.040 k/ft, Extent= 0.0 -» 3.750 ft, Tributary Width= 1.0 ft Uniform Load : D = O.D150, L = 0.040 klft, Extent = 3.750 -» 24.50 ft, Tribula!V Width = 1.0 ft Point Load: D = 8.50, l = 14.90, E = 19.0 k (&. 3.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.964: 1 Section used for this span W16x31 Ma: Applied 129.835 k-ft Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Mn I Omega: Allowable 134.731 k-ft Load Combination +1.10D-t0.750Lr+0.750l+E+H Location of maximum on span 3.798ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections • Unfactored Loads 0.363in o.ooo in 1.021 in 0.000 in Ratio= Ratio= Ratio= Ratio= Load Combination Location of maximum on span Span # where maximum occurs 810 0 <360 288 0 <240 Design OK 0.404: 1 W16x31 35.290 k 87.450 k + 1.10D-+0.750Lr-t0.750l +E+H 0.000 lt Span# 1 ---·---------··-- Load Combination Span Max.'-" Dell Location in Span Load Combination Max."+' Dell Location in Span ._...,. o=--+L.,...-+€~--------_,,-----,-to=2,.,13=----~,o~.s=5s=---------~----~--=o'""'.o=oo=o-o.ooo Maximum Deflections for Load Combinations • Unfactored loads Load Combination Span D Only 1 LOnly 1 EO~ 1 D"'L 1 D-+€ 1 D-+L-+€ 1 Vertical Reactions -Unfactored Max. Downward Defl 0.2334 0.3628 0.4252 0.5962 0.6585 1.0213 Support 1 Support 2 Location in Span 10.903 10.780 10.535 10.780 10.658 10.658 Support notation : Far left is #1 Load Combination OVerall MAXimum DOnly ·~'3"'7"".71"'6.---. 7.607 ---·-------- 8.515 1.928 LOnly 13.109 2.771 EOnly 16.092 2.908 D-+L 21.624 4.698 D-+€ 24.607 4.836 D-+L+E 37.716 7.607 Span Max. Upward Defl 0.0000 0.0000 0.0000 n.oooo :1.0000 O.C{)OO Values in KIPS Location in Span 0.000 0.000 0.000 0.000 o.coo 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax Project Title: EnQineer: ProJect Oeser: Project ID: __paul@pvec.com ---~~-----m I ! Steel Beam Printed: BAUG 2013, 6:40AM Ale~ E:\JAHR09-K\PC-New\2013\1 NNOA3~Z\ca1C\i-ailyard.iiC6 ENERCAI..C, INC.1983-2013. Bulld:6.13.6.30 Ver.6.13.6.30 .. ... .. ... e .,. I CODE REFERENCES Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: 20091BC & ASCE 7-05 Material Properties ' Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Applied Loads SeNice loads entered. load Factors will be applied for calculations. Beam self weiQht calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.8680, L = 1.319 k/ft, Extent= 0.0 ->> 16.30ft, Tributary Width= 1.0ft Uniform Load: 0"' 0.6160, L = 0.8790 k/ft, Extent= 16.30 ->> 18.60 ft, Tributary Width= 1.0 ft PointLoad: 0=15.80, L=27.60, E=16.10k~16.30ft Load for Span Number 2 Uniform Load : D = 0.6160, L = 0.8790 k/ft, Extent= 0.0 -» 16.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 1 .046, L = 1.630 klft, Extent= 16.0 -» 17.0 ft, Tributary Width = 1.0 ft Point Load : 0 = 3.20, L = 5.60 k ~ 12.450 ft Point Load: D = 10.10, L = 17.80, E = 9.80 k ~ 15.950 ft Load for Span Number 3 Uniform Load: D = t046, L = 1.630 k/ft, Extent= 0.0 -» 15.70 ft, Tributary Width= 1.0 ft Uniform Load: D = 0.1520, L = 0.20 k/ft, Extent= 15.70 -» 22.10 fl, Tributary Width= 1.0 ft Point Load : D = 8.50, L = 14.90 k @J 1.20 ft Point Load : D = 3.70, L = 6.50 k @ 8.450 ft Point Load: D = 15.90, L = 27.90 k @.16.70ft DESIGN SUMMARY ··Maximum Bending Stress Ratio ;, Section used for this span Ma: Applied Mn I Omega : Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.918: 1 W21x4B 242.979 k-ft 264.771 k-ft Maximum Shear Stress Ratio "' Section used for this span Va :Applied Vn/Omega : Allowable ...04 . .-+H 16.505ft Span #3 0.406 in Ratio = -0.1 00 in Ratio = 0.654 in Ratio= ~0.168 In Ratio= load Combination Location of maximum on span Span # where maximum occurs 652 2,040 405 1213 Overall Maximum Deflections • Unfactored loads Load Combination Span Max."-" Dell Location in Span Load Combination D+l+E 1 0.2610 9.653 2 0.0000 9.653 D+l+E D+l 3 0.6541 12.309 Maximum Deflections for Load Combinations • Unfactored Loads Max. '+'Dell 0.0000 -0.1681 0.0000 Design OK 0.532 : 1 W21x48 76.653 k 144.20 k +D+L+H 17.000 ft Span#2 Location in Span 0.000 9.038 9.038 ---~~---~-------------·----~- Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Dell Location in Span DOnly 3 0.2479 12.309 2 ·0.0593 --9.468 ---- LOnly 3 0.4062 12.309 2 ·0.1000 9.468 E Only 1 0.0250 10.595 2 -0.0118 5.595 D+l 3 0.6541 12.309 2 -0.1593 9.468 D+E 3 0.2478 12.309 2 ·0,0685 8.608 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc {858) 509-8515-Fax Project TiUe: En9ineer: ProJect Oeser: Project ID: ,_.,p_,au,.,l@~pv,.,ec:<!.c"-'o"'"m,__ _______ ,,, , __ ,__________ ,, __ ,,,,,_,_, __ ,_ Printea: BAUG2013, 8:40AM : Steel Beam File= E:'oJAHR09--K\PC-Nevi12013\1NNOA3-ZICaJc'lailyaid.acs --1!!!11BDmi:IBmJ•IIII•IIIJ••················[!I!mBE 1NC.1983-2013, Build:6.13.6.30, Var:6.13.6.30 (FB-26a) Fir Bm @Garage Description : Maximum Deflections for Load Combinations • Unfactored loads Load Combinalion Span D+L+E 3 Vertical Reactions • Unfactored Load Combination Overall MAXImum DOnly LOnly EOnly D-+l D+E D-+l+E Support 1 22.510 8.615 12.890 1.005 21.505 9.620 22.510 Max. Downward Dell Location in Span 0.6539 12.309 Support2 88.407 28.003 43.630 16.774 71.633 44.777 88.407 Support notation : Far !eft is #1 Support 3 Support 4 139.132 46.073 49.797 17.417 81210 28.656 8.125 -0.004 131.007 46.073 57.921 17.413 139.132 46.070 Span 2 Max. Upward Defl -0.1681 Values ir. KIPS Location fn Span 9.038 rcuu:s v t::auc:s .B!IH!SHJ.ccuu!S <LUI puHUlUH vu.u;:,u.uJ.Hl:; SHEET NO.-.Jl,_,"3'--__ 0F ____ _ Structural Engineers CALCULATED BY ___ DATE __ 663 Valley Avenue., Suite HH • Solana Beach, CA 92075 Telephone (858) 509-8505 • Fax (858) 509-8515 CHECKED BY DATE~.,. SCALE. _________ _ bv,: tf;)a~!i')~IJ\1'• •lPl,@Jc '\ 1p, fJ1...::.~o--&z't)-~1i""fF,t~ 'ttiolF Y,:. e.;:s .0"" Lff> -u, \ p 1 =-25£"C L1P"1 ttt) "' ,;. Lto''i!L u \ t~ ": 'lb6 rr f.: iO..(l"\ y, ::. "11-:.t)"~ ., ... ~~<! fui ~to Pv-.. £'ltr\.:8st; Pr £.n::ti115P«~""' 8.tP ~~l"'" p::. Z.ett;~t L F~ .. )\.f~.ll) b;-~ 1l"ttf' b.-l;l: S'St>~ Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Title: Job# Solana Beach, CA 92075 (858) 509,1!505 -Ofc (858) 509,1!515 -Fax Engineer: Project Desc.: Project Notes : '1 , paul@pvec.com t Ste~l Beam Description : M<~·t.a.riiilil Properties .. ":: Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7·05 Analysis Method: Allowable Stress Design Fy: Steel Yield 50.0 ksi Beam Bracing : Beam is Fully Bra::ed against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2009JBC & ASCE 7-05 0(24.8) L(39.8) E(0.2) 0(1.1) L(1.8) E(7) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Unfform Load : D = 0.4010, Lr = 0.040, L = 0.2160 klft, Extent= 0.0 ->> 13.0 ft, Tributary Width = 1.0 ft Unfform Load: D = 0.150, L = 0.250 k/ft, Extent= 13.0 -» 29.0 ft, Tributary Width= 1.0 ft Point Load : D = 24.80, L = 39.80, E = 0.20 k ~ 5.50 ft Point Load: D = 1.10, L = 1.80, E = 7.0 k ~ 13.0ft DESIGN. SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn I Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.878: 1 W24X62 335.270 k-ft 381.737k-ft +D+L+H 5.510ft Span# 1 Maximuin Shear Stress Ratio = Section used for this span Vu :Applied Vn/Omega : Allowable 0.557 !n Ratio = 0.000 in Ratio= 1.092 in Ratio = 0.000 ir. Ratio = Load Combination Location of maximum on span Span # where maximum occurs 624 0<360 318 0<240 OVerall Maximum Deflections~ Unfacto~d Load~ Design OK 0.308: 1 W24X62 62.835 k 203.82 k +D+L+H 0.000 ft Span# 1 Load Combination Span Max.'-' Defl Location in Span Load Combination Max. '+' Dell Location in Span 1 0.0000 0.000 0.0000 0.000 Maximum Oeflectioos for Loed Combination$, • Unfa~~rec:l Lq~ds 0 ·• ,---------:-:----:c:------:-=----=----=--,-----,--::------ Load Combination Span Max. Downward Dell Location in Span Max. Upward Dell Location in Span D Only 1 0.4039 13.195 0.0000 0.000 L Only 1 0.5512 13.050 0.0000 0.000 Lr Only 1 0.0060 13.195 0.0000 0.000 L-tlr 1 0.5573 13.050 0.0000 0.000 E Only 1 0.1380 14.065 0.0000 0.000 D+Lr 1 0.4100 13.195 0.0000 0.000 D+L 1 0.9552 13.050 0.0000 0.000 D+L+Lr 1 0.9612 13.050 0.0000 0.000 O+E 0.5414 13.485 0.0000 0.000 D-tl+E 1.0924 13.195 0.0000 0.000 D-tlr+E 0.5474 13.485 0.0000 Q.COO Vertical Reactions • Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Overall MAXimum 66.859 0 Only 26.308 L Only 36.527 Lr Only 0.403 L-tlr 36.930 E Only 4.024 D-+Lr 26.712 Support2 24.058 9.001 11.881 0.117 11.998 3.176 9.118 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509--8515-Fax paul@pvec.com Wood Beam Description : (FB-28) Hdr Bm CODE REFERENCES Calculations per NOS 2005 Load Combination Set: IBC 2009 Material Properties Project Title: EnQineer: Project Oeser: Proioct 10: Analysis Method : Allowable Stress Design Load Combination JBC 2009 Fb-Tension Fb-Compr Fe-P~l 2900psi 2900psi 2900psi E : Modulus of Elasticity Fe-Perp Fv Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Ft Beam Bracing : Completely Unbraced 0(3.3) L(6.7) E(9.6) I 5.25x11.875 Span = 3.330 ft 750psi 290psi 2025psi Ebend-xx 2000 ~si Eminbend -xx 1016.535ksi Density 32.21 pet Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform load : D = 0.1760, L = 0.2920 , Tributary Width = 1.0 ft Point Load: D"' 3.30, L = 6.70, E = 9.60 k ~ 1.670 ft _Q.E$1GN SVMI'M.~'L.. . .-.. .. Maximum Bending Stress Ratio Section used for this span fb: Actual = 0.529: 1 5.25x11.875 1,531.24psi Maximum Shear Stress Ratlo Section used for this span fv: Actual FB : Allowable :::: 2,893.84psi Load Combination +1.1 OD-t{). 750Lr-t{). 750L +E+H LocaHon of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 1.665ft Span# 1 0.007 ln Ratio= 0.000 In Ratio = 0.019 in Ratio= 0.000 in Ratio= OVerall Maximum Deflections -Unfactored Loads Fv :Allowable Load Combination Location of maximum on span Span # where maximum occurs 5994 0 <360 2126 0 <240 Design OK :: 0.784: 1 5.25x11.875 -227.28 psi -· 290.00 psi +1.1 OD+0.750Lr+().750LTE+H .. 2.346ft -· Span# 1 -~-~------~---··--·--Load Combination Span Max. •.• Dell D-tl+E 1 0.0188 Vertical Reactions • .Unfactored Load Combination Support 1 Support2 Overall MAXimum 10.573 10.632 DOnly 1.961 1.971 LOnly 3.826 3.846 EOnly 4.786 4.814 D+l 5.787 5.817 DotE 6.747 6.786 D-+t+E 10.573 10.632 Location in Span 1.677 Load Combination Support notation : Far left is #1 Max. '+" Dell Locaticn in Span 0.0000 0.000 Wriues in KIPS Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax aul vec.com Steel Beam Description: CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: IBC 2009 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Load Combination IBC 2009 Project Title: En(lineer: Project Oeser: Fy : Steel Yield : E: Modulus: Project 10: 50.0 ksi 29,000.0 ksi D(8.7) Lr5.4) LC5.8) 0{0.164) L(0.328) .. .. .. .. Applied Loads Service loads entered. Load Factors will be applied for calculations. ---Load for Span Number 1 Uniform Load : D = 0.1850, L == 0.4630 klft, Extent= 0.0 -» 10.250 ft. Tributary Width = 1.0 ft Uniform Load : D = 0.1640, L = 0.3280 klft, Extent= 10.250 -» 18.0 ft, Tributary Width = 1.0 ft Point Load : D = 8.70, Lr = 5.40, L = 5.80 k (i)l1 0.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio ;., 0.812: 1 Section used for this span W16x40 Ma : Applied 98.942 k-ft Mn I Omega : Allowable 121.803 k-ft Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega : Allowable Load Combination + 1.1 0D-+{).750Lr...0.750L +E+H Location of maximum on span 10.260ft Span #where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum .Deflections • Unfactored Loads 0.218 in Ratio= 0.000 in Ratio= 0.366 in Ratio= 0.000 in Ratio = Load Combination Span Max. •.• Defl Location in Span Load Combination Location of maximum on span Span # where maximum occurs 988 0 <360 590 0 <240 Load Combinalion Design OK 0.148:1 W16x40 14.433 k 97.60 k +1.1 OD...0.750Lr+0.750L +E+H 18.000 ft Span# 1 Max. '+' Dell Location in Span D+l.:tlr 1 0.3659 9.360 ------·--o.oooo ---o.omr··--- Maximum Deflections for load Combinations -Unfactored Loads Load Combination Span .. DOnly 1 LOnly 1 LrOnly 1 L-+lr 1 D+Lr 1 D+L 1 D+L-+lr 1 Vertical Reactions • Unfactored Load Combination Overall MAXimum DOnly LOnly LrOnly L-+lr D+Lr D+L D+L+I..r Support 1 14.140 5.376 6.439 2.325 8.764 7.701 11.815 14.140 Max. Downward Defl 0.1473 0.1445 0.0741 0.2186 0.2214 0.2918 0.3659 Support2 16.215 6.491 6.649 3.075 9.724 9.566 13.140 16.215 Location in Span 9.360 9.180 9.450 9.270 9.360 9.270 9.360 Support notation : far left is #1 Span Max. Upwaro Defl o.ooco 0.0000 0.0000 0.0000 O.QOCO o.ooco 0.0000 Values in KIPS --------------------- Lccalion in Spa~ -o:ooo __ _ 0.000 0.000 0.000 0.000 0.000 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax pau l@pvec.com !Wood Beam Description: (FB-30) Hdr@ FB-21 CODE REFERENCES Calculations per NDS 2005 Load Combination Set : IBC 2009 Material Properties Project Title: En9ineer: ProJect Oeser: Project 10: J SO/ Analysis Method: Allowable Stress Design Load Combination IBC 2009 Fb-Tension Fb-Compr Fe -Prll 2900psi 2900psi 2900psi E: Modulus of Elasticity Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Fe-Perp Fv Ft Beam Bracing : Completely Unbraced 5.25x9.5 Span = 2. 70 ft 750psi 290psi 2025psi Ebend-~x 2000 ksi Eminbend -xx 1016.535 ksi Density 32.21 pcf Applied Loads· Service loads entered. Load Factors wm be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.2750, Lr = 0.040, L = 0.440 klft, Extent= 0.0 -» 1.0 ft, Tributary Width = 1.0 ft Uniform Load: 0 = 0.310, Lr = 0.20, L = 0.080 klft, Extent= 1.0 -» 2.70 ft, Tributary Width= 1.0 ft Point Load: D = 3.90, Lr = 2.20, L = 2.30, E = 1.60 k ((Y. 1.0 ft D~SlqN SUMMAR'( Maximum Bending Stress Ratio Section used for this span fb: Actual 0.332 i 5.25x9.5 960.43psi 2,896.06psi +1. 1 OD+0.750Lr+0.750L +E+H Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection .:: 1.005f!: = Span#1 0.004 in Ratio= 0.000 in Ratio = 0.008 in Ratio = 0.000 in Ratio= Overall Maximum Deflections· Unfactored Loads fv : Allowable Load Combinafion Location of maximum on span Span # where maximum occurs 7277 0 <360 3895 0 <240 , IDesign QK = 0.637: 1 5.25x9.5 = 184.84 psi = 290.00 psi +1.10D+0.750Lr+0.750l +E-+11 = O.OOOft Span# 1 --------,-,---------~-----~---------~--~ location bl Span Load Combination Max.'+' Defl Location in Span Load Combination Span Max.·-· Defi D~~r 1 0.0083 1.211 --o.o~---o.oocr-~ Vertical Reactions· Unfactored Support notation : Far left ls #1 VaiUiss in KIPS Load Combination Support 1 Support 2 Overall MAXImum -=-s.=22=a·----..3.9"'3"'8 ___________ _ D On!y 2.846 1.856 !.. Only 1.849 1.027 Lr Only 1 .525 1.055 L -tlr 3.37 4 2.082 E Only 1.007 0.593 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Project Title: EnQineer: Project Oeser: Pro;ect !0: • paul@pvec.com ------·· __ --·~w·-· Wood Beam Printed: 17 SEP 201 3, 7:50AM ·---~= E:IJAHROg..K\PC-New\2013\1NNOA3-Z\Calclrailyard.ec6. ENERCALC, INC. 1983-2013, aui:d:6.13.8.31, Ver.6.13.S 31 Description: (FB-31) Fir Bm@ Spiral Stair CODE REFERENCES Calculations per NOS 2005 Load Combination Set : IBC 2009 Material Properties Analysis Method: Allowable Stress Design Fb-Tension Load Combination l BC 2009 Fb-Compr :=c-Prll Wood Species : !Level Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling L(3) -t, 0(0.036) L(0.053) 7x11.875 Span= 18.0 ft 2900psi 2900psi 2900psi 750 psi 290psi 2025psi E : Modulus of Elasticity Eber.d-xx 2000ksi Eminbend-xx 1016.535ksi Density 32.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. ----------------------Beam self weight calculated and added to loads Uniform Load: D = 0.0360, L = 0.0530, Tributary Width= 1.0 ft Point Load : L == 3.0 k @ 2.50 ft _ DE,SI~N .SUMMARY __ Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward l+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.224: 1 7x11.875 650.21psi 2,900.00psi +D+L+H 5.124ft Span# 1 Maximum Shear Stress Ratio Section used for this span tv: Actual 0.198 in Ratio= 0.000 ln Ratio= 0.264 in Ratio= 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 1088 0 <360 817 0 <240 Overall Maximum Deflections • Unfactored Loads Load Comb1na1ion Span Max.·-· Deft Locaflon In Span Load Combinafion = Design OK 0.214: 1 7x11.875 62.18 psi 290.00psi +D+L+H O.OOOft Span# 1 Max. "+' Dell Location in Span D-tl ----------;1,-----"'"0."'26""42;:----8.409 ·---·---o.oooo ____ o.oco --- Vertical Reactions • Unfactored Support notation : Far left is #1 values in KIPS Load Combination Support 1 Support2 Overall MAXimum 3.552 1.385 DOnly 0.491 0.491 LOnly 3.060 0.894 D-tl 3.552 1.365 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Project Title: En9ineer: Project Oeser: Prcject ID: . paul@pvec.com _ 1 Steel Beam Printed: 70CT 2013, 10:46tM File" E:\JAHR09-K\PC.New\20f3\1NNOA3~Z\Calc\rsllyard.ec6 ENERCALC, INC.1983-2013, Build:6.13.8.31, lfer.6.13.8.31 Description : CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination iBC 2009 0(14.2) L(21.3) ' 0(0.033) L(0.053) Span= 12.250 ft W10x45 Fy : Steel Yield : E: Modulus· 50.0 ksi 29.,000.0 ksi ... -.-/ 1\ Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : 0 = 0.0330, L = 0.0530 klft, Trioutarv Width= 1.0 ft Point load: 0 = 14.20, L = 21.30 k CCQ 4.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn I Omega : Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.746:1 W10x45 102.147 k-ft 136.976 k-ft Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable +D+L+H 4.533ft Span# 1 0.184 in Ratio= 0.000 in Ratio = 0.306 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span #where maximum occurs 800 0 <360 481 0 <240 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max."-" Deft Location in Span Load Combination D-+L 1 0.3053 5.696 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span D Only 1 L Only 1 D+l 1 Vertical Reactions • Unfactored Load Combination Overall MAXimum DOnly LOnly D+l Support 1 22.986 9.186 13.800 22.986 Max. Downward Defl 0.1222 0.1836 0.3058 Support2 13.568 5.418 8.149 13.568 Location in Span 5.696 5.696 5.696 Support notation : Far left Is #1 Span Design OK 0.325: 1 W10x45 22.986 k 70.70 k +D+L+H o.coo ft Span# 1 Max. "+" Deft Location in Span -·a:oooo--~ -o:ooo---· -:-=-::----:----::·~---Max. Uptvard Dell Location in Span · o.oooo ····-o.oo~o-~ 0.0000 0.000 a.ocoo o.ooo Valuos in KIPS Palos Verdes Engineering corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 {858) 509-8505 -Ofc (858) 509-8515-Fax 1-'rqet:t IItie: Engineer: Project Oeser: Proiect !D: fb.\l..\'1)\9 \~G paul@pvec.com ·-r~nted: 16 ocr zon, 7:48AM 1 : Wood Beam ww·---· --Fils=C~Users\Pau!IDeSitOp\Temp\iS:f04"1\Calc\itollday:ecs-' '"o!12IEI!Iimil~~·~····················I!J!!i'D~E~NEijRzC~AL~C~, IN~C~. 1~98~3-~20~1 1 Ver;6.13B.31 Description : Deck Bm '33 FPr CODE REFERENCES Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set: IBC 2009 ___ Material P_roperties Analysis Method: Allowable Stress Design Load Combination lBC 2009 Wood Species Wood Grade : ilevel Truss Joist : Parallam PSL 2.0E Fb-Tension Fb-Comor Fe-Prll · Fe-Perp Fv Ft Beam Bracing : Beam is Fu!ly Braced against lateral-torsion buckling 0(0.267) L(0.428) 7x11.875 Span = 15.670 ft 2900psi 2900psi 2900psi 750psi 290psi 2025 psi E: Mod!J/us cf Elasticity Ete11d-xx 2000 ksi Emir.bend-xx 1016.535ksi Density 32.21 pcf Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. ~~-~~---·----------~---· ---------·-------------·-------·--- Uniform Load : D = 0.2670, L = 0.4280, Tributary Width= 1.0 ft '~SIGN su·~•••"RY .,),.-:::..-:r.-...·. _ _pi!=; _______ lfl/rl~ --------------. Maximum Bending Stress Ratio = 0.537. 1 Maximum Shear Stress Ratio Section used for this span 7x11.875 Section used for this span fb: Actual "-1,555.97psi fv: Actual FB : Allowable 2,900.00psi Fv : Allowable Load Cor.1bination +C+L+H Load Combination Location of maximum on span ?.835ft Location of maximum on span Span # where maximum occurs Span# 1 Span# where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.299 in Ratio= 629 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.485 in Ratio= 387 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections • Unfactored Loads Load Combination Span 0-+L 1 Max.·-· Defl 0.4854 Location in Span 7.892 Load Comb:nation Vertical Reactions • Unfactored Load Combination OveiiilfMAXimu-m DOnly LOnly D+L Support 1 5.445 2.092 3.353 5.445 Support2 5.445 2.092 3.353 5.445 Support notation : Far left is1t1 " "' = Max. '+"Dell c.oooo Values in KIPS Design OK 0.297: 1 7x11.875 86.07 psi 290.00 psi +D+L+H O.OOOfl Span# 1 Location in S~:an 0.000 Palos Verdes Engineering Corporation Consulting Structural Engineers JOB SHEET NO ·~ CALCULATED BY 26-06-912 OF PSC DATE 2/21/07 6027-I Paseo Delicias +P.O. Box 2211 +Rancho Santa Fe, CA 92067 Telephone (858) 759-2434 ·Fax (858) 759-8324 CHECK BY SCALE DATE 5.0 Lateral Design & Analysis (Three-Story) Wind: P = A Kzt I ps3o A= 1.09 Kzt= 1.0 PS30= 15.9 psf I= 1.0 P= 17.3 ESf (ASCE 7 • Eqlllllion 6·1) (fig. 6-3) {fig. 6--4) (fig. 6--3) (table 11.5-1) Seismic: V = Cs W DL S== s 1.327 F= a 1.0 R= 6.50 V= 0.097 * Wt (IBC Equation 12.8-1) S1= 0.499 Fv= 1.5 I= 1.00 (p-Redundancy) Criteria 1st Story 2nd Story 3rd Story Wind Loads Each Story Resists > 35% Base Shear: not satisfied satisfied not satisfied P = 17.3 psfx trib. Area Any Shear Wall w/ (h/1)>1.0 is< 33% Story Force satisfied satisfied satisfied 3rd Level Direction: Direction: 2nd Level Direction: Direction: 1st Level Direction: Direction: Rf Level Weight RoofWt. Exterior Wall Wt = Interior Wall Wt = N IS = 17.3 psf X 1035 sq. ft.= E/W = 17.3 psf X 409 sq. ft.= N/S = 17.3 psf X 1675 sq. ft.= E/W = 17.3 psf X 696 sq. ft. '= N /S -17.3 psf X 1653 sq. ft.= E/W = 17.3 psf X 725 sq. ft.= 9.0 psf x 4859 sq. ft.= 43731 lbs. 16.0 psf x 1325 sq. ft. -21200 lbs. 8.0 psf x 1175 sq. ft. = 9400 lbs. Ceiling Wt = 5.0 psf x 4118 sq. ft.= 20590 lbs. -----Total Trib. WR = 94921 lbs. 3rd Level Weight!LoFk:':- Diaphragm = { 24.0 psf x 6182 sq. ft. = 148368 lbs. Exterior Wall Wt ""' 16.0 psf x 5215 sq. ft. = 83440 lbs. Interior Wall Wt = 8.0 psf x 4633 sq. ft. = 37064 lbs. RoofWt. = 14.0 psf x o sq. ft. = ___ O..;:.:.lb:..:..:s. Total Trib. WR = 268872 lbs. 2nd Level Weight Diaphragm = ~0 psf x 5980 sq. ft. = 143520 lbs. Exterior Wall Wt "" 15.0 psf x 8609 sq. ft. = 129135 lbs. Interior Wall Wt ""' 8.0 psf x 3121 sq. ft .. , 24968 lbs. 1st Flr. RoofWt. = 14.0 psf x sq. ft. = 0 lbs. ----Total Trib. WR = 297623 lbs. Total Seismic Dead Load: Wt = 661416 lbs. p= 1.0 1 1.0 17938 lbs. 7088 lbs. 29029 lbs. 12062 lbs. 28648 lbs. 12565 lbs. 2""c.\ }='1..-fJIOQ.-1Z,oor L'IEun.s ~ lvooP -r'RA~'fP s~w, 111~ 12.::. ,_:f U~VVD tM. PfSICi\{ ~A-r \;t"' 1=\..tt ?oe...tt~. Cf1,v !tAlA- a GflJU''l ,...., f2.-;.Z,o IJ<;UAI 1M G-/w \)\ttt£.t1a..& -e. l~i'"A:&t. ASD Base Shear: V = 0.097 * Wt = 64300 lbs. Palos Verdes Engineering Corporation Consulting Structural Engineers 6027-I Paseo Delicias + P.O. Box 2211 * Rancho Santa Fe, CA 92067 Telephone (858) 759-2434-Fax (858) 759-8324 Seismic Lateral Distribution V= 64300 lbs. *p Level Wx hx W,. hx W,. l'hv\ (lbs) (ft) (lbs-ft) I.wi k i 3rd 94921 39 3701919 0.261 2nd 268872 28 7528416 0.530 ... 1st 297623 10 2976230 0.209 14206565 1.000 F (lbs) 16755 34074 13471 64300 JOB SHEET NO 26-06-912 \7 OF ______ __ PSC DATE 2/21/07 DATE CALCULATED BY CHECK BY SCALE --------------- v (lbs) 16755 50830 64300 Palos Verde§ Engi.n.eeri:ng Corporation Consulting Stmdural Engineers 663 Valley Avenue, Suite 101, Solaru. Beach, CA 92075 Telephone (858) 509-8505 -Fax (858) 509-8515 ;!.1 Lateral Design & A:na!Jsis -Jrd ShearWaUs Gridline 3 4 5 6 7 8 9 lO 11 N/S Wal!Ht. 10 10 10 10 10 10 10 10 10 Type Gridline s A .I A B B c c D,E s I s J A K s s ., JOB SHEET NO CALCULATED BY CHECK BY SCALE EIW Wall Ht. 10 10 10 10 JO 10 10 Type s A s s s A s Palos Verdes Engineering Corporation JOB 24-13-156 Consulting Structural Engineers SHEET NO l:l OF CALCULATED BY PSC DATE 5/l/13 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 CHECK BY DATE Telephone (858) 509-8505-Fax (858) 509-8515 SCALE 5.1 Lateral Design & Analysis (cont.) ~7'lF/ un"i"f.f': 2 "'~ Grid line (41 2 % ( 17938 X 0.02 = 359 #) 359 lbs. 10' J ~ v = 6.6 ft. 54 plf 4( Lw~ " 211 flF 8iO"' OTF -~ lbs. MST37 Q tiD~ r-F J i.fb~~ .; ; llt Gridline 12 % ( 17938 X 0.12 2153 #) 2153 lbs .!Jr~-~ v = 11.3 ft. 190 plr. ... L'.U . -uo 1'¥ OTF U1fl lbs. '11L.fNbs-1 f".:. MST37 U:/'1# Gridline Q 20 % ( 17938 X 0.20 3588 #) 3588 lbs ~ v "" 12 ft. 299 plf OTF = 2990 lbs. t\SH"l QF;.u,£ 'ca, In ),t~ll)) >( ll'"/ b :rtl'\ "-Oro" l.S'\ 'i tr Q £Z.6F f 1-ff.;f,.f:::. 17 2 Gridline 17 % ( 17938 X 0.17 = 3049 #) 3049 lbs. ~ v ~-6 ft. 508 plf OTF 5082 lbs. 1"\Ht.D .CS1'i -1 I 'l'brtt.f ~ Wt. Gridline G 11 % 17938 X 0.11 = 1973 #) 1973 lbs. & v ''=' 15.5 ft. 127 .. r:lf OTF 1273 lbs. MST37 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505 -Fax (858) 509-8515 5.1 Lateral Design & Analysis (cont.) 'bU..f/'ib~ : f7'1u Grid line G 17 % 17938 X 0.17 ·~· 3049 #) 3049 lbs. v = 26 ft. 117 pif OTF = 1173 lbs. fl.F~ 301", \'\Of .. t.;o• G t. 32. -f I ~~ Yi rf '= 1~ -'t Gridline 13 % ( 17938 X 0.13 ;: 2332 #) 2332 lbs. \ti' t v 12 ft. 194 plf .-. L·~1 l.I)Pf OTF 2..\!ro lbs. 1'1'f ~I 4~n .P ~~ Gridline G 4 % ( 17938 X 0.04 "' 718 #) 718 lbs. v = 9 ft. 80 plf OTF = 797 lbs. " ilf:.C1.t:..r:u.r .. to.\·d.2.CI\J"'c;'IV i.\~i ~ HOf" 13&*'Ao 8 llf6., /4t~~ {= ~ <16 Gridline 3 % ( 17938 X 0.03 = 538 #) 538 lbs. plf > ~~:., v = 8 ft. 67 ~.&'1 Vf OTF Z,'i t)' lbs. JOB SHEET NO 24-13-156 ~ OF ______ __ CALCULATED BY PSC DATE 5/1/13 CHECKBY ____ DATE--- SCALE & MST37 ~ MST37 & ~ \'\\) & MST37 Palos Verdes Engineering Corporation JOB 24-13-156 Consulting Structural Engineers SHEET NO 'I OF CALCULATED BY PSC DATE 5/I/13 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 CHECK BY DATE Telephone (858) 509-8505-Fax (858) 509-8515 SCALE 5.1 Lateral Design & Analysis (cont.) jO,Iif/4hS1 f~~" @ Grid line 4 % ( 16402 X 0.04 = 656 #) 656 lbs. & v = 27 ft. 24 plf OTF 243 lbs. (i2 Jf>t>1.f/li&~ f.:: H, Grid line 33 % ( 16402 X 0.33 = 5413 #) 5413 lbs. ~ v " 24 ft. 226 plf OTF = 2255 lbs. f1r~llJ. t...tlir-.h\J.i'ttr)] .. lTl/ 'i~~·l ~Of .. \SU" t\~t\"1 ~ 2..'1,1{ /'165\""' S"fl Gridline 5 % { 16402 X 0.05 "' 820 #) 820 lbs. & v -18 ft. 46 plf OTF 456 lbs.~o B 7 7}1 fju,b"$4 = l ~J Gridline 15 % ( 16402 X 0.15 ""' 2460 #) 2460 lbs. & v = 16.5 ft. 149 plf OTF 1491 lbs. MST37 CD l'ti f I ltb t1~ ~ ~~ Gridline 4 % ( 16402 X 0.04 "" 656 #) & 656 lbs. v -5 ft. 131 plf OTF 1312 lbs. MST37 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.1 Lateral Design & Analysis (cont.) Gridline Q) 31 % ( 16402 X 0.31 5085 lbs. v ·-19 ft. 268 plf OTF 2676 lbs. }21"'.:o,,~\l'hl)"i,U'\.i~1]-c~'ib Uf'J \iOP2'11Z." 5085 #) <;6' f 1 q£rt ~ t; .n .. Gridline (3) 12 % ( 16402 x 0.12 == 1968 #) 1968 lbs. v 11 ft. OTF 1789 lbs. R}';o i:.•.lUf.lt~\ .. L H~a;))..., l\ '11-~ 7UJ" 1-\Df: lol.3 .. 179 plf JOB 24-13-156 SHEET NO t1.. Of' ---:-:-:--CALCULATED BY PSC DATE 5/1/13 CHECK BY ________ DAffi ____ __ SCALE MST48 MST37 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Analysis -z~4 Story Shear Walls N/S Gridline Length of Shearwalls Total Wall Ht. Type Gridline 3 12 12 8 s A 3.7,4 20 2 2 23.5 16 A A. I 5 7 7 16 ~LSIDED c 5.8 9 9 18 8 B D 7 11 11 22 8 A G 8 20 9 7 36 8 A H.5 9 4 4 7 8 E L w 9 9 16 A Ll n 4 4 8.4 8 A 0 0 JOB 24-13-156 t,'~ OF -----PSC DATE 5/1/13 SHEET NO CALCULATED BY CHECK BY SCALE _____ DATE---- E!W Length of Shearwalls Total Wall Ht. Type 58 58 16 s 26 26 16 B 26 26 16 s 13 5 18 16 B 18 18 36 16 A 11 10.5 16 s 58 58 16 s 23 23 8 A 0 0 0 0 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Analysis (cont.) l~t"f( 6 lf>'Z.o: J3l __ G_ri_dl_in_e......J,(J)~3,.__;;.... __ 3 __ 1J.'<_o_.......;._29_0_29_x 0.03 "" 871 #) 871 lbs. + 659 v "" 12 ft. 127 plf OTF = 1020 lbs. ~f.: 0.6~CL\r-.t.hU'f-·~lJ"IL}l: 7,t·anof"" 21b"1J.O Q Bb'i'f/ €132 f"" H~ Gridline @ 13 % ( 29029 x 0.13 = 3774 #) 3774 lbs. + 2153 v "' 23.5 ft. OTF = 4035 lbs. 41 Mo.&, .. [LB.&t)~L"U;~)J..Ii. \/1: &!;"J kDI":-~H'tJ 05 1o~o.f/ Gl&'lf= l 7"' Gridline y 17 % ( 29029 x 0.17 4935 #) 4935 lbs. + 3588 v m 7 ft. 1218 plf OTF 19481 lbs. It V.f:. ?.t.l:l Ho r:. 11·7 @ '\i'i.f /6\:0't~ tUL Gridline 16 % ( 29029 X 0.16 4645 #) 4645 lbs. + 3049 v 18 ft. 427 plf OTF 3419 lbs. G ~~ I 6it,'t ~ tM" Grid line 13 % ( 29029 X 0.13 3774 #) 3774 lbs. + 1973 v co=. 22 ft. 261 plf OTF 2090 lbs. JOB SHEET NO 24-13-156 l.'( OF_~~~ CALCULATED BY PSC DATE 5/1/13 CHECK BY SCALE ________ DArn ____ __ ~ 14>'tlih £:1...) Hrx· ~--~~~ ~SIDEDD Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Analysis (cont.) (\6'j 'tl &'2..~().' b __ o_r_id_lin_e.....~(J)~s~-.;;.,_--1-6 __ <xl_o_~(-29_o_2_9 x 0.16 ' 4645 #) 4645 lbs. + 3049 v = 36 ft. 214 plf OTF 1710 Ibs. f:.\b.:f/ 6lt>1...,.... 0,( ~ __ o_r_id_lin_e_G)~9,_ ____ 1_o __ '*-o-~(_2_90_2_9 x 0.10 "" 2903 #) 2903 lbs. + 2332 v "" 7 ft. OTF 'o/ itf.IO lbs. G 'f$d'i ..f/ ~ ~ t'l.~ r:. oif Grid line 5 % ( 29029 X 0.05 = 1451 #) 1451 lbs. + 718 v = 9 ft. 241 plf OTF 3857 lbs. ~.:J'i /6~6'1." O.t;(' Gridline G 5 % ( 29029 X 0.05 = 1451 #) 1451 lbs. + 538 v = 8.4 ft. 237 plf OTF 4737 lbs. Wzo.,.._(O)' .. ~&\tlif-i ~11\J ~'IZI'l.: 'tU" \tot:~ "i3Ur- JOB 24-13-156 SHEETNO 1,( OF ----CALCULATED BY PSC DATE 5/1113 CHECK BY SCALE ____ DATE __ _ Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Analysis (cont.) !.V.7..f/(,1'6Z.if .eo.U'1 Gridline 4 % ( 26454 X 0.04 ."" 1058 #) --------~~--------------~-----~I 1058 lbs. + 656 v ;:; 58 ft. u 30 plf OTF "" 472.9 lbs. "'~tt.fl 6iti;·z_e v .. t~ ( 26454 X 0.16 "* --------~~---------------------Gridline ® 16 % 4233 #) 4233 Jbs. + 5413 v -26 ft. 371 plf OTF "" 5936 lbs. W::.b.,:.tUf•11) .. L2.tl:J,..2b•t2;-2l1 s'"J\'\P~ 'lnt t "?,o•tf/61'02. .f:: o.or- Gridline (2) 5 % ( 26454 x 0.05 = ·• ~323 # ) 1323 lbs. + 820 v 26 ft. 82 plf OTF 1319 lbs. ar .. o,6~aL ... lb)•l6J .. 1..6·J7.]: ~~~~ ~11or=-tb~!.\0 f"::\D ., l:l.f I blf~t f::. b .I ( Gridline ~ f5 % ( 26454 x 0.15 = 3968 # ) 3968 lbs. + 2460 v = 18 ft. ,.. 357 plf OTF 5714 lbs. Rf'.::.a., •. q1;.ol& hL7J:>\J ... 'fl ·z; 't~T" l \1Dp; "rt7'1' i't7t .f/ Glt~t.f Gridline 32 % ( 26454 X 0.32 8465 #) 8465 lbs. + 0 v 36 ft. 235 plf OTF 3762 lbs. W=o,b .. ag...ibhl35')) .. l5'12:;b&o"* \ H~ 2Jl:L:,. JOB 24-13-156 SHEETNO U OF --~------------CALCULATED BY PSC DATE 5/1!13 CHECK BY ________ DATE ____ __ SCALE Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Val:ey Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505 -Fax (858) 509-8515 5.3 Lateral Design & Analysis (cont.) Gridline @ 12. % 26454 X o.1111 = ~ns-#) -lUf lbs. + 0 tt7D v -1.91 ft. ~ plf L.1'f OTF 4~l1 lbs. Gridline ~ 16 % ( 26454 X 0.16 4233 #) 4233 lbs. + 5085 v 58 ft. 161 plf OTF = 2570 lbs. ~b.h·.tLJt.. . .tu \'\ L2o )l< U'l2..!"" Z.t>M•l \10f:' 'i~ '-~ Gridline ® 10 % ( 26454 X 0.10 2645 #) 2645 lbs. + 1968 v = 23 ft. 201 plf OTF 1605 lbs. 111 lO.~(l.\T ... t\""L\f"'i.7,0J·.,'Z.1'tL:ibo'1" diOJt r~"'~o JOB 24-13-156 SHEET NO 7::] OF~~~-=-- CALCULATED BY PSC DATE 5/1/13 CHECK BY DATE --------------SCALE £e !1f;i''t£ ~ No ttl' ~ ~~0 Grid line 2.5 4J 4.3 75,3 8.4 10 10.5,11 Palos Verdes Engineering Corporation Consiilting St:rndunJ Engineers 663 Valley Avenue, Suite HH, Solana Beach, CA 92075 Telephone (858) 509·8:505-Fax {858) 509-8515 N/S Wall Ht Type Gridline lO A A 10 B AJ lO D c 10 LSID D lO B H.2 lO D L lO B L.l. 0 0 0 JOB 24-13-1.56 SHEETNO t'i> OF --~--------------CALCULATEDBY ~DATE 511/B CHECK BY DATE ---SCALE WaHHt. Type lO A 10 s lO A 10 c lO D lO A lO s 0 0 0 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Vatley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Analysis (cont.) <\'G.f/ <"ivo..f __ o_ri_dl_in_e~@~2.,..5r.........;;.---9--o/c-o-~( _28_6_48 x 0.09 = 2578 #) L\{2578 lbs. + 315 0 ) v 27 ft. 11. ll .... Ub'll' 8 L\~'1 tf/ ~&of .. O~o1 Gridline 7 % { 28648 X 0.07 2005 #) 2005 lbs. + 5897 v '" 21 ft. 376 p!f OTF 3763 lbs. ~:. u.b..lLI~I~>) iL'tt. \1-2J' 12 = '"1"1'5,. l HOfz 2.£\f:J~ 14'1~1'/ '5"\bOf = ();tf Gridline 8 25 % ( 28648 x 0.25 = 7162 #) 7162 lbs. + 10024 V"" 24ft. 716 plf OTF 7161 lbs. iU~o,b,.W~Ici\· .. ~t.,J"h'/'2.? i~" t ~OF--6oaf* l\1'1; fti'l&o "'0(~..?) Gridline GlJ 30 % ( 28648 x 0.30 8594 # ) 8594 lbs. + So7 2*l plf 19634 ft. OTF 9409 lbs. @ '"'II s .,./')"ibt)( Gridline 12 % 28648 X 0.12 = 3438 #) 3438 lbs. + 1845 v ., 7 ft. WI 15( plf OTF 10643 lbs. J2F.::. o.&:, .... (L£ ... Joh lo1"' llz..:. 2ld" .lhi>F-"1'1~3~ JOB SHEET NO 24-13-156 tt OF --..,---CALCULATED BY PSC DATE 5/1/13 CHECK BY ____ DATE--- SCALE Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Anal:rsis (cont.) (3) '51ib/~'b~-; o.u .. Grid line 10 % ( 28648 X 0.10 2865 #) 2865 lbs. + 2169 v = 9 ft. 559 plf OTF 5593 lbs.' ~ = 1 ZS'b* Grid line 9 8 % ( 28648 X 0.08 2292 #) 2292 lbs. + 5379 v 20 ft. 384 plf OTF c 3835 lbs. JOB SHEET NO 24-13-156 '}.ct OF .....,__--=~~ PSC DATE 5/1113 CALCULATED BY CHECK BY SCALE ____ DATE--~ Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Analysis (cont.) {'\<ef~'oc.>~ Oo.'to __ G_r_id_Iin_e-~,(})~A,.__.;._ __ 4_o __ ~_o_.....;.( _I o_s_o_2 X 0.40 = 4321 # ) JOB SHEET NO 24-13-156 1/ OF ----CALCULATED BY PSC DATE 511/13 CHECK BY DATE --- SCALE v 84 ft .... Jl4lf/\i' ]..,f3 ~.< L t~ .. b;\Ptt "\ao 12.11 CliO CAli l.~($321 Ibs. + 15593) --::::>"' @ t"\y' ~ "''"' o. o'i Grid line 4 % ( 10802 X 0.04 = 432 #) 432 lbs. + 1600 A~'~ ~ v = 27 ft. 75 plf fZ..A~i) ~il.Ji\ OTF 752.6 lbs. OIJ(. C9 'f01 .,i 5'1~1 Grid line 16 % ( 10802 X 0.16 1728 #) 1728 lbs. + 2143 ~ v = 14 ft. 277 plf OTF 2765 lbs. ).iPJ) G I 'L~/11b0 ~ t:1,1.{ Gridline 21 % ( 10802 X 0.21 "' 2269 #) 2269 lbs. + 6428 ~ v 19 ft. 458 plf uo~'f OTF 4511 lbs. G) ttf11j 1)'1f;t0 .f:: 6,"~1 Gridline 33 % ( 10802 X 0.33 = 3565 #) ~ 3565 ·lbs. + 3175 v = 10 ft. 674 plf OTF 6740 lbs. ~pJ£'; Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Analysis {cont.) l ?fi4P{S1bt1t" __ o_n_·ct_lin_e_~CJ-L-+ ____ 4_o __ %_o ___ <_I_o8_o_z x 0.40 = 4321 #) 1.~ l4321 v 78 Gridline @ 540 v ::::: 40 lbs. + 13550 ft. <-I V..ll. bti 5 % lbs. + 4613 ft. OTF 1288 lbs. ( 10802 X 0.05 540 #) 129 plf JOB 24-13-156 SHEET NO 1'Z-OF ----------~~--CALCULATED BY PSC DATE 5/1/13 CHECK BY DATE ---SCALE ~ l1W'L I ! PALOS VERDES Engineering 2010 CALIFORNIA 6UILDING CODE 5HEAR WALL 5C~EDULE 4 I 5~EAR WALL APA COMMON ALLOWABLE SLIDING ANCHOR &'!'STEM I No. Fi!AiED NAIL SPACING 51-lEAR I FT STRUCT.I e EDC:SES AND j WOOD STUDS WOOD BOUNDARIES., ! elE~" O.C. PANEL FIELD NAILING UN.O. S/8"41 A.B. A3S lbd In"• LAc:s TI-1!CK. t 12•• or:.. SPACIN62 OR COMMON SCREW EGl\JIV. NAIL ~ SPACING l 2x SILL SPAClNC!s 3x SOLE Y• 1184' v, 4~0· 2x SOLE PLATE PLATE ONL'l' 3x SILL ONL'l' V= B8fl)' V• 152~1 {MIN. 4" ~ l V• 1211 FENETF!ATI TO MIN. 4x) oc. o.c. oc. o.c. ~ 1/8" No.116A. e 1801/FT. 100" A3S e 8" Sib" &TUCCO IO"OC. 3rZ>" oc. & 3/8" 8d e 6" o.c. 2801/FT. 48" A3S e S" 3/b" 18" o.c. .£' IS/32" 8d e 411 o.c. 43~1/FT. 42" A3S s 3" 24" 12" o.c. &' IS/32" 8d fil 3" O.G. 5!;0'/FT. 32" A35..Sl 2" 18" S" O.C. £' IS/32,. 8d fil 2" o.c. 1301/FT. 24" A3S • ~ 18" 1" oc. --~i IS/32" l0d e 2" o.c. 81tZI1/FT. 2rZ>" A3~ e ~ 12" 6" O.C. L FRAMINC:s AT FOUNDATION S!LL PLATES AND ADJOIN!Nc:s PANEL EDC:sES SHALL 6E IN A SINGLE 3-INCI-1 NOMINAL MEMBER, A~D ALL NAILS SHALL 6E STAGGE~ED. 2-INCH NOMINAL SILL PLATE MA'l' BE USED AT UPPER LEVELS. ln" EDGE DISTANCE REQUIRED AT 3x BOUNDAR'!' ! AND PANEL EDGE MEMBERS OF THESE WALLS 2. SIMPSON BP S/8 BEARING PLATES (LARR 252~3), OR EQUAL, SI-IALL BE USED UJ!TI-l S/8" A.B. l &/8" SIMPSON UJEDGE-ALL ANCHORS fLAfi':R 241082} MAr BE USED IN LlEU OF 5/8" A.6 AT EXISTING FOOTINGS W!T~ SAME SPACING PER TABLE ABOVE. 3. ALL SILL NAILING SHALL 6E STAC!sGERED !12" MINIMUM. rT'l'PtcAL.J 4. Wf.lEN A S~EARI.UALL IS SPECIFIED ON BOTH SIDES OF UJALL , ALL SLIDiN6 ANCI-IOR CONNECTOR& 51-!ALL 6E ATTACI-IED WITI-ISPACINC::5 FROM T~E TABLE ABOVE TO BE REDUCED 611-!ALF. J I t'aJo5 verae5 cngu1eenng volpauun 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax pau l@pvec.com IIUt;. Engineer: Project Desc.: Project Notes : ·~---· ---.. ~-~(t_!l:26"UN2013, 6;00A~·-·· ! Masonry Slender Wall, File: C:\Users\P811l\Desk!op\Temp\perlmoo.ec6 · ENERCALC,INC.1983-2011, Build:6.11.12.10, Ver.6.11.12.10 I I I ••• ~ • --. ' . •• Description : Railyard Lofts -12" CMU Wall General Information Calculations per ACI530-08/MSJC 2009 Sec. 3.3.5, IBC 2009, CBC 2010, ASCE 7-05 Construction Type :Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom. Wall Thickness Fy-Yield "" 60.0 ksi Actual Thk:kness Fr-Rupture 61.0 psi Rebar 'd' distance Em= rm * "' 900.0 Lower Level Rebar ... Max% of p bal. ,~ 0.50 Bar Size. # Grout Density = 140 pcf Bar Spacmg Block Weight Normal Weight Wall Weight = 103.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height 8 Parapet height 12.0 ft 2.0 f! Wall Support Condition Top & Bottom Pinned Vertical loads 12 in 11.625 in 3.750 in 4 16 in Temp Diff across thickness = Min Allow Out-of-p!ane Defl Ratio ::: Minimt:m Vertical Steel % --~----~-----------Vertical Uniform Loads ... Ledger Load Concentrlc Load Lateral Loads (Applied per foot of Strip Width) Eccentricity 6. 750 in DL : Dead Load 0.60 0.0 Lr : Roof Live Load 0.0 0.0 Lf : Floor Live Load 1.10 0.0 deg = 150.0 0.0020 S: Snow Load 0.0 klft 0.0 klft Ful! area WIND ioad 15.0 psf 36.462 psf Wall Weight Seismic Load Input Method : ASCE seismic factors entered Fp ==Wall Wt • 0.3540 SDS Value per ASCE 12.11.1 Sos 0.8850 DESIGN SUMMARY -~------R_e_s_u_lts_ reported for "Strip Width'~_of 1 ~~-0 il!_ __ Governing Load Combination ... PASS Moment Capacity Check +1.200+0.50Lr+1.60L PASS Service Deflection Check 0 + 0.5(L+lr)+ 0.7E PASS Axial Load Check +1.200+0.50l+0.20S+E at 7.20 to 7.60 PASS Reinforcing Umit Check +1.400 PASS Minimufll Moment Check +1.400 Actual Values ... Allowable Vaiues ... Maximum Bending Stress Ratio = Max Mu 1.395 k-ft Min. Defl. Ratio 2,640.84 Max. Deflection 0.05453 in Max Pu I Ag 20.691 psi 0.2726 Phi • Mn Max Al!ow Ratic Max. Allow. Defl. 0.06 "fc 5.117 k-ft 150.0 0.960 in 300.0 psi Controlling As/bd 0.001587 Aslbcl = 0.50 rho bal 0.005345 Mcracking Maximum Reactions ... Top Horizontal Base Horizontal Vertical Reaction 1.042 k-ft Minimum Phl Mn for Load Combination .... E Only D + L + S + El1.4 D+L+S 5.117 k-11 0.2978 k 0.2314 k 3.178 k Palos Verdes Engineering Ccrpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858} 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com Description : Railyard Lofts -12" CMU Wall Design Maximum Combinations • Mornlil<flts Axial Load Load Combination +1.400 at 11.60 to 12.00 +1.20D-+0.50Lr+1.6DL at 11.60 to 12.00 +1.20D+1.60L+0.50S at 11.60 to 12.00 +1.20D+1.60Lr+0.50L at 11.60 to 12.00 +1.20D+1.60Lr+0.80W at 8.40 to 8.80 +1.20D+0.50L +1.60S at 11.60 to 12.00 +1.20D+1.60S-+0.80W at 8.40 to 8.80 +1 .20D+0.50Lr-1{}.50l +1 .60W a! 8.00 to 8.40 +1.200-1{}.50L-1{}.50S+1.60W at 8.00 to 8.40 +1.20D-1{}.50L+0.20S+E at 7.20 to 7.60 Pu k 0.000 0.000 0.000 0.000 1.412 0.000 1.412 2.012 2.012 2.110 0.06*fc*b*t k 30.600 30.600 30.600 30.600 30.600 30.600 30.600 30.600 30.600 30.600 -+0.90D+1.60W at 6.80 to 7.20 1.207 30.600 -+0.90D+E at 6.40 to 6.80 1.245 30.600 Design Maximum Combinations • Deflections Mer k-ft 1.04 t04 1.04 1.04 1.04 t04 1.04 1.04 1.04 1.04 1.04 1.04 1 itle: Engir.eer: Project Desc.: Project Notes : ·····-----Printed: 26 JUN 2013, 6:00AM Fife: C:\Users\Paulltlesklop\Templperlman.~ ENERCALC, INC.1983-2011, Bulfd:6.11.12.10, Ver:6.11.12.10 Moment Values 0.6 * Mu Phi Phi Mn As As Eff As Ratio rho bal il-ft k-ft h'2 in'2 0.47 0.90 5.12 0.150 0.150 0.0016 0.0053 1.40 0.90 5.12 0.150 0.150 0.0016 O.OC-53 1.40 0.90 5.12 0.150 0.150 0.0016 0.0053 0.71 0.90 5.12 0.150 0.150 0.0016 0.0053 0.45 0.90 6.42 0.150 0.174 0.0016 0.0053 0.71 0.90 5.12 0.150 0.150 0.0016 0.0053 0.45 0.90 6.42 0.150 0.174 0.0016 0.0053 0.84 0.90 6.96 0.150 0.184 0.0016 0.0053 0.84 0.90 6.96 0.150 0.184 0.0016 0.0053 1.02 0.90 7.05 0.~50 0.185 0.0016 0.0053 0.57 0.90 6.24 0.~50 0.170 0.0016 0.0053 0.78 0.90 6.27 0.150 0.171 0.0016 0.0053 Axial Load Moment Values Stiffness Deflections Load Combination D + L +Lr at 6.40 to 6.80 0 +L +W at 5.60 to 6.00 D + L + W + S/2 at 5.60 to 6.00 D + L + S + W/2 at 6.00 :o 6.40 D + L + S + E/1.4 at 5.20 to 5.60 D + 0.5(L +Lr) + 0.7W at 6.40 to 6.80 D+0.5(L+Lr)+0.7E at 6.00 to 6.40 Reactions ·Vertical & Horizontal Load Combination DOnly SOnly WOniy E Only D +L +Lr D +L+S D +L+W +S/2 D+L+S+W/2 D +L +S +E/1.4 Pu Mer k ~-ft 2.483 1.04 2.565 1.04 2.565 1.04 2.524 1.04 2.606 1.04 1.933 1.04 1.974 1.04 Base Horizontal 0.0 k 0.0 k 0.1 k 0.2 k 0.1 k 0.1 k 0.2 k 0.1 k 0.2 k Mactual I gross ~-ft in'4 0.54 1,191.10 0.73 1,191.10 0.73 1,191.10 0.63 1,191.10 0.88 1,191.10 0.54 1,191.10 0.78 1,191.10 1 cracked I effective Deflection Defl. Ratio i~'4 ir.•4 in 173.90 1191.100 0.047 3,071..t 174.91 1191.100 0.049 2,933.0 174.91 1191.100 0.049 2,933.0 174.41 1191.100 0.050 2,874.7 175.42 1191.100 0.039 3,700.5 167.07 1191.100 0.052 2,794.3 167.58 1191.100 0.055 2,640.8 Top Horizontal Vertical @ Wall Base 0.03 k 2.078 k 0.00 k 0.036 k 0.12 k 0.036 k 0.30 0.036 k 0.08 k 3.178 k 0.08 ,, 3.178 k 0.04 k 3.178 k 0.02 k 3.178 k 0.13 k 3.~78 k Palos Verdes Engineering Corpation 663 Vailey Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax R§JJl@pyec.corn__ _______________ .. _ Masonry Column Descr;pti::m : 12" SQ. CMU Pilaster Coiumn General Information .=--=--:c:_____ ___ _ Material Properties Column Data F'm = 1,500.0 psi Column width along X-X = Fr-Rupture 75.0 psi Column depth along Y-Y = Em = rm * :::: 900.0 = Column Density = 130.0 pcf longitudinal Bar Size Rebar Grade ~· Grade 60 Bars per side at +Y & -Y = Fy .. Yield 60000 psi Bars per side at +X & -X = Fs-Allowable "' 24000 psi Cover from ties - E-Rebar 29,000.0 ksi Actual Edge to Bar Center == Load Combination= 2009 IBC & ASCE 7-05 Applied Loads Column selfweiQht included: 1,464.021bs *Dead Load Factor AXIAL LOADS ... Axial Load at 12.0 ft, D = 9.90, LR = 4.20, L = 13.90 k BENDING LOADS ... Lat. Uniform Load creatinq My-y, E = 0.10 k/ft DESIGN SUMMARY -··· ···----~----------------·--·" Bending & Shear Check Results title: Engineer: Project Desc.: Project Notes : l'!lnted: 17 JUN 2013, 4:29PM .. m--FIIe: E:\Jobs on CADD\Pc.New\201311:)..1$-RallYard l.ofts\Calc\rai!yard.ec6 ENERCALC, INC. 1963-2011, Build:S.11.12.10, Ver:6.1112.10 ... ~... . , . . . "''----CaJ~ulation_s_E_er ACI53~-!'8, ~~~ 2DD9, CBC ~10, ASCE 7-~~ Analysis Settings 11.625 in Analysis Method s:trength Design 11.625 in <p facto~ for Strength Design= 0.90 # 4 End Fixity Condition "' Top Pinned, Bottom Pinned .o Overall Column Height = 12.0 tt ~ Construction Type Solid Grouted Hollow Concrete Masonry 2. 750 in Tie Bar Size = # 3 3.375 !n Tie Bar Spacing = 8.0 in Brace conoition for deflection (buckling) along co!umns : X-X (width) axis : Unbraced Length for X-X A>tis buckling = 10ft, K = 1.0 Y-Y (depth) axis: Unbraced Length forY-Y Axis buckling= 10ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. PASS Maximum Bending Stress Ratio = Load Combination 0.307:1 +1.20D+0.50Lr+1.60L +1.60H Maximum SERVICE load Reactions .• Top along X-X 0.600 k Location of max.above base At max:mum location values are ... Pu 0.9 • Pn Mu-x 0.9 • Mn-x: PASS Reinforcing Area Check As : Actual Re:nforcement Min: 0.0025 • An Max: 0.04 • An Dimensional Checks Min. Width/Deoth >= s• PASS Overall Height/ M:n Cim <= 30 load Combination Results -·-~ ·-------~---, _Load QQ_n:J_Qin_atiQO_ _ ______ -~--- +1.400 +1.20D--+{).50Lr+1.60L+1.60H +1.20D+1.60L -+{),50S+1.6DH +1.20D+1.60Lr--+{).50L +1.20D+1.60Lr--+{).8CW +-1 ,2CD-t{).50L +1.60S +-1.2QD-t{).50Lr--+{).50L +-1.60W +1.200--+{).50L -+{).50S+1.60W +1.200-t<J.50L +0.20S+E --+{)_9QD+E_..1,60H 0.000 ft 37.977 k, 122.690 k 0.000 k-ft 16.052 k-ft Bottom along X-X 0.600 k Maximum SERVICE Load Deflections ... Along x-x 0.023 in at 6.040 ft above base for load combination : E Only Compressive Strength 122.860 k { AC/530-08, Sec J.a4. Pa = 0.80 ( 0.80 fm (An · Ast) + FyAst) • rt-(h/(140*r))A2] ( AC/530-08, Sec 3.3.4. 0.800 0.338 PASS Check Column Ties ( AC/530--08, Sec 2.1.6. 5.406 ( AC/530--08, Sec 3.4.4. { ACI5Ja.-08, Sec 3.4.4. Maximum Bending Stress Ratios Stress Ratio Status Location 0.1286 PASS 0.0 ft 0.3069 PASS O.Ott 0.2899 PASS 0.08054tt 0.2207 PASS O.Oft 0.1645 PASS 0.0 ft 0.1664 PASS O.Oft 0.1833 PASS O.Oft 0.1664 PASS O.Oft 0.1670 PASS 5.960 ft 0.09915 PASS 5.960ft Min. Tie Dla. = 1/4', # 3 bar provided Max Tie Spacing = 8.00 in, Provided = 6.00 in Maximum Axial load Maximum Moments Actual Allow Actua! Allow --~-----~-~-----15.910k 122.69 k O.Ok-ft 16.052 k-ft 37.977k 122.69 k 0.0 k-ft 16.052 k-ft 35.877k 122.69 k O.Ok-ft 16.052k-tt 27.307k 122.69 k O.Ok-ft 16.052 k-ft 20.357k 122.69 k O.Ok-ft 16.052k-ft 20.587k 122.69 k O.Ok-ft 16.052 k-ft 22.687k 122.69 k O.Ok-ft 16.052 k-ft 20.587k 122.69 k O.Ok-ft 16.052 k-tt 20.587k 122.69 k 1.80 k-ft 16.052!<-ft 10.228k 103.16 k 1.80 k-ft 1!3.138 k-ft Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax p_§_ul@p_y~_g_.cci'!J._ ____ --~--------- : Masonry Column Description: Maximum Reactions • Unfactored Load Combination Y-Y Axis Reaction @Base @Top b Only k k L Orly k k Lr01Iy k k L+lr k k E Oniy 0.600 k 0.000 k D+L' k k O+L k k D+L+lr k k D+!: 11600 k 0.600 k D+L +E 0.600 k 0.600 k D+L•-t£ 0.600 k 0.600 k Maximum Deflections for Load Combinations • Unfactored Loads ··-·-···-·-~ -~·-~-----------·-Max. Y-Y Deflection Load Combination DOoly --~- LOrly LrOnly L+L~ EOnly D+Lr D+L D+L+Lr D+E D+L+E D+Lr+E Cross Section -·-·-----. -' ,----------1------. \ • • • ;_ ------------- _____ J 0.0000 in 0.0000 in 0.0000 In !l.OOilO in 0.0230 in 0.0000 in 0.0000 In 0.0000 in 0.0230 ln 0.0230 !n 0.0230 !n Interaction Diagram ~J.I.1, ,I , ~ I*~, _&~j'< ..-i!:'!'.L.U ?<~i:!, Distance 0.000 fl 0.000 ft 0.000 it 0.000 it 6.040 fl 0.000 ft O,GOO fl o.ooc ft 6.040 ft 6.040 ft 6.040 ft Title: JOI:>Jl: Engineer: Project Desc.: Project Notes : Note: Only non-zero reactions an:_listed. Axial Reaction @Base Masanrv Cd;Jf"'n P..M !nterd!IJCI1on ~.a;;'1!rn AII~MDI'f'll!rt(k--lt} 11.364 k 13.900 k 4.200 k 18.1CO k k 15.564 k 25.264 k 29.464 k 11.364 k 25.264 k 15.564 :. '-·, .... ,.;~-"'"'·~-\ _:">-.-1 I / ~~-.-----r IS.9 11.0 1~ •• Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax aul ec.com Description : Pad Footing -P0.1 Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density <p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure :: = ;::: = = = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pet 0.90 0.750 0.00140 0.00180 1.0 : 1 1.0:1 No Use ftg wt for stability, moments & shears : Yes No Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions ... 2.50 ft 2.50 fl 12.0 in px: parallel to X-X Axis = 0.0 in pz: parallel to Z-Z Axis = 0.0 in Height 0.0 in Rebar Centerline to Edge of Concrete .. at Bottom of footing = 3.0 in ReJnforcing -··---- Bars parallel to X-X Axis " 3.0 Number of Bars Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis 3.0 Number of Bars :: Reinforcing Bar SizE :: # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load = 5.0 OB : Overburden = 0.0 M-xx ~ 0.0 M-zz = 0.0 V-x ;::; 0.0 V-z = 0.0 Lr 0.0 0.0 0.0 0.0 0.0 0.0 Title: Job# Engineer: Project Oesc.: Project Notes : Calculations per ACI318-08,1BC 2009, CBC 2010,ASCE 7·05 Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) = SoiVConcrete Friction Coeff. = Increases based on footing Depth Footing base depth beli.lw soil surface = Allowable pressure increase per foot of dept!= when footing base is below = Increases based on fooling plan dimension Allowable pressure increase per foot of dep! = when maximum length or width is greater=t z L s w 7.50 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E 5.0 0.0 0.0 0.0 0.0 0.0 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40ksf 2.0 ft H 0.0 k 0.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax paul@pvec.com Description : DESIGN SUMMARY Min. Ratio PASS 0.9091 PASS n/a PASS n/a PASS n/a PASS 0.1475 PASS 0.1475 PASS 0.1475 PASS 0.1475 PASS 0.1670 PASS 0.1670 PASS 0.1670 PASS 0.1670 PASS 0.3153 Detailed Results Soli Bearing Rotation Axis & Load Combination ... X-X. +0 X-X. +D+L +1-i X-X. +D-+D.750Lr.;.{].750L +H X-X. +D-+D.750L -1{).750S+H X-X. +D+E+l-i Item Soi! Bearing Overturning -X-X Overturning -Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear ( +Z) 1-way Shear (-Z) 2-way Punching Gross Allowable 2.20 2.20 2.20 2.20 X-X. +D-+D.750Lr-+D.750L +0 .750W+l-i X-X. +D-+D.750L -f{).750S+0.750W+H X-X. +1.100+0.750Lr-f{).750L+E+l-i X-X. +D-t0.750L -t0.750S+E+H 2.933 2.20 2.20 2.933 2.933 2.933 X-X. -+D.60D+E+H Z-Z. +0 Z-Z. +D+L+H Z-Z. +0-+{).750Lr+0.750L +H Z-Z. -+{)-+{).750l-r0.750S+H Z-Z. +D+E+H Z-Z. -tD-t0.750Lr-+D.750L -+D.750W+H Z-Z. -tD-t0.750L -r0.750S+0.750W+H Z -Z. + 1.1 0D-f{).750Lr+0.750L +E+H Z-Z. +D+0.750L +0.750S+E+l-i Z-Z. +0.60D+E+H OVerturning Stabifity Rotation Axis & load Combination ... Footing Has NO Overturning Footing Flexure 2.20 2.20 2.20 2.20 2.933 2.20 2.20 2.933 2.933 2.933 Applied 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 2.114 k-ft 2.114 k..ft 2.114 k-ft 2.114 k-ft 12.528 psi 12.528 psi 12.528 psi 12.528 psi 47.290 psi Xecc Zecc nla 0.0 n/a 0.0 n/a 0.0 nla 0.0 nla 0.0 nfa 0.0 n/a 0.0 nfa 0.0 n/a 0.0 nfa 0.0 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a Overturning Moment Title: Engineer: Project Desc.: Project Notes : Capacity 2.20 ksf 0.0 k-ft 0.0 k-ft 0.0 k 14.333 k-ft 14.333 k-ft 14.333 k-ft 14.333 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Job# 17 Governing Load Combination +D+L+H No Overturning No Overturning No Uplift +1.20D-r0.50Lr+1.60L +1.60H +1 .200+0.50Lr+1.60L +1.60H +1.200-+{).50Lr+1.60L +1.60H +1.200-+D.50Lr+ 1.80L + 1.60H +1.20D-+D.50Lr+ 1.60L +1.60H + i .20D+0.50lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H +1 .200-+{).50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H Actual Soil Bearing Stress Actual/ Allowable +Z 0.80 2.0 1.70 1.70 1.60 1.70 1.70 2.580 2.50 1.280 n/a n/a nla n/a n/a nla nla n/a n/a nla +Z -X ·X Ratio 0.80 n/a nfa 0.364 2.0 n/a nfa 0.909 1.70 n/a n/a 0.773 1.70 n/a nla 0.773 1.60 n/a n/a 0.546 1.70 n/a nla 0.773 1.70 nla n/a 0.773 2.580 n/a n/a 0.880 2.50 n/a n/a 0.853 1.280 n/a n/a 0.437 n/a 0.80 0.80 0.364 n!a 2.0 2.0 0.909 nla 1.70 1.70 0.773 nla 1.70 1.70 0.773 nla 1.60 1.60 0.546 n/a 1.70 1.70 0.773 n/a 1.70 1.70 0.773 n/a 2.580 2.580 0.880 n/a 2.50 2.50 0.853 n/a 1.280 1.280 0.437 Resisting Moment Stability Ratio Status Gvrn.As Actual As Phi*Mn Status Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Side? orTop? inA2 k-ft lnA2 inA2 k-It X-X, +1.400 0.7163 +Z Bottom 0.26 Bendino: 0.37 14.333 OK X-X. +1.400 0.7163 -Z Bottom 0.26 Bendina 0.37 14.333 OK X-X. +1.20D-t0.50Lr+1.60L +1.60H 2.114 +Z Bottom 0.26 Bendina 0.37 14.333 OK X-X. +1 .20D+0.50Lr+1.60L+1.60H 2.114 -Z Bottom 0.26 Bendina 0.37 14.333 OK X-X. +1.20D+1.60L +0.50S+1.60H 2.114 +Z Bottom 0.26 Bendino 0.37 14.333 OK X-X. +1.20D+1.60L+0.50S+1.60H 2.114 -Z Bottom 0.26 Bendina 0.37 14.333 OK X-X. +1.20D+1.60Lr+0.50L 1.083 +Z Bottom 0.26 Bendina 0.37 14.333 OK X-X. +1.20D+1.60Lr+0.50L 1.083 -Z Bottom 0.26 Ben dina 0.37 14.333 OK X-X. +1.200+0.50L+1.60S 1.083 +Z Bottom 0.26 Bendina 0.37 14.333 OK X-X. +1.200+0.50L +1.608 1.083 -Z Bottom 0.26 Bendina 0.37 14.333 OK X-X. +1 .20D+0.50Lr-t0.50L +1.60W 1.083 +Z Bottom 0.26 BendinQ 0.37 14.333 OK Palos Verdes Engineertng Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com 1 Generai,,,.Foo. " Descrtption : Pad Footing -PO Generallnfo.rmatlon Material Properties fc : Concrete 28 day strength "' fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure = Shear = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 Analysis Settings Min Steel % Bending Reinf. = Min Allow o/c Temp Reinf. = Min. Overturning Safety Factor "' 0.00140 0.00180 1.0:1 Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears : Include Pedestal Weight as DL Dimensions. Width parallel to X-X Axis = Length parallel to Z-Z Axis Footing Thicknes "" Pedestal dimensions ... 3.0 ft 3.0 ft 12.0 rn px: parallel to X-X Axis = 0.0 in pz : parallel to Z-Z Axis 0.0 in Height -0.0 in Rebar Centerline to Edge of Concrete .. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar SizE = = 3.0 # 5 3.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zor.e n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load = 8.50 OB : Overburden = 0.0 M-xx "' 0.0 M-zz = 0.0 V-x = 0.0 V-z = 0.0 1.0: 1 No Yes No Lr 0.0 0.0 0.0 0.0 0.0 0.0 Tme: Engineer. Project Desc.: Project Notes : Job# l¥.njed: 28 MAY 2DR 4;30PM File: E:\Job& on CAo!Jipe.t.lew\2013\13-156-RaiiYard Lolts\Ga!e\rallyanl.ecil -·,-''''. l . ._, Calculations per ACI318·08, !BC 2009,CBC 2010, ASCE 7.05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soli/Concrete Friction Coeff. = = = = Increases based on footing Depth Footing base depth belOw soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept= when maximum length or width is greater:f: l s w 12.70 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E 8.0 0.0 0.0 0.0 0.0 0.0 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 ksf 2.0 ft H O.Ok 0.0 ksf 0.0 k-ft 0.0 k-ft O.Ok 0.0 k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Tille: Job# Engineer: Project Desc.: Project Notes : r"'-"'au=l=v""'ec:=·c=om=----------------·-----------~;;;--c-~~=;;-;-:--~=-:::::-;;:-;;:;;..:.::.:7~~7."-:.:=:~ General footing Description : DESIGN SUMMARY. Min. Ratio Item Applied Capacity Governing Load Combination +D+L+H PASS 0.9817 PASS nfa PASS n/a PASS n/a PASS 0.3004 PASS 0.3004 PASS 0.3004 PASS 0.3004 PASS 0.3019 PASS 0.3019 PASS 0.3019 PASS 0.3019 PASS 0.5575 Detailed Results Soli Bearing Rotation Axis & Load Combination ... X-X. +D X-X. +D+l+H X-X. +D;.0.750Lr+0.750L +H X-X. +D;.0.750L +0.750S+H X-X.+D+E+H Soil Bearing Overturning -X-X Cvertuming-Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure ( -Z) 1-way Shear (+X) 1-way Shear {-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Gross Allowable 2.40 2.40 2.40 2.40 2.356 ksf 0.0 k-fl 0.0 k-ft 0.0 k 3.619 k-ft 3.619 k.ff. 3.619 k-ft 3.619 k-ft 22.639 psi 22.639 psi 22.639 psi 22.639 psi 83.629 psi Xecc Zecc +Z n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 nla 0.0 X-X. +D+0.750Lr;.0.750L ;.0.750W+H X-X. +D+0.750L ;.0.75QS;.0.750W+H X-X. +1.1 OD+0.750Lr+0.750L +E+H X-X, +D+0.750L ;.0.750S+E+H 3.199 2.40 2.40 3.199 3.199 3.199 nla 0.0 n/a 0.0 nla 0.0 n/a 0.0 0.9444 2.356 2.003 2.003 1.833 2.003 2.003 2.986 2.892 1.456 X-X. ;.0.600+E+H Z-Z. +D Z-Z. +D+L+H Z-Z. +D+0.750Lr+0.750L +H Z-Z. +D+0.750L+0.750S+H Z-Z, +D+E+H Z-Z, +D+0.750Lr-+{).750l +0.750W+H Z-Z. +D+0.750L ;.0.750S-+{).750W+H Z-Z. +1.100+0.750Lr;.0.750L +E+H Z-Z, +D+0.750L+0.750S+E+H Z-Z, +0.6.00+E+H. Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Footing Flexure Flexure Axis & Load Combination X-X. +1.400 X-X. +1.400 X-X. +1.20D+0.50Lr+ 1.60l +1.60H X-X. +1.20D+0.50Lr+1.60L +1.60H X-X. +1.200+1.60L+0.50S+1.60H X-X. +1.20D+1.60l-+{).50S+1.60H X-X. +1.200+1.60Lr;.0.50l X-X, +1.20D+1.60Lr;.0,50L X-X, +1.200+0.50L +1.60S X-X. +1.200-+{).50L +1.608 X-X. + 1.200+0.50Lr;.O.SOL +1.60W 2.40 2.40 2.40 2.40 3.199 2.40 2.40 3.199 3.199 3.199 nla 0.0 0.0 n/a 0.0 n/a 0.0 nla o.o n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a Overturning Moment Mu Which Tension @ Bot. As Req'd k-ft Side ? or Top ? in~2 n/a n/a n/a n/a nla nla n/a nfa nfa nla 1.259 +Z Bottom 0.26 1.259 -Z Bottom 0.26 3.619 +Z Bottom 0.26 3.619 -Z Bottom 0.26 3.619 +Z Bottom 0.26 3.619 -Z Bottom 0.26 1.873 +Z Bottom 0.26 1.873 -Z Bottom 0.26 1.873 +Z Bottom 0.26 1.873 -Z Bottom 0.26 1.873 +Z Bottom 0.26 2.40 kst 0.0 k-ft 0.0 k-ft 0.0 k 12.046 k-ft 12.046 k-ft 12.046 k-ft 12.046 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi No Overturning No Overtuming No Uplift +1.20D-t{).50Lr+ 1.60L +1.60H +1.20D+0.50Lr+ 1.60L + 1.60H +1.20D-t{).50Lr+1.60L +1.60H +1.200+0.50Lr+ 1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D-+{).50Lr+ 1.60L + 1.60H +1.20D+0.50Lr+ 1.60L +1.60H + 1.20D+0.50Lr+ 1.60l +1.60H Actual Soil Bearing Stress +Z ·X .x Actual/ Allowable Ratio 0.9444 n/a 2.356 n/a 2.003 nla 2.003 nla 1.833 n/a 2.003 n/a 2.003 n/a 2.986 n/a 2.892 n/a 1.456 n/a n/a 0.9444 nla 2.356 n/a 2.003 n/a 2.003 n/a 1.833 nla 2.003 n/a 2.003 n/a 2.986 nla 2.892 n/a 1.456 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.9444 2.356 2.003 2.003 1.833 2.003 2.003 2.986 2.892 1.456 Resisting Moment Stability Ratio ~'""m""="""""w""""""--"""""~""'""""'"'"'=v"v' Gvrn.As Actual As Phi*Mn inA2 in"2 k·ft Ben dina 0.31 12.046 Bendina 0.31 12.046 Bend ina 0.31 12.046 Bend ina 0.31 12.046 Bend ina 0.31 12.046 Ben dina 0.31 12.046 Ben dina 0.31 12.046 Bendino 0.31 12.046 Bendino 0.31 ~2.046 Bend ina 0.31 12.046 Ben dina 0.31 12.046 0.394 0.982 0.835 0.835 0.573 0.835 0.835 0.933 0.904 0.455 0.394 0.982 0.835 0.835 0.573 0.835 0.835 0.933 0.904 0.455 Status Status OK OK OK OK OK OK OK OK OK OK OK Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515 -Fax _QglUI@pvec.com 1 G"~meral FoQtin Description: Pad Footing -P2 General Information Material Properties fc : Concrete 28 day strength = fy : Rebar Yield Ec : Concrete Elastic Modulus == Concrete Density = cp Values Flexure = Shear ~ Analysis Settings Min Steel % Bending Reint = Min Allow% Temp Reinf. "' Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use ftg wt for stability, moments & shears : lnc!ude Pedestal Weight as Dl Dimensions Width paraUel to X-X Axis = length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions ... px : parallel to X-X Axis = pz : parallel to Z-Z Axis ~ Height - Rebar Centerline to Edge of Concrete .. at Bottom of footing = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pc! 0.90 0.750 0.00140 0.00180 1.0:1 3.50 ft 3.50 ft 12.0 in o.o in 0.0 in 0.0 !r. 3.0 ir. 1.0:1 No Yes No .Rein~rei~nsa·--------------~ Ba~ parallel to X~X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number cf. Bars Re:nforcing Bar Siz! = ::: = 4.0 # 5 4.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direc!ion Requiring Closer Separa!ion n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied loads D P : Column load = 10.70 OB : Overburden = 0.0 M-xx 0.0 M-zz :::;: 0.0 V-x = 0.0 V-z = 0.0 lr 0.0 0.0 0.0 OJI 0.0 0.0 Title: Job# Engineer: Project Desc.: Project Notes : Printed: 28 MAY 2013. 4:25PM Akl., E:\Jobs !)11 CADD\PC-New\2013\13-156-Rai1Yariiiofts\Galc\railyard.ec6 "·. EN. ~C.li>JC.1983-2011, Bui!d:6,11.12.10. Ver:611.12.10 Calculations per ACI31S.OB, IBC 2009, CBC 2010, ASCE 7·05 Soil Design Values Allowable Soil Bearing Increase Beartng By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Frtction Coeff. Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below Increases based on footing plan dir:1ension Allowable pressure increase per foot of depl = when maximum length or width is greater=t L l s w 16.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OJl 0.0 0.0 E 8.0 0.0 0.0 0.0 0.0 0.0 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft OAO ksf 2.0 ft H 0.0 k 0.0 ksf 0.0 k-ft 0.0 k-ft O.Ok 0.0 k Palos veraes Engineering corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com I General Footing Description: Pad Footing -P2 DESJGN·SUMMARY Min. Ratio PASS 0.8385 PASS n/a PASS n/a PASS n/a PASS 0.3316 PASS 0.3316 PASS 0.3316 PASS 0.3316 PASS 0.3586 PASS 0.3586 PASS 0.3586 PASS 0.3586 PASS 0.7087 Detail~ Res~lts Soil Bearing Item Soil Bearing Overturning -X-X Overturning -Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear(+X) 1-way Shear (-X) 1-way Shear {+Z) 1-way Shear (-Z) 2-way Punching Applied 2.180 ksf 0.0 k-fl 0.0 k-ft 0.0 k 4.538 k-ft 4.538 k..ft 4.538 k-ft 4.538 k-ft 26.895 psi 26.895 psi 26.895 psi 26.895 ps! 106.31 psi '~'H'-'""-~''"'' Rotation Axis & load Combination ... Gross Allowable Xecc Zecc X-X. +D 2.60 n/a 0.0 X-X. +D+l-tH 2.60 n/a c.o X-X. +D+0.750Lr~.750L -ttl 2.60 n/a 0.0 X-X. +D~.750L+0.750S+H 2.60 n/a 0.0 X-X.+D+E+H 3.466 n/a 0.0 X-X. +D+0.750Lr+0.750L +0.750W+H 2.60 nla 0.0 X-X. +D+0.750Li{I.750S+0.750W+H 2.60 n/a 0.0 X-X. + 1.1 OD+0.750Lr+0.750L +E+H 3.466 n/a 0.0 X-X. +D+0.750L-t{).750S+E+H 3.466 nla 0.0 X-X. +0.60D+E+H 3.466 nia 0.0 Z-Z. +D 2.60 0.0 nla Z-Z. +D+l+H 2.60 0.0 nla Z-Z. +D-t0.750lr-1{).750L +H 2.60 0.0 n/a Z-Z. +D+0.750L+0.750S+H 2.60 0.0 n/a Z-Z.+D+E+H 3.466 0.0 nfa Z-Z. +D+0.750Lr+0.750L+0.750W+H 2.60 0.0 n/a &Z. +D+0.750L+0.750S+0.750W+H 2.60 0.0 n/a Z-Z. +1.10D-+Q.750Lr+0,750L+E+H 3.466 0.0 n/a Z-Z. +D-t0.750L+0.750S+E+H 3.466 0.0 n/a Z-Z. +0.60D+E+H 3.466 0.0 n/a Overturning Stablllf¥ Rotation Axis & Load Combination ... Overturning Moment Footing Has NO Overturning Footing Flexure Title: Engineer: Project Desc.: Project Notes : Capacity 2.60 ksf 0.0 k-ft 0.0 k-ft 0.0 k 13.684 k-ft 13.684 k-ft 13.684 k-ft 13.684 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Job# Governing Load Combination +D+l+H No Overturning No Overturning No Uplift +1.200+1.60L +0.50S+"1.60H +1.20D+1.60L +0.50S+1.60H +1.200+1.60L +0.50S+1.60H + 1.20D+1.60l +0.50S+1.60H +1.200+0.50Lr+1.60l +1.60H +1.200+0.50Lr-~o1.60L +1.60H +1 .20D+0.50lr+1.60L +1.60H +1.200+0.50Lr-~o1.60L +1.60H +1 .200+0.50Lr+1 .60L +1.60H Actual Soil Bearing Stress Actual/ Allowable +Z +Z ·X ·X Ratio 0.8735 0.8735 n/a n/a 0.335 2.180 2.180 n/a n/a 0.839 1.853 1.853 n/a n/a 0.713 1.853 1.853 n/a nla 0.713 1.527 1.527 n/a n/a 0.441 1.853 1.853 n/a n/a 0.713 1.853 1.853 n/a n/a 0.713 2.593 2.593 n/a n/a 0.748 2.506 2.506 n/a n/a 0.723 1.177 1.177 n/a n/a 0.340 n/a n/a 0.8735 0.8735 0.336 n/a n/a 2.180 2.180 0.839 n/a n/a 1.853 1.853 0.713 nfa n/a 1.853 1.853 0.713 n/a n/a 1.527 1.527 0.441 n/a n/a 1.853 1.853 0.713 n/a n/a 1.853 1.853 0.713 n/a n/a 2.593 2.593 0.748 n/a n/a 2.506 2.506 0.723 n/a n/a 1.177 1.177 0.340 Resisting Moment Stability Ratio Status Flexure Axis & Load Combination Mu Which Tension@ Bot. As Req'd Gvm.As Actual As Phi*Mn Status Side 1 or Top 1 in~2 k-ft k-ft inA2 inA2 X-X. +1.400 1.561 +Z Bottom 0.26 Ber.dino 0.35 13.684 OK X-X. +1.400 1.561 -Z Bolt om 0.26 Bendina 0.35 13.684 OK X-X. +1.200+0.50Lr+1.60L +1.60H 4.538 +Z Bottom 0.26 Bendir.c 0.35 13.684 OK X-X. + 1.20D+0.50Lr+1.60L + 1.60H 4.538 -Z Bottom 0.26 Bendir.o 0.35 13.684 OK X-X. +1.20D+1.60L +0.508+1 .SOH 4.538 +Z Bottom 0.26 Bendino 0.35 13.684 OK X-X. +1.20D+1.60L +0.50S+1.60H 4.538 -Z Bottom 0.26 Bendina 0.35 13.684 OK X-X. +1.200+1.60Lr+0.50L 2.338 +Z Bottom 0.26 Bendir.o 0.35 13.684 OK X-X. +1.20D+1.60Lr+0.50L 2.338 -Z Bottom 0.26 Ber.dino 0.35 13.684 OK X-X. + 1.200-+D,SOL +1.608 2.338 +Z Bottom 0.26 Bendintl 0.35 13.684 OK X-X. +1.20D+O.SOL +1.608 2.338 -Z Bottom 0.26 Bendino 0.35 13.684 OK X-X. +1.200+0.50Lr+0.50L +1 .60W 2.338 +Z Bottom 0.26 Bendino 0.35 13.684 OK Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515 -Fax Descr:ption: General Information Material Properties rc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = <p Values Flexure = Shear 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pet 0.90 0.750 Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. = Min. Overturning Safety Factor = 0.00140 0.00180 1.0:1 Min. Sliding Safety Factor - Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears : Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes Pedestal dimensions ... 4.0 ft 4.0 ft 15.0 in px: parallel to X-X Axis = 0.0 in pz : parallel to Z-Z Axis = 0.0 in Height 0.0 in Rebar Cente~ine to Edge of Concrete .. at Bottom of fooling = 3.0 in 1.0:1 No Yes No ·----·------ Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz1 = ;:: = = 5.0 # 5 5.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zor.e n/a Applied loads D P : Column Load = 14.20 OB : Overburden = 0.0 M-xx "'' 0.0 M-zz = 0.0 V-x = 0.0 V-z = 0.0 Lr 0.0 0.0 0.0 0.0 0.0 0.0 Title: Job# Engineer: Project Oesc.: Project Notes : Calculations per ACI31B·08, IBC 2009, CBC 2010, ASCE 7-05 _ Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight " Soil Passive Resistance (for Sliding) = Soil/Concrete Friction Coeff. "' lncrea:ses based on footing Depth Footing base depth belaw soil surface = Allc1wable pressure increase per foot of deptl= when footing base is below "' Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greatert L s w 21.30 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ----·-····- 0.0 0.0 0.0 0.0 0.0 0.0 E 8.0 0.0 0.0 0.0 0.0 0.0 2.0 ksf No 250.0 pet 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 ksf 2.0 ft H 0.0 k 0.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858} 509-8515-Fax Title: Job# Engineer: Project Desc.: Project Notes : aul vec.com Printed: 28MAY 2013, 4:20PM General, Footing__ File:E:\Iobson CADD\PC.New\2013\13-156-RaiiYardl.ofls\Calc\rallyaro.ece ~m~~ma·mm~---~------·~••••••••••••••••••m-rmi~IN_ERICAiil·m:c1J,gNc1.11il9B Build:6.11.12.1o, var:6.1t12.1o Description : Pad Footing -P2 DESIGN SUMMAR-Y Min. Ratio PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.7925 nla n/a n/a 0.2958 0.2958 0.2958 0.2958 0.2794 0.2794 0.2794 0.2794 0.5160 Detailed Results Soil Bearing Item Soil Bearing Overturning -X-X Overturning-Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure {-Z) 1-way Shear(+X) 1-way Shear (-X) 1-way Shear ( +Z) 1-way Shear ( -Z) 2-way Punching Applied 2.219 ksf 0.0 k-It 0.0 k-ft 0.0 k 5.954 k-ft 5.954 k-ft 5.954 k-ft 5.954 k-ft 20.953 psi 20.953 psi 20.953 psi 20.953 psi 77.40 psi Capacity '"~m=~~,~~"""m~ ""~"" 2.80 ksf 0.0 k-ft 0.0 k-ft 0.0 k 20.130 k-ft 20.130 k-ft 20.130 k-ft 20.130 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Governing Load Combination +D+L+H No Overturning No Overturning No Uplift +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1 .60L +1.60H +1.20D+0.50Lr+1.60L +1.60H + 1.20D+0.50Lr+ 1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1 .60L +1.60H +1.20D+0.50Lr+1.60L +1.60H Rotation Axis & Actual Soil Bearing Stress Actual/ Allowable Load Combination ... Gross Allowable Xecc Zecc +Z +Z ·X ·X Ratio X-X. +0 2.80 n/a 0.0 0.8875 0.8875 nla n/a 0.317 X-X. +D+L+H 2.80 n/a 0.0 2.219 2.219 nla nla 0.793 X-X. +0+0. 750Lr+0.750L +1-1 2.80 n/a 0.0 1.886 1.886 nla n/a 0.674 X-X. +D+O. 750L -+{). 750S+H 2.80 n/a 0.0 1.886 1.886 n/a n/a 0.674 X-X. +D+E+H 3.732 n/a 0.0 1.388 1.388 n/a n/a 0.372 X-X. +0+0. 750lr+0.750L +0.750W+H 2.80 n/a 0.0 1.886 1.886 n/a n/a 0.674 X-X. +0+0. 750L +0. 750S-t{J. 750W-tf1 2.80 n/a 0.0 1.886 1.886 n/a n/a 0.674 X-X. +1. 100+0.750Lr+0.750L+E-+H 3.732 n/a 0.0 2.475 2.475 n/a n/a 0.663 X-X. +D+0.750L +0.750S+E+H 3.732 n/a 0.0 2.386 2.386 n/a n/a 0639 X-X. +0.60D+E+H 3.732 nla 0.0 1.033 1.033 n/a n/a 0.277 Z-Z, +D 2.80 0.0 nla n/a n/a 0.8875 0.8875 0.317 Z-Z. +D+L+H 2.80 0.0 n/a nla nla 2.219 2.219 0.793 Z-Z. +D+0.750Lr+0.750L +H 2.80 0.0 n/a nla n/a 1.886 1.886 0.674 Z-Z. +0+0.750L+0.750S+H 2.80 0.0 n/a n/a nla 1.886 1.886 0.674 Z-Z. +D+E+H 3.732 0.0 n/a nla nla 1.388 1.388 0.372 Z-Z . ..0+0.750Lr+0.750L +0.750W+H 2.80 0.0 n/a nla n/a 1.886 1.886 0.674 Z-Z. +D+0.750L+0.750S+0.750W+H 2.80 0.0 n/a nla n/a 1.886 1.886 0.674 Z-Z. +1.10D+0.750Lr+0.750L+E+H 3.732 0.0 n/a nla n/a 2.475 2.475 0.663 Z-Z. +D+0.750L+0.750S+E+H 3.732 0.0 n/a nla n/a 2.386 2.386 0.639 Z-Z, +0.600-tE+H 3.732 0.0 n/a nla n/a 1.033 1.033 0.277 Overturning Stability Rotation Axis & Load Combination ... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Footing Flexure Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvm.As Actual As Phi*Mn Status k-rt Side ? or Top ? ln112 ln"2 in112 k-rt X-X, +1.400 1.977 +Z Bottom 0.32 Bendina 0.39 20.13 OK X-X, +1.400 1.977 -Z Bottor.1 0.32 Bendina 0.39 20.13 OK X-X. + 1.200+0.50Lr+ 1.60L + 1.60H 5.954 +Z Bottom 0.32 Bendina 0.39 20.13 OK X-X. +1.20D-t{).50Lr+1.60L +1.60H 5.954 -Z Bottom 0.32 Bendina 0.39 20.13 OK X-X. +1 .20D+1.60L -t{).50S+1.60H 5.954 +Z Bottom 0.32 Bendina 0.39 20.13 OK X-X. +1.20D+1.60L -t{).50S+1.60H 5.954 -Z Bottom 0.32 Bendina 0.39 20.13 OK X-X. +1.20D+1.60Lr+0.50L 3.026 +Z Bottom 0.32 Ben dina 0.39 20.13 OK X-X. +1.200+ 1.60Lr+0.50L 3.026 -Z Bol.tom 0.32 Bend ina 0.39 20.13 OK X-X. +1.20D+0.50L+1.60S 3.026 +Z Bot! om 0.32 Benciina 0.39 20.13 OK X-X. + 1.20D+0.50L + 1.60S 3.026 -Z Bot! om 0.32 Bend ina 0.39 20.13 OK X-X. +1.20D+0.50Lr-t0.50L +1.60W 3.026 +Z Bottom 0.32 Ben dina 0.39 20.13 OK Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 {858} 509-8505 -Ofc (858) 509-8515-Fax aul vec.com G~neral, Footi119 Description : Pad Footing -P3 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density q> Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soli Pressure = = = ::: = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1.0 : 1 1.0:1 No Use ftg wt for stability, moments & shears : Yes No Include Pedestal Weight as Dl Dimensions Width parailel to X-X Axis = length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions ... 4.50 ft 4.50 ft 15.0 in px : parallel to X-X Axis = In pz : parallel to Z-Z Axis ~ in Hei ht -in Rebar ~enterline to Edge of Concrete .. at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis ~ 5.0 Number of Bars Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar SizE = # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Title: Job# Engineer: Project Desc.: Project Notes : Prin!e<f: 2a MA':' 2013, 4·15PM . File: E:\Jobe on CADD\P~ew\2018\13-156-[laiiYard lolls\Calclral~ard.ec6 . . ENE~CALC.INC.1983-2011 Buila:6J 1.12~ 10, Ver.611.12.1 0 . --. ,. . Calculations per ACI31S.08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. "' Increases based on footing Depth Footing base depth belOw soil surface Allowable pressure increase per foot of depll = when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater:t 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 ksf 2.0 ft _Applied Loads ---------------------·····-""'"""~··-········"······"~ D lr P : Column Load ::: 24.30 1.0 OB : Overburden ::; M-xx = M-zz V-x "' V-z = L s w 33.20 E H 3.90 k ksf k-ft k-It k k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Description : Pad Footing -P3 DESIGN SUMMARY Mfn.Ratio PASS 0.9467 PASS n/a PASS n/a PASS n/a PASS 0.5450 PASS 0.5450 PASS 0.5450 PASS 0.5450 PASS 0.4515 PASS 0.4515 PASS 0.4515 PASS 0.4515 PASS 0.8605 Detailed Results Soil Bearing Item Soil Bearing Overturning -X-X Overturning -Z-Z Uplift Z Flexure (+X) z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Applied 2.840 ksf 0.0 k-ft 0.0 k-ft 0,0 k 9.795 k-ft 9.795 k.ft 9.795 k-ft 9.795 k-ft 33.866 psi 33.866 psi 33.866 psi 33.866 psi 129.08 psi THie: Engineer: Project Desc.: Project Notes : Capacity 3.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 17.972 k-ft 17.972 k-ft 17.972 k-ft 17.972 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Job# Governing Load Combination +D+L+H No Overturning No Overturning No Uplift +1.20D+0.50Lr+1.60L +1.60H +1.20D..0.50Lr+1.60L +1.50H +1.20D..0.50Lr+1.60L +1.60H +1.20D..0.50Lr+1.60L +1.60H +1.200-f{).50Lr+1.60l +1.60H +1.20D-+{),50Lr+1.60L +1.60H +1.20D.f{).50Lr+1.60L +1.60H +1.20D.f{).50Lr+1.60L +1.60H +1.20D-+{).50Lr+1.60L +1.60H Rotation Axis & Actual Soil Bearing Stress Actual I Allowabl~ ~~~~a~d~Co~m~b~'"~~~o~n~ .. ·~~~G~ro~ss~A~I~Io~wa=b~le~~x~~~c~~Z~e~~~----~+~Z~~~~~~--~-·~X------~~~---~R=n~·o~ X-X. +D 3.0 n/a 0.0 1.20 1.20 n/a n/a 0.400 X-X. +D+l +H 3.0 n/a 0.0 2.840 2.840 n/a n/a 0.947 X-X. +D+Lr+H 3.0 n/a 0.0 1.249 1.249 nfa n/a 0.416 X-X. +D..0.750Lr+0.750L +H 3.0 n/a 0.0 2.467 2.467 n/a n/a 0.822 X-X. +D+0.750L..0.750S+H 3.0 n/a 0.0 2.430 2.430 nla n/a 0.810 X-X. +D+E+H 3.999 n/a 0.0 1.393 1.393 n/a n/a 0.348 X-X, +D..O. 750Lr+0.750L +0. 750Wi-H 3.0 nla 0.0 2.467 2.467 n/a n/a 0.822 X-X. +D+0.750L..0.750S-+0.750W+H 3.0 nla 0.0 2.430 2.430 n/a nla 0.810 X-X. +1.100-+{).750lr-+0.750L+E+H 3.999 n/a 0.0 2.779 2.779 nla nta 0.695 X-X. +D..0.750L..0.750S+Ei-H 3.999 nla 0.0 2.622 2.622 nta nla 0.656 X-X. -+{).60D+E+H 3.999 n/a 0.0 0.9126 0.9126 n/a n/a 0.228 Z-Z. +D 3.0 0.0 n/a nta n/a 1.20 1.20 0.400 Z-Z. +D+L +H 3.0 0.0 n/a n/a n/a 2.840 2.840 0.947 Z-Z. +D+Lr+H 3.0 0.0 n/a n/a n/a 1.249 1.249 0.416 Z-Z. +D..0.750Lr-+{).750L +H 3.0 0.0 n/a nfa n/a 2.467 2.467 0.822 Z-Z. +D+0.750L+0.750S+H 3.0 0.0 n/a n/a n/a 2.430 2.430 0.810 Z-Z. +D+E+H 3.999 0.0 n/a n/a n/a 1.393 1.393 0.348 Z-Z. +D..0.750Lr+0.750L -!{).750Wi-H 3.0 0.0 nla n/a n/a 2.467 2.467 0.822 Z-Z. +D..0.750L..0.750S-+0.750W+H 3.0 0.0 nla n/a n/a 2.430 2.430 0.810 Z-Z. +1.10D+0.750Lr-+{).750L+E+H 3.999 0.0 nla nfa n/a 2.779 2.779 0.695 Z-Z. +D..0.750L +0.750S+E+H 3.999 0.0 rJa n/a n/a 2.622 2.622 0.656 Z-Z, ..0.60P+E+H 3.999 0.0 nla n/a nla 0.9126 0.9126 0.228 Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Footing Flexure Overturning Moment Resisting Moment Stablli~ Ratfo Status Flexure Axis & load Combination Mu Which Tension @ Bot. As Req'd Gvm.As Actual As Phi*Mn Status k-ft Side? or Top ? 1nA2 inA2 lnA2 k-fl X-X. +1.400 3.61 +Z Bottom 0.32 Bendino 0.34 17.972 OK X-X. +1.400 3.61 -Z Bottom 0.32 Bendino 0.34 17.972 OK X-X, +1.20D+0.50Lr+ 1.60L +1 .60H 9.795 +Z Bottom 0.32 Bendina 0.34 17.972 OK X-X, +1.200-t{).50Lr+1.60L +1.60H 9.795 -Z Bottom 0.32 Bend ina 0.34 17.972 OK X-X. + 1.200+ 1.60L +0.50S+ 1.60H 9.733 +Z Bottom 0.32 Bendino 0.34 17.972 OK X-X, +1 .20D+1.60L ..0.50S+1.60H 9.733 -Z Bottom 0.32 Bend ina 0.34 17.972 OK X-X. +1.20D+1.60Lr+0.50L 5.369 +Z Bottom 0.32 Bendina 0.34 17.972 OK X-X. + 1.200+ 1.60Lr+0.50L 5.369 -Z Bottom 0.32 Ben dina 0.34 17.972 OK X-X. + 1.200+ 1.60Lr-+0.80W 3.294 +Z Bottom 0.32 Bend ina 0.34 17.972 OK Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax . paul@pvec.com i General Footing . . .. . . ••••••• Description : Pad Footing -P6 Code References Calculations per Load Combinations Used: 2009 !BC & ASCE 7-05 General Information Material Properties fc : Concrete 26 day strength = fy: Rebar Yield = Ec : Concrete Elastic Modulus '' Concrete Density = q> Values Flexure = Shear Analysis Settings Min Steel % Bending Reinf. Min AHow% Temp Reinf. = Min. Overturning Safety Factor = Min. Sliding Safety Factor ;;: Add Ftg Wt for Sofl Pressure Use ftg wt for stability, moments & shears Add Pedestal wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis "' Footing Thicknes = Pedestal dimensions ... px : parallel to X-X Axis " pz: paranel to Z-Z Axis ~ Height - Rebar Centerline to Edge of Concrete .. at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sill = 5.0 ft 5.0ft 16.0 ln 0.0 in 0.0 jr, o.o in 3.0 in 7.0 # 5 7.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied ~oads __ ·-·~· . D P : Column Load = 28.10 08 : Overburden ;;; 0.0 M-xx = 0.0 M-zz = 0.0 V-x = 0.0 V-z = 0.0 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00180 1.0:1 1.0 : i No Yes No No Lr 0.0 0.0 0.0 0.0 0.0 0.0 Project Titte: En~ineer: ProJect Oeser: Project 10: ~b Printed: 9AVG2013, 7:36AM Flle = E:\JAHRO!f-k1PC-New\2013\1 NNOA3-ZI.Calc\rallyard.oo6 ENERQ\LC INC. 1983-2013, Bulld:6.13.0. Ver:6.13.6.30 Soil Design Values Allowable Soil Bearin~ ::: 2.0 ksf Increase Bearing By ooting Weight -· No Soil Passive Resistance (for S1iding} -· 250.0 pcf Soil/Concrete Friction Coeff. -· 0.30 Increases based on footinPc Depth Footing base depth be ow soil surface .. 1.0 ft Allowable pressure increase per foot of dept!=" 0.40 ksf when footing base is below '" 1.0 ft Increases based on footing plan dimension Allowable pressure increase per foot of depl = 0.40 ksf when maximum length or width is greater=t 2.0 ft L s w E H 43.70 0.0 0.0 16.80 O.Ok 0.0 0.0 0.0 0.0 0.0 ksf 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 O.Ok 0.0 0.0 0.0 0.0 0.0 k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc {858) 509-8515-Fax paul@pvec.com i Gen~ral Footing Description: DESIGN SUMMARY Min.Ra!io Item PASS 0.8975 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Uplift PASS 0.5311 Z Flexure (+X) PASS 0.5311 Z Flexure (-X) PASS 0.5311 X Flexure ( +Z) PASS 0.5311 X Flexure (-Z) PASS 0.5020 1-way Shear (+X) PASS 0.5020 1-way Shear (-X) PASS 0.5020 1-way Shear ( +Z) PASS 0.5020 1-way Shear (-Z) PASS 0.9664 2-way Punching Detailed Results _Soil Bearlng_ ______ ~--- Rotation Axis & ~d Combination ... Overturning Stability Rotation Axis & load Combination ... Footing Has NO Overturning Footing Flexure Gross Allowable Applied 2.872 ksf 0.0 k-ft 0.0 k-ft 0.0 k 12.955 k-ft 12.955 k-ft 12.955 k-ft 12.955 k-ft 37.647 psi 37.647 psi 37.647 psi 37.647 psi 144.967 psi Xecc Zecc Overturning Moment Project Title: EnQineer: ProJect Oeser: Project ID: Printed: 9 AUG 2013, 7:36/WI File .. E:\JAHR09--KIPC-New\201311 NNOA3-Z1Calc\rallyard.ec6 ENERCALC,INC. 1983-2013, Build:6.13.6.30, Ver.6.13.6.30 ---. . . • I Capacity Govemlng Load Combination 3.20 ksf -+D+l +H about Z-Z axis 0.0 k·ft No Overturning 0.0 k-ft No Overtum!ng 0.0 k No Uplift 24.392 k-ft +1.20D-!{).50Lr+1.60L +1.60H 24.392 k-ft +1. 20D-!{).50Lr+1.60L +1.60H 24.392 k-ft +1.20D+0.50Lr+1.60L+1.60H 24.392 k-ft +1.20D-+0.50Lr+1.60L +1.60H 75.0 psi +1.20D-+{),50LI+1.60L +1.60H 75.0 psi +1.200+0.50Lr+1.60L +1.60H 75.0 psi +1.20D+0.50Lr+1.60L+1.60H 75.0 psi +1.20D-+0.50Lr+1.60L +1.60H 150.0 psi +1.20D+0.50Lr+1.60L +1.60H Actual Soil Bearing Stress ___ -· -ActuaiTAliowaii"ie · +Z +Z ·X ·X Ratio Resisting Moment Stability Ratio Status Flexure Axis & Load Combination Mu Which Tension@ As Req'd Gvm. As Phi"Mn k-ft Status X-X. +1.400 X-X. +1.400 X-X. +1.20D+0.50Lr+1.60L+1.60H X-X. +1.20D+0.50Lr+1.60L +1.60H X-X. +1.20D+1.60L -tD.50S+1.60H X-X. +1.20D+1.60L-+<>.50S+1.60H X-X. +1.20D+1.60Lr+0.50L X-X. + 1.20D+1.60Lr-l().50L X-X. +1.20D+1.60Lr-+0.80W X-X. +1.20D+1.60Lr-l().80W X-X. +1.20D-l{}.50L +1.60S X-X. +1.20D+D.50L +1.60S X-X. +1.200+1.60S+0.80W X-X. +1.20D+1.60S+0.80W X-X +1.200-+0.50LI-+0.50L +1.60W X-X. +1.200-+0.50Lr-+0.50L +1.60W X-X. +1.20D-+0.50L -+0.50S+1.60W X-X. +1.20D-+0.50L +0.50S+1.60W X-X. +1.200-+0.SOL -+0.20S+E X-X. +1.200-tO.SOL +0.20S+E X-X. -t0.90D+1.60W+1.60H X-X. +0.90D+1.60W+1.60H X-X. -+0.90D-11:+1.60H X-X +0.90D-i-£+1.60H Z-Z. +1.400 Z-Z. +1.400 Z-Z. +1.20D-!{).50Lr+1.60L +1.60H Z-Z. +1.20D-!{).50Lr+1.60L +1.60H Z-Z. +1.20D+1.60L -+0.50S+1.60H Z-Z. +1.200+1.60L -t{).50S+1.60H Z-Z. +1.20D+1.60Lr-l().50L k-ft Side ? Bot or Top ? in"2 inA2 ----------------~----- 4.91 8 +Z Bottom 4.918 -Z Bol:tom 12.955 +Z Bottom 12.955 -Z Bottom 12.955 +Z BOO:om 12.955 -Z Bottom 6.946 +Z Bottom 6.946 -Z Bottom 4.215 +Z Bottom 4.215 -Z Bottom 6.946 +Z Bottom 6.946 -Z Bottom 4.215 +Z Bottom 4.215 -Z Bottom 6.946 +Z Bottom 6.946 -Z Bcttom 6.946 +Z Bottom 6.946 -Z Bottorn 9.046 +Z Botlo111 9.046 -Z Bottom 3.161 +Z Bottom 3.161 -Z Bottom 5.261 .,.z Bottom 5.261 -Z Bottom 4.918 -X Bottom 4.918 +X Bottom 12.955 -X Bottom 12.955 +X Bottom 12.955 -X Bottom 12.955 +X Bottom 6.946 -X Bottom 0.3456 Min Temo% 0.3456 Min Temo% 0.3456 Min Temo% 0.3456 Min Temo% 0.3456 Mh Temn% 0.3456 Min Temo % 0.3456 M!i1 Temn% 0.3456 M!n T emo % 0.3456 Min Temo% 0.3456 Min Temo% 0.3456 Min Temo% 0.3456 Mln Temo% 0.3456 Min Temo % 0.3456 Min Temo% 0.3456 Min Temo % 0.3456 Min T emo% 0.3456 Min Temo% 0.3456 Min T emo% 0.3456 Mtn Temo% 0.3456 Min Temo% 0.3456 Mln Temo% 0.3456 Min Temo % 0.3456 Min T erno % 0.3456 Min T emo % 0.3456 Min Terno% 0.3456 Mln Temo% 0.3456 Min Temo% 0.3456 Mtn Temo % 0.3456 Min Temo % 0.3456 Min Temo% 0.3456 Min Temo% 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 0.4340 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax J2£ld!@p_yec.com ----~----- General Footing Description : Pad Footing -P6 General Information Material Properties fc : Conc~ete 28 day strength = fy : Rebar Yield Ec : Concrete Elastic Modulus = Concrete Density = cp VaiGes Flexure ::: Shear = Analysis Settings Min Steel % Bending Reinf. " Min Allow% Temp Reinf. Min. Ove1urning Safety Factcr "' Min. Slid'ng Safety Factor " Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears : Include Pedestal Weight as DL Dimensions Width para:lel to X-X Axis = Leng!h parallel to Z-Z Axis = Footing Thicknes = Load location offset from footing center ... ez : Prll to Z-Z Axis Pedestal dimensions ... px : parallel to X-X Axis ·· pz : parallel to Z-Z Axis = Height Rebar Centerline to Edge cf Concrete .. at Bottom of footing 2.50 ksl 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1.0 : 1 5.0 ft 5.0 ft 16.0 in -18 in 12.0 in 12.0 in 6.0 in 3.0 ifl 1.0:1 No Yes No Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size = = 7.0 # 5 Bars paraliel to Z-Z Axis Number of Bars Reinforcing Bar Sizt 7.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a # Bars required on each side of zone n/a Applied~ h.oa~ Title: Job# Engineer: Project Desc.: Project Notes : Prtntad: 18 JUN 2013, 1t09AM ···· ···· ···· · ~ -riiE:\Jobs on CAtib\PC:.New\2013\13-156-RaliYard 1-ofts\Calclrailyard.ecS __ _ EN CALC, INC.1983-2011, Bulld:6.11.12.10, Ver.6.11.12.10 Calculations per ACI31_8-08, 18~}.!!_~9, c_~c 2010,~~CE 7·0~- Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Pass!ve Resistance (for Sliding) Soil/Concrete Friction Coeff. = = = Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of dept!= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dep1 = when maximum length or width is greater=* 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 ksf 2.0 ft ~-~·-·--_Q__~··--~-~-·~--~!,r--~---~--~--·-·--~.§--~~~~~ _Yl ___ ~~----~--E__ _______ ji__ ·~~ .~ P : Co[umn Load = OB : Overburden :: M-xx -· M-zz "' V-x V-z ::: 7.90 13.70 k ksf k-ft k-ft k k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509~515-Fax Title: Job# Engineer: Project Desc.: Project Notes : _Qaul@pvec.CQ!!L_ ________ _ i General Footing Printed: 18 JUN 2013, :1:09M1 Fila E:\Jobs on CADD\.PC-New\2013\1~1"56-RaiiYard Lofis\Caiclral~ard.ec6- ENERCALC, INC. 1983-2.011, Build:6.11.12 .. 10, Ver:6.11.12.10 I t I t , ' ~ : -. . . . . -. . . Description : Pad Footing -P6 DESIGN SUMMARY ~ • . . Min. Ratio Item PASS 0.890 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Uplift PASS 0.08395 Z Flexure {+X) PASS 0.08395 Z Flexure (-X) PASS 0.05663 X Flexure {+Z) PASS 0.01899 X Flexure (-Z) PASS 0.08169 1-way Shear (+X) PASS 0.08169 1-way Shear (-X) PASS 0.05216 1-way Shear(+Z) PASS nia 1-way Shear (-Z) PASS C.1089 2-way Punching Detailed Results Applied Capacity 2.848 ksf 0.0 k-ft 0.0 k-ft 0.0 k 2.048 k-ft 2.048 k-ft 1.381 k-ft 0.4632 k-ft 6.127 psi 6.127 psi 3.912 psi 0.0 psi 16.328 psi 3.20 ksf 0.0 k-ft 0.0 k-ft 0.0 k 24.392 k-ft 24.392 k-ft 24.392 k-ft 24.392 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Governing Load Combination +D+L+H No Overturning No Overturning No Uplift +1 .20D+0.50Lr+1 .60L +1 .60H + 1 .20D+0.50Lr + 1.60L +1 .60H +1.400 +1.20D+0.50Lr+1.60l +1.60H +1.200+0.50Lr+1 .60L +1.60H +1.20D+0.50Lr+1.60L +1 .SOH +1.400 n/a +1.200+0.50Lr+1.60L +1.60H S~!l_~~~i~Q ____ _ Rotation Axis & Actual Soil Bearing stress _____ Actual/ AiioWiiile ·· . L~.~c!. Cor:n_!>inatiqn .. _~ _ . __ Gross~~~~~~ -·--Xecc ..... Zecc ________ _!I_ ___ _g_ ___ --~'L ______ ~lL .. _____ Ratio ____ _ X-X. +0 3.20 n/a -18.0 1.042 0.0 nla nfa 0.326 X-X. +C+L +H 3.20 n/a -18.0 2.848 0.0 nta nfa 0.890 X-X. +D+0750Lr+0.750L+H 3.20 n/a -18.0 2.396 0.0 n/a n/a 0.749 X-X. +D+0.750L+0.750S+H 3.20 n/a -18.0 2.396 0.0 r./a n/a 0.749 X-X. +D+0.750Lr-+0.750L +0.750W-tH 3.20 n/a -18.0 2.396 0.0 n/a nla 0.749 X-X. +D+0.750L +0.750S+0.750W+H 3.20 n/a -18.0 2.396 0.0 n/a n/a 0.749 X-X. +1.10D+0.750Lr+0.750L+E+H 4.266 n/a -18.0 2.501 0.0 nla n/a 0.586 X-X. +D+0.750L+0.750S+E+H 4.266 n/a -18.0 2.396 0.0 n/a n/a 0.562 Z-Z. +D 3.20 0.0 n/a n/a n/a 0.3160 0.3160 0.099 Z-Z. +D+L+H 3.20 0.0 n/a n/a n/a 0.8640 0.8640 0.270 Z-Z. +D+0.75QLr+0.750L +H 3.20 0.0 n/a n/a n/a 0.7270 0.7270 0.227 Z-Z. +D+0.750L+0.750S+H 3.20 0.0 n/a n/a n/a 0.7270 0.7270 0.227 Z-Z. +D+0.750Lr+0.750L+0.750W+H 3.20 0.0 n/a n/a n/a 0.7270 0.7270 0.227 Z-Z. +D+0.750L +0.750S+0.750W+H 3.20 0.0 nla nla n/a 0.7270 0.7270 0.227 Z-Z. +1. 1 OD+0.750Lr+0.750L +E+H 4.266 0.0 n/a n/a n/a 0.7586 0.7586 0.178 Z-Z. +D+0.750L+0.750S+E+H 4.266 0.0 n/a n/a n/a 0.7270 0.7270 0.170 Overturning Stability Rotation Axis & Load Com_~ination .. ~ _________ ___Qyertuming Moment Resisting Mome!!.__ Stability Ratio ·-----~_!a~s_ ... _ Footing Has NO Overturnin~ Footing Flexure Flexure Axis & load Combination X-X. +1.40D X-X, +1.400 X-X, +1.2DD+0.50Lr+ 1 .60L +1.60H X-X. +1.20D-!{).50Lr+1.6:JL+1.60H X-X. +1.2CD+1.60L-+D.50S+1 .60H X-X. +1.200+1.60L +0.508"'1 .60H X-X. + 1.200+ 1.60Lr-+D.50l X-X. +1.200+1 .60Lr-+D.50L X-X. +~ .20D+0.50L +1 .60S X-X. +1.20D+0.50L +1.60S X-X. +1.20D+0.50Lr+0.50L +1.60W X-X. +1.200+0.50Lr-+D.50L +1.60W X-X. +1.20D+0.50L+0.50S+1.60W X-X. +1.20D+O.SOL+0.50S+1.60W X-X. +1 .20D+0.50L -t{).20S+E ------·· ----------.. ·-·--------.. --.. --.. -.... Mu Which Tension @ Bot As Req'd Gvrn. As Actual As k-ft Side ? __ or Top 1_ __ ~inA2___ _..::inc...:A2=--____ ...::.in:...:A2:.____ 1.381 0.1396 0.6363 0.4632 0.6363 0.4632 1.013 0.227 1.013 0.227 1.013 0.227 1.013 0.227 1.013 +Z Too -Z Bottom +Z Too -Z Bottom +Z Too -Z Bottom +Z Too -Z Bottom +Z Too -Z Bottom +Z Too -Z Bottom +Z Too -Z Bottom +Z Too 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendino 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 Phi*Mn k-ft 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax _gaul@pvec.com ! Generatfooting l!tWIR~i!l'4•M•I•ffll: Description : Pad Footing -P7 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec: Concrete Elastic Modulus Concrete Density 'P Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturnir.g Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure = = ::: = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1.0 : 1 1.0: 1 No Use ftg wt for stability, moments & shears: Yes No Include Pedestal Weight as DL Dimensions , ; Width parallel to X-X Axis Length parallel to Z-Z Axis = Footing Thicknes Load location offset from footing center ... ez: Prll to Z-Z Axis = Pedestal dimensions ... px : parallel to X-X Axis pz ~ paraUel to Z-Z Axis =- Height Rebar Centerline to Edge of Concrete .. at Bottom of footing = _ Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar SizE = 5.750 ft 5.750 ft 16.0 in -22.5 in 12.0 in 12.0 in 6.0 in 3.0 in 8.0 # 5 8.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a #Bars required on each side of zone n/a ~lied Loads D P : Column Load = 10.70 OB : Overburden = M-xx = M-zz = V-x "7 V-z = Lr Title: job# Engineer: Project Desc.: Project Notes : ~; Printed: 18 JUN 2013, 11:10M4 ............. ············-File: E:;Jobs on CADD\!>C-New12013\f3-15&-Ra1Ward l.ofls\Calc\rallyard.ec6 ENERCALC, INC. 1983-2011. Bulld:611.12.1 0, Ver:5.11.12.10 . . . --~lcui~OIIS pe~ ~-~~31~08, IB~ 2~11_~~~~~10, ~~~ !_:~_ Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. = Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of dept!= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dep1 = when maximum length or width is greater:t L s w 18.80 E 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 ksf 2.0 ft H k ksf k-ft k·H k k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste.10i Solana Beach, CA 92075 (858) 5094l505 -Ofc (858) 509-8515-Fax Jl~ec.Q.Q!!L_ __ ~---- 1 General Footing Description: Pad Footing -P7 DESIGN SUMMARY Min. Ratio Item -----·--PASS 0.9649 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Uplift PASS 0.1240 Z Flexure (+X) PASS 0.1240 Z Flexure (-X) PASS 0.08738 X F!exure (+Z) PASS 0.0229~ X Flexure {-ZJ PASS 0.1188 1-way Shear (+X) PASS 0.1188 1-way Shear (-X) PASS 0.06889 1-way Shear (+Z) PASS n/a 1-way Shear (-Z) PASS 0.1573 2-way Punching Detailed Results Title: Engineer: Project Desc.: Project Notes : Applied Capacity 3.377 ksf 0.0 k-ft 0.0 k-ft 0.0 k 3.007 k-fl 3.007 k-ft 2.119 k-ft 0.5554 k-ft 8.907 psi 8.907 psi 5.167 psi 0.0 psi 23.601 psi 3.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 24.246 k-fl 24.246 k-ft 24.246 k-ft 24.246 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Job# Governing Load Combination +D+L+H No Overturning No Overturning No Uplift +1.20D+0.50lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.400 + 1.20D+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.400 n/a +1.200+0.50Lr+1.60L +1.60H ·-~il B~_!!'lng -----·-----.-.. ···· Rotation Axis & Actual Soil Bearing Stress ·---ACtual/ Allowable _ .. __ b_oad Combination ... -~~ross ~I<?Yifable ___ Xec~:_ ·-Zecc_ ·-... _ .. __ +Z --~ _ _g__ _________ :!__ ____ ... -~X ___ .. Ratio ___ _ X-X. +D X-X. +D+L+H X-X. +D+0.750Lr-+D.750L +H X-X. +D-+D.750L -+D.750S+H X-X. +D-+D.750Lr-+D.750L +0.750W+H X-X. +0-!{).750L +0.750S-+{).750W+H X-X. +1.1 OD+0.750lr-+D.750L +E-++l X-X. +D-!{).750L -+{).750S+E+H Z-Z. +D Z-Z. +D+L -rH Z-Z. +0-+{).750Lr-+{):750L +H l-Z. +D+0.750L -f{).750S+H Z-Z. +D-+{).750Lr+0.750L+0.750W+H Z-Z. +D+O. 750L +0.750S+0.750W-tH Z-Z. +1.100~.750Lr+0.750L+E+H Z-Z, +0+0.750L +0.75QS+E+H Overturning Stability Rotation Axis & Load Combination ... -------- Footing Has NO Overturning Footing Flexure Flexure Axis & Load Combination X-X. +1.400 X-X. +1.400 X-X. +1.20D+0.50Lr+1.60L +1.60H X-X. +1.20D+0.50Lr+t60L+1.60H X-X. +1.200+ 1.60L +0.50S+1.60H X-X. +1.20D+1.60L +0 50S+1.60H X-X. +1.20D+1.60l.r+0.50L X-X. +1.20D+1.60Lr+0.50L X-X. +1.20D+0.50L +1.60S X-X. +1.20D+0.50L +1.6CS X-X. +1.20D+0.50Lr+0.50L+1.60W X-X. +1.20J+0.50L~+0.50L +1.60W X-X. +1.20D+0.50L +0.508 .... 1 .BOW X-X. +1.20D+0.50L 4{).50S+1.60W X-X. +1.20D+0.50L +0.20S+E 3.50 n/a -22.50 1.225 0.0 nfa nla 0.350 3.50 n/a -22.50 3.377 0.0 n/a n/a 0.965 3.50 n/a -22.50 2.839 0.0 n/a n/a 0.811 3.50 n/a -22.50 2.839 0.0 n/a n/a 0.811 3.50 n/a -22.50 2.839 0.0 nfa n/a 0.811 3.50 n/a -22.50 2.839 0.0 n/a n/a 0.811 4.666 n/a -22.50 2.961 0.0 n/a n/a 0.635 4.666 n/a -22.50 2.839 0.0 n/a n/a 0.609 3.50 0.0 n/a nfa nia 0.3236 0.3236 0.092 3.50 0.0 n/a n/a n/a 0.8923 0.8923 0.255 3.50 0.0 n/a n/a n/a 0.7501 0.7501 0.214 3.50 0.0 n/a n/a n/a 0.7501 0.7501 0.214 3.50 0.0 n/a n/a n/a 0.7501 0.7501 0.214 3.50 0.0 n/a n/a n/a 0.7501 0.7501 0.214 4.666 0.0 n/a n/a n/a 0.7825 0.7825 0.168 4.666 0.0 n/a n/a n/a 0.7501 0.7501 0.161 Overturning Moment Resisting Moment -~tability Ratio .. --· Status ___ _ ·------~-·-·---~--~ Mu Which Tension @ Bot As Req'd Gvm. As Actual As Phi*Mn __ k-fL __ Side} __ ~r Top 1. _____ ln"2 ____ ..:.:in'--'"2::...__~ ln"2 _________ .. k-ft ·-·-· 2.119 +Z Too 0.35 0.1703 -Z Bottom 0.35 1.162 +Z Too 0.35 0.5554 -Z Bottom 0.35 1.162 +Z Too 0.35 0.5554 -Z Bottom 0.35 1.612 +Z Too 0.35 0.2739 -Z Bottorr. 0.35 1.612 +Z Too 0.35 0.2739 -Z Bottom 0.35 1.612 +Z Too 0.35 0.2739 -Z Bottom 0.35 1.612 +Z Too 0.35 0.2739 -Z Bottom 0.35 1.612 +Z Too 0.35 Ben dina Bendina Bendino Bend ina Bendino Bendina Bendino Bend ina Bendinq Bend ina Bendina Bend ina Bendino 8endina Bendina 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 0.43 24.246 Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Palos Verdes Engineering Corpalfon 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com I General Footing .......... Description : Pad Footing -P8 Code References Calculations per Load Combinations Used: 20091BC & ASCE 7-05 General Information Material Properties 2.50 ksi fc : Concrete 28 day strength fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus :;; 3,122.0 ksi Concrete Density = 145.0 pcf q> Values Flexure ::: 0.90 Shear = 0.750 Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. = 0.00180 Min. Overturning Safety Factor :: 1.0; 1 Min. Sliding Safety Factor ::: 1.0: 1 Add Ftg Wt for Soil Pressure No Use fig wt for stability, moments & shears Yes Add Pedestal WI for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 6.50 It Length parallel to Z-Z Axis ;;;; 6.50 ft Footing Thicknes = 24.0 in Pedestal dimensions ... px : parallel to X-X Axis = in pz: parallel to Z-Z Axis ~ in Height in Rebar Centerline to Edge of Concrete .. at Bottom offooting = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars _, 12.0 Reinforcing Bar Size ::: # 5 Bars parallel to Z-Z Axis 12.0 Number of Bars = Reinforcing Bar Siz1 = # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requirtng Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone nla _ _1\pplied Lo.ads D Lr P : Column load = 49.80 OB : Overburden ::: M-xx = M-zz = V-x = V-z = Project Title: EnQineer: ProJect Oeser: Project ID: Prtnled: 9AUG2U13. 7:30AM Rle = E:\JAHRoo-=--KIP=C-c:-:Ne,--w\2~01:3\::::-:1""NN""OA3-'=-:2.\Cal= c\rallyard.ec6 ENERCALC, INC.1983-2013, Bulkt6.13.5.30, Ver.6.13.6.30 Soil Design Values Allowable Soil Bearing . . . . . . Increase Bearlng By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth befow soil surface = Allowable pressure increase per foot of deptl= when footing base is below - Increases based on footing plan dimension Allowable pressure increase per foot of depl =: when maximum length or width is greater* L s w 81.30 E 8.10 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 ksf 2.0 ft H k ksf k.-ft k-ft k k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509--8505 -Ofc (858) 509--8515 -Fax paul@pvec.com \ General Footing Description : Pad Footing -PB DESIGN SUMMARY M!n. Ratio PASS 0.8166 PASS n/a PASS n/a PASS n/a PASS 0.4533 PASS 0.4533 PASS 0.4533 PASS 0.4533 PASS 0.3606 PASS 0.3606 PASS 0.3606 PASS 0.3606 PASS 0.6664 Detailed Results Soli Bearing Rotation Axis & Item Soil Bearing Overturning -X-X Overturning -Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear ( +Z) 1-way Shear (-Z) 2-way Punching Applied 3.103 ksf 0.0 k-ft 0.0 k-ft 0.0 k 23.730 k-ft 23.730 k-ft 23.730 k-ft 23.730 k-ft 27.043 psi 27.043 psi 27.043 psi 27.043 psi 99.966 psi Project Title: En9ineer: Project Descr: Capacity 3.80 ksf 0.0 k-ft 0.0 k-ft 0.0 k 52.349 k-ft 52.349 k-ft 52.349 k-ft 52.349 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Proiect 10: ~J Governing Load Combination ..n+L +H about Z-Z axis No Overturning No Overturning No Uplift +1.20D-I{l.50Lr+1 .60L + 1 .60H +1.20D+0.50Lr+1 .60L +1.60H +1.20D-I{l.50Lr+1 .60L +1 .60H +1.20D+0.50Lr+1 .60L +1.60H +1.200-i{l.50Lr+1.60L +1 .60H +1.200-+0.50Lr+1 .60L +1.60H +1.200+0.50Lr+1.60L +1 .60H +1.200+0.50Lr+ 1 .60L +1 .60H +1 .200-+().50Lr+1.60L +1 .60H ·· ······ · --;i;C!:ual Soil Bearing Stress Actual/ Allowabie · - Load Combination ... ___ Gro_ss_AI_I_owa_b_le __ -----'X=ec=c,__-=Z=e=cc'-------_:g___-+Z -X ----"·X~ ____ ___cRatio Overturning Stability Rotation Axis & Load Combination ••• Footing Has NO Overturning Footing Flexure Flexure Axis & Load Combination X-X. +1.400 X-X. +1.400 X-X. +1.20D-t{).50Lr+1.60L+1.60H X-X. +1.200-t{).50Lr+1.60L+1.60H X-X. +1.200+1 .60L-t0.50S+1.60H X-X. +1.20D+1.60L -+0.50S+1.60H X-X. +1.20D+1.60Lr-l{l.50L X-X. +1 .200+1.60Lr-+().50l X-X. +1.200+1.60L.r<t{),80W X-X, +1.200+1.60Lr-t0.80W X-X. +1 .200+0.50L +1.608 X-X. +1 .20D-+0.50L +1.60S X-X. +1.200+1.60S-+().80W X-X. +1.200+ 1 .60S<t{).8QW X-X. +1 .200-t0.50Lr+0.50L+1.60W X-X. +1.20D..0.50Lr<t{).50L +1 .60W X-X. +1 .20D..0.50L -+(),508+1 .SOW X-X. +1.200-l{l.50L -+0.50S+ 1.60W X-X. +1.20D-+0.50l +0.20S+E X-X. +1.20D..0.50L -+4J.20S+E X-X. +0.900+1 .60W+1.60H X-X. -+0.900+1.60W+1.60H X-X. -l{l.900+E+1.60H X-X. -t0.900+E+1.60H Z-Z. +1.400 Z-Z. +1.400 Z-Z. +1.200..0.50lr+1.60l +1 .SOH Z-Z. +1.20D-I{l.50Lr+1,60L+1.60H Z-Z, +1 .200+1 .60L -t0.50S+1.60H Z-Z. +1.200+1.60L -1{1.508+1 .60H Z-Z. +1 .200+1 .60Lr-+().50L Mu k-ft 8.715 8.715 23.730 23.730 23.730 23.730 12.551 12.551 7.470 7.470 12.551 12.551 7.470 7.470 12.551 12.551 12.551 12.551 13.564 13.564 5.603 5.603 6.615 6.615 8.715 8.715 23.730 23.730 23.730 23.730 12.551 __ Ov--=ert=u-""m=in"""gc::.:M::.::.o-'-m.::.:en::.::.t ___ ~--'-'R:.::..es=ist:.:.ci-=-->ng"-'Mo=---m_ec.:cnt'----S:..::ta=b=illty"'--"-"Ra=ti"'--o __ 5!!rt_us _ ···-.. Which Tension@ AsReq'd Side? Bot or Top? inA2 +Z Bottom 0.5164 -Z Bottom 0.5184 +Z Bottom 0.5184 -Z Bottom 0.5184 +Z Bottom 0.5184 -Z Bottom 0.5184 +Z Bottom 0.5184 -Z Bottom 0.5184 +Z Bottom 0.5184 .z Bottom 0.5184 +Z Bottom 0.5184 -Z Bottom 0.5184 +Z Bottom 0.5184 -Z Bottom 0.5184 +Z Bottom 0.5184 -Z Bottom 0.5184 +Z Bottom 0.5184 -Z Bottom 0.5164 +Z Bottom 0.5184 -z Bottom 0.5184 +Z Bottom 0.5184 -Z Bottom 0.5184 +Z Bottom 0.5184 -Z Bottom 0.5184 -X Bottom 0.5184 +X Bottom 0.5184 -X Bottom 0.5184 +X Bottom 0.5184 -X Bottom 0.5184 +X Bottom 0.5184 -X Bottom 0.5184 Gvm.As in"2 MinTemo% MinTemo% MinTemo% Min Temo o/o MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% Min Temoo/o MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% MinTemo% Actual As in"2 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 0.5723 Phi*Mn k-ft 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 52.349 Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Palos Verdes Engineering Corporation Consulting JOB _2!_~--=-' !I_-_,_,l ~=-11---- Structural Engineers SHEET NO~S'i"--'-__ oF _____ _ CALCULATED BY--=P_L_~DATE v~~~ li 663 Valley Avenue., Suite 101 • Solana Beach, CA 92075 Telephone (858) 509-8505 • Fax (858) 509-8515 CHECKED BY ____ ~DATE_ SCALE. ________ _ · kl AlL fl ti \ ..... C.nu<;~ n' HA.LI.t Ft ::. o.S ':1 tJ!, 1lllp L'i :.. O.b.c.bilb"f>ELIJ :tlt.f) I J.~ rp.: 63 f>F F--~l.A~3 ~n>( 1r ~s3sr,r l'lkt14 ... tt6f =-~1 ... ~~ 2..1'10;;y ...l!lo PAZ~ ~ "'t ~- P~ S"?.J~ ao': 1o11:0~-x Lto t. •• Hs ..( c;1L RM--,) r; :votltf AP.t 4~1'5"Wt.rr-;~-~~ '3~3~t,. ::.u;t~t'l~t-, ).'/; io,:ibo., a< (,._... =- w ~ l. '3. 9s~ LIU.c.) p.: t~ .do.1J= ~7 I PF "l. .. CJ\'1 loooOt O~l 12.ll (M.o vi ~t.~e.lb II,.,_)--~~-6 : ~6 ~I'IU') !(. y\(; 'P € .. )!if- Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax aul vec.com Project Title: En9ineer: ProJect Oeser: Project 10: Printe<l: 9 AUG 2013, 7:57/Wo Cantilevered Retaining Wall FUe = E:\JAHR09-KIPC-New12013\1NNOAl-Z\Calclrallyaro.ec6 ENERCALC,!NC.1983-2013, Bu11t1:6.13.6.30, Ver.6.13.6.30 ---. . . ~. Description: Garage Entry CMU Wall :Soil Data 1 Criteria Retained Height :: ____j 0.10 ft 10.00 ft 0.00:1 3.00 in Allow Soil Bearing = 2,000.0 psf Wall height above soil = Slope Behind Wall = Height of Soil overT oe Water height over heel = Vertical component of active Lateral soil pressure options: USED for Soil Pressure. 0.0 ft USED for Sliding Resistance. USED for Overturning Resistance. : Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning i Axial Load Applied to stem Axial Dead Load Axial Live Load Axial Load Eccentricity i _ _!)_~g_ry Summary = 350.0 lbs = 550.0 lbs 0.0 in Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Soil Density, Heel = Soil Density, Toe = Friction Coeff btwn Ftg & Soil = Soil height to ignore for passive pressure = I Lateral Load Applied to stem Lateral Load = ... Height to Top == ... Height to Bottom ::r Wind on Exposed Stem = !stem Construction Wall Stability Ratios Overturning " 1.38 Ratio < 1.5! Design Height Above Ftg Wall Material Above "Ht' Sliding Slab Resists A¥. Sliding !1.98 OK Total Bearing Load ... resultant ecc. = = 2,860 lbs 13.98 in Thickness Rebar Size Rebar Spacing Rebar Placed at 30.0 psflft 30.0 psflft 200.0 psflft 110.00 pet 0.00 pcf 0.400 O.OOin O.Oplf 0.00 ft 0.00 ft 55.0 psf ! Adjacent Footing Load Adjacent Fooling Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Top stem ft=: BarLap/Emb 0.00 = Masonry in= 12.00 = # 5 in= 16.00 :: Center Soil Pressure@ Toe -2,283 psf NGM Design Data ----------,- 0.954 17 Soil Pressure @ Heel 0 psf OK J Allowable = 2,000 psf ·~"t\:WJ;rr Soil Pressure Exceeds Allowable! ACI Factored@ Toe = 2,915 psf ACI Factored @ Heel "' 0 psf Footing Shear@ Toe = 26.7 psi NG Footing Shear @ Heel = 2.8 psi OK Allowable "" 5.6 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force -544.7 lbs less 100% Passive Force = • 156.3 lbs less 100% Friction Force = • 929.91bs Added Force Req'd = 0.0 lbs OK ... Jar 1.5 : 1 Stabnity = 0.0 1bs OK Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 fb/FB +fa/Fa Total Force@ Section Moment ... Actual Moment. .... Ailowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above lap splice if below Hook embed into footing = lbs = ft-1 = ft..J = psi= psi= psf= in= in= in= in= Masonry Data ··········-···-·-· ···---~----·-·-------- fm Fs psi= psi= Solid Grouting = Modular Ratio 'n' = = in= = 3 549.2 2,804.9 3,074.5 8.0 51.6 133.0 5.75 45.00 140.31 140.31 1,500 24,000 Yes 21.48 1.333 11.60 Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = ASO Calculations per ~ :: O.Oibs = 0.00 fl = O.OOin = 0.00 ft. Line Load = 0.0 ft = 0.300 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858} 509-8515 -Fax Project Title: En~ineer: Project Oeser: Pn;ect ID: <;(./ paul@pvec.com m~---·····-········-~~····-·····---·······--····· f Cantileverecl Retaining WaU · Ptin!ed: 9AUG 2013, 7:57AM File= E:\JAHRO!r-K\J'C.New\2013\1 NNOA3'-Z\Q!k\ra!lyard-:-eca ENERCALC.INC. 1983-2013, Bulld:G.13,6.30, Ver:6.13.6.30 ........ ; Description : Garage Entry CMU Wall : Footing Dimensions & Strengths Toe Width = 1.50 ft Heel Width = 2.50 Total Footing Width 7 4.00 Footing Thickness ; 12.00 in Key Width = O.OOin Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc "' 1ltsi Footing Concrete nsity Fy = 60,000 psi 150.00 pcf Min. As% = 0.0018 Cover@Top 3.00 @Btm.= 3.00 in I Footing Design Results -.I2L Factored Pressure = 2,915 Mu': Upward = 3,424 Mu' : Downward = 326 Mu: Design =-= 3,098 Actual1-Wey Shear 26.74 Allow 1-Way Shear = 5.61 Toe Reinforcing = # 5 @ 16.00 in Heel Reinforcing = # 5@ 16.00 in Key Reinforcing == None Spec'd Other Acceptable Sizes & Spacings Toe: As-req > 0.75"Bal% Heel: As> 0.75*Bal% Key: No key defined I Summary of Overturning & Resisting Forces & Moments ••••• OVERTURNING ••••• "" .. .. . .. . Heel 0 psf 0 ft-1b 296 ft-lb 296 ft-lb 2.84 psi 5.61 psi ..... R:ESISTING ..... Force Distance Moment Force Distance Moment Item Heel Active Pressure = Surcharge over Heel Toe Active Pressure Surcharge Over Toe - Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = lbs ft ft-lb 18.2 0.37 6.7 -23.4 0.42 -9.8 550.0 6.10 3,355.0 Tota, = 544.7 O.T.M. = 3,351.9 Resisting/Overturning Ratio = 1.38 Vertical Loads used for Soil Pressure= 2,859.8 lbs lbs ft ____ ft-lb ___ _ Soil Over Heel = 16.5 3.25 53.6 Sloped Soil Over Heel Surcharge Over Heel Adjacent FooUng Load Axial Dead Load on Stem • Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) = = = .: Earth@ Stem Transitions = Footing Weight Key Weight 350.0 2.00 550.0 2.00 0.75 1,343.3 2.00 600.0 2.00 Vert. Component ~ 4.00 700.0 \100.0 2,686.6 1,200.0 Total= 2,309.8 lbs R.M. = 4,640.2 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-a505-Ofc {858) 509-8515-Fax ,11§Y!@p_vec.com_ ____ . _______________ _ i Wood Column Description: 6x4 Post Code References Calculations per 2005 NOS Load Combinations Used: 2009 IBC & ASCE 7-05 General Information =~----- Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10.0 fi ( Used for non-slender calculations } Wood Species Douglas Fir-Larch Wood Grade No.1 Fb-Tension 1,200.0 psi Fb-Compr 1,200.0 psi Fc-Prll 1,000.0psi Fe-Perp 625.0psi Fv Ft Density 170.0 psi 825.0 psi 32.210 pcf Project Title: En~ineer: ProJect Oeser: Project 10: s;j ?rioted: 14AvG 2013, 7:34AM " ----~-----Flle = E:\JAHRoo-KiPC-New\2013\.1 NNOA3-Z\Celc:\rallyaro.ec6-- Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area lx ly ENERCALC, INC. 1983-2013, Bu11d:613.6.30, Ve.-:613.6.30 .. --. . . 4x6 Graded Lumber Sawn 3.50 In Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 1. 30 19.250 irl'\2 Cf or Cv for Compression 1.150 48.526 ln"4 Cf or Cv for Tension 1.30 19.651 in"4 Cm :Wet Usa Factor 1.0 Ct: Temperature Factor 1.0 Cfu : Flat Use Factor 1. 0 E : Modulus of Elasticity ... x-x Bending 1,600.0 580.0 y-y Bending 1,600.0 580.0 Axial Kf: Built-up columns 1.0 ,'IDS 15 ~-2 Basic Minimum 1 ,600.0 ksi Use Cr: Repetitive? No (non-glion:y) Applied Loads Column selfweiQht included: 43.059lbs *Dead Load Factor AXIAL LOADS ... Axial load at 10.0 ft, D = 2.50, L = 4.50 k BENDING LOADS ... Lat. Uniform Load creatinQ Mx-x, E = 0.050 kift DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axiai+Bending Stress Ratio = Load Combination Governing NDS Forumla Location of max. above base At maximum location values are ... Applied Axia! Applied Mx Applied My Fe: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.9878:1 +D+L-tH Comp Only, fc/Fc' 0.0 It 7.043k 0.0 k-ft 0.0 k-ft 370.384psi 0.04775:1 +D+E-tH 0.0 ft 19.481 psi 272.0psi Brace condiUon for deflection (buckiing) along columns : X-X (width) axis: Unbraced Lenglh for X-X Axis buckling= 10.0 II, K = 1.0 Y-Y (depth) axis: Unbraced Lenglh forX-XA:ds buckling= 10.0 fl, K = 1.0 Service loads entered. Load Factors will be applie_'!_for cai~l~t~o_n~ Maximum SERVICE Lateral Load Reactions .• Top along Y-Y 0.250 k Bottom along Y-Y 0.250 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections •.. Along Y-Y 0.1465 In at 5.034 lt above base for load combination : E Only Along X-X 0.0 in at 0.0 It above base for toad combination : ria OUier Factors used to calculate allowable slmsses ••• Bending Compression Tension Cf or Cv : Size based factors 1.300 1.150 Maximum Deflections for Load Combinations • Unfactored loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance ---·····~-----·----.. ~~---·---:.-=~-----;~;;--;;--------;;-;;;;;;;--;-:-----.......-;v;-;.-----------·~---o-Only 0.0000 in 0.000 fl 0.000 in 0.000 ft L Only 0.0000 In :>.000 ft 0.000 in 0.000 ft E Only 0.0000 in :!.000 ft 0.146 in 5.034 ft D+L 0.0000 in 0.000 ft IUlOO in 0.000 ft D+E 0.0000 in 0.000 ft 0.146 in 5.034 ft D+L +E O.OGOO ;n 0.000 ft 0.146 in 5.034 ft Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Project Title: EnQineer: ProJect Descr: MYI@pvec.com ·---------. Ptinted: 14AUG2013, 7:31AM . Wood Column ----F=ne-=-=E,.,..:\J""'AHc:::R:-=0:::-9-:-:-K\=-=PC-N:-::'-eW\ro·1s\1NNOA3-Z\Calc\reiryaro.ecs liDEIO:!lmtmli~ll':J·····················DEDJEfJNiER~CALDC~.IN~C~.1 13, Build:6.13.6.SO, Ver:6.13.6.SO ........ J 6x6 Post Description : Code References Calculations per 2005 NOS Load Combinations Used: 2009 IBC & ASCE 7-05 General Information ------- Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10.0 ft ( Used for ncr.-s/ender calculations ) Wood Species Douglas Fir -Larch Wood Grade No.1 Fb -Tens ion 1,200. 0 psi Fb-Compr 1,200.0 psi Fe-Prll 1,000.0 psi Fe-Perp 625.0 psi Fv Ft Density 170.0 psi 825.0 psi 32.210 pcf Wood Section Name Wood Gradlng/Manuf. Wood Member Type Exact Width ExartOeplh Area !x ly 6x6 Graded Lumber Sawn 5.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 30.250 inA2 Cf or Cv for Compression 76.255 lnll4 CforCvl'orTansion 76.255 inll4 Cm: WetUse Factor Ct: Temperature Factor Cfu ; Flat Use Factor 1.0 1.0 1.0 1.0 1.0 1.0 E : Modulus of Elasticity ... x-x Bending 1,600.0 580.0 y-y Bending 1,600.0 580.0 Axial Kf: Built-up columns 1.0 NOS 15.3.2 Applied Loads Basic Minimum Column selfweiQht included · 67.6631bs *Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft. D = 8.0, L = 12.10 k BENDING LOADS ... Lat. Uniform Load creatinQ Mx-x, E = 0.050 klft 1,600. 0 ksi Use Cr: RepefiUve? No (ncr.-gtb only) Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbracad Length for X-X Axis buckling = 10.0 tl:, K = 1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling= 10.0 tt, K = 1.0 Service loads entered. Load Factors v~l be applie~-~!._.calcula!io_~s~ _ -~Em~NSUMMARJ ___________________ ~------------ Bending & Shear Check Results PASS Max. Axiai+Bending Stress Ratio ='· Load Combination Governing NOS Forumla Location of max. above base A~ maximum location 'lalues are ... Appiie<: Axial Applied Mx AppiiedMy Fe : Allowat:le PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.9641:1 +D+L+H Comp Only, fc/Fc' O.Of! 20.168k 0.0 k-it O.Ok.-ft 691.51 psi 0.03038:1 -+D+E+H 10.0ft 12.397 psi 272.0 psi Maximum SERVICE lateral Load Reactions .. Top along Y-Y 0.250 k Bottom a;Jong Y-Y 0.250 It Top along X-X 0.0 k Bottom a;long X-X 0.0 k Maximum SERVICE Load lateral Deflections ••. Along Y-Y 0.09320 in at 5.0:314 fl above base for load combinaUon : E Only Along X-X 0.0 in at 0 .. 0 ft above base for load combination : nla Other Factors used to calculate allowable stresses ••• Bending Comoression Tension Cf or Cv : Size based factors 1.000 1 ,000 Maximum Deflections for Load Combinations • Unfactored Loads ·~~~~~~~~~-~~~~-~~-----------load CombinaUon Max. X-X Deflection Distance Max. Y-Y Deflection Distance IS only -· ·-· ·~---------o.oooo in --;;o~.oa""o,..tt,---------,o-::-.oo""o"i-n ---o·.ooo ft L Only 0.0000 In 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in !WOO ft 0.093 in 5.034 ft D-+L (HlOOO in OJ.lOO ft 0.000 in 0.000 ft D+E 0.0000 in 0.000 ft 0.093 in 5.034 ft D-+L +E 0.0000 In O.OOG ft 0.093 !n 5.034 f! Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc {858) 509-8515-Fax Project TiDe: Engineer: ProJect Oeser: ProiectiD: ~; ...JlilUI~ COm Prlnted·14AUG 2ll~3. 7;31AM ' ·--'--------·-·---Rle,. E:\JAHR09-K\Pc:Niiw\2G13\1NNOA3-Z\CalcVailYard.ecS li Wood Column 1.. 1 l!I!IBDI!E~~~·····················!DmJ!mDENiER[i lNC.1983-20 .,, Build:6. 3.6.30, V61:6.13.6.30 I a.tt.•:.; Description : 6x8 Post Code References Calculations per 2005 NDS Load Combinations Used: 2009 IBC & ASCE 7-05 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender calculations ) Wood Species Douglas Fir-Larch Wood Grade No.1 Fb-Tension 1 ,200.0 psi Fb-Compr 1,200.0 psi Fc-Prll 1,000.0psi Fc-Perp 625.0psi Fv Ft Density 10.0 ft 170.0 psi 825.0 psi 32.210 pcf Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area lx ly 6x8 Graded Lumber Sawn 5.50 in Allow Stress Modification Factors 7.50 in Cf or Cv for Bending 41.250 inA2 Cf or Cv for Compression 193.36 inll4 CforCvforTension 103.98 ln"4 Cm: Wet Use Factor Ct: Temperature Factor Cfu : Flat Use Factor 1.0 1.0 1.0 1.0 1.0 1.0 E : Modulus of Elasticity ... x-x Bending 1,600.0 580.0 y-y Bending 1,600.0 580.0 Axial Kf: Built-up columns 1.0 NOS 15.3.2 Basic Minimum 1 ,600.0 ksi Use Cr: Repetitive? No (non-glb o.1ly} Applied Loads Column selfweiQht included: 92.2681bs *Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 12.50, L = 15.60 k BENDING LOADS ... Lat. Uniform Load crea1inQ Mx-x, E = 0.050 klft DESIGN SUMMA::..:R_;;__Y ___ ~ Bending & Shear Check Results PASS Max. Axia!+Bending Stress Ratio = Lead Combinatlon Governing NDS Forumla Location of max. above base At maximum location values are ... Applied Axial Applied Mx Applied My Fe: Allowable 0.9883:1 +D+L+H Comp Only, fc/Fc' 0.0 ft 28.192k 0.0 k-It 0.0 k-ft. 691.51 psi PASS Maximum Shear Stress Ratio= 0.02228 : 1 Load Combination +D+E+H Location of max. above base 1 0. 0 ft Applied Design Shear 9.091 psi Allowable Shear 272.0 psi Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 10.0 1!, K = 1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 10.0 fl. K = 1.0 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral load Reactions •• TopalongY-Y 0.250 k BottomalongY-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ••. Along Y-Y 0.03676 in at 5.034 ft above base for load combination : E Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses •.• Cf or Cv : Size based factors Bending 1.000 Compression 1.000 ~~-~·~--~---. 0.250 k 0.0 k Maximum Deflections for Load Combinations • Unfactored Loads Load Combiflation Max. X-X Deflection Distance --~~~~~--~~---------------------Max. Y-Y Deflection Distance obnii---···---· 0.0000 in O.OOOft -----0.000 in 0.000 ft L Only 0.0000 In ().000 ft 0.000 in 0.000 ft E Only 0.0000 ir: 0.000 ft 0.037 in 5.034 ft D-+l 0.0000 in 0.000 f! 0.000 in 0.000 ft D-+E 0.0000 in o.oma 0.037 in 5.034 ft D-+l+E 0.0000 ir. 0.00011 0.037 in 5.034 ft Project Title: Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 En9ineer: Project Oeser: Project ID~/ '"t (858) 509-8505-Ofc (858) 509-8515-Fax . paul@pvec.com ____ --------~~----- [ Wood Column Description : 6x10 Post Code References Calculations per 2005 NOS Load Combinations Used: 2009lBC & ASCE 7-05 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10.0 ft (Used for-non-slender calculations) Wood Species Douglas Fir-Larch Wood Grade No.1 Fb-Tension 1,200.0psi Fn-Compr 1,200.0 psi Fe-Prll 1,000.0 psi Fe-Perp 625.0 psi Fv Ft Density 170.0 psi 825.0 psi 32.210 pcf Wood Section Name Wood Grading/Ma;~uf. Wood Member Type ExactW!dth Exact Depth Area lx !y 6x10 Graded Lumber Sawn 5.50 In Allow Stress Modification Factors 9.50 in Cf or Cv lor Bending 52.250 inA2 Cf or Cv lor Compression 392.96 in"4 CforCvforTension 131.71 ln"4 Cm: Wet Use Factor Ct: Temperature Factor Cfu : Flat Use Factor E : Modulus of Elasticity . . . x-x Bending y-y Bending 1,600.0 580.0 1.0 1.0 1.0 1.0 1.0 1.0 Axial Kf: Built-up columns 1.0 NOS 15.3.2 Basic 1,600.0 Minimum 580.0 1 ,600.0 ksi Use Cr: Repetitive? No (non-gtb onlyi Applied Loads Column self weiQht included: 116.8731bs"' Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 16.50, L = 19.60 k BENDING LOADS ... lat. Uniform Load creatinQ Mx-x. E = 0.050 klft _.J'ESJ{}_N_SUM_M_14_RY __ :__ __ _ Bending & Shear Check Results FAIL Max. Axiai+Bending Stress Ratio ·"" Load Combination Governing NOS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fe: A~owable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Ai!awable Shear 1.002:1 +D+l+H Comp Only, fc/Fc' O.Oft 36.217k 0.0 k-ft 0.0 k-ft 691.51 psi 0.01759:1 +D+E+H 10.0 ft 7.177 psi 272.0 psi Brace condition for deflection (buckling) along columns : X-X {width) axis : Unbraced Length for X-X Axis buckling = 10.0 ft, K = 1.0 Y-Y (depth) axis: Unbraced Length forX-X.Axis buckling= 10.0 fl, K= 1.0 Service loads entered. L~ad Factors will be applied for calculations.: _ Maximum SERVICE Lateral Load Reactions •• Top along Y-Y 0.250 k Bottom al!ong Y-Y 0.250 k Top along X·X 0.0 k Bottom al!ong X-X 0.0 k Maximum SERVICE Load Lateral Deflections ••• AlongY-Y 0.01809 in at 5.034 f! abovebase for load combination : E Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses .•. Bending Comoression Tension Cl or Cv : Size based factors 1.000 1.000 Maximum Deflections for Load Combinations M Unfactore_~d::..:l.=.::o:=a=ds=----,..,--,---;--,---=-c-~--- Load Combination Max. X-X Deflection Distance Max. Y·Y Deflection Distance -------,. ------------------------------------~----------::-=-....--0 Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.018 in 5.034 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D+E 0.0000 in 0.000 ft 0.018 in 5.034 ft D+l+E 0.0000 in 0.000 ft 0018 in 5.034 ft Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Project Title: EnQineer: Project Oeser: Proiect ID; ;-~~:!~ecC~~m~n ------·--·'""''"-~"·····--~ ----·-Ale= E:IJAHR09-Kiro"Newlzo13\1N~~~~~~;;.:;~:; l!r!llm&t!&~~~ll!ll•••••••••••••••••••mmi~INEGRiCAi!Lc~ 3, auild:6.13.6.3o, ver:6.13.s.30 Description : 6x6x318" T.S. Code References Calculations per AISC 360-05 Load Combinations Used : lBC 2009 General Information Steel Section Name : Analysis Method : TS6x6x3/8 Allowable Strength Overall Column Height 11.0 ft Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 36.0 ksi 29,000.0 ksi IBC2009 X-X (width) axis ; E : Elastic Bending Modulus Load Combination : Unbraced Length for X-X Axis buckling = 11.0 ft, K = 1.0 Y-Y (depth) axis : Ur.bracecl Length for Y -Y Axis buckling = 11.0 It, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 322.177 !bs"' Dead Load Factor AXlAL LOADS ... Axial Load at 11.0 ft, D = 50.0, L = 81.20, E = 16.80 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, E = 0.0050 k/ft ~Dfg§~f!_N_SU_M_MAR:.:.:Y~~--= Bending & Shear Check Results -----· ---------- PASS Max. Axiai+Bending Stress Ratio = 0.9150 : 1 Load Combination +1.1 OD+O. 750Lr+O. 750L +E+H Location of max.above base 5.463 ft At maximum location values are ... Pa: Axial Po I Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va :Appliea Vn I Omega : Allowable Load Combination Results Load Combination ---~-. DOnlv +D+l+H +D+lr+H +D+S+t--1 +0-1{).750Lr-t{).750L +H +0-t{). 750L -t{) .750S+H +D+W+H +D+E+H +D+0.750Lr-1{).750L -+0.750W+H +0-1{). 750L-+{). 7508+0. 750W+H +1.10D-+0.750Lr-J{J.750L +E+H +D-+0.750L +0.750S+E+H -+0.60D+W+H +0.600-+-E+H 133.054 k 145.777 k 0.07562 k-ft 30.180 k-ft 0.0 k-ft 30.180 k-ft 0.000615 :1 +D+E+H 0.0 ft 0.02750 k 44.716 k Maximum Axial + Bending Stress Ratios Stress Rallo Status location 0.345 PASS 0.00 ft 0.902 PASS 0.00 ft 0.345 PASS 0.00 ft 0.345 PASS 0.00 ft 0.763 PASS 0.00 ft 0.763 PASS 0.00ft 0.345 PASS 0.00 ft 0.463 PASS 5.46 ft 0.763 PASS 0.00 ft 0.763 PASS 0.00ft 0.915 PASS 5.46ft 0.880 PASS 5.46 ft 0.207 PASS 0.00 ft 0.325 PASS 5.46 ft Maximum SERVICE Load Reactions •• Top along X-X Bottom along X-X Top along Y-Y Bottom along Y -Y O.Ok O.Ol< 0.02750k 0.02750k Maximum SERVICE Load Deflections •.• AlongY-Y 0.001380in at 5.537ft above base for load combination : E Only Along X-X 0.0 in at O.Oft above base for load combination : Maximum Shear Ratios Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 f1 0.000 PASS 0.00 ft 0.000 PASS 0.00 fl 0.000 PASS 0.00 ff 0.001 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.001 PASS 0.00 ft 0.001 PASS 0.00 ft 0.000 PASS 0.00 ft 0.001 PASS 0.00 ft Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Project Title: En~ineer: Project Oeser: Project ID: 6 z/ _@\![@Qy_ec.com ---· _______ ·-----··-- ! Steel Column ?rintec: 14AUG 2013, 7:37AM File= E:\JAHR09-KIPc:NilW\2o13\1NNOA3-Z\CalcVallyard.oo6 -- ENERCALC, INC, 1983-2ll13, Build:6.13.6.30, Ver:6.13.6.30 •• Description : 6x6x3/8' T.S. Maximum Reactions • Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Load Combination @Base @Top DO~ k L Only k E~ k D~ k D~ k D~~ k Y-Y Axis Reaction @Base @Top k k ~.028 0.027 :, ({ ~-028 0.027 k ~.028 0.027 k Axial Reaction @Base 50.322 k 61.200 k 16.600 k 131.522 k 67.122 k 148.322 k _ M_!JCJmum DefleetJ~ns for ~oad Combinations • Unfactore::c:d:..::l:..:oc::ad::::s=-------:-:--=-:-:-:-=--::--=-----:::-:-:-----~------ Load Combination Max. X-X Deflection Max. Y-Y Deftec!ion Distance -ffonry ~-------·--~----=o-=.o=oo=o-~in--~~=---,-------=-o.=oo=o-""in----oo-=;o=oo=---=ft---------- L Only 110000 in 0.000 in 0.000 ft E Only !10000 in 0.001 i'l 5.537 ft 0~ 0.0000 in 0.000 i'l 0.000 !! D+E CU!QOO in CHl01 ln 5.537 f! D~ +E 0.0000 in 11001 !11 5.537 ft steel S!_etion Pr~erti_~ __ TS6x~6x:.:.31:.:::.8-----:------ Depth 6.000 in I XX Web Thick = 0.000 in S xx Width = 6,000 in R XX Wall Tt>ick 0.375 ln Zx Area = 8.080 inA2 I yy Weight 29.289 plf S yy Ryy Ycg 0.000 in y = = 41.60 JnA4 13.90 inA3 2.270 in 16.800 inA3 41.600 JnA4 13.900 JnA3 2.270 in J ., 68.500 in"4 '*'·~----"6=.o=oi""n Loads are total entered value. Arrows do not reflect absolute direction. Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue., Suite 101 • Solana Beach, CA 92075 Telephone (858) 509-8505 • Fax (858) 509-8515 io L.rifit .. iL n~kAJ &.t ~ Ltr,a<L ~~~Pf ~;r. I0'1"i. fF -~~==== .. () ~-D <'51YD\ FilL ,.,,. FLa.. ..., l1..L 2.c~ <;1ZJO.l &.},/;,'b .. ~ Pm_ CRL JOB 2.t1··ll-\Sfi ___ _ SHEET NO (}3 OF __ ~ CALCULATED BY--f',.__DATE fJjfijJff CHECKED BY DATE_······~·."~ SCALE'----------- ~2~~Pt.. /:¥\All. ~we ll11u.s ~ tt-mu..L. ldm.~ l-P6 .. 6~t ot llh .. t; -o5t:. 'L<b <C)WJ) t) I~\." )- A' i.IU... ti<n .. lfA.. ~\ ~ t\4.~rn FQN.to ~ &.t;tAit. ww ' ; (,Q1Y\"f" ~ ... 'W @..lb· Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax . paul@pvec.com L Wood Ledger Description: Ledger Design -·-------·-·--~-~------~ 1 Code References ' L ... -----·---·-· ------·------~-----~ Calculations per 2005 NOS Load Combinations Used : IBC 2009 i Genera/Information Project Title: Engineer: ProJeCt Oeser: ---~----------- Proiect ID/ b'~A Printed: 15 A:.IG 2013, 6:45AM Flle = E:\JAHR09-K\PC.New\2013\1NNOA3:-Z\Calclraiiyard.ec6 ENER.CALC, INC. 1983-2013, Bu]ld:6.13.6.30, Ver:6.13.6.30 * • .a • A • a ~ ·--••••• -·-·~~----.~---··---·•----·---J---------------"W~Vumuu~~uu~~m"==•uuu Ledger Width 5.250 in Ledger Depth 18.0 in Ledger Wood Species G : Specific Gravity Bolt Diameter Bolt Spacing Cm -Wet Service Factor Ct -Temperature Factor Cg -Group Action Factor C A-Geometry Factor . Load Data ···---------·-···----~ ------~-- Douglas Fir-Larch 0.5 3!4' ir, 8.0 in 1.0 1.0 1.0 1.0 ~ -----------""" ________ .. __ Dead Roof live ----~~ -----~--------- Uniform Load ... 558.0 plf 0.0 plf Point Load ... 0.0 lbs 0.0 lbs Spacing 0.0 in Offset 0.0 in Horizontal Shear 0.0 lbs 0.0 lbs Design Method: ASD (using Service Load Combinations Wood Stress Grade : ilevel Truss Joist, Parallam PSL 2.0E: Fb Allow 2900 psi F·, Aliow 290 psi Fyb : Bolt Bending Yield 45,000 psi :-Concrete as Main Supporting Member -----------, . Usi;,g 6' anchor embedment length in equations. ! Using dowel bearing strength fixed at 7.5 ksi per NOS Table 11 E Uniform load + ,. ~ + • Floor live Snow 1,044.0 plf 0.0 plf 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs Wind Seismic 0.0 plf 0.0 plf O.Qibs 0.0 lbs O.Oibs 480.0 lbs Earth 0.0 plf 0.0 lbs 0.0 lbs Palos Verdes Er.gineering Corpation 663 Valley Avenue, Ste. 10~ Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax .-~_yec.c_Q_m ____ _ I Wood Ledger Description : DESIGN SUMMARY Maximum Ledger Bending Load Combination .. Moment fb : Actual Stress Fb : Allowable Stress Stress Ratio +D+L+H 59.333 ft-lb 3.767 psi 2,900.0 psi 0.001299 :1 Maximum Ledger Shear Load Combination ... Shear tv : Actual Stress F v : Allowable Stress Stress Ratio +D+L+H 534.0 lbs 16.952 psi 290.0 psi 0.05846 :1 Maximum Bolt Bearing Summary Load Combination ... Max. Vertical Load Bolt Allow Vertical Load Max. Honzontal Load Bolt Allow Horizontal Load Angle of Resultant Diagonal Component Allow Diagonal Bolt Force Stress Ratio, Wood @ Bolt Project Title: Engineer: Project Oeser: +D+l+H lbs 1,070.24 lbs 0.0 ibs 1 ,723.94 lbs 90.0deg 1,068.0 lbs 1,070.24 lbs 0.9979 :1 Printed: 15 AUG 2013, 6:45AM ----File= E:\IAHR09:-K\PC.New\2013\1NNOAH\Calc\rallyard.ec6 ENERCALC,JNC.1983-2013, Build:6.13.6.30, Ver.6.13.630 Dowel Bearing Strengths (for specific gravity & bolt diameter) Ledger, Perp to Grain 7,500.0 ksi Ledger, Parallel to Grain 7,500.0 ksi Supporting Member, Perp to Grain 2,600.0 ksi Supporting Member, Parallel to Grain 5,600.0 ksi ' Allowable Bolt Cap~_c!!f. ___ . ____ _j __ ~ Note I Refer to 2005 NDS Section 11.3 for Bolt Capacity calculation method:-~-········ Governing Load Combination ... +D+L +H Resutant Load Angle :Theta= 90.0 deg Klhela = 1.250 Fe lheta = 1,070.24 Bolt CaQacity -Load PerQendicular to Grain Bolt Cagacit~ -Load Paral~el to Grain Fern 7,500.0 Fes 2,600.0 Fyb 45,000.0 Fern 7,500.0 Fes 5,600.0 Fyb 45,000.0 Re 2.885 Rt 1.143 Re 1.339 Rt 1.143 !d 0.8730 k2 1.862 k3 0.7584 k1 0.5279 k2 1.216 k3 0.9406 lm :Eq11.3-1 Rd= 5.0 Z= 0.0 lbs !m :Eq11.3-1 Rd= 4.0 Z= O.Oibs Is : Eq 11.3-2 Rd = 5.0 Z= 2,047.50 !bs Is : Eq 11.3-2 Rd= 4.0 Z= 5,512.50 !bs B : Eq 11.3-3 Rd= 4.50 Z= 1,986.04 lbs !! : Eq 11.3-3 Rd= 3.60 Z= 3,233.471bs 111m: Eq 11.3-4 Rd= 4.0 Z= 2,321.161bs 111m: Eq 11.3-4 Rd= 3.20 Z= 3,485.0 lbs Ills : Eq 11.3-5 Rd= 4.0 Z= 1,146.321bs ills : Eq 11.3-5 Rd= 3.20 Z= 2,599.461bs IV : Eq 11.3-6 Rd= 4.0 Z= 1,070.24 lbs !V : Eq 11.3-6 Rd= 3.20 Z= 1,723.94 lbs Zmin : Basic Design Value "' 1 ,070.24 lbs Zmin : Basic Design Value = 1, 723.94 lbs Reference design value • Perpendicular to Grain : Reference design value-Parallel to Grain : Z • CM " CD* Ct • Cg " Cdelta = 1,070.24 lbs Z " CM * CD* Ct * Cg • Cde!ta = 1 ,723.9411!$ Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax oaul@pvec.com ----~------___ _ ! Wood Ledger Description : Ledger Design · Code References ; Project TiUe: En9ineer: ProJect Oeser: Project ID: Printed: 15AUG2013, 6:49-'IM ------------~16;; E:\JAHR09-i<\PC-New\2013\1NNOA3-Z\Ca1c\railyard.ec6 ENERCALC, lNC. 1983-2013, Build:6.13.6.30, Ver:6.13.6.30 .. -.. • .l • · .. -------------------·----'--~--~------- Calculations per 2005 NOS Load Combinations Used : I BC 2009 Genera/Information Ledger Width Ledger Depth Ledger Wood Species G : Specific Gravity Bolt Diameter Bolt Spacing Cm-Wet Service Factor Ct-Temperature Factor Cg -Group Action Factor C A -Geometry Factor 2.50 in 9.50 in Douglas Fir-Larch 0.5 5/8" in 16.0 in 1.0 1.0 1.0 1.0 I t Design Method: ASD (using Service Load Combinations Wood Stress Grade : Douglas Fir-Larch, No.2 Fb Allow 900 psi Fv Allow 180 psi Fyb: Bolt Bending Yield 45,000 psi :-Concrete as Main Supporting Member ---------~ J Using 6" anchor embedment length in equations. [ Using dowel bearing strength fixed al7.5 ksi per NDS Table '11E Uniform Load I I i I t I !.,. 16in Bolt Spacing 10101 16in Bolt Spacing ,J,. 16in Boll Spacing 10. Load Data Dead ~·------ Uniform :...oad... 150.0 plf Point Load ... Spaci.1g Offset Horizontal Shear 0.0 lbs 0.0 in 0.0 in o.o los Roof Live c.o plf 0.0 lbs 0.0 lbs Floor live 250.0 plf 0.0 lbs 0.0 lbs Snow 0.0 p~ 0.0 lbs 0.0 lbs Wind O.Opff 0.0 lbs O.Oibs Seismic O.Oplf 0.0 lbs 480.0 IDs Earth 0.0 plf 0.0 lbs O.Oibs Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515 -Fax .-paul@pvec,_g_o_m____ __ ~-~--·-·-------- i Wood ledger DESIGN SUMMARY Maximum Ledger Bending Load Combination ... Maximum Bolt Bearing Summary Load Comb!nation , , . Project Title: En~ineer: ProJect Descr: +D+L+H Prolect ID: g3~ ·~=~=--___:;;:Printed: 15AUG2013, 6:49AM Flle = E:\JAHR09-K\PC-New\2013\ 1 NNOA3-Z\Calc\rallymd.d ENERCALC, INC.198:}2013, Bulld:6.13.6.30, Ver6.13.6.30 . --. . . Dowel Bearing Strengths (for specific gravity & bolt diameter) Ledger, Perp to Grain 7,500.0 ksi Moment +D+L+H 59.259 ft-lb 13.507 psi 900.0 psi 0.01501 '1 Max. Vertical load lbs Ledger, Parallel to Grain 7,500.0 ksi fb : Actual Stress Bolt Allow Vertical load 613.021bs Supporting Member, Perp to Grain 2,800.0 ksi Fb : Allowable Stress Stress Ratio Supporting Member, Parallel to Grain 5,600.0 ksi Maximum Ledger Shear Lead Comb!natk:m .. , Shear fv : Actual Stress Fv : Allowable Stress Stress Ratio +D+L+H 266.667 !bs 33.684 psi 180.0 psi 0.1871 :1 Max. Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 1,184.87 lbs Angle of Resultant Diagonal Component Allow Diagonal Bolt Force Stress Ratio, Wood @ Bolt 90.0deg 533.331bs 613.02lbs 0.870 :1 _A/Iowa~!-Bo!~ CapacitL ______ _i--~--Note ! Refer to 2005 NOS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination .. :tD+L+H Resutant Load Angle :Theta= 90.0 deg Ktlleta = 1.250 Fe theta = 613.02 Bolt Cauaci~ -Load Pergendicular to Grain Bolt Cagacity: -Load Parallel to Grain Fem 7,500.0 Fes 2,800.0 Fyb 45,000.0 Fem 7,500.0 Fes 5,600.0 Fyb 45,000.0 Re 2.679 Rt 2.40 Re 1.339 Rt 2.40 ki 1.778 k2 1.763 k3 0.9790 k1 1.016 k2 1.20 k3 1.080 lm : Eq 11.3-1 Rd= 5.0 Z= O.Oibs lm : Eq 11.3-1 Rd= 4.0 Z= O.O!bs is : Eq 11.3-2 Rd= 5.0 Z= 875.0 lbs Is : Eq 11.3-2 Rd = 4.0 Z= 2,187.50 lbs II : Eq 11.3-3 Rd= 4.50 z, 1 ,728.331bs II : Eq 11.3-3 Rd= 3.60 Z= 2,4 70.031bs !i!m:Eq1U4 Rd= 4.0 z, 1,949.731bs 111m: Eq 11.34 Rd= 3.20 Z= 2,866.15 lbs Ills : Eq 11.3-5 Rd= 4.0 Z= 613.021bs ms : Eq 11.3-5 Rd= 3.20 Z= 1 '1 84.87 lbs iV : Eq 11.3-6 Rd= 4.0 Z= 763.75 lbs IV : Eq 11.3-6 Rd= 3.20 Z= 1,197.181bs Zmin : Baslc Design Value " 613.021bs Zmln : Basic Design Value = 1,184.87 Ibs Reference design value -Perpendicular to Grain : Reference design value ·Parallel to Grain ; Z • CM * co· Ct • Cg • Cdelta = 613.02lbs z *CM •co•ct *Cg "Cdelta = 1,184.87 lbs Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax aul vec.com _______________ _ Wood Column Description : 2x6 Studs- Code References Calculations per 2005 NDS Load Combinations Used: IBC 2009 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 12.0 ft ( Used for non-slender calculations ) Wood Species Douglas Fir -Larch Wood Grade No.2 Fb-Tens!on 900.0 psi Fb-Compr 900.0 psi Fe-Prll 1,350.0 psi Fc-Perp 625.0psi Fv Ft Density 180.0 psi 575.0 psi 32.210 pcf Project Title: En~ineer: ProJect Descr: Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width El(act Depth Area lx iy Project ID: Printed: 15At;G2Q13, 7:47N,i Flla ~ E:\JAHRQg..K\PC-New\2013\1NNOA3-Z\Calc\railyard.ec6 ENERCALC,INC.19113-2013, Bullti:613.S.30, Ver.6.13.6.30 2x6 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 5.50 in Cf or Cv f1~r Bending 1 . 30 8.250 inA2 Cf or Cv ~or Compression 1.10 20.797 inll4 CforCvflarTens!an 1.30 1.547 in114 Cm: Wet Use Factor 1.0 Ct: Temperature Fac\or 1.0 Cfu :Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending 1,600.0 580.0 y-y Bending 1,600.0 580.0 Axial Kf: Built~JP columns 1.0 NOS 15.12 Applied loads Basic Minimum 1,600.0ksi Use Cr: Repetitive? Yes (non-glb onlyi Brace condition for defleclion (buckling) along columns : X-X (v.idth} axis : Unbraced Length for X-X .Axis buckling = 6.25 ft. K = 1.0 Y-Y (depth) axis: Unbraced Length for X-X Axis buckling= 12.0 fl. K"' 1.0 Service loads entered. Load Factors will be applied for calculations. Column self weiQht included : 22.144 lbs *Dead Load Factor AXIAL LOADS ... Axial Load at 12.0 ft, D = 0.350, L = 1.150 k BENDING LOADS ... Lat. Uniform Load creatinQ Mx-x. W = 0.0250 klft DESIGN SUMMA~y__ _ _ ___ _,~~~·- Bending & Shear Check Results PASS Max. Axiai+Bending Stress Ratio = Load Combination Governing NDS Forumla Location of max.above base At maximum location values are ..• Applied Axial Applied Mx Applied My Fe : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.9951:1 -l-D+L+H Comp Only. fc/Fc' 0.0 fl. 1.522k O.Ok-ft O.Ok-ll 185.413 psi 0.06313:1 +D+W+H 12.0ft 27.273 psi 288.0psl Maximum SERVICE Lateral Load Reactions •. TopalongY-Y 0.150 k BotlomalongY-Y 0.150 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ••• Along Y-Y 0.3543 In at 6.040 ft above base for load combination : W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses •.. Bending Compression Tension Cf or Cv : Size based factors 1.300 1.100 Maximum Deflections for Load Combinations • Unfactored Load$ Load Combination ·· o~on~ l Only WOnly D-tL D+W D-tL+W Max. X-X Deflection Distance Max. Y -Y Deflection Distance ~---O.oooo:.::.in:...:..._ _ __:_,_o.~oo,..,.o..,.fl _____ """"o'"".o=oo=-i=-n ----=-o.o=oo~ll: 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.354 in 6.040 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0000 ~i 0.000 fl. 0.354 in 6.040 ft 0.0000 in !l.OOO It 0.354 in 6.040 ft PAL S VERDES Engineering Civil and Structural Consulting 0 Please Respond To: 663 Valley Avenue Suite 101 Solana Beach California 92075 858509 8505 658 509 8515 FAX sandiego @pvec.com Structural Calculations Railyard Lofts Prepared For Mark Benjamin P.O. Box 7050 Rancho Santa Fe, CA 92067 Project Ra.ilyard Lofts 2685 State Street 2008 enson RCE C57182, exp. 12/31111 PROJECT ENGINEER May 1,2013 fl£v1~ii0 3/21/IJ PVEC File No. 24~13-156 0 Please Respond To: 27520 Hawthorne Blvd. Suite 250 Rolling Hills Estates California 90274·3512 310 541 5055 310 541 0321 FAX info@pvec. com Civil and Structural Consulting 0 Please Respond To: 663 Valley Avenue Suite 101 Solana Beach California 92075 858 509 8505 858 509 8515 FAX sandiego@pvec.com Structural Calculations Railyard Lofts Prepared For Mark Benjamin P.O. Box 7050 Rancho Santa Fe, CA 92067 Project Railyard Lofts 2685 State Street Carlsbad, CA 92008 Paul S. Christenson RCE C57182, exp. 12/31/11 PROJECT ENGINEER May lJ 2013 jl'fi!IIIS~O tj'3A/IJ PVEC File No. 24"13-156 lJ Please Respond To: 27520 Hawthorne Blvd. Suite 250 Rolling Hills Estates California 90274-3512 310 541 5055 310 541 0321 FAX info@pvec.com ;~ / PALOS VERDES ENGINEERING CORPORATION y 1.0 Design Criteria: Code: Timber: Glue-Lam Beams: Sheathing: 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax {858) 509-8515 Railyard Lofts 24-13-156 2010 California Building Code-ASCE 7-05 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x WaH Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " " Posts & Beams: DF-L #1 '' " Simple Span: Cantilevers: Grade 24F-V4 (DF/DF) Grade 24F-V8 (DF/DF) Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing: Wood 1-Joists: Tll 110,210,230,360,560 ICC ESR-1153 1 .9E Microllam, 2.0E Parallam ICBO ER-4979 Concrete: Concrete Block: Mortar: Grout: Reinforcing Steel: Structural Steel: Welding Electrodes: Bolts: Soils: References: LVL,PSL Compressive Strength @ 28 days per ASTM C39-96: Footiillgs: f'c = 2500 psi Grade Beams: f'c = 3000 psi Grade N-I per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 TypeS Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi@ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. f'm"" 2000 psi @ 28 days. #4 &Larger: ASTMA615-60 (Fy = 60 ksi) #3 & Smaller: ASTM A615-40 (Fy ""' 40 ksi) 'W' Shapes: ASTM A992, FY""' 50-65 ksi Plates, Angles, Channels: ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, FY'==35 ksi Structural Steel: E70-T6 A61 5-60 Rebar: E90 Series Sill Plate Anchor Botts & Threaded Rods: Steel Moment & Braced Frames: 1000 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) (/' Palos Verdes Engineering Corporation Consulting Structural Engineers JOB SHEET NO 24-13-156 2 OF --~~- 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505 ·Fax (858) 509-8515 2.0 LOAD LIST 2.1 Roof <Vaulted} Roofmg 15/32" Sheathing Roof Framing 5/8" Gyp. Bd. Insulation and Misc. 5.5 psf 1.5 psf 3.0 psf 2.8 psf 2.2 psf IDL = 15.0 psf '.tL1.= ~ psf Total Load= 35.0 psf 2.2 Roof (w/ ceiling) Roofing I 5/32" Sheathing Roof Framing Insulation and Misc. 5.5 psf 1.5 psf 2.8 psf ___1:.:.'2 psf ~DL = 12.0 psf l:LL = 20.0 psf Total Load= 32.0 psf 2.3 Ceiling Ceiling Joists 5/8" Gyp. Bd. Insulation and Misc. 2.4 Walls ~DL := ILL= Total Load= Exterior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs@ 16'' o.c. 5/8" Gypsum Bd. Misc. 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf 1.5 psf 1.1 psf 2.8 psf 0.6 psf 15.0 psf PSC DATE 5/1/13 CALCULATED BY CHECK BY SCALE _____ DATE--- Interior Wall 1/2" Gyp. Bd (2 Sides) 2x4 Studs @ 16" o.c. Misc. 4 .. 6 psf L1 psf ___.1:.3 psf Io1. = 8 .. 0 psf I (C. Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 2.0 LOAD LIST (CONTIN) 2.5 Floor Floor Cover Sheathing 2xF.J. 5/8"Gyp. Bd Insulation and Misc. IoL = ~L= Total Load= 8.0 psf 2.3 psf 3.0 psf 2.8 psf 1.9 psf 18.0 psf 40.0 psf 58.0 psf JOB SHEET NO 24-13-156 ~ OF ___ _ CALCULATED BY PSC DATE 511113 CHECK BY DATE --- SCALE WL\ID P ARAMJETERS 2.6 Wind Basic Wind Speed= 85 mph Exposure Cat = B Ps = Jo.Kzt•I"Ps30 P = 17.3 psf 2.7 Seismic SMs= 1.327 Sos (2/3) SMs Sos 0.885 Cs Sos (RII) Cs= 0.136 USE: V=C,WoL V= 0.136 WnL ASD BASE SHEAR VASD-C,WoL 1.4 V Aso= 0.097 W01.. (ASCE 7-Equation 6-i) (1 1.4-3) Equation 12.8-1 Applies 11. = 1.09 (fig. 6-3) Ps30 = 15.9 psf 1.0 Kzt:: LOO (fig. 6-4) I= USGS APPLICATION S,-=· 1.327 F.= 1.00 R= 6.5 hn == 40.00 s, = 0.499 Fv= 1.50 I= 1.00 Occupancy Category; 2 Site Class: D SEISMIC DESIGN CATEGORY sl <o.1s Sp o.04 Ss>o.ts (11.6 ASCE 7-05) (11.4.1 ASCE 7 -05) (fig. 6-3) (table 11.5-l) Ta = Ct"' (h.,)0.75 = 0.318 Ts = S0 /Sos .. 0.564 k= 1.0 Ta < (0.8)Ts, OK Ta<0.5 Seismic Design Category: D Conterminous 48 States 2005 ASCE 7 Standard Latitude= 33.1624 Longitude= -117.3515 Spectral Response Accelerations Ss and 51 Ss and 51 =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 1.327 (Ss, Site Class B) 1. 0 0.499 (S 1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1624 Longitude= -117.3515 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 = Fv x 51 Site Class 0-Fa= 1.0 ,Fv = 1.501 Period Sa (sec) (g) 0.2 1.327 (SMs, Site Class D) 1.0 0.750 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard latitude = 33.1624 longitude= -117.3515 Design Spectral Response Accelerations SDs and 801 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D-Fa= 1.0 ,Fv = 1.501 Period Sa (sec) (g) 0.2 0.885 (SDs, Site Class D) 1.0 0.500 (501, Site Class D) Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 JOB 24-13-156 SHEETNO !t OF ____ _ CALCULATEDBY PSC DATE 5/1/13 CHECKBY DATE--- SCALE .~3~.2~Gffi~~-24-~~~~~~~~-+-+-+-+-+-~~~~~r-r-r-r-+-+-+-t-·+-+-4-4-4-4-~4 I I -~-·=i--"··-l~= -=~+--+ ~al--:1- --r--r··-·-=tf-1---t--+--+--+- f Palos Verdes Engineering Corpation 663 Valley Avenue, S!e. 101 Solana Beach, CA 92075 (858) 509-8505 -Ole (858) 509-8515-Fax (til Title: Job# Engineer: Project Desc.: Project Notes : Material Properties Calculations per NOS 2.005,1BC 2.009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Fb. Tension 875 psi E: Modulus of Elasticity Fb -Compr 875 psi Ebend-xx 1300 ksi Fe -P~: 600 psi Emlnbend -lex 470 ksi Fe-Perp 625 psi Fv 170psi Wood Species : Douglas Fir -Larch Wood Grade :No.2 Beam Bracing : Completely Unbraced Ft 425 psi Density 32.21 pcf + 0(0.26\ Lr(0.4) t • 5.50X3.50 Span::: 4.0ft Applied Loads Service loads entered. load Factors will be applied for calculations. Uniform Load : D "'0.260, Lr = 0.40 , Tributary Widt~J = 1.0 ft DfSIGN$,UMM,RY Maximurn Bending Stress Ratio Section used for this span fb :Actual = = 0.992 1 5.50 X3.5Q 1,410.61 psi 1 ,421.88 psi +D-+lr+H 2.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = Overaii:Mmdinum Deflections-Unfattored:toads Load Combination Span Max.'·' Dell D~ 1 0.1500 Vertical Reactions· Unfactored load Combination Support 1 Support 2 0.091 in Ratio = 0.000 ir1 Ratio = 0.150 in Ratio::: 0.000 in Ratio = Locatio~ in Span 2.02() Fv :Allowable Load Com~nation Location of maximum on span Span # where maximum occurs 527 0<360 319 0 <240 Load Combination Support notation : Far left is #1 'O"'"veral='"; M.,...A"'Xim'""" ""'um:-:------·-.,-1.""'32"'0----.-1.""'32""0------------· .. ··-····· .. ····-.. ····-····--·· ......... . D Only 0.520 0.520 Lr Only 0.800 0.800 D+Lr 1.320 1.320 = = Design OK 0.416 : 1 5.50X3.5D 88.46 psi 212.50 psi +D+Lr+H 3.72Dft Span# 1 Max.''+' Dell Location in Span 0.0000 Values in KIPS 0.000 0' Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 1 01 Solana Beach, CA 92075 {858) 509-8505 -Ofc (858) 509-8515-Fax Material Properties Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : Douglas Fir -Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Title: Job# Engineer: Project Desc.: Project Notes : Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb-Tension 875.0 psi E: Modulus ofEJasticify Fb-Compr 875.0 psi Ebend-xx 1 ,300.0ksi Fe-Prll 600.0 psi Eminbend-)(X 470.0ksi Fe-Perp 625.0 psi Fv 170.0psi Ft 425.0psi Density 32.210pcl' D(0.21} Lr(0.35) + 6x6 s~~n =_6 . .0 ft .. Applied Loa& ---~---· --~-~_ervic: loads entered. Load Factors will b13 applied for calculations.: ... Unifonn Load: 0 = 0110, Lr= 0.350, Tributary Width= 1.Dft DESIG~~UMM~.RY ... ·Maximum Bending Stress Ratio · Section used for this span fb: Actual FB :Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = 0.997. 1 6x6 1 ,090.55psi 1 ,093.75psi +D+Lr+H 3.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.104 ir. Ratio= 0.000 in Ratio= 0. 166 in Ratio - 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 693 0 <360 433 0 <240 Overall Max~rnum Deflections • Unfactoradcloids Load Combination Span Max.'-' Deft Locatiot1 in Span Load Comblnatlon D+lr 1 0.1660 3.030 Vertical Reactions • Unfactored Support notation : Far left is #1 Load Combination Support 1 Support2 = = ;; Max. '-tl' Defl CI.OOOO Values in KIPS overall MAXimum 1.680 1.680 A"""""WN~~~-~~~--m~ DOnly 0.630 0.630 LrOnly 1.050 1.050 D-+lr 1.680 1.680 DesJgn OK 0.333: 1 6x6 70.81 psi 212.50 psi +D+Lr+H O.OOOft Span# 1 Location In Span o.oco Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc 509-8515. Fax @. Description : Material Properties Analysis Method : Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced 0(0.65) Lr(0.85) Applied Loa:ds Beam self weight calculated and added to loads Load for Span Number 1 Title: Job# Engineer: Project Desc.: Project Notes : Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Fb -Tension 1350 psi E: Modulus of Elasticity Fb -Compr 1350 psi Ebend-xx 1600 ksi Fe-Pr11 925 psi Eminbend -xx 580 ksi Fe-?erp 625 psi Fv 170psi Ft 675 psi Density 32.21 pcf 6x12 Span= 14.750 ft Service loads entered. Load Factors will bl! applied for calculations. Uniform Load : D = 0.0450, Lr = 0.060 klft, Extent= 0.0 ->> 4.250 fl, Tributary Width = 1.0 ft Uniform Load: D = 0,1730, Lr = 0.230 k!ft, Extent= 4.250 ->> 14.750 ft, Tributary Width = 1.0 ft Point Load : D = 0.650, Lr = 0.850 k@. 4.250 ft DESfGN,$UMMAR:i .... Maximum Bending Stress Ratio Section used for this span fb: Actual FB: Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.980: 1 6x12 1 ,312.66psi 1 ,340.11 psi +D+Lr+H 6.785ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.259 in Ratio = 0.000 in Ratio = 0.468 in Ratio = 0.000 In Ratio = Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 683 0 <360 378 0 <180 Overall Maximum Deflections -OnfaCtort.U'Loads Load Combination Span Max. '-• Dell Location In Span Load Comtlination O+Lr 0.4680 7.301 VeJticaJ.Reactions • Unfactored Support notation : Far left is #1 Load Comi>ination Support 1 Support2 Design OK 0-413: 1 6x12 = 70.13psi .. 170.00 psi +D+l.r+H = 13.865ft = Span#1 Max. "+' Dell Location in Span 0.0000 0.000 Values in KIPS -ov,.,..-era--,1"'1 MAX""'"im-um-------..3."'06""0---..3.-ru32""5,-----~-------"'"'··~-~.~~······· ··········~~ ···-··· D Only 1.377 1.489 Lr Only 1.683 1.837 D-+lr 3.060 3.326 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505 ·Fax (858) 509-8515 I J I ! JOB 24-13·156 SHEET NO 5' OF --.,-,--CALCULATED BY PSC DATE 5/1/13 CHECK BY SCALE DATE -------------- ~ t-+-+-+-+--+---+--+--+---+--+-+-i--+··· :--+--+--+---+-. +--+-+-+-+--+--t--1--1--1---1-·· ---1---l-.J--i I -·-+--+--t--t---t--t--t----+--1--+-+- . ---'-----... ---1-+-·-+--l---l---+--+--l--+--+--+·-+--+-·+--t-·+--+---+--+-·+l-+-i-+--+-+·-+-+-+--+-i--+-+-+-+--+-1 -+-+-~-4-4~r--~r-r--r-+-+-+-+--+--+--+--+--+--+--+--+--+-+-+-+~-~~~-4-4~f--f--+--+---~ -....... ---·---+--t--1--+--+-·+--+--+-+-+--+--+-+--t--+-+--+--+--+---+---+--+---+-·-+--+--l--.........,-<--+l--+-----41....._. ··--t-r----+----t---+-r--i--+-+--+-+-+-+--+-:--+--·-1--f---------1--+--+--+---l--+--l--~---------~~--r-_-+-- • I. 1. •I : l Palos Verdes Engineering Corpation 663 Vailey Avenue, Ste. 101 Solana Beach, CA 92075 (858) 50~505 -Ofc (858) 509-8515 -Fax J!aul@pvec,co_m _________ ·----··-···-········ Wood Beam Description : (RB-4) Rf Bm @ Ktlrehn -Unit 4 CODE REFERENCES Calculations per NOS 2005 Project TiUe: Engineer: ProJect Oeser: Proiect ID: ····~---~---···~-------Prlmeti:14AUG2013, 5.53AM ---FJi-; E!\JAHR09--Jaf'C:"N8W\2(11311NNOA3-Z\Cala1ra11y!rd.ec6 !;_NERCALC.INC.196:t2013. Bllild:6.13.6.jp,.'{$1':6.13.6.30 . . . .... . - Load Combination Set : 2009 IBC & ASCE 7-05 Material Properties Analysis MetiJod : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced Fb-Tension Fb-Compr Fc-Prll Fe-Perp Fv Ft 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi 0(0.192) Lr(0.112) L(0.168) 5.25x16.0 Span= 20.0 ft E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.1920, Lr = 0.1120, L =0.1680, Tributary Width= 1.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.418 1 Maximum Shear Stress Ratio Section used for this span 5.25x16.0 fb: Actual = 1,183.58 psi FB : Allowable 2,832.29 psi Load Combination +1.10D+0.750Lr+0.750L+E+H Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = Overall Maximum Deflections -Unfactored Lo,ds 10.000ft Span# 1 0.283 in Ratio = 0.000 in Ratio ., 0.496 in Ratio = 0.000 !n Ratio = Section used for this span fv :Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 848 0 <360 484 0 <240 Design OK = 0.236: 1 5.25x16.0 = 68.54psi = 290.00psi +1.10D~l750Lr-1{).750L+E+H o.oooft "' Span# 1 Load Combination Span Max. •-• Dell Location in Span Load Combina1ion Max.'+' Defl Location in Span o~~r ------~1~----~o.~49~~~----~1o~.o=-73.----------------------------~o~_oo=o~o------~o~_oo~o--- Vertical Reactions • Unfactored Support notation: Far left is #1 Values in KIPS Loao Combination OveraTI MAXi~- DOnly LOnly LrOnly L+l.r D-1-l.r D-1-l. D-1-l.+lr Support 1 40908 2.108 1.680 1.120 2.800 3.228 3.788 4.908 Support2 4.908 2.108 1.68C 1.120 2.800 3.228 3.788 4.906 -~~~""""""""""""""""''-··········· Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858} 509-8505 -Ofc (858} 509-8515-Fax _p5)ul@pvec.com iWood Beam Description : (RB-5) Rf Bm@ K"rtrchn - CODE REFERENCES Calculations per NDS 2005 Project Tille: En9ineer: ProJect Oeser: ProiectiD: St>/ Load Combination Set: 20091BC & ASCE 7-05 .!Yia~~~al ~~opert~~~~----· Analysis Method: Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced • Applied Loads Beam self weight calculated and added to loads Fb-Ter,sion Fb-Compr Fc-Prll Fe-Perp Fv Ft 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi 0(0.192) Lr{0.112) L(0.168) • 5.25x16.0 Span = 20.0 ft E: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1 ,016.54ksl Density 32.210pcf • Service loads entered. l.oad Factors will be applied for calculations. Uniform Load : D = 0.1920, Lr = 0.1120, L = 0.1680 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.351 1 5.25x16.0 1,014.61psi 2,832.29psi -+D+l+H 10.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.283 in Ratio= 0.000 in Ratio= 0.496 ir. Ratio= 0.000 in Ratio= Fv : Allowable Load CombinaUon Location of maximum on span Span #where maximum occurs 848 0 <360 484 0 <240 Overall Maximum Deflections • Unfactored Loads = = Design OK 0.203: 1 5.25x16.0 58.75 psi 290.00 psi -D+L+H O.COOft Span# 1 load Combination Span Malt.·-· Deft Location in Span Load Combination Max.'+' Deft Location in Span D+L+Lr . ....,,,----·..-o.'";';49""'59,...---~,o;;oc.o::=7.-3 ---------------"'o'"".o-=-=ooo=---o.ono Vertical Reactions -Unfactored Load Combination Support 1 Overall MAXimum 4.908 DOnly 2.108 LOnly 1.680 lrOrdy 1.120 L+lr 2.800 D+Lr 3.228 D+L 3.788 D+L+Lr 4.908 Support2 4.908 2.108 1.680 1.120 2.800 3.228 3.788 4.908 Support notation : Far left is #1 Values in KIPS Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Material Properties Analysis Method: Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced Title: Job# Engineer: Project Desc.: Project Notes : Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7·05 Fb -Tension 2900 psi E: Modulus of Elasticity Fb -Compr 2900 psi Ebend-xx 2000 ksi Fe-Prll 2900 psi Eminbend -xx 1016.535ksi Fe -Perp 750 psi Fv 290psi Ft 2025 psi Density 32.21 pcf 0(2.8) L(5.8) 3.5x11.875 Span= 6.0 ft ~ .. -....... -.. ~ ..... ~ Sel'lli~Aioads entered. Load Factors will be applied for calculations. Beam self weiglll calculated ar1d added to loads Uniform Load : D = 0.040, L = 0.060 , Tributary Width = 1.0 ft Point Load : D = 2.80, L = 5.80 k@! 4.50 ft D~SJGN SUMMA8Y Maximum Bending Stress Ratio Section used for this span = 0.51Q 1 3.5x11.875 Maximum Shear Stress Ratio fb: Actual FB : Allowable Load Combination Locatior1 of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 1 ,465.21 psi 2,871.76psi +D+L+H 4.500ft Span#1 0.034 :n Ratio = 0.000 in Ratio = 0.051 in Ratio= 0.000 in Ratio= Ovefall MaximuntDeflectlons·· Unta~~9Sd~· Load Combina~.on Span Max. • -' Deft Location in Span D+L 1 0.0514 3.360 Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 2101 0 <360 1400 0 <240 Load Combination Vertical: Reactions • Unfactored. Support notation ; Far left is #1 Load Combination Suppolt 1 Support 2 ~ov=-e=rat"'l MAXi=u..-.m-,.um=-----~:.<2."47""B----7.6.-.,;77w.Bc--~----------"~--~-·~·~ D Only 0.848 2.248 L Only 1.630 4.530 D-+l 2.478 6.776 = "' "' = = Max. '+' Dell 0.0000 Values in KIPS Des1gn OK 0.830: i 3.5x11.875 240.83psi 290.00psi +D+L-tH 5.040ft Span# 1 Location in Span 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858}509-8505 -Ofc (858) 509-8515-Fax Material Properties Analysis Melhod : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Wood Species : Douglas Fir • Larch Wood Grade : No.2 Title: Job# Engineer: Project Oesc.: Project Notes : b/ Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7·05 Fb-Tension 900.0 psi E: Modulus of Elasticity Fb-Compr 900.0psi Ebend-xx 1,600.0ksi Fe -Prll 1,350. 0 psi Eminbend -xx 580.0 ksi Fe-Perp 625.0 psi Fv 180.0psi Beam Bracing Ft 575.0psi : Beam is Fully Braced against lateral-torsion buckling Density 32.2.10pcf Repetitive ME~mber Stress !ncrease 0(0.029) L(0.053) 2x8 2x8 Span= 11.50 ft Span= 2.0 ft • .(pplied :Lol&s ... ,,. · Service leads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads load for Span Number 1 Uniform Load : D:::: 0.0290, L:::: 0.0530 , Tributary Width :: 1.0 ft: Load for Span Number 2 Uniformload: 0::::0.0310, L"O.OBO, TributaryWidlh=1.0ft D~$lGNSUMMAR~k ; Maximum Bending Stress Ratio Section used for this span 0.949 1 2x8 Maximum Shear Stress Ratio fb: Actual FB :Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward l +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 1, 173.10psi 1 ,242.00psi +0-+l+H 5.485ft Span#1 0.247 !n Ratio"" -0.121 in Ratio= 0.398 in Ratio :::: -0.198 in Ratio= ·Overall ·MaXimum Deflections'; Untactore~~chQ~risf Load Combination Span Max. '-• Oefl D+l 1 0.3985 2 0.0000 Location In Span 5.750 5.750 Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 559 396 346 242 Load Combination D+l Vertical Reactions· UoJad:ored Support notation : Far left is #1 Load Combination Support 1 Support2 Support3 Ovelall MAXimum 0.466 0.732 DOnly 0.175 0.253 LOnly 0.291 0.479 D+L 0.466 0.732 "' "' = = :: Max. '+'Oefl 0.0000 ·0.1981 Values iin KIPS Design OK 0.387: 1 2x8 69.68psi 180.00psi +D+L+H 11.500ft Span#1 Location in Span 0.000 2.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 1 01 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858} 509-8515-Fax paut@pvec.com Description; Title: Engineer. Project Desc.: Project Notes : Job# Material PI"Qpertles · ..... ·~: ... Calculations per AISC 360.05, IBC 2009, CBC 2010, ASCE 7~5 Analysis Method : Allowable Stress Design Beam Bracing : Completely Unbraced Fy; Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Span= S.Oft W6X12 ARpli!d Loads Service loads entered. Load Factors will be applied for calculations. Uniform load: D = 0.030, Lr= 0.040 k/ft, Tributary Width= 1.0 ft Polnt Load : L = 5.0 k@. 4.0 ft DESIGN SUMMARY . . Maximum Bending stress Ratio "' Section used for this span Mu: Applied Mn 1 Omega : Allowable 0.494: 1 W6X12 10.240k-ft 20.709k-ft +O+L+H Maximum Shear Stress Ratio = Section used for this span Vu :Applied Vn!Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L-tlr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections. Uhfactor&it:Oaaa 4.000ft Span#1 0.151 in Ratio= 0.000 in Ratio= 0.149 in Ratio= 0.000 in Ratio = Load Combination Span Max. • -' Defl Location in Span 1 o.ooco 0.000 Maximum D.eflections for Load Combinatiorii · • tfnfa~oraif Loads Load Combination Location of maximum on span Span #where maximum occurs 637 0 <360 643 0 <180 Load Combination Load Combinalion Span Max. Downward Dell ~cation in Span Max. Upward Defl 0 Only L Only LrOnly L-tt..r O+Lr D+l D-tl+Lr Vertical Reactions • Unfactored Load Combination Support 1 OVerall MAXimum 2.780 0 Only 0.120 LOnly 2.500 ~0~ ~00 L-+lr 2.660 D+Lr 0.280 D+L 2.620 D+L+Lr 2.780 0.0043 0.1449 0.0058 0.1507 0.0101 0.1492 0.1550 Support2 2.780 0.120 2.500 0.160 2.660 0.280 2.620 2.780 4.040 4.000 4.040 4.040 4.040 4.040 4.040 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Max. ';!' Defl 0,0000 Design OK 0.094: 1 W6X12 2.620 k 27.738 k ~+L+H 0.000 ft Span# 1 Location in Span 0.000 Loca~on in Span 0.000 0.000 0.000 0.000 0.000 0.000 C.OOO Values In KIPS Palos Verdes Engineering Corporation Consulting Structu!l"al Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505 ·Fax (858) 509-8515 • ' ill F-+-+-+-+-~-+-+~ 1 nr~ 4.3 (FB-3 l" l ~ e 0 bi ") J\f J ~ 1U:: r<\ JOB SHEET NO 7 OF ______ __ CALCULATED BY PSC DATE 5/1113 CHECK BY DATE ---SCALE I I -i J1~ u I~ ·-·~ 11 P.e: 1-:-r I !-- [ ~~~~-• ;,----1-+-------1 ,._ --f--+--+--+---+--+--!-- -----' --·-f---1--· ----- ~~jFQRT + 0 MEMBER REPORT Level, Fbor: Joist 1 piece(s) 11 7/8" TJI® 360 @ 16" OC Overall Length: 19' 1" 18' B" ill Alllocatlons are measured from the outside face of left support (or left cantilever end}. All dimensions are horizontal. 4 0 If· ~· ":: ,,, ,_~ ''""' ~•'•« .. ·"m;;.s,· !tfii:iif~~ i Member Reactlon (lbs) 740@ 31/2" 1080 (1.75"} Passed (6!1%) 1.00 1.0 D + 1.0 L (All Spans) ! Shear (lbs) 740@ 31/2" 1705 Passed (43%} 1.00 1.0 D + 1.0 L (All Spans} • Momert (Ft-lbs) 3423 @ 9' 6 1/2" 6180 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (In) 0.324 @ 9' 6 1/2" 0.463 Passed (l/685) --1.0 D + 1.0 L (All Spans} Total Load oen. (In) 0.486 @ 9' 6 1/2" 0.92.5 Passed (1./457) --1.0 D + 1.0 L (All Spans} 11-ProtM Ratlng 41 40 Passed - - • Deflectton cnJEria: u. (t/480) and TL (l/240). • Bracing (w): All ce~mpresslon ~-(lllp and bottom) mus1t be braced at 4' 5 3/16" ole unless detailed otherwise. Proper attachment and posi~onl!lg of lateral bl'il(;ing Is required ID achieve member slolbllity. • A strutllmllll!U!Iysls of the deck has not been performed. • DeftediOn analySis IS based on ccmposi1l! ~~on wllh a single layer of 23/lZ" Weyerhaeuser Edge"' Panel (24" Span Rating) that Is glued and nailed dDWn. • Adclilional consldera~ons far the TJ·Pro"' Rallng Include: None • At Mnger suppolts, llie Total Bearing dimension rs equal In llle width of lhe material !hat Is sllpplll'l!ng the tlanger • 1 See COnnector grid below for addltionallnfumlation and/or requ~remaus,. Wl!!)'eFhaeuser wanan!S !hat lhe SIZing of 11!1 products will be in 9CCOrdance with Weyedlaeuser product design criteria and published clesign values. W~r expressly disclaims any other warranties relared to the software. ~r Ill current Wf!\ll!rhaeuser Hleralure far installation delalls. (VAWI.woodbywy.com) At<:es~rles (Rim Board, Bloclcing Panels and Squash Blocks) are not designed by this software. Use or !his software is not intended 10 circumvent !he neec1 for a design proless!onalas delennlned by llie authonly hi!Yin!) jurisdlttlon. The designer or record, buRder or framer is responsible Ill !ISSUre !hat this calculation Is compatible wltnlhe overaU project. Products manuractured at WevaflaellSef lilcllltles are third-party certified Ill susmlnable farBSby standllrds. product application, Input design loads, dimensions and support Jnfonnaijon hi!Ve been provided by Forte Software PASSED System ; floor Member Type; Joist Building USe : Residential Building Code : IBC Oeiilgn Melhodology : ASD forte Softwano. Operator Paul Christenson Job Notes 5/612013 2:46:08 PM Forte v4.0, Design Engine: V5.6.1.203 Palos Verdes Engineering (658) 509.a505 paul@pvec.com Railyard.4te Page1of1 ORTE" MEMBER REPORT Level, Fbor: Joist 1 piece(s) 11 7/8" Tll® 560@ 16n OC Overall Length: 20' 7" 0 20' m All locations are measured from the outside face of lefi support (or left cantilever end). All dimenSions are horizontal. + 0 System : Floor PASSED I Member Reaction (lbs) 747 @ 2 1/2" 1396 (2.25") Passed (53%} 1.00 1.0 D + 1.0 L (All Spans) MemberType; lalst '!-'! S"'i1""ea;::.r_,(l;:::bs:::}'-:--:----+-'-7.::.33=:-=@c..:2:.:0_:' 3::..21/.::.2'_' ...., _ ___;2=0::::5=.0_-+;..Pa=s::::sed:::::..>(o::c36::.;%:.=.)!..-+=1::.:.0;:::0+=-l.:.::O..:D_:+.:....::1·=0..:L:..(:.:AI::.:I S::!p:.::a:..:ns:L-) ___ -ij Bulldlll!i Ll5e: Residential i Moment {Ft-lbs) 3728 @ 10' 3 1/2" 9500 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Building Code : IBC , LIVe Load Deft. (in) 0.317@ 10' 3 1/2" j 0.504 Passed (IJ764) 1.0 D + 1.0 L (All Spans) Design Methodology: ASD i Total Load Deft. (in) 0.436@ 10' 31/2" 1.008 Passed (L/555)_ 1.0 D + 1.0 L (All Spans) TJ·Pno"' Rating 43 ~---'---40~--'-'-'Passed-'--'-----'--_,_~-----~-~-----' • Deflection criteria: U. (L/480) ancl11. (:/240). • Bracing (Lu): All compresslo" edges {top and botlrlm) must be braced at 7' 11 5{8" ole unless detailed olllerWlse. Proper attachment and posltlaning of lateral b!'lldng Is required ta achieVe member Slab111ty, • A stnlctural analysis of lhe deCk has not been performed. • Delled!on analysis Is based on composite acUon with a single layer of 23/32" WeyelflaeLJSer EdgeT• Panel (24" Span Ralillg) !hat is glued and nailed down. • ·Additional considerations for !he TH>ro-Rallng Include: Nor.e I"Y/Wilil~if~}J~1t··"0~:, ilk1: ~1~~,':=;~1~';·:*~~1~1~'7!\\J~~lfii~~J;;~!~1B~'7,,r.;\;. <;susrAtMABLt FOREST~ INmt.rtV£ ; Weyerhaeuser warrants !hat !he slllng of Its jli"OQJds will be in accordance with Weyerflaeu:ser product deign criteria and published design ~alues. I Weyerhaeuser expressly diSClaims ar.y other warranties rela111d ta the sOftWare. Refer ta current Weyerllaeuser literalllre for tnsmllation details. j (www.woodbywy.amJ) Accessories {Rim Board, Bloddng llanels and Squash Blocks) are not designed by this softwere. use of this 5Qftware Is not Intended ID ; clrwmvent 111e need for a deSign protesslonal as determined by the au1!1orlty ha'ling jurisdiction. The designer of record, builder or framer is responSible to ; assure 111at this calculation Is compatible with 111e -all proJect Products manufacllJred at Weyerhaeuser f'aalltles are thlra-party certified to sustainable I forestry Sli!ndard:;. !T!Ie product application, input design loads, dimensions and support lnformabon h""" been provided by ForiE Software Opera\Dr [ Forte So!\wal e Opl'l"alor Paul Chrlstens011 Palos Verdes Engineerirg (858) 509-8505 paul@pvec.com JobNoto;,. -------1 5/8/2013 9:1627 AM Forte '114.0, Design Engine: V5.6.1.203 Rai/yard.4te Page 1 of 1 ORTE' + 0 MEMBER REPORl" Level, FIDor: Joist 1 piece(s) 11 7/Bn TJI® 560@ 12n OC Overall Length: 22' 4" 21'9" m All locations are measured from the outside face of left support (or left cantilever end). All dimens!ons are horizontal. + 0 ) Dfi!si96Jiaw~' -~it: l~~~~:ti!~i!9ilty'f&~yiJI-i?JI~'llttl\':t•'t•t§ i~,i~a;;{;jjjl@:a;~(eii~J '"" ,,,,~.;;"'::/ System : floor PASSED /A/L ) Member Reactlor. (lbs} I 608 @ 2 1/2" 1396 (2.25") Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) 1 Member Type: Jolst • Shear (lbs) I 598 @ 22' 1/2" 2050 1 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Building Us!: Re&ldential ' MomentJtt-lbs) l 3302 @ 11' 2" 9500 Passed (35%) , 1.00 1.0 D + 1.0 L (All Spans) l 8uUdlng Code: IBC ' Llve J.Dad Deft. On) 0.332 @ 11' 2" 0.548 Passed (1./792) 1.0 D + 1.0 L (All Spans) j Design Melf>odology: ASD :Total Load Defl, 'In) I 0.457 ® 11' 2' 1.096 Passed (i./576} 1.0 D + 1.0 L_(AII ~ns) . i l TJ-Pro•M Rating l 43 40 ' Passed .I • Oe!lec:tion ct1reria: LL {11480) and TL (l/2<W). • Br.!H:Ing (lu): All compreSSion edges (top ilnd bottom) must be braced at 8' 5 9/16" ofc unless detailed otherwise. Proper at~;~chment and positioning of iab!rill bracing Is required to achieve member stab11ty. • A structural analysis of \tie deck has not been perfomled. • Deflection analy!ls 15 based en composite action with a single layer of 23/32" Weyerllaeuser Edge•• Panel (24" Span Rating) that Is glued and nailed down. • Additional collSiderallons for the TJ-I•ro'" Ra~ng Include: None \Wet~~e~'i~r· .f~ ·':J~i ':;:IJ :fii~~~i~~~g~~~~~i~2:~l ~SUSTAINAIILE FORESTRY IN!"IlATtV£ · Weyerhaeuser warrants that the slzlllg of lis products will be in accordance with Weyerhaeuser product design cril!!l'lil and publiShed design Vlllues. j Weyerhaeuser expresslY dlsdilim& any Oltler wammtles re!a'led to the software. Refer ID current Weyerl1aeuser literature for Installation details. I . (www .woodbywy.oom) 1\l:ressories (Rim Board, Blocking ~a nels and Squas11 8loc1<5) are not designed by this software. Use of this softwa"' is not Intended to cir~;unwent the need for a design professional as derermir.ed by tl"e authority ha\'ing jurlsdicl!cn. lhe designer of n!CDrd, builder or framer ls responsible to l.assutl! l!Jat this ca\culstlon Is c:ot't1pilllble with the overall p~oject. Products manufactured at Weyerllaeuser facUlties are third-party o::ertllied to 5Us!ainable forestJy standards. '-jT_h_e '-Pr<l_d_uc_t_a.:..;pp'-li_catlo_n.:..,l_nput,____des_i.=-Sn_lo_ad--.:s._d_lme_nSI_-o~ns-a_n_d_su;.:.p.:..po_rt_i_nfa'_mati_o_n_have __ been_.:._provl_d_ed_by,_Fc_rle_So_l'tw_a_re_O...:pe'--ra_t:or _________ j Forte Software Operator Paul Christern>on Palos Verdes Engineering {858) 509-BSOo Job Notes 518/2013 9:21:13 AM Forte '114.0, Design Engine: V5.6.1.203 Railyard. 4te paul@p·: ec.com Page1of1 OR ·.Y 0 MEMBER REPORT Level, Fi:Jor: Joist 1 piece(s) 11 7/8" TJI® 110@ 16" oc Overall Length: 15' 7" Al11ocat1ons are measured from too outside face of left support (or left cantilever end). All dimensions are horizontal. + 0 LTI·P~mRatlng ---------~--------------L-----CC----~~~~----~--~-----------------------~ • Dellectlon criteria: Ll (1/480) and TL (1./Z"'I}. • Btad!1g (Lu); All compression edges (top and botlmn) mu5t lle braced et 2' 11 11116" o/c unless deliilled Olllel"'l'.se. l'ro;ler attachmert and posiHonlng of lateral braCing Is required to achieVe member Slilbillty. • A slruc\ural analysis of t!le dock has not been perlbrmed. • Deflection anal~ Is ba$ed on co-mposiiE action with a slrlgle layer of 23/32" Weyerhaeuser Edge,., Panel (24" Sp;m Rating) thai Is glued and nailed down. • Add'rtlonal consideraHons for the TJ-Pro'" llaUng include: None PASSED System : Floor Member Type : .IDist Bu;lding L'se . Reslc1llltial Building Code : lOC Design Me111odology ; ASD fWii;rifiejJ~~Nilfi$ }\'~ .. ··: ,,.~:;i,;r~~l\,:'~JW~jijjh"lli;;i~il7~ii~;?l\~}~~q ~SUS1"AINARlE FORF.STRYINITIATIV£ I WeyerhaetJser warrilnts that t!le sizing of Its products wili be In accordance wlt!l W¥'haeuser product design aitel1a and published desisn values. ,; : Weyerl1ael.lser expressly disclaims any Oltler WBITi!nlles related tolhe softWare. Refer to current Weyerhaeuseo' Dteralllre for lnsiBilatlon details. I i (www.woodbywy.com) Aa:eslscries (Ri·m Board, 8locldng Panels and Squash Blcc:IIS) are not designed by lhls software. Use ofthls soflware Is not lntl!nded to 1 elrcumvent the need for a design professicnai as detl!mlined by the authority ~avlng jurlsdicHon. The designer of record, builder or li'amer is responslli.e ID i ~Wure ll\at tills c;olculalion Is compatltue wllh the ove."ilft porojec!:. P"'<lucts manufact\lrec:l at Weyarhawser facUlties are third· party certified to suslainable forestry siBndards. ' ! The product ~~ppllcaHon, Input design loads, dimeflslcns and support Information 11""" been provided by FOriE SOftware Operator j Forte Software Operator Paul Christenson Palos Ver<Jes Engineering (!'58) 509.a5C5 paul@pvec. oom Job N<>te& 5/8/2013 9:25:14AM Forte vA.O, Design Engine: V5.6.1203 Railyard. 4te Page 1 of 1 RTE' MEMBER REPORT Levet Fbor: Jofst 1 piece(s) 117/Sn TJI® 360@ 16n OC Overall Length: 19' 3 318" 0 78' 8 318" ffi All locations are measured from the ol.ltslde face rff lel'lt support {or left cantilever end). All dimensions are horizontal. • Deflection criteria: LL (l/480) ;md n (l./240). • 8r11cing (L.u): All comp!E$Sion edges (top and bottOm) must be braced at 3' 11 l/16" c/r. t~nless detailed olherwlse. Pl1lpl!l' attac:hmeflt and posi~()nlng of lateral bradng Is l'liqllired to achieve member stability. • A slruCIIJrill ar.;iysls of the deck has 1\Ct been performed. • Deflectlon analysis Is based on mmposlte adion wldl a single ll!yer of 23/32" Weyerhaeuser Edge"" Panel {24" Span Rating) that is glued and naHed down. • Additional consider.~tlons for !he TI-Prci'" Rating Include: None • rum Boanl is assumed to carry all loads applied dired~V allov$1t, bypassing the member being designed. + 0 PASSED S\I5INl : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Mellmdology : ASD ~~~~;Ji!!ii~~~~~~~~~~]]~]]~!6!~~~~;i!511~~~15~~~~~~~~ ~SUSTAJNARLE FORf5T~ INITIAll'l£ W1!)4!1'haeuser wlllt'afU that the sizing of its products will be in accordance wllil Weyerhaeuser PJOduct df:;lgn criteria and published design values. Weyerhaeuser expressly disclaims any other warranties relalted to the software. Refer to current Weyerhaeuser literature for lnstillla~on details. {www.woodbywy.r.om) Aa;essortes (Rlm Board, Blocfung Paneis and 5qua511 Blm:lcs) are notdes!gned by !Ills software. Use of this software is not Intended to circumvent the need for a deSign pmfe!sfllnal as determined by the authority having ju~sdiC~Qil. The designer of record, builder or framer ls responsible In assure ttlat !his catculallon Is rompatible wtth the overall project. Products manufactured at Weyerhaeuser fadlltles are third-party certified m 5Ustalnable fllresby 51alldards. '--The-.:..pro~du~ct_aP!ll...:...:.::.:ica_u_on,_;_i_,nput'-des~l:.::!:_n _loa_ds,_;_d;...lm;...e_n.::.sic..onc..s...:a::.:nd::...:.:su-'-ppo;_:_rt::.:i_nfo.:.rm::.:..:...a_tio::.:n::.:h_ave_been_..:prov:__lll_edby_;_f_o_rre_So_ttw_are_o,;,.per_ato_" r _________ .J Forte Software Operator Paul Christansor Palos Verdes Ergineering (858) 509-8505 paul@pvec.com Job No"'s 5/8(2013 9:28:50 AM Forte v4.0, Design Engine: V5.6.1.203 Raflyard.4te Page 1 of ·1 + 0 MEMBER REPORlr Level, Fbor: Joist 1 piece(s) 11 7/Sn TJI® 110 @ 16" OC OVerall Length: 16' 7" 16' m All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. • Deflection aite1a: LL (l/480) and 1l (l/240). + 0 PASSED System : Aoor Member Type : Joist Bulldlng use : Re!lldenUal Building Code : me Deslgn Methodology : ASD • Bradng (lu): All compression edges (lop and botlgm) must be braced at 3' 21/8" 0/c unless det!llled otherwise. Proper atlllthment and positiOning of laleral bracing Is 11!QUined Ill achieve member slilbltlty. • A structural analysis of lhe deck haS not been performed. • DeflecliOn analysis is based on composite aellon with a single layer of 23/32." W~euser Edge,.. Penal (24" Span Ral1ng} that Is gkJed and nailed down. • Atldlllonal conslderaliOns for lhe Tl-Pro"' Rating Include: None Forte S<)ftware Operator Paul Christenson Palos Verdes Engineering (858) 509-8605 0aul@pvec.com JobNotu 5/8/2013 1:42:37 PM Forte 114.0, Design Engir.e: V5.6.1.203 Ralfyard.4te Page1of1 + 0 MEMBER REPORT Leve( Fbor. Joist 1 piece(s) 11 7/8" TJI® 210 @ 16" OC OVerall Length: 17' 1 0" 17'3" m All locations are measured from the o~de face of left support (or left cantilever end). All dimensions are horizontal. • Delledion crltll!1a: LL (1./480) and Tl (1./240). + 0 • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 9 7/8" ole unless delalled olhfl!Wise. Proper al:tilchment and pcsiHonlng of la!Bal bracing Is required to achieve member slllblllty. • A struttural analysiS of the deck has not been performed. • Del'leclion ll!lalysls is baSed on composite acHon wllll a slngle layer of 23132" Wevemaeuser Edge•• Panel (24" Span Rating) lllat Is glued and nailed down. • Additional considerations for the P.Pro"' Rllllng Include: None 1 1 Wellerl1aeuser warranlli lllat !he sizing of Its products wiD be In iiCCOrdance with weyettr.reuser product design crttena and published design vai~J~S. Wl!yl:rilaeUSEr l!lqlreSSiy dlsdlllmslrl'f other Will'l'llnties l'l!labed ID the soft.ware. Refer ID current We)lelfr.leuser literature for Installation deta(ls. 1 {-W.woodllyw'f.COm} A«essories (Rim Board, Blocking Panels illld Squash Blocks) are not designed by this soft.ware. Use of lhis scrtware Is not Intended to . drcumvent the need for a d8~n I]I'OfessiGnal as deternlined by the authority having jurlsdldlon. The designer of record, builder or fr.lmer Is responsible to ' assure that Ibis calculation iS compatible with llle <lllerllll project. Products manufactured at Weverhaeuser facilllles are third·party certlfled to sustalnable smndan:ls, loads, dimensions and support lnformaHon haw been pnl'lfded Forie Sol'twarll Operaklt PASSED Sysl2m ; floor Member Type: .Joist liuildlng Use : Residential BUilding COde ; IBC Des1gn Methodology : ASD Forte Software Operator Paul ChristensO'l Palos Verdes Engineering {858) 509-11505 paul@pvec.com Job Notes 5/8120131:40:41 PM Forte\14.0, Design Engine: V5.6.1.203 Railyard. 4te Page 1 of 1 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509~8505-Fax (858) 509-8515 JOB 24·13-l56 SHEETNO S OF --~------~~--CALCULATED BY PSC DATE 5/1113 CHECKBY DATE----- SCALE ~-r-~-+-4-4--r-~~·--r-~+-+-;-~-r~-+-+~4-~-+~ ·--~+-~-+-~-4-~--r--1--+~~~=t~t~~x~t=~~~~-+~ 1--1--+--+ -+--+--+---!-+-+--+--+-l-+--1---l--1--!f---1:--+ 4.6 (FB-6 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beacll, CA 92075 (858) 509-8505 -Ofc (8511} 500-8515 ·Fax ul voo.rom Wood Beam (FB-4) FlrBm (Un. 1) Adjact Stair Job# &t) Title: Engineer: Project Desc.: Project Notes : Material Properties Calculations per NOS 2005,1BC 2009, CBC 2010, ASCE 7.(]5 Analysis Method : Allowable Stress Design load Cornbination20091BC & ASCE 7-05 Fb -Tension 2900 psi E.: Mcdu/us ol' Elasticity Fb-Compr 2900 psi Ebend-xx 2000 ksi Fe-P~l 2900 psi Eminbend. xx 1016.535ltsi Beam Bracing fc-Perp 750psi Fv 290psf Ft 2025psi : Beam is Fully Braced against lateral-torsion buckling Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Density 32.21 pet 3.5x11.875 Span "' 17.250 ft Span= 1.0ft '------------··~--·-·---· Applied Loads ___________________ s_e_rv_ice_lo_a_ds_e_n_te_re_d_. L_o_ad_Fa_ct_o_rs_w_il_l, b_e_a~p;_pl_ied_fo_rc_a_lc_u_la_tlo_n_s._ Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, L = 0.0530 klft, E:dent = 0.0 ->> 16.0 ft, Tributary Width = 1.0 ft Uniform Load: D = 0.1850, Lr= 0.050, L = 0.0530 klft, Extent= 16.0-» 17.250 ft, Trtbutarvlfllidth = 1.0fl Point Load : D = 0.850, L = 1.950 k@ 16.0 ft Load for Span Number 2 Unifonn Load : D = 0.1850, Lr = 0.050, L = 0.0530 , Tributarv Widlh = 1.0 ft Polnt Load : D = 0.850, L = 1.950 k @ 1.0 ft DESIGN SUMMARY !Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.1721 3.5x11.875 499.46psi 2,900.00psi +D-+1-+H 9.156l'l: Maximum Shear Stress Ratio Section used for this span fv: Actual Span#1 0.125 !n Ratio= -0.021 in Ratio= 0.193 in Ratio= -0.033 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 1660 1138 1072 730 Load Combination Span Max. •.• Defl Location in Span Load Combination D-tt+l..r 1 0.1930 2 0.0000 Vertical Reactions • Unfactored Load Combination Support 1 Support2 oveiill MAXimum OOnly LOnly LrOnly L+lr 0.752 0.267 0.484 0.001 0.485 6. 2.339 4.383 0.112 4.495 8.890 8.890 04.-llr Support notatton : Far left. is #1 Support3 = Max. '+"Defl 0.0000 .{).0328 Valllell; in KIPS 1!.457: 1 3.5x11.875 132.64psi 290.00 psi ..0-+L+H 17.250ft Span# 1 l.ocatian in Span 0.000 1.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste, 101 Solana Beach, CA 92075 {858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com •••••• Description : (FB-5) Fl.r Bm (Un. 1) CODE-REFERENCES Calculations per NOS 2005 Load Combination Set : 2009 IBC & ASCE 7-05 Project Title: En~ineer: Project Oeser: • • -· __:_:M:.::ca::.:t:.::.e:..:ria=I:...:Pc_:r:..:::o""pe:..:::.:.;:rt::..:ie:..:s:...__ __________________ ~~-~------~-------·~--w------~------------w·------~---- Analysis Method : Allowable Stress Design Fb-Tension E: Modulus of Elasticity Load Combination 2009 JBC & ASCE 7-05 Fb-Compr Fc-Prll 2,900.0psi 2,900.0psi 2,900.0psl Ebend-xx 2,000.0ksl Eminbend-xx 1,016.54ksi Wood Species : iLevel Truss Joist Fe-Perp Wood Grade : Parallem PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 750.0psi 290.0psi 2,025.0psi Density 32.210pcf 0(0.3) Lr(0.05) L(0.48) · 0(0.293} lr(0.022) L(0.625) • • 7x16 Span= 20.10 ft ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : 0 = 0.2930, Lr = 0.0220, L = 0.6250 , Tributary Width = 1.0 ft Point Load : D = 0.30, Lr = 0.050, L = 0.480 k (lil6.50 ft PE$1GN$VM..1188'1 , Maximum Bending Stress Ratio Section used for this span fb: Actual FB :Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward L-tL.r+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.69S 1 7x16 2,016.71psl 2,900.00psi +D+l+H 9.757ft Span# 1 Maximum Shear Stress Ratio Section used for this span f\1: Actual 0.527 in Ratio = 0.000 in Ratio= 0. 789 in Ratio = 0.000 in Ratio= Fv : Allowable load Comb:nation Location of maximum on span Span #where maximum oCcurs 457 0 <360 305 0<240 OVerall Maximum Deflections • Unfactored Loads -----~"'"-'' Design OK '' OA05: "\ 7x16 = 117.32 psi 290.00psi +D-+L+H "' O.OOOft = Span# 1 Load Combination Span Max."-' Defl O-tt -ttr 1 0.7887 Location in Span Lead Combination Nlax. '+' Defl Location in Span ~----~:=---0.000 10.050 0.0000 Vertteat.Reactions • Unfactored Support no!alion: Far left is#1 Values In KiPS ----------------------------------Load Comblr.atior. Support 1 Support2 Overall MAXimum 10.260 9.967 D Only 3.399 3.293 LOnly 6.606 6.436 Lr Only 0.255 0.237 L-ttr 6.861 6.674 D-<tr 3.654 3.531 O-tt 10.005 9.730 b Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 {85B) 509-8505 -Ofc (BSB) 509-8515-Fax ~"'ec~.com=::==-- j WooCI ~ea.;n . Description: (FB-6) Fir 8m @ Mech Well Title: Job# Engineer: ProJect Desc.: ~~; Project Notes: -~~ter!!!_ Properties Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Fb -Tensloo 2900 psi E : Modulus of Elasticity Fb -Compr 2900 psi Ebood-xx 2000 ksi Fc-Prll 2900psi Eminbend-xx 1016.535ksi Fe-Perp 750 pst Fv 290psi Ft 2025psi Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 10.50X11.875 Span= 21.50 ft Density 32.21pcf Applied loads Service loads entered. Load Factoi'S will be applied for calculations. Uniform Load : D = 0.2830, Lr = 0.190, L = 0.040. Tributary Width= tO fl Point l..oad : D = 0.650, Lr = 0.850 k@} 8.0 fi _D~§.tGN.~AB'L .. ·-·-···--··, Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.564 1 10.50 X 11.875 1,636.77psi 2,900.00psi +D-tlr+H 9.568ft Span#1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.476 in Ratio= 0.000 in Ratio = 1.017 in Ratio= 0.000 in Ratio = Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 542 0 <360 253 0 <240 OVerall Maximum Daffections • Unfactored loads Load Combination Span D~~r 1 Vertical Reactions • Unfactored Load Combilalicn Support 1 OVeraU MAXln:um 6.457 DOnly 3.450 LOnly 0.430 LrOnly 2.576 L~r 3.006 D+Lr 6.027 D+L 3.880 D+L+Lr 6.457 Malt."-' Dell 1.0166 Support2 6.073 3.284 0.430 2.359 2.789 5.643 3.714 6.073 Loca1ion in Span 10.643 Load Combination Support notation : Far left is #1 Design OK = 0.232: 1 10.50 X 11.875 = 67.15 psi = 290.00psi +1. 10D-+0.750Lr+0.750L +E+H "' O.OOOft = Span#1 Mall."+" Dell 0.0000 Values !in KIPS LocaUon In Span 0.000 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 JOB 24-13-156 SHEETNO --~j~ ___ OF----~~- CALCULATED BY PSC DATE 5/1/13 CHECK BY DATE --- SCALE Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax @. ·wood Beam Description: CODE REFERENCES Calculations per NOS 2005 Load Combination Set: 2009 IBC & ASCE 7-05 d ___ Material Properties~--- Project Title: Engineer: Project Oeser: Proiect 10: ~~ Analysis Method: Allowable Stress Design Fb-Tension 2,900.0psi 2,900.0psl 2,900.0psi E : Modulus of Elasticity Load Combtnatior~200918C & ASCE 7-05 Fb-Compr Fc-Prll Wood Species : ilevel Truss Joist Fe· Perp Wood Grade : Paraltam PSL 2.0E Fv Ft Beam Bracing : Beam Is Fuliy Braced against lateral-torsion buckling ... 'f 0(0.22) Lr(0.1) L(0.04) • 7x11.875 Span= 21.0 ft 750.0psi 290.0psi 2,025.0psi ... Ebend-)()( 2,000.0ksl Eminbend -)()( 1 , 016.54 ksi Density 32.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.220, Lr = 0.10, ~ = 0.040, Tributary Width= 1.0ft .... P~SJ~N S!!MMAAY._ . . _______ _ Maximum Bending Stress Ratio Section used fer ttis spao fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum oc--..urs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.360: 1 7x11.875 1,306.77psi 3,625.00psi +D-tO. 750Lr-+0.750L -+H 10.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span ftt: Actual 0.315 in Ratio"' 0.000 In Ratio = 0.811 in Ratio= 0.000 !n Ratio = Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 798 0 <360 310 0 <240 OVerall Maximum Deflections • Unfacto1-ed Loads Load Combination Span Max. ·-·oen Location in Span Load Combination ··· o-tt-+Lr~----·-1 0.8110 10.577 Vertical Reactions • Unfactored Support notation : Far left is #1 = = Design OK 0.155: 1 7x11.875 56.19psi 362.50psi +D+0.750Lr-+0.750L -tH O.OOOft Span# 1 Ma:t '+' Defl Location in Span 0.0000 Value11 in KIPS 0.000 ---~---~-----------~--~---Load Combination Support 1 Support 2 · oven.ilfMAXiiiium~------· -~3.7=a~o-~-'-3=-=.7=ao~------------ o Only 2.310 2.310 l On~y 0.420 0.420 Lr Only 1.050 1.050 L -+lr 1.470 1.470 D-+Lr 3.360 3.360 D+l 2.730 2.730 D+l-+Lr 3.780 3.780 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Material Properties Analysis Method ; Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Unbraced 0(3.5) Lr{2.6) L(0.4) Title: Engineer. Project Desc.: Project Notes : Job# C&tc:ulations per NOS 2005, IBC 2009, CBC 2010, ASCE 7..05 Fb-Tension 2,900.0 psi E: Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Prll 2,900.0psi Eminbend-xx 1,016.54ksi Fe-Perp 750.0 psi Fv 290.0psl Ft 2,025.0 psi Density 32.2.10pcf 5.25x11.875 Span= 12.0 ft Applied Lo~ds Service loads entered. Load Factors wm be applied for calculations. Uniform Load: D = 0.3750, Lr:o: 0.10, L = 0.440, Tributary Width= 1.0ft Point Load : D = 3.50, 1.! = 2.60, L = 0.40 k @. 3.0 ft .. J)I;$l.Gll $QMMA_R'(. __ -.. ·-· --· ~ .. ··--··. _. -~· Maximum Bending Stress Ratio 0.714:: 1 Section used for this span 5.25x11.875 fb: Actual "' 2,052.36psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB: Allowable 2,875.37psi Load Combination +O+l+H Location of maximum on span 4.800ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall MaXImum Deflections • Unf11ctored Loads Load Cornbina!ion D-tt-+lr Soan Max. •.• Oefl 0.4864 0.262 in Ratio = 0.000 in Ratio = 0.486 in Ratio== 0.000 in Ratio = Location in Span 5.750 Fv ; Allowable Load Combination Location of maximum on span Span #where maximum occurs 549 0 <360 296 0 <240 Load Combination = = = Design OK 0.583: 1 5.25x11.875 169.21 psi 290.00psi +O+L+H O.OOOft Span# 1 Max. •+• Dell Location in Span 0.000 0.0000 Values in !<IPS Vertical Reactions • Unfactored Suppo!l notation : Far left is #1 --------'---------·------~-------····· Load Combination Support1 Support2 Overa11 MAXImum 10.365 7.115 DOnly 4.875 3.125 L Only 2.940 2.740 LrOnly 2.550 1.250 L-t-Lr 5.490 3.990 D+lr 7.4.25 4.375 0-tl. 7.815 5.865 D-tt<t.r 1(}.365 7.115 Palos Verdes Engineering Corpalion 663 Valley Avenue, Ste. 1 01 Title: Job# Solana Beach, CA 92075 (858)509-8505 -Ofc (858) 509-8515-Fax Description: Engineer: Project Desc.: Project Notes ~ Material Properties Calculations per AISC 360·05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Fy: Steel Yield: 50.0 ksi E: Modulus : 29,000.0 ksl Bending Axis : Major Axis Bending Load Combination :2009 lBC & ASCE 7-05 Applied Loads Service loads entered. Load Factors wm be applied for calculations. Beam self wel!¥\t calculated and added to loads Uniform Load : D = 0.4590, Lr == 0.040, L = 0.6850 klft, Tribularv Width::: 1.0 fl Point Lead : D = 2.60, L = 4.60 k ccn 4.0 ft Point load : D = 1.550, lr = 0.80, l: 1.050 k@ 8.0 fl Point Load : 0 = 5.40, Lr = 3.20, L = 0.80 k @>. 16.0 ft DESIGN SUMMARY · Maximum Bending stress Ratio "' 0.628 : 1 Section used for this span W8X67 Mu :Applied 109.847 k-ft Mn I Omega : Allowable 174.900 k-ft Load Combination +1.10D+0.750Lr-t0.750L+E+H location of maximum on span 10.290ft Span# where maximum occvrs Span# 1 Maximum Deflection · Ma}(Jiln.in18tlear Stress Ratio= Section used for this span Vu:Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span# where maximum occurs Max Downward L +LI"'S Deflection Max Upward L +LI"'S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.697 in Ratio = 0.000 in Ratio= 1.126 in Ratio = 0.000 ir. Ratio = 361 0 <360 223 0 <180 Overall Maximum Deflections~ Unfactored.Loads Design OK 0.212: 1 WBX67 21.735 k 102.60 k +D+l-tH 0.000 ft Span# 1 Load Combination Span Max. '-" Oefl Location in Span Load Combination Max. '+' Defl Location In Span 1 0.0000 0.000 10.0000 0.000 Maximum Deflections for Load Combinations • Untactored lo.a<fs Load Combir:alion Span Max. Downward Defl Location in Span Max. Upward Den Locallon in Span !Yonly ---------~1~-~--=o-=.s7::::28~----1'""o-:;;.71.,..::o,.--------"=o""'.oo""o-=-o -----,o,-;;.o""'oo=---~-- L Or.ly 1 0.5540 10.290 0.0000 0.000 LrOnly 1 0.1443 11.130 0.0000 0.000 L-+lr 1 0.6973 10.500 0.0000 0.000 D+Lr 1 0.7168 1il815 0.0000 0.000 D-+l 1 1.1264 10.500 0.0000 0.000 D-+l +Lr 1 1.2700 10.605 0.0000 0.000 Vartlcal Reactions • Unfactored Support nota~on : Far left is #1 Values i~1 K~PS Load Combinatkln OVerall MAXimum DOnly LOnly LrOnly l-tlr D-+tr D+L D+L-+Lr Support 1 23.413 9.979 11.751 1.677 13.434 11.656 21.735 23.413 Support2 23.070 10.829 9.078 3.163 12.241 13.991 19.907 23.070 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 JOB 24-13-156 SHEET NO l 0 OF --..,---CALCULATED BY PSC DATE 5/1/13 CHECK BY DATE -----------------SCALE Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 ( 858) 509-8505 -Ofc Project Title; En~ineer: ProJect Descr: Proied.ID: lbPt/ (858) 509-8515-Fax paul@pvec.CQ[L .. --·· i Steel Beam Pllnte(!; 14AUG 2D13. 7:ll1AM Ate= E:IJAHR09~1\iPC-New\ZM3\1NNOA3-Z\Cala\railyad.ea6 ENERCALC,lNC. 198:>-2013; Bulfd:6.116.30, Ver:li 13.6.30 ' I I I I ~ ;. .. .. ' . • I Description: (FB-10) Fir Bm@ Un, 3 CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Properties '""'"'"'--"~ .. --~--------------Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 0(2.1) Lr0.f8) L(~412) Lr(~04) L{0.724) W8x40 Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Applied Loads Service loads entered. load Factors will be applied for calcula~~~~ Uniform Load: D = 0.4120, Lr = 0.040, L = 0.7240 k/ft, Tributary Width"' 1.0 ft Point Load: D = 2.10, Lr = 0.980, L = 0.390 k ~ 5.0 fl Point Load: D = 3.0, L"' 5.60 k ~ 10.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma :Applied Mn I Omega : Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections· Unfactored Loads 0.593: 1 W8x40 58.872k-ft 99.301 k-ft +D->l+H Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega : Anowable 9.075ft Span#1 0.369 in Ratio= 0.000 in Ratio= 0.602 In Ratio = 0.000 In Ratio= Load Combination Location of maximum on span Span #where maximum occurs 487 0 <360 299 0 <240 Design OK 0.259: 1 W8x40 15.370 k 59.40 k +(}+l+H 15.000 ft Span# 1 --------~------------~----------------Load Combination Span Max."-' Defl Location in Span Load Combination Malt.'+' Defl Location In Span -·-· --~---~-·~-~---D+L +Lr 1 0.6016 7.72!!J 0.0000 O.CJOO Maximum Deftections for Load Combinations • Unfactored Loads Load Combination Span -·ooniY 1 L Only 1 LrOnly 1 L+Lr 1 O+Lr 1 D+L 1 D+L+Lr 1 Vertical Reactions • Unfactored Max. Downward Deft 0.2322 0.3346 0.0352 0.3694 0.2672 0.5667 O.li016 SupPort 1 Support 2 location in Span 7.575 7.800 7.050 7.725 7.575 7.725 7.725 Support notation : Far left is #1 Load Combination -Overall MAXimum DOnly ~----~,5~.9~9~7---------------------- 5.390 5.890 LOnly 7.370 9.480 LrOnly 0.953 0.627 L+li 8.323 10.107 D+Lr 6.343 6.517 O+L 12.760 15.370 D+L+Lr 13.713 15.997 Span Mu Upwa1rd Dell 0.0000 o.onoo 0.0000 0.0000 0.0000 O.!JIJO!l O.CIJOO Values in KIPS Location in Span 0.000 0.000 0.000 0.000 0.000 (),000 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Sle. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Title: Job# Engineer: Project Desc.: Project Notes : Material Properties Calculations per NOS 2005, IBC 200•9, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Fb-Tension 2900 psi E: Modulus of Elasticity Fb -Compr 2900 psi Ebend· xx 2000 ksi Fc-Prll 2900psi Emin.bend-xx 1016.535ksi Wood Species Wood Grade Beam Bracing Fe-Perp 750 psi Fv 290psi Ft 2025psi : Beam is Fully Braced against lateral-torsion buckling : ilevel Truss Joist : Parallam PSL 2.0E 0(0.66) L(1.74) 7x11.875 Span = 16.0 ft De11sity 32.21 pcf A'J)plid¥Laail• Service loads entered. Load Factors will be applied for calculations. _ Uniform Load: D::: 0.2040, L = 0.3720, Tributary Width= 1.0ft Point Load: D" 0.660, L = 1.740 k ~ 8.0 ft .DeSlGN·WMMARYc __ · __ .•. _·_ .. -. -· .. :._ ·--~ . ,Maximum Bending Stress Ratio "" Section used for this span fb: Actual = 0.705 1 7x11.875 2,044.66psi 2,900.00psl Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = . overalr,Maxliltllmi~eb!Jori~,.·unraetore,~~ds Load Combination Span Max. •. • Defl D-tl 1 0.6207 Vertical Reactions ·llnfaetoted' Load Combination Support 1 Support2 OVerall MAXimum 5.808 5.808 DOnly 1.962 1.962 LOnly 3.846 3.646 D-tl 5.80B 5.808 +D+l+H 8.000ft Span# 1 0.415 in Ratio "' 0.000 in Ratio= 0.621 in Ratio= 0.000 in Ratio= Location In Span 8.080 Fv : Allowable Load Combination locafion of maximum on span Span # where maximum occurs 462 0 <360 309 0 <240 Load Combination Support notation : Far left is #1 = = = = Max. '+' Defl 0.0000 Values In KIPS Design OK 0.327: 1 7X11.875 94.83 psi 290.00 psi ·t{}+l+H 15.040ft Span#1 Location In Span 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858} 509.S515 ·Fax Description : TIHe: Job# Engineer: Project Oesc.: Project Notes : Material Properties Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2009 IBC & ASCE 7-05 Fb-Tension 2,900.0 psi E: Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Prll 2,900.0psi Eminbend-xx 1,016.54ksi Beam Bracing Fe • Perp 750.0 psi Fv 290.0psi Ft 2,025.0 psi : Beam is Fully Braced against lateral-torsion buckling Density 32.210pcf Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E 0{6.5) L(11.5) 7x11.875 Span =5.~~ft. .... ~ervice. toads entered. Load Factors wilt ltle applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.550, L = 0.950, Tributary Width= 1.0 ft Point Load : 0 = 6.50, L = 11.50 k @. 1.50 ft . DESIGN $1,/MMABY ·· . . Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upwarrl L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = = "• 0.5821 7x11.875 1,688.01 psi 2,900.00psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+L-tH 1.50511 Span# 1 0.030 in Ratio= 0.000 in Ratio;.. 0.047 in Ratio= 0.000 ln Ratio= ·--··· --··"·----·· Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 2052 0 <360 1304 0 <240 0Vera11 M~muJnDaflectlons-,lJnta:ct9reds~Oll~,IF ·',: = = Design OK 0.940: 1 7x11.875 272.60 psi 290.00psi +D+I..+H O.OOOft Span# 1 Load Combination Span Max.'-" Dell Location in Span Load Combination Malt. '+'Dell location in Span D+l 1 0.0469 2.372 0.0000 0.000 VE!rticaltReaetions •Unfadoted;:,.:'")i'i : _;:,-., , .. i,~';·---~S_t~p_p_ort_11D_tatlo_n_:_F_ar_le_tt_ls_#_1 ______ v_al_ullf_'_l_in_KI_Ps ____ _ Load Combina~on Support 1 SUpport 2 OVerall MAXimum 16.578 9.167 D Only 6.038 3.362 L Only 10.540 5.805 D-+t. 16.573 9.167 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-S505 -Ofc (858) 509-8515-Fax Title: Job# Engineer: Project Desc.: Project Notes : Material Properties Calculations per NOS 2005, \BC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Fb-Tension 2,900.0 psi E: Modulus of Elasticity Fb-Compr 2,900.0psi Ebend-xx 2,000.0ksl Fc-Prll 2,900.0psi Eminbend-xx 1,016.54ksi Beam Bracing Fe. Perp 750.0 psi Fv 290.0psi Ft 2,025.0 psi : Beam is Fully Braced against lateral-torsion buckling Der.sity 32.210pcf Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E 0(0.6) L(1) i Span=11.80ft . ' ---·· ........ ~etvi~_loads entered. Load Factors will be applied for calculati~.~~.: .... Beam self weight calculated and added to loads Uniform Load : D = 0.550, L = 0.950 , Tributary Width = 1.0 ft PolntLoad: 0=0.60, L=1.0k~7.0ft (JE$1GN SUMMARY ''"o.: ' Maximum Bending Stress Ratio Section used for this span fb: Actual ;: 0.765 1 7x11.875 2,218.14psi 2,900.00psi Maximum Shear Stress Ratio Section used for this span fv; Actual FB :Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection overau Maximum DeflecrttolfS. u6factoied;Loads;;; Load Combinalion Span Max. •-• Dell D+L 1 0.3882 VertlcalReactions., Unfact:ored · Load Combination Overall MAXImum DOn!y LOnly 0-tL S~pport 1 9.611 3.599 6.012 9.611 Support2 9.909 3.711 6.193 9.909 +D+l+H 6.313ft Span# 1 0.243 In Ratio= 0.000 In Ratio= 0.388 In Ratio = 0.000 in Ratio= Location in Span 5.959 Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 583 0 <360 364 0 <240 Load Combination Support notation :Far left is #1 = = Max. '+"Deft 0.0000 Values in KIPS Design OK 0.527: 1 7x11.875 152.94 psi 290.00 psi +D+l+H 10.856ft Span# 1 Locaflon in Span 0.000 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505 -Fax (858) 509-8515 JOB SHEET NO 24-13-156 tl OF -----PSC DATE 5/1/13 CALCULATED BY CHECK BY SCALE _____ DATE--- Palos Verdes Engineering Corpatlon 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvee.com Title: Job# Engineer: Project Desc.: Project Notes : I 1 Wood ,Be~JII , loll Description: (FB-13a) Oubigger Bm @Stair (Loft) . -~aterial Properties Analysis Method : Allowable Stress Desig11 Load Combination 2009 IBC & ASCE 7-05 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 __ Fb -Tension 1350 psi E : Modulus of Elasticity Fb -Compr 1350 psi Ebend-xx Fe -Prtl 925 ps! Eminbend -xx Fe -Perp 625 psi Fv 170psi Ft 675psi 1600ksi 580ksi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Density 32.21pcf Span= 17.50 ft Spam = 4.0ft Ai>t:~11fd'·L<f~uJ"t;: Sei'\J!ce loads entered. Load Factors will: be applied f~:_c~lcu~tions. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, L = 0.0530 , T ributarv Width = 1 .0 ft Point Load : D-= 0.30, L = 0.90 k ~ 14.250 ft Load for Span Number 2 Uniform Load: D = 0.0520, L = 0.0530 , Tributary Width = 1.0 ft Point Load : D = 0.140, l = 0.360 k @!4.0 ft DESIGN SUMM/tBY Maximum Bending Stress Ratio Section used for this span fb: Actual = 0.402 1 6x10 542.95psi 1,350.00psi +O+l+H 9.423ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable Load Ccmblnation Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = ::: Overall Maxill!qmtl>eflections • Unfactor.ed L~ads Load CombinaHon Span Max.'·" Dell 0.229 in Ratio = -0.124 in Ratio .. 0.330 In Ratio = -0.165 In Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 915 776 637 580 Load Combination Design OK 0.318: 1 6x10 54.14psi 170.00psi +O+L+H 17.500ft Span#1 M11x. '+' Dell Location in Span ·o.;t·-·-1 o.3297 Location in Span 11.885 8.885 · ------------o.oooo------·--o.ooff 2 0.0000 Support notation : Far left is #1 --~- VerticalReactiqns· Unfactored Support 1 Support 2 Support3 Load Combination Overall MAXimum DOn~ --~-..-0.7=9""'6 ----,2"'.8""53.---------· -~----· 0.272 0.977 LOnly 0.524 1.875 D->L 0.796 2.853 -0.1652 4.000 Valuos in KIPS •••••·············································· Palos Verdes Engineering Corpatlon 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Title: Engineer: Project Desc.: Project Notes : Material Properties Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Fb-Tension 2900 psi E: Modulus 01F Elasticity Fb-Compr 2900 psi Ebend-xx 2000ksi Fe-Prll 2900psi Emlnbend ··XX 1016.535ksi Beam Bracing Fe-Perp 750 psi Fv 290psi Ft 2025psl : Beam is Fully Braced against lateral-torsion buckling Density 32.21pcf Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E 5.25x11.875 Span = 14.0 ft Span= 2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and adlied to loads Load for Span Number 1 Uniform Load: D = 0.420, Lr = 0.170, L = 0.040 klft, Extent= 0.0 ->> 6.0 ft, Trib1.Jtarv Wililll = 1.0ft Uniform Load : D = 0.20, Lr = 0.020, L = 0.040 klft, Extent= 6.0 ->> 14.0 fl, Tr!blltarv Width = 1.0 ft Potnt Load: D = 1.60, Lr = 1 .40, L = 0.6C k tiD. 6.0 ft Load for Span Nllmber 2 Uniform Load : D = 0.20, Lr "'0.020, L = 0.040, Trtbutarv Width= 1.0 ft Point Load: D = 0.80, Lr= 1.0 k CW. 2.0 ft DES!GNSUM~.B'f_, ______ .,~,,~,, Maximum Bending Stress Ratio = 0.666 1 5.25x11.875 Section used for this span fb :Actual "' 1,931.19psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable = 2,900.00psi Load Combination +1.100+0.750Lr+0.750L +E+H Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection ~ 6.031ft = Span# 1 0.173 in Ratio= -0.057 ir. Ratio= 0.429 in Ratio= -0.152 ir. Ratio= Overall Max1mum 'Deflectioni • Uofactorecfil:;oadl, Load Combination D+L+Lr Span 1 2 Max. •-•Deli location in Span 0.4293 6.677 0.0000 6.677 Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 969 842 391 314 Load Combination D+L+Lr Vertical Reactions • Unfactored Support notation : Far left is #1 Load Combinatiot~ OVerall W.Ximum DOnly LOt~ly LrOnly l+Lr Support 1 5.423 3.304 0.617 1.501 2.119 Support2 6_580 3.839 0.623 2.119 2.741 Support3 Design OK = 0~382: 1 5.25x11.875 = 110.87psi = 290.00 psi +1.1 OD-1{).750Lr..0.750L +E+H = O.OOOft Span#1 Max.'+" Den Locat:on in Span 0.0000 0.000 ·0.1523 2.000 Values in KIPS Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515 -Fax Title: Job# Engineer: Project Desc.: Project Notes : Material Properties Calculations per NOS 2005,1BC 2009, CBC 2010, ASCE 7·05 Analysis Method : Allowable Stress Design Load Combir.ation 20091BC & ASCE 7-05 Fb. Tension 2,900.0 psi E: Modulus olf Elasticity Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Prll 2,900.0psi Eminbend-xx 1,016.54ksi Beam Bracing Fe-Perp 750.0 psi Fv 290.0psl Ft 2,025.0 psl : Beam is Fully Braced against lateral-torsion buckling Density 32.2.10pcf Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E 0(6.2) Lr(4.6) L(6.1) 0(1.6) Lr(1.4) L(0.6) 0(0.8) Lr{1) 7x14 7x14 Span '" 14.0 ft Span= 2.0ft ,').ppll~ l.:(!ad..,::\e: SeiVice 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 = 0.420, Lr = 0.170, L = 0.040 klft, Extent= 0.0 ->> 6.0ft, Tnbutary Wtdth = 1.0 fl Uniform Load: D = 0.20, Lr = 0.020, L = 0.040 1<Jft, Extent= 6.0 ->> 14.0 ft, Tributary Width= 1.0 ft Pointload: 0=1.60, Lr=1.40, L=0.60k(iil6.0fl Point Load: D = 6.20, Lr = 4.60, L = 6.10 k @2.0 ft load for Span Number 2 Uniform Lead: D = 0.20, lr = 0.020, L = O.IJ40 , Tributary Width = 1.011 Point Load : D = 0.80, U = 1.0 k (iil2.0 ft OEStGN.i$VMfMB'f "<' _ .. , Maximum Bending Stress Ratio 0.678 1 7x14 ·--- Section used for this span fb: Actual = 1 ,965.92psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable = 2,900.00psi Fv : Allowable Lead COmbination Load Combination Location of maximum on span Span #where maximum occurs + 1.10D-t{).750Lr-+{).750L +E+H 4.954ft Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = ()verall Maximum Deflections ~;tJnfactQred LQ.a~s Load Combination Span Max.·-· Defl D+L +Lr 1 0.4231! 2 0.0000 Vertical· Reactions • Unfactored Load Combination SUpport 1 Support2 Overall MAXimum DOnly LOnly LrOnly 19.963 8.673 5.846 5.444 9.068 4.798 1.494 2.ns Span# 1 0.222 in Ratio= 756 -0.079 in Ratio = 608 0.424 In Ratio= 396 -0.154 in Ratio= 310 Location in Span 6.354 6.354 Load Combination D+L+Lr Support notation : Far left is #1 Support3 = Design OK 0.914: 1 7x14 = 265.02psi = 290.00 psi +1.10D..0.750Lr-+D.750L+E+H O.OOOft Span# 1 MI~X. '+' Dei! O.OOOCI -0.1540 Values ln KIPS Location in Span 0.000 2.000 ,_~,, ....... ~-'''''''''•• ,,, Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Tille: Job# Engineer: Project Oesc.: Project Notes : Material Properties Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Fb-Tension 2,900.0 psi E: Modulus of Elasticity Fb-Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fe-Prll 2,900.0psi Eminbend-xx 1,016.54ksi Beam Bracing Fc-Perp 750.0psi Fv 290.0ps1 Ft 2,025.0 psi : Beam is Fully Braced against lateral-torsion buckling Density 32.210pcf Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Span= 16.0 ft Applied ~:loads, ,,_,~''"""''"~'~i~ loads entered. Load Factors wil!! be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.50, Lr = 0.60, L = 0.220 k/ft, Extent = 0.0 -» 2.0 ft, Tributary Width~ 1.0 ft Uniform Load: D = 0.280, l.r = 0.080, L = 0.280 k/ft, Extent"' 2.0 ->> 11i.O ft, Tributary Width=~ .0 ft Point Load : D = 3.40, Lr = 3.50, L = 3.40 k tiD. 2.0 ft. Point Load: D = 3.80, Lr = 3.90, L = 3.90 k tiD. 14.0 ft _ DESIGN,,SfiMMt\.B'(' ,_;,_ ""'-·"··-"'"'-"---····"·-'--·-· .Maximum Bending Stress Ratio Section used for this span fo: Actual = 0.702 1 7x14 2,036.31 psi Maximum Shear Stress Ratio Section used for this span 1\1: Actual FB : Allowable ;; 2,900.00psi Load Combinatlon +1.100...().750Lr+0.750L-+E+H Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 8.080ft Span# 1 0.426 in Ratio= 0.000 in Ratio= 0.693 in Ratio = 0.000 In Ratio = 0\rerali;MaxJmumDefleetions ;..un,.ctored· hoilds Load Combination Span Max. '-'Dell location in Span D~~r 1 0.6928 8.080 Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 450 0 <360 277 0 <240 Load Combination Vertieal Regctlpns • Unfactored Support notation : Far left is #1 Load Combination Support 1 OVerall MAXimum 17.033 DOnly 6.278 LOnly 5.590 Lr Only 5.165 L~r 10.755 D+lr 1t443 D+L 11.868 D+L +Lr 17.033 Support2 16.818 6.193 6.070 4.555 10.625 10.748 12.263 16.818 Design OK = 0.745: 1 7x14 = 215.92 psi = 290.00 psi +1 .10D+0.75Dlr+0.750L -+E+H 14.880ft "' Span#1 Max. '+" Defl Location In Span 0.0000 0.000 Val\llas in KIPS Palos Verdes Engineering Corpatlon 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax Project TiHe: Engineer: Project Oeser. ProiectiO: !'lir>ted: 12 AUG 2013, 7;Q1AM paul@pvec.com Etle = E:)JAH!l,~PC.ttew\2013\1~1!11JA3-o~GIIailyard.ec6 ENE:RCALC, INC .. 1983-20J3, 1!111!~;6:13~6;30, Ver;6: 13.6.30 Description : CODE REFERENCES Calculations per AISC 360-05 Load Combination Set : 2009 IBC & ASCE 7-05 Material· Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 20091BC & ASCE 7-05 0(0 Fy : Steel Yield : E: Modulus;. 50 .. 0 ksi 29,000 .. 0 ksf Applied Loads ~:rvice loads entered. Load Factors will be applied for calcu~atlons. Beam self wei!lht calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.50, Lr = 0.60, L = 0.220 kilt Extent= 0.0 -» 2.0 ft, Tributary Width= 1.0 ft Unifonn load : D = 0.280, Lr = 0.080, L"' 0.280 k/ft, Extent= 2.0 -» 24.0 ft, Tributary Widih = 1.0 ft Point load : D = 3.40, Lr = 3.50, L = 3.40 k ~ 2.0 ft Point Load : D = 3.80, Lr = 3.90, L = 3.91) k @l14.0 fl Point Load: D = 1.80, Lr:: 1.80, L = 1.81) k ~ 16.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.822: 1 Section used for this span W16x36 Ma : Applied 131.252 k-ft Mn I Omega: Allowable 159.681 k-ft Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega : Allowable Load Combination +1.10D+0.750Lr-f{l.750L-+E+H Location of maximum on span 14.040ft Span #where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L•Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection OVerall Maximum Deti.Eictions ~ Unfacto~loads 0.686 in Ratio= 0.000 in Ratio= 1.105 in Ratio"' 0.000 i!l Ratio = Load Combination Span Max. •.• Deft Location In Span D-+t.+Lr 1 1.1051 12.360 Maximum Deflections for Load Combina~lons -Unfactored Loads Load Combination Location of maximum on span Span #where maximum occurs 419 0 <360 261 0 <180 Load Combination Load Combination Span Max. Downward Defl Location in Span Span DO-1 LOnly 1 LrOnly 1 L-+t.r 1 D+Lr 1 D+L 1 D+L-+Lr 1 Vertical Reactions -Unfactored Load Combination Overall MAXimum OOnly LOnly LrOnly L+Lr D+Lr Support1 25.491 9.515 8.587 7.39t1 15.977 16.905 0.4180 0.3982 0.2889 0.6871 0.7069 0.8162 1.1051 Support2 19.395 7.511 7.113 4.770 11.883 12.281 12.240 12.360 12.360 12.360 12.360 12.360 12.360 Support notation : Far left is #1 ~-~--""- Design OK 0.239 : 1 W16x36 22.449 k 93.810 k +1.1 OD-t{G50Lr-t0.750L +E-+H 0.000 ft Span#1 Max. '+' Dell Location in Span 0.0000 0.000 Max. Upwartl Dell o.cooo 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Values in KIPS Location In Span 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 TiDe: Job# Engineer: Solana Beach, CA 92075 Project Desc.: (858) 509-8505-Ofc (858) 509-8515 -Fax Project Notes : MaterialProptn:tles. Calculations per AlSC 360-05, lBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Load Combination 2009 lBC & ASCE 7-05 W12X19 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi 0(2.3) Lr2.3) l(2.3} 0(7 .6) [ ~ Applied ~o~di' Service loads entered. Load Factors will be applied for calculations. Beam self weiRht calculated and added to loads Uniform Load: D = 0.020, L = 0.0530 klft, Tributary Width= 1.0 ft Point Load : D = 2.30, Lr = 2.30, L = 2.30 k ~ 7. 750 ft Point Load: D = 7.60, Lr= 4.80, L= 7.10 k ~ 9.50 ft . DESIGitSUM$RY'. ' Design OK Mmomum··sendin-g ·stress Ratto = "" ,:_0.741: 1 Section used for this span W12X19 Mu :Applied 45.662 k-ft Mn I Omega : Allowable 61.627 k-ft Load Combinatioo +1.10D...0.750Lr-t{I.750L+E+H Location of maximum on span 7.BOOft Span #where maximum oocurs Span# 1 Maximum shear Stress Ratio = Section used for this span Vu: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0.315:1 W12X19 18.042 k 57.340 k +1.100+0.750Lr-+O .750l +E-+H 12.000 ft Span# 1 Maximum Deflection Max Downward l +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Det1ection overall Maxlmum~J~tlactiooa ~,unta~ored J..ciads,. 0.193 In Ratio= 0.000 in Ratio= 0.226 In Ratio= 0.000 in Ratio = 745 0 <360 637 0 <240 Load Combination Span Max. •.• De~ Location in Span Load Combination Max. '+'Dell 1 0.0000 0.000 0.0000 Location in Span 0.000 ···M~IIrium.·D!llfle.;tlohsforLo,ad'Gombtn•!'\s···~)lnfi~dLo~ij'.'.,. _____ :-:---:-:----:-:~----=----:~---;;:----- Load Combir.atlon Span Max. Downward Den Loca!lon in Span Malt. Upward Dell LocaUon in Span D Only 1 0.1146 6.660 0.0000 0.000 l Only 1 0.1113 6.660 0.0000 0.000 Lr Only 1 0.0819 6.660 0.0000 0.000 L+lr 1 0.1932 6.660 0.0000 0.000 D+lr 1 0.1965 6.660 0.0000 0.000 D+l 1 0.2259 6.660 0.0000 0.000 D+l->Lr 1 0.3078 6.660 o.oooo o.coo Vertic.al· Read~ORI·• Unfactored Support notation : Far left is #1 Values ir. KIPS --~--~~----~----------------------------------Load Combination Support1 Supporl2 Overall MAXimum 7.058 20.446 COnly 2.632 7.736 LOnly 2.612 7.424 LrOnly 1.815 5.285 L+Lr 4.426 12.710 D+lr 4.446 13.021 0->1.. 5.243 15.160 D+L+lr 7.058 20.446 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 JOB SHEET NO 24-13-156 \'2.. OF ___ _ CALCULATED BY PSC DATE 5/l/13 CHECK BY ________ DATI ____ __ SCALE + 0 MEMBER REPORT Lave( Fbor. Joist 1 piece(s) 18" TJI® 560 @ 12" OC Overall Length: 25' 1" ru All locatiOns are measured from the outside face af left support {or left cantilever end}. All dlmensiOtls are norlz.ontal. • Deflection ol1l!rla: LL (l.J480) and Tl (l/240}. + 0 PASSED System : flgcr Member TYPe : Joist BuUding Use : Resldentlal Building Cod!! : ll!C DeSign Melhadclogy ; ASO • Bracing (Lu}• All compression edges (top and bottom) must be braced at 5' 5 3/16" ofc unless detillled olllerwlse. Proper atlachment and positioning of latenl'l bll!dng iS required ID ad'lleve member slllblllty. • A WUclllral analysts of the deck has not been perfonnecl. • Deftedlon analysis 1s based on composite acUon with a single layer of '23/32" Weyerl'laeuser Edge"' Panel (24" Span Rating) lhat Is glued and nailed dDWil. • Acldlticmal CD11!1ideradons for the TJ-Pm'" Rating lncluck'~ None Input design loads, dimensions and support lnFormatlon have been provided Forte Scftware Opera!cl' ~F~--·~S_oHw ___ a_~_Op~er_a_~_• __ ~----------+-J_o_b_~_~ ______________________________ _j P:rul Ct\ristenscn Pales Verdes Engineering (858) 509-8505 paul@pwc.com 511712013 1:50:15 PM Fort-av4.1, Design Engine: V5.7.0.245 Rai/yard.4te Page 1 of 1 ~FORTE' MEMBER REPORT Leva/, Fbor: Joist 1 plece(s) 18" TJI® 360@ 12" oc + 0 l1l Overall Length: 25' 1" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. • oefledion c~terl!l: I.L (L/480) and TL (l/2.40). ' Bnlclng; (Lil): All compresS'IIll'l edges {IDP and bot!Dm} must be breced at 4' 1/8" 0/c unless dellliled o-therwise. Proper atmchment and positioning of lateral bracing Is required to achieve memllEf stilblllty. • A~ ~s of the de!:k has not been perlimned. • · Dellecllon anal'/5is Is ba!llld on C11mposile action wllh a single layer of 23/32" Weyerhae~ser Edge'M Panel (24" Span Rating) that Is glued and nailed down. '· Addltlcnalmnslderetions for !he TJ-1>ro•• Rilling Include: None + 0 PASSED J'Z.A-1 Syslem : Aoor Member Type: Joist Building Use: Residenaol s~lldlng; Code : me DesiGn Metl'lcdc!ogy : ASD ~BIIIIIIIIIIIIIIII!IIIIw~ii ~sJ5T!IINA!IlffORESTRYINITlATive Weyerilaeuser warrants that the slllng of 115 products will be In accordance with Weyerhaeuser product design oll2da ll!1d published design values. Weyerl'llll!tlser ~ly disclaims any other waiTilnt!es relatEd to the software. Refer to current Wl!)ll!rhBeUser llterab.Jre fer lnslllllation details. (www.waodbywy.com} Aece650rl"" (Rim Board, Bloddng Panels and SQuash Bloclcs} are not deslaned by this SOftware. Use of thl5 sottware Is not Intended tD tin:umY<!IIt the need lbr a clesl!ln pmfesslonal as dell!rmlned by Ule autllorlcy havlnijjurlsdiCiton. 1he designer Of remrd, builder or !tamer 1s responslble tx> assure lllllt tills cakuletion Is mmpatlble With the overall project. products manufactured at Weyerhaeuser fKilllles are third-party Cl!l1lfted to sustainable f'Oreslry mndords. ,--------------------------~----------------------~-----------. Fort& Software Operatx>r Paul Christenson Palos Verdes Engineering (858) 509-8505 paul@pvec.com .,lob Notes 5/17/2013 1:54:40 PM Fortev4.1, Design Engine: V5.7.0.245 Rai/yard.4te Pageiof1 IJ MEMBER REPORT Level, Fbor: Joist 1 piece(s) 18" TJI® 560 @ 16" OC + 0 ill Overall Length: 25' 1" All locations are measured from the outside fate of left support (or left cantilever end). All dimensions are horizontal. • Dellecllon criteria: Ll (1.1<180) and TL (L/240). • Bnlelog (I.J.J): .1.\1 compresSion edges (lop and bottxlm) JTIUst be bnK:ed at 7' 10 3/16' ate unlesS detailed otherwise. Proper atlachment and positioning Df lateral bnlclng is required ID achieve mlll!1ber stability. • A 5lnlctUral analysis af the deC1< has not been perfonned. • Deflection 'nalysisls based on composll!e act!on with a single i;lyer of 23/32" Weyerltaeuser Edge'" Panel (24" Span Rating) tlvlt Is glued and nailed down. • Additional considerations for the TJ-Pro"' RaUng lndude: None + 0 PASSED 5\ISII!m: Fklor Member Type: Joist Building Use : Residential Blllldlng Code : JBC Design Melhodology : ASD """"'"'-"-''-""""'-4Z!!J""'-""""''""'' *SUSTAINABlE FORESTRY INmATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerlt-r product design criteria and published design valUes. Weyerhaeuser expressly disclaims any otl1er wanan~es rela~ ID the software. Refer In turrent Weyerhaeusllr literab.lre for lnstallallon details. (www.woodbywy.com) Acces5011es (Rim Board, Blocldng Panels and Squash Blocks) are not deSigned by this soflware. Use oflhls software Is not IntEnded ID d~ tile need fur a design professlolllll as determined bV the authority having jurtsdl~on. The designer of record, builder or frilmer Is responsible ID ~ss""' that this calcula!:totl Is rompaHble with the DVI!I'all prQiect, Products manLifacturecl at Weyerhaeuser facl!ilies are third-party certlfled to 5U5Iillllilble toreslly standards. I Forte Software Operator Paul Christenson Palos Verdes Engioe<>rlng (858) 509-13505 paui@pvec.com dimensions and support Information have been provided Job Notes 5117/2013 1:57:22 PM FortEiv4.1, Design Engine: V5.7.0.245 Rai/yard.4te P~;~ge 1 of 1 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Title: Job# Engineer: Solana Beach, CA 92075 Project Desc.: (858) 509-8505 -Ofc (858) 509-8515-Fax. Project Notes : Description : M.,t!IIJ:Ir~~~· Calculations per AISC 360.0S,IBC 2009, CBC 2010, ASCE 7.05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 50.0 k.si Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksl Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 WBXS7 Applledilii.Oadi' Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.6360, Lr = 0.240, L = 0.240 kJft, Tributary Width= 1.0 ft Point Load : D ;:: 5.0, L = 8.80 k 0l 4.60 ft Point Load : D = 2.90, L = 5.20 k ~ 7.10 ft Design OK QE$!liN$~M-Y~~. ·, ""'' : s~r Maximum Bending Stress Ratio = 0.652:1 W8X67 rviwdmum silear stress RatiO = Section used for this span Vu: Applied Vn/Omega : Allowable -· ... -·· ... -. •i234: 1" .. ~-: Section used for this span Mu: Apptied Mn I Omega : Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward l +Lr+S Deflection Max Upward L ... lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 1 14.057 k-ft 174.900k-ft +D+L+H ?.123ft Span#1 0.538 in Ratio = 0.000 in Ratio = 0.891 in Ratio= 0.000 in Ratio= OveraiiMaximum,Deftections • UJtfactQ!'Id I;.;Oadir Load Combination Location of maximum on span Span #where maximum occurs 429 0 <360 259 0 <180 W8X67 24.046 k 102.60 k -+0..-L-tH 0.000 ft Span# 1 Load Combination Span Max. •.' Deft Location in Span Load Combination Max. "+' Dell Location In Span 1 0.0000 0.000 (}.0000 0.000 MaximuiJ)'BefliKrtlona·for;L'Oad·.eomblnatiQi\&c"~4.~c:tQf'.d::~9~4 •··· ·-------------....,......,----- :.cad Combination Span Max. Downward Dell LocaUon in Span Max. UpwaRI Dell Location in Span D Only 1 0.4472 9240 0.0001) 0.000 L Only 1 0.4442 8.951 0.0000 0.000 Lr Only 1 1).0948 9.721 0.0000 0.000 L -+L.r 1 1).5384 9.048 0.0000 0.000 D+Lr 1 0.5418 9.336 o.oooo 0.000 O+L 1 0.8911 9.()48 0.0000 0. 000 D+L-+t.r 1 0.9855 9.144 o.oooo o.ooo Verticil RUctions • Uhfactored Support notation : Far left is #1 Values lrn KIPS Load Combination Support 1 Support 2 •av=era::;;II"MAXlm=::::u=m=-------,2""6'"".3"'56.--....,1"'7.;;;027w------------···-··--·-·-~····-··~~-··· 0 Onty '11.757 8.386 L Only 12.289 6.331 Lr Only 2.310 2.310 L -ti.r 14.599 8.641 D+Lr 14.067 10.696 0-+l. 24.046 14.717 D+L+Lr 25.358 17.027 Palos Verdes Engineering Corpation 663 Vafley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-S515 ·Fax au I Description: Tltie: Job# Engineer: Project Desc.: Project Notes : Material Properties Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 20091BC & ASCE 7-05 Fb-Tension 2900 psi E: Modulus of Elasticity Fb-Compr 2900 psi Ebend-xx 2000ksi Fe-P~l 2900 psi Eminbend • xx 1 016.535 ksi Beam Bracing Fc-Perp 750psi Fv 290psl Ft 2025psi : Beam is Fully Braced against lateral-torsion buckling Density 32.21pcf Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E E(13.8) E(13.8) 7x11.875 Span= 14.250 ft AppUedtLoadt Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.5260, Lr = 0.060, L = 0.320 , Tributary Width = 1.0 ft Point Load: E = 13.80 ktffl3.250 ft Point Load : E = 13.80 k @11.50 ft ~~N SUMirfAB't: ·Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable = 0.9981 7x11.875 = 4,628.52psi = 4,640.00psi ·-· Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable load Combination +1.1 oo .. 0.750Lr-1{).750L +E+H Load Combinalion Location of maximum on span Span #where maximum occurs = 6.555fl Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Load Comblnalior! Span 0-tl+E 1 Verticai'Reactlons,• ,Unf;ctored Load Combination Support 1 Overall MAXimum 19.344 D Only 3.748 L Only 2.280 Lr Only 0.428 L+Lr 2.708 E Only 13.316 D-tlr 4.175 D-tl 6.028 D-!1. +Lr 6.455 0-+£ 17.064 0-tl+E 19.344 "' Span#1 Max."-' Deft 1.2858 0.182 in Ratio = 0. 000 in Ratio = 1.286 in Ratio = 0.000 in Ratio = Location in Span 7.125 940 0 <360 132 0 <120 load Combination Support notation : Far left is #1 Support2 20.312 3.748 2.280 0.428 2.708 14.284 4.175 6.026 6.455 18.032 20.312 = Design OK 0.764: 1 7x11.875 354.36psi = 464.00psi +1.100,~.750Lr+0.750L+E-+H = 13.324ft MaK. "+' Dell 0.0000 Value!! in KIPS Span#1 Location in Span 0.000 l • JOB 2-'i ·13 .. 136 Palos Verdes Engineering Corporation Consu tmg sHEET NO _._,13o£__ __ oF __ _ Structural Engineers CALCULATED sv ___ DATE. __ 663 Valley Avenue., Suite 101 • Solana Beach, CA 92075 Telephone (858) 509-8505 • Fax (858) 509-8515 . ~ ~ l't LF6 -t,) -FL~ CM.e ~l ~-~\) Wt0-14\DO i.J:i ~ iJJ n 4\ 1-P~. 11A - CHECKED BY ____ DATE. __ SCALE·--------~ if--! f,';-F t: I t ~? t p = 11aJ•·n~ ~ ~ao t.'c.Y 'U-'J w, ;: LSi"~' \\.fl..tb} .. Li'li<]I.T)~ M'<bt'F IJ1:=· osf.lt~ n\ ... u...m~t sr~ 1. i\'" L"ltX F p, ~ i 0' ., r 1.. = , ~ (i~.-·,'( tt.' LJ1 .: L~)·\.(~·h(l'l.t.<}p 12.\6YF I t~' !f, "1: ....JL.. ~~· HJ'I' L •·• ~ ij ~; l'lc; !A;>' '2.\ .\ lvi;t<1J. Ll.\~US' ... u.~C3'f~2.)=71"l tt=- l.l1: t~S.Y\<tl~)='iJf~ p, ~ 2'C.'f~ LFt>-f\\ f L::: c:n 16-·l .1P 'l.b 'l.Cf.t.t' ~ P·l'-p,, pI c.., r a rc.,.. t-:3. r~k ,-}~·t. l~-~a~ ~'{ IV It 4~ L~"''"J .. (If .. , \·l3~.etZ2.V'lll ~< lh.1-L\E. ,£.1) &)' tt~rPF- ?r"" l.l 'l ·, f1. ~ lJ •c£,f4) ,t JL L .... ~u·_ 71:-~· J '\.7t' J k ~~ 'l.~,. ;'1-~ 1.\ <t 1,\.l.IJ ~ ~ c.sr.u., l·llw..l\-~t~1 ~rr 'lti:; v- uv f))-,, f1 :o l6;.t) f-z.,.\6;704 1 1\: ltJ'-"\!Lfb\ Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Project Title: Engineer: ProJect Oeser: Project ID: 1~j paul@pvec.corn SteelJ:lAam Prillled: 17 SEP 2013, 7:45AM FIJ~., ENAH:-7:=R0""9--c-:1<.\P=c.--:cNew\2:-;-;;::-:01-=3\1NNOA3-2\Calc\rallyan:J.ec6 j:NER(?ALC,JNC.1983-2013, Build:!t13.8.31, Ver.6.13.a31 Description : (FB-19) Flr Bm @ Unit 1 -Game CODE REFERENCES Calculations per AISC 360-05 Load Combination Set : 2009 IBC & ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Load Combination 2009 JBC & ASCE 7-05 ) E(13.B) . . -. Fy : Steel Yield : E: Modulus: 50 .. 0 ksi 29,000 .. 0 ksi 0(0.636) Lr(0.18) L(0.4) + Applied Loads Service loads entered. Load Factors will b•3 applied for calculations. Beam seH weight calculated and added to loads Load for Span Number 1 '"""'•••••••w••••••~" Uniform Load: D = 0.4880, L= 0.950 kfft, Extent= 0.0 -» 7.250ft, Tributary Width= 1.0ft Uniform Load: D = 0.7840, L = 1.620 klft, Extern= 7.250 -» 13.0 ft, Tributary Width= 1.0 ft Uniform Load: D = 0.6360, lr = 0.180, L = 0.40 kfft, Extent" 13.0 ->> 24.50ft, Tributary Width= 1.0ft Point Load: D = 2.90, L = 5.10 k ~ 7.250 ft Pointload: 0=2.40, L=6.10, E,13.80k@.13.0ft DE,SIGN SUMMARY Maximum Bending Stress Ratio = 0.839: 1 Section used for this span W10x100 Ma : Applied 272.258 k-ft Mn I Omega: Allowable 324.351 k-ft Maximum Shear Stress Ratio == Section used for this span Va :Applied Vn/Omega : Allowable Load Combination +1.10D-t{).750Lr-1().750l+E+H Locatio" of maximum on span 12.985ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr-~'S Deflection Max Downward Total Deflection Max Upward Total Deflection OVerall Maximum Deflections • Unfactored Loads Load Combination Span Max.·-· Defl D-fl+E 1 1.6074 0. 758 i11 Ratio = 0.000 in Ratio = 1.607 in Ratio = 0.000 in Ratio= Location in Span 12.128 Maximum Daflectlons for Load Combinations • Unfactored Loads Load Combination Location of maximLJm on span Span #where maximum occurs 387 0 <360 183 0 <160 Load Combination Load Combination Span Max.. Downward Defl Localion in Span Span DOnly 1 0.4809 12.250 LOnly 1 0.7221 11.883 LrOnly 1 0.0370 13.353 L-+Lr 1 0.7586 12.005 E Only 1 0.4053 12.495 D+Lr 1 0.5175 12.250 D-fl 1 1.2029 12.005 D-fl-flr 1 1.2394 12.128 D4E 1 0.8860 12.373 D+L+E 1 1.6074 12.128 D+lr+E 1 0.9227 12.373 Vertical Reactions -Unfactored Support notation : Far left Is #1 load Combination SUpport1 Support2 Overall MAXimum 37.115 31.799 OOnly 11.770 11.342 Design OK 0.225: 1 W10x100 33.940 k 150.960 k -~'1.10D-t0.750lr-+{).750L +E+H 0.000 ft Span# 1 Max. "+"Defl LocaUon in Span 0.()000 0.000 Max. Upwar.l Defl Locallon In Span 0.00010 0.000 C.OOOIO 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.00{10 0.000 0.00()0 0.000 O.OC!JO 0.000 0.001)0 0.000 0.001)0 0.000 Values ill KIPS Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Title: Job# Engineer: Solana Beach, CA 92075 Project Desc.: (858) 509-8505 -Ofc {858) 509-8515-Fax Project Notes : ~riai;Propertl~ Calculations per AISC 360-05, IBC 2009, CBC 201 D, ASCE 7-05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 50.0 ksl Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 20091BC & ASCE 7-05 ApplledJ,.oadif Service loads entered. Load Factors willlbe applied for calculatio~~~-:-~ Beam seH weiRht calculated and added to loads Load for Span Number 1 Uniform Load : 0 = 0.4510, Lr = 0.040, L = 0.2480 k/ft, Extent= 0.0 -» 11.750 ft. Triblltary Width= 1.0 ft Unifonn Load: 0 = 0.1390, L = 0.2360 klft. Extent= 11.750 -» 20.0 ft, Tributary Width= 1.C ft Point Load: E = 9.0 k ~ 4.0ft Point Load: D= 11.20, Lr = 1.60, L::: 12.10 k @..11.750 ft De$1GN $Uft1/4AR:Y .·.. .~ .......... · . .,_ Maximum Bending Stress Ratio ;;: 0.726: 1 Section used for this span W1 OX68 Mu :Applied 154.592 k-ft Mn I Omega: Allowable 212.824 k-ft Load Combination +1.10D-1{).750Lr~.750L+E+H Location of maximum on span 11. 700ft · ·· M8ximum Shear Stress Ratio = Section used for this span Vu: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span# where maximum occurs '6.243-:·1 W1DX68 23.740 k 97.760 k +1.10D-+<0.750Lr+0.750L-tf+H 0.000 f! Span #where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection OVe(IU.Mll(lml.i;rt·Dettactl.ons: .. U~lQ.ored.;J.O•b• ·· 0.419 in Ratio= 0.000 in Ratio= 0.903 in Ratio = 0.000 in Ratio= 572 0 <360 265 0 <240 Load Combillation Span Malt '-'Deft Location In Span Load Combination 1 0.0000 0.000 Span# 1 Max. '·••Defl Location in Span 0.0000 0.000 MBJimum:DefleC:tionsfor l:oad¢9mbinati§ns ~,~Jlf;jetored:ha&'~ · ,; · ·---------=-=---,------- Load Combination Span Max. Downward Dell Location In Span Max. Upward Defl Location in Span D Only 1 0.4014 10.300 0.0000 0.000 L Only 1 0.3721 10.500 0.0000 0.000 Lr Only 1 0.0470 10.400 0.0000 0.000 L +Lr 1 0.4191 10.500 0.0000 0.000 E Only 1 0.1327 8. 700 0.0000 0.000 D+Lr 1 0.4485 10.300 0.0000 0.000 D-tl 1 0.7735 10.400 0.0000 0.000 D+L -tlr 1 0.8206 10.400 0.0000 0.000 D+E 1 0.5312 10.000 0.0000 0.000 0-tl+E 1 0.9027 10.200 0.0030 0.000 0-tlr+E 1 0.5782 10.000 0.0000 0.000 Verticai.R•.ctlons ·;Uofaetored·· Load Combination Support 1 Overall MAXImum 23.931 DOnly 9.280 LOnty 7.451 Lr Only 0.992 L-tlr 8.443 EOnly 7.200 D4..r 10.272 Support2 21.038 9.72.8 9.510 1.078 10.588 1.800 10.806 Support notation : Far left is #1 Vaiues in KIPS Palos Verdes Engineering Corpation 663 Valley Avenue, Sle. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Description : (FB-21) Hdr Bm @ Un 1 (deck) Title: Engineer: Project Desc.: Job# \3c... Project Notes : Material Properties Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combinatlon 2009 IBC & ASCE 7-05 Fb-Tension 2900 psi E: Modulus of Elasticity Fb -Compr 2900 psi Ebend-xx 2000 ksi Fc-Prll 2900psi Eminbend-xx 1016.535ksi Beam Bracing Fe-Perp 750 psi Fv 290psi Ft 2025psi : Beam is Fully Braced ag1ainst lateral-torsion buckling Density 32.21 pcf Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Span= 18.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Unlfcnn Load : D = 0.421 0, Lr ::; 0.2440, L = 0.2560 klft, Extent= 0.0 ->> 4.50 ft, Tributary Width = 1.0 ft Unifonn Load: D = 0.4210, Lr = 0.2440, l = 0.2560 klfl, Extent= 13.50-» 18.0 ft, Tributary Width= 1.0ft Unifonn Load: D = 0.1790, L = 0.2560 klft, Extent =4.50 -» 13.50ft, Tributary Width= 1.0 fl Pointload: D=1.0, i.r:o1.10, E"'2.10k{lil4.50ft Point Load: D = 1.0, Lr = 1.10 k@ 13.50 fl _ Q~~'G.iJ,~SfiiM#R¥ '~< v ,,, • , Maximum Bending Stress Ratio Section used for this span fb :Actual = 0.6331 7X14 "'" 1 ,836.54psi Maximum Shear Stress Ratio Section used for lh is span fv: Actual FB : Allowable = 2,900.00psf Load Combination + 1. 100..0. 750Lr-1{).750L +E+H Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection ::: ?.740ft = Span# 1 0.343 in Ratio = 0.000 in Ratio= 0.635 In Ratio = 0.000 in Ratio= ---- OVerall MSJimurn;-D8(1e_ctioni;~'Unfacto.~d··4Pid•~:' · ···· Load CombinaUon Span Max.·-· Defl Location in Span 0-+l-tl.r 1 0.6347 9.090 Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 630 0<360 340 0<240 Load Combination . Vertlcal~eactions •. unfactrired Support notation : Far left Is #1 load Comblru.rtion Support 1 Support 2 -co"'vec:cra::::ol'"l MA.......,Xi~m:-:::um=-------.:,;8"".39""9~----'-.i-8."'399...-------------· ···········~·· · D Only 3.897 3.897 L Only 2.304 2.304 Lr Only 2.198 2.198 L+lr 4.502 4.502 E Only 1.575 0.525 D+l..r 6.095 8.095 Design OK 0.438: 1 7x14 " 127.15psi ::; 290.00psi +1.100-tl).750Lr+0.750L-tE-+H = O.OOOft = Span#1 Max. '+' Dell Lo::alion in Span 0.0000 0.000 Values in KIPS Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc {858) 509-8515 -Fax CODE REFERENCES Calculations per AISC 360-05 Load Combination Set : 2009 !BC & ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Project Title: En~ineer: ProJect Oeser. Fy : Steel Yield : E: Modulus: Project ID: 50 .. 0 ksi 29,000 .. 0 ksi Applied Loads Service loads entered. Load Factors wlll b~a applied for calculations Beam self weiQht calcu!ated and added to load!; Load for Span Number 1 """~'''''~-~""''"''"-~"~ Uniform Load: 0"" 0.540, Lr = 0.060, L == 0.4440 klft, EKtent = 0.0 ->> 16.250 ft, Tributary Width= 1.0 It Uniform Load: 0 = 0.0150, L = 0.040 k/ft, Extent== 16.250 -» 23.60 ft, Tributary Width = 1.0 ft Point Load : E = 10.50 k (ill. 2.50 ft Point Load: D = 3. 10, L == 5.50 k@! 11.50 ft Point Load: D = 5.70, L = 10.0 k@! 16.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio == Section used for this span Ma: Applied Mn J Omega : Allowable Load Combination Location of mBKimum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.848: 1 W18x40 165.961 k-ft 195.609 k-ft Maximum Shear Stress Ratio • Section used for this span Va :Applied Vn/Omega : Allowable ~+L+H 11.564ft SpaR# 1 0.526 ir1 Ratio = 0.000 in Ratio= 0.988 in Ratio= 0.000 in Ratio = Load Combination Lccation of maximum on span Span tf. where maximum occurs 538 0 <360 287 0 <240 Overall Maximum DefleCtions • Unfactored Loads Load Combination Span Max. ·-· Defl Lo~:ation in Span Load Combination D+L +E 1 0.9883 11.918 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Malt. Downward Dell Location In Span Span COnly 1 0.3925 12.036 LOnly 1 0.5077 1.2.154 LrOnly 1 0.0186 11.446 L+Lr 1 0.5263 12.154 E Only 1 0.0908 10.148 D+Lr 1 0.4111 12.036 D+L 1 0.9002 12.154 M-tlr 1 0.9187 12,154 DotE 1 0.4811 11.682 D+L+E 1 0.9883 11.916 D+Lr+E 1 0.4998 11.682 Vertical Reactions • Unfactored Support notation : Far left is #1 Load Combination Support 1 Support2 Overall MAXimum 29.709 22434 DOnly 9.610 9.023 Design OK 0.252:1 W18x40 28.471 k 112.770 k +1.1 OD+0.750Lr-t{J.750L -+E+H 0.000 ft Span# 1 Max. "+' Dell Location ln Span 0.0000 0.000 Max. Upward Deft 0.00010 0.00010 0.0001{) 0.0000 0.00010 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Values in KillS Location in Span 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Palos Verdes Engineering Corporation Consulting JOB, __ _.7,.e:Lt!.:.·gU.:..!·I"':=:"------- sHEET NO J'1 OF ___ _ Structural Engineers CALCULATED BY r: DATE. __ 663 Valley Avenue., Suite 1011 • Solana Beach, CA 92075 Telephone (858) 509-8505 • F'ax (858) 509-8515 LJSL \l\/)~i<S3 -~ t'aYi6 tA.u: Wi s~ ~"') - b.5'l. k)l1 '"4'0 (fp., )\\o) c;:;;;o CHECKED BY ___ ---'DATE. __ SCALE·-----~---- c... I~ 'Jr., l8,21(\.a2."i" ~ 'lJUF "1."' 'lrif l f ~ '21'1" LITI( 14) r~ r, f" Yi' f6 l f• fait J ~· W'( R~q; .. ;" 01..1-ttrt)) fz;r: &&1.( p~ ~t7~\ c. 'it" I'-'), ?il:o li't" fs-~ so.2't" f, ... t.f{)'< "\'\. k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.CQJTI i·steet··eea.m,:: 1 ,,, ' ' ,'0-~t-'>' '~"'·'·'· .·, "'" Description : CODE REFERENCES Calculations per AISC 360-05 Load Combination Set: 2009 IBC & ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Project Title: En~ineer: ProJect Oeser: D(a.B), L(\jl0.015) L(0.04) v Fy : Steel Yield ; E: Modulus: 50.0 ksi 29,000.0 ksi APplied Loai:IIS Service loads entered. Load Factors will be applied for calculation~ ..... Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L"' 0.040 k!ft, Tributary Width = 1.0 fl Pointload: 0=6.80, L=12.0k@l9.750ft DESIGN SUMMARY Maximum Bending Stress Ratio = Sectlon used for this span Ma:Applled Mn I Omega : Allowable Load Combination 0.862: 1 W16x31 116.180k-ft 134.731 k-ft +D-+l+H 9.800ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega : Allowable Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward l +lr+S Deflection Max Upward l+Lr+S Deflection Max Downward Total Deflectlon Max Upward Total Deflection Overall Maximum Deflections. Unfadomi'Loa9 0.587 In Ratio= 0.000 Jr. Ratio= 0.937 in Ratio= 0.000 in Ratio= Load Combination Span Max. •-• Dell location in Span D+l 1 0.9374 11.638 Maximum Deflectionsfor Load.C0111binatlons ·• Urifactored:l:;oad$ Load Combination Location of maximum on span Span# where maximum occurs 500 0 <360 314 0 <240 Load Combination load Combination Span Max. Downward Deft Location in Span Span DO~ 1 LOnly 1 D-+l 1 Vertl~al Real:tions • Unfactored Load Combination Overall MAXimum DOnly L Or.ly D+l Support 1 12.373 4.658 U14 12.373 0.3503 0.5672 0.9374 Support2 6.536 3.271 5.266 8.536 11.638 11.638 11.638 Support notat1on : Far left is #1 Design OK 0.141:1 W16x31 12.373 k 87.450 k +D+l+H 0.000 it Span# 1 Max. "1"' Defl Location in Span 0.0000 0.000 Max. Upward Dell 0.0000 0.0000 0.0000 Vaiues in KIPS Location in Span 0.000 0.000 0.000 Palos Verdes Engineering Corpaticn 663 Valley Avenue, Ste.101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515 -Fax Project Title: EnQineer: Project Oeser: PrlntB<t.12AUG2P13, 7:19AM paul@pvec.com File= E:\IAHR09-K\P~13\1NNI)A.3--Ualc\ral1y~.ec6 EtiERCAI.QJNC 1$113-2013, 13uild:6.1a6.30, Ver.6.13.6.30 . • • • e -I Description : CODE REFERENCES Calculations per AlSC 360-05 Load Combination Set: 20091BC & ASCE 7-05 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Fy : Steel Yield : E: Modulus: 50 .. 0 ksi 29,000 .. 0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self welqllt calculated and added to loads Load for Span Number 1 Uniform Load: D"' 0.2720, L = 0.3840 1</tt, Extent= 0.0 --» 7.50 ft. Tributary Width= 1.0 ft Uniform Load : D " 0.0650, l = 0.040 kfft, Extent= 7.50 --» 24.50 ft, Tributary Width = 1.0 ft Point lead : D = 0.90, l = 1.60, E = 7.0 k @>. 7.50 ft Point lead: D = 6.20, L = 10.80 k @i 13.50 ft DESIGN SUMMARY Maxtmum.Bendlng Stress Ratio·::: 0.831: 1 Section used for this span W18x35 Ma: Applied 137.834 k-ft Mn I Omega: Allowable 165.918 k-ft Maximum Shear Stress Ratio = Section used for this span Va :Applied Vn/Omega : Allowable Load Combination +1.100-t0.750Lr-+{).750L +E+H Location of maximum on span 13.475ft Span #where maximum occurs Span # 1 Maximum Deflection Max: Downward L +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections • Unfactored Loads 0.492 in Ratio= 0.000 in Ratio = 1.021 in Ratio= 0.000 in Ratio= Load Combination Span Max.. • -' Dell Loca1ion in Span D+L+E 1 1.0213 12.128 Maximum Deflections for Load Combinations ~ Untactored Loads Load Combination Location of maximum on span Span #where maximum occurs 597 0 <360 288 0 <240 Load Combination Loar:l Combination Span Max. Downward Defl Location in Span Span D Only 1 L Only 1 EO~ 1 D+l 1 D+E 1 D+L-tE 1 Vertical Reactions • Unfactored Load Combination OveraU MAXimum OOnly LOnty EOrlly D+L O+E D+L+E Support 1 19.440 5.949 8.634 4.857 14.583 10.806 19.440 0.3258 0.4923 0.2056 0.8181 0.5296 1.0213 SUpport2 14.624 5.155 7.326 2.143 12.481 7.298 14.624 12.373 12.373 11.148 12.373 11.883 12.128 Support notation : Far left is #1 Design OK 0.168 ; 1 W18x35 17.877 k 106.20 k +1.10D-+0.750lr-t0.750L+E+H 0.000 ft Span#i Max. "+" Defi Location in Span 0.0000 0.000 Max. Upward Den 0.0001) 0.0001) O.ODOIJ 0.00010 0.00010 0.00010 Values In KIPS Location in Span 0.000 0.000 0.000 0.000 0.000 0.000 0 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858} 509.{1505 -Ofc (858) 509.{1515-Fax Project Title: EnQineer: ProJect Oeser: Pnlllell: 12AUG 2013, 7:16AM ~@pvec.com i Stee.l Beam File"' t\l~KIPC:New\2013\1NNOA3--nCalc'lallyard.ec6 ·· ENESCALGiiNC.191i}20~3.13uildl6.13.6.31l. ver.6.13.6.30 ••• . . . •• Description: (FB-25) Fir Bm @ Garage CODE REFERENCES Calculations per AISC 360-05 Load Combination Set : 2009 IBC & ASCE 7-05 Material Properties·· Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 20091BC&ASCE 7-05 Fy : Steel Yield : E: Modu~us 50.0 ksl 29,000.0 ksi Applied Loads Service loads entered. Load Factors wlll be applied for calculations. • uum~·--·"•""'-"'"'=""~ Beam self weiJJht calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.2320, L = 0.040 klft. Extent= 0.0 ->> 3.750ft, Tributary Width= 1.0 fl. Uniform Load : 0 = O.D150, L = 0.040 klft, Extent= 3.750 -» 24.50 ft, Tributary Width = 1.0 ft Point Load: D = 8.50, L = 14.90, E = 19.0 k @13.750 ft DI:SIGN SUMMARY Maximum Bending Stress Ratio = 0.964: 1 Section used for this span W16x31 Ma: Applied 129.835k-ft Mn /Omega: Allowable 134.731 k-ft Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination +1.10D+0.750Lr+0.750L+E+H Location of maximum on span 3.798ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections • Unfactored Loads 0.363 in Ratio= 0.000 in Ratio = 1.021 in Ratio = 0.000 in Ratio= Load Combination Span Max. • -' Defl Location in Span D+L-+E 1 1.0213 10.658 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Location of maximum on span Span #where maximum occurs 810 0 <360 288 0 <240 Load Combination Load Combination Span Max. Downward Deft Location in Span Span D Only 1 L Only 1 E Only 1 D+L 1 D~ 1 D+L~ 1 Vertical Reactions • Unfactored 0.2334 0.3628 0.4252 0.5962 0.6585 1.02.13 10.903 10.780 10.535 10.780 10.658 10.658 Support notation : Far left is #1 Design OK 0.404: 1 W16x31 35.290 k 87.450 k +1.10D+0.750Lr+0.750L+E+H 0.000 ft Span# 1 Max. ''+' Deft Location ill Span MOOD 0.000 Max. Upward Deli 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Values in KIPS Location in Span 0.000 0.000 0.000 0.000 D. GOO 0.000 ------------~-~--··---load Combination Support 1 Support 2 Overall MAXimum ~"3""7.--71"'6c----.,.-7.6""'0'""7 __ _ D Only 8.515 1.928 L Only 13.109 2.771 E Only 16.092 2.908 D+l 21.624 4.698 D~ 24.607 4.836 D+l-t£ 37.716 7 .6fJT Palos Verdes Engineering Corpation 663 Valley Avenue, S!e. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax Project Title: Engineer: Project Oeser. ?reject 10: ,...1 P:.::au~l@o:::o"~pv,.,e7:~·co=m,___ __ ~--~~-"-"""''"'~-,.,,",·-"""'" i Ste,t§t~pl ·• IHHM~ffi.Zit.U@IK ----=:-~:-:-==-:-:-=-=-:-:--:-=~":':!'rimed~: BAUG 2<1!3, 8:40AM Fila" E:IJAHR09-K\PC-Naw\2C13\1NNOA3-~1Jallyard.ec6 - ENERC/Il.C, INC. 19ll3-2013, Build:S. 13.6.30, Ver.6.1l6.30 Description : (FB-26a) Fir Bm@ Garage COCiE REFERENCES Calculations per AISC 361)..05, IBC 2009, CBC 2010, ASCE 7-05 Load Combination Set : 2009 IBC & ASCE 7-05 Material Pi"Qperties · ,. Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7-05 Fy : Steel Yield : E: Modulus; • • • 50.0 ksi 29,000.0 ksi Applied Load• Service loads entered. Load Factors will be applied fo~ calculations. __ -~----~ Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.8680, L = 1.319 kllft, Extent= 0.0 -» 16.30 ft, Tributary Width= 1.0 ft Uniform Load: D = 0.6160, L = 0.8790 kfft, Extent= 16.30 -» 18.60 ft, Tributary Width= 1.0ft Point Load : D: 15.80, L = 27.60, E"' '16.10 k@ 16.30 ft Load for Soan Number 2 Unifonn Load: D = 0.6160, L = 0.8790 klft, Extent= 0.0 -» 16.0 fl. Tributary Width= 1.0 ft Uniform Load: D = 1.046, L = 1.630 kfft, Extent= 16.0 -» 17.0 ft, Tributary Width= tOft Point Load : D = 3.20, L = 5.60 k @112.450 ft Point Load: D = 10.10, L= 17.80, E = 9.80 k@ 15.950 ft Load for Span Number 3 Uniform Load: D = 1 .046, L = 1.630 klft, Extent= 0.0 ->> 15.70 fl, Tributary Width= 1.0 ft Uniform Load: D = 0.1520, L= 0.20 kfft, Extent= 15.70 -» 22.10 ft, Tributary Width= 1.0 ft Point Load: D,. 8.50, L = 14.90 k@) 1.20 ft Point Load : D:: 3.70, L = 6.50 k@ 8.450 fl Point Load: D = 15.90, L = 27.90 k ~ 16.70 ft DESIGN SUMMARY · MaXimum-Bending Stress Ratio = Section used for this span Ma: Applied Mn I Omega : Allowable 0.918: 1 W21x48 242.979 k-ft 264.771 k-ft Maximum Shear Stress Ratio= Section used for this span Va: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span# where maximum oc:curs Maximum Deflection Max Downward l +lr+S Deflection Max Upward L+Lr+S Defledion Max Downward Total Deflection Max Upward Total Deflection Overall Maxlmum·Deflections • Unfactoredloads +D-tl-+!-1 16.505ft Span#3 0.406 in Ratio = -0.100 in Ratio= 0.654 in Ratio= -0.168 in Ratio= Load Combination Span Max. •-" Defl Location in Span D+l+E 1 0.2610 9.653 2 0.000[) 9. 653 D-tl 3 0.6541 12.309 Maximum Deflections for Load Combinations· • UrifactOred Loads Load Combination Location of maximum on span Span #where maximum occurs 652 2,040 405 1213 Load Combination O+l+E Load Combination Span Max. Downward Dell Location in Span Span D Only 3 0.2479 12.309 L Only 3 0.4062 12.309 E Only 1 0.0250 10.595 D+l 3 0.6541 12.309 D+E 3 0.2478 12.309 ---~-2- 2 2 2 2 Mal:. "+"Dell 0.0000 -1).1681 0.0000 Design OK 0.532: 1 W21x48 76.653 k 144.20 k +D-tl+H 17.000 ft Span#2 Location in Span 0.000 9.038 9.038 -~---·-------·--Max. Upwal'd Defl Location ln Span -1l.O!i93 9.468 -1l.1000 9.468 -0.01118 5.595 -0.1S93 9.468 -O.Ofi65 8.608 Project Tltie: EnQineer: ProJect Oeser: Maximum Deftections for l:.oad Combinations • Unfactored Loacts Load combination Span Max. Downward Defl Location ln Span D+L+E 3 0.6539 12.309 Span Max. Upward Dell 2 .{),1681 Value& in ~:If'S Pro[ect ID: Location ln Span 9.038 Vertical Reactions. Unfactored Support notation: Farleflls#1 Load Combination Support 1 Support 2 -=s~up-po-rtc-::3c---'--'::-Su-p-po....,rt74----~-------------- overaltMAXimum 22.510 88.407 139.132 46.073 D Only 8.615 28.003 49.797 17.417 L Only 12.890 43.630 81.210 28.656 E Only 1.005 16.774 8.125 ..0.004 D+L 21.505 71.633 131.007 45.073 o+E 9.620 44.m 57.921 17.413 D+L+E 22.510 88.407 139.132 46.070 1 · JOB 2.'1-li·lf£ Palos Verdes Engineering Corporation Consu ting SHEETNO . .....Jlu'i"~ __ oF ___ _ Structural Engineers CALCULATED BY ___ DATE'---- 563 Valley Avenue., Suite 101 • Sotana Beach, CA 92075 Telephone (858) 509-8505 • Fax (858) 509-8515 CHECKED BY ____ DATE. __ SCALE> ________ _ ""': ts-r,.~~,,U\P• .. i~t~),flDJ.:-'' 7 f~ V'l..,.(So .. t.z:t\f ~';1i'"fF-~.tl\ 'leolF fl~ t;fi .o' tffl~U\ ? '1 :. 2 !1 ~ t1..o)'\ f,fi) "';.. Ll,p u \-l!i "·: 'liJ~ ,. 1' ~ ib.A)"\ 1'" ::. 'lfu t,..c.)-;:. 'i-t "'t/.: fu,~.lo Pv~.(''l"z.d~.fs-u9r t'utd.MPI• 8.tlz-1rn .. !~ p:;;. Z.",ol4. L fl). 1'1.-1) ~~ !~ ltv't ~J·· 1 .z....,.( ~;,r, 1l1t~" l;)..'l,Z SSOP, 0 Palos Verdes Engineering Corpatlon 663 Valley Avenue, Ste. 101 Title: Job# Solana Beach, CA 92075 (858} 509-8505 -Ofc {858) 509-8515 -Fax Engineer: Project Desc.: Project Notes : ,r~ Description : {FB-27) Fir Bm @ Garage .. Matei:ial Pr:operties Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7·05 Analysis Method : Allowable Stress Desigrn Fy : Steel Yield : 50.0 ksl Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 12009 IBC & ASCE 7-05 A.Pplled Loa,~ Service loads entered. Load Factors will be applied for calculations. Seam self wei!lht calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4010, Lr = 0.040, L = 0.2160 kfft, Extent= 0.0 -» 13.0 ft, Tributary Width= 1.0 ft Unifonn Load : D = 0.150, L "'0.250 k!ft, Extent= 13.0 -->> 29.0 ft, Tributary Width= 1.0 ft Point Load : D = 24.80, L = 39.80. E = 010 k. @ 5.50 ft Point Load : D = 1.10, L = 1.80, E-= 7.0 k @.13.0 ft DESIGN SUMMRY ·· · · ·. . , Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn I Omega : Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward l+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection o:a1a: 1 W24X62 335.270 k-ft 381.737 k-ft +D+L+H 5.510ft Span#1 ··Maximum Shear Stress Ratio = Section used forth is span Vu :Applied VniOmega : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0.557 in Ratio= 0.000 In Ratio= 1.092 in Ratio= 0.000 in Ratio = 624 0<360 318 0 <240 Design OK 0.308: 1 W24X62 62.835 k 203.82 k ..O+L~ 0.000 ft Span# 1 1 0.0000 0.000 0.0000 0.000 Maximum Oetl¢ct~ons for Lo•4C~nfbinailon,::~ll6f•r~CI'Lp~a&~:~I:1 ______ -,-------,---~.,---,------· Load Combination Span Max. Downward Deft Location In Span Malt. Upward Dell Location in Span D Only 1 0.4039 13.195 0.0000 0.000 L Only 1 0.5512 13.050 0.0000 0.000 LrOnly 1 0.0060 13.195 0.0000 0.000 Lotlr 1 0.5573 13.050 0.0000 0.000 E Only 1 0.1380 14.065 0.0000 0.000 D+Lr 1 0.4100 13.195 0.0000 0.000 D+l 1 0.9552 13.050 0.0000 0.000 D+L-ttr 1 0.9612 13.050 0.0000 0.000 o...t: 1 0.5414 13.485 o.oooo o.ooo D+L+E 1 1.0924 13.195 0.0000 0.000 D+Lr-tf 1 0.5474 13.485 0.0000 o.ooo VJrtical Reactions. Unfactored Support notation: Far left is #1 Values :n KIPS ------~~--------------------------------------~. Load Combination Overall MAXimum DOnly LOnly l.rOnly L-tlr EOnly Dotlr Support 1 66.859 26.306 36.527 0.403 36.930 4.024 26.712 Support2 24.058 !l.OIJ1 11.861 0.117 11.998 3.176 9.118 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858} 509-8515-Fax .~l@(Q)~~~--~------••wP''''~Pww''-'''~~--~~- CODE-REEE_RENqES'· Calculations per NOS 2005 Load Combination Set : IBC 2009 Material Properties ___;=-:=;;.;=:c.:_c:_:=L,__:..;;..=~-----------··~--··---·------·~~-- Project Title: En~ineer. ProJect Oeser: ProiectlD: Analysis Method : Allowable Stress Design Load Combination IBC 2009 Fb-Tension Fb • Compr Fe-Prll 2900psi 2900psi 2900psi E : Modulus of Elasticity Fe-Perp Fv Wood Species : ILevel Truss Joist Wood Grade : Parallam PSL 2.0E H Beam Bracing : Completely Unbraced 0(3.3) L(6.7) E(9.6) 5.25x11 .875 Span == 3.330 ft 750psi 290psi 2025psi Ebend-xx 2000 ksi Eminbend-xx 1 016.535ksi Density 32.21pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1760, L = 0.2920 , T ributarv Width = 1.0 ft Point Load : D:::: 3.30, L = 6.70, E = 9.60 k@). 1.670 ft .· O~$l~Jl$YMMAR.Y _ . _ . ·Maximum Bending Stress Ratio Section used for this span fb: Actual 0.529 1 5.25x11.875 ::: 1,531.24psi Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable = 2,893.84psi Load Combination +1, 1QD>f().750Lr-+{).750L +E+H Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = 1.665fl Span#1 0.007 in Ratio = 0.000 in Ratio = 0.019 in Ratio= 0.000 in Ratio = Overall Maximum Deflections • Unfactorfid Loads Load Combination Span Max.'-' Deft Location In Span O..t+E 1 0.0188 1.677 Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 5994 0 <360 2126 0 <240 Load Combination Vertical Reactions • Unfactored Support notation : Far left is #1 Load Combination Overall MAXimum DOnly L Only EOnly D-+l DiE D+l+E Support 1 10.573 1.961 3.826 4.786 5.787 6.747 10.573 Support2 10.632 1.971 3.846 4.814 5.817 6.786 10.632 Design OK = 0 .. 784 ~ 1 5.25x11.875 " 227.28 psi 290.00psi +1.1 00+0. 750Lr-1{).750L +E+H = 2.3461\ -Span# 1 Max. ·~oefl 0.0000 Values in KIPS Location in Span 0.000 0 Palos Verdes Engineering Corpation 663 VaHey Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509~515 ·Fax Project Title: EnQineer: Prqect Oeser: Project ID: l'linted:12AUG 2013, 7:12AM paul@J!vec~com ! SteelBeam • '-.c~--'~""-- Ale =£:\lAHR0&-.K\I'{r~13\1N~:tZIC~~·~ ENERCALC;iiNC.1selZ013, 13~ild:6;13;6.SO. Vii6;13.6.30 Description : CODE REFERENCES Calculations per AlSC 360-05 Load Combination Set: IBC 2009 Material Properties Ana1ysis Method : Allowable Strength Design Beam Bracing: Completely Unbraced Bending Axis : Major Axis Bending Load Combination iBC 2009 Fy : Steel Yield : E: Modulus: •• 50.0 ksi 29,000.0 l<si 0{8.7) Lr5.4) U5.8) 0(0.164) L(0.32~~) • + • + 0(0.185) L(0.463) • Applied Loads Load for Span Number 1 Uniform Load: D = 0.1850, L = 0.4630 kill, Extent= 0.0 --» 10.250 ft, Tributary Width= 1.0 ft Uniform Load : D = 0.1640, L = 0.3280 kill, Extent= 10.250 ->> 1B.O ft. Tributary Width= 1.0 ft Polntload: 0=8.70, Lr=5.40, L=5.80k~10.250ft DESIGN SUMMARY ·Maximum Bending Stress Ratio = 0.812: 1 Section used for this span W16x40 Ma: Applied 98.942 k-ft Mn I Omega : Allowable 121.803 k-ft Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Al!owab!e Load Combination +1.10D-1{).750Lr+0.750l+E+H Location of maximum on span 10.260fl Span# where maximum occurs Span # 1 Maximum Deflection Uax Downward l +Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections· Unfactored loac:ls Load Combina1ion Span Max. •.• Deft D+l-tlr 1 0.3659 0.218 In Ratio= 0.000 in Ratio= 0.366 in Ratio= 0.000 in Ratio = Location in Span 9.360 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Location of maximum on span Span # where maximum occurs 988 0 <360 590 0 <:240 Load Combination Load Combination Span Max. Downward Defl Location in Span Span DOnly 1 0.1473 9.360 LOnly 1 0.1445 9.180 LrOnly 1 0.0741 9.450 L+lr 1 0.2186 9.270 D+lr 1 0.2214 9.360 D+l 1 0.2918 9.270 D-tt+lr 1 0.3659 9.360 Vertical Reactlons • Unfactored Support notation : Far left is #1 Load Combination Support 1 Support2 Overall MAXimum 14,140 16.215 DOnly 5.376 6.491 L Only 6,439 6.649 LrOnly 2.325 3.075 L-+t.r 11.764 9.724 D+lr 7.701 9.566 D+l 11.615 13.140 D+l+lr 14.140 16.215 • Design OK 0.148:1 W16x40 14.433 k 97.60 k +1.10D-I{l.750Lr+0.750L+E+H 18.000 ft Span#1 Max. "-tl Defl 0.0000 Max. Upwarcl Dell 0.0000 0.00()0 0.00()0 0.0000 0.0000 0.0000 0.001)0 Values in KIPS Location in Span 0.000 Location in Span .. ~-----o:ooo ·- o.ooo 0.000 0.000 0.000 0.000 0.000 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515 -Fax Project Title: En~ineer: ProJect Descr: Project ID: I so/ '"""p""a""'ul@=pv,_,ec,.._.co=m,____ _________ ~----~----------~-" iwoodBeam Printed: 12AUG 2013, 7:39AM File" E:\JAHR09--I(,\_PC{IIew\2ol3\1 NNOAao-ZICelc~ll~ard.eC6- ENERCALC, JNC. 1983-2013. Bulld:6.13.6.all, Ver:6.13.6.30 ...... .. --. . .. Description : (FB-30) Hdr @ FB-21 CODE REFERENCES Calculations per NOS 2005 Load Combination Set : IBC 2009 Material Properties ---"==-==-:...:~-=.:_=::_::=-=-------~----~-- Analysis Method: Allowable Stress Design Load Combination I BC 2009 Fb-Tension Fb-Compr Fc-Prll 2900psi 2900psi 2900psi E: Modulus of Elasticity Wood Species :!Level Truss Joist Wood Grade : Parallam PSL 2.0E Fe-Perp Fv Ft 750psi 290psi 2025psl Beam Bracing : Completely Unbraced 5.25x9.5 Span = 2.70 ft Applied ~oads Load for Span Number 1 Uniform Load : D = 0.2750, Lr = 0.040, L = 0.440 klft, Extent= 0.0 -» 1.0 fl. Tributary Width= 1.0 ft Uniform Load : D = 0.310, Lr = 0.20. L = 0.080 klft, Extent = 1.0 -» 2.70 ft, Trtbutarv Width = 1.0 ft Point Load : D = 3.90, Lr = 2.20, L = 2.30, E = 1.60 k @. 1.0 ft DESIGN S.UMIWA.RY Maximum Bending Stress Ratio Section used for this span 0.3321 5.25x9.5 Maximum Shear Stress Ratio fb: Actual = 960.43psi FB : Anowable = 2,896.06psi Load Combination +1.10D-+0.750Lr-+0.750L+E-tfi Location m maximum on span Span# where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection " 1.005ft "' Span#1 0.004 in Ratio= 0.000 in Ratio = 0.008 in Ratio= 0.000 in RCJtio = OVerall Maximum Deflections • Unfactored Loads Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span #where maximLJm occurs 7277 0 <360 3895 0 <240 Ebend-xx 2000i<si Eminbend -lex 1016.535ksi Density 32.21pci Design OK 0.637: 1 5.25x9.5 184.84 psi "' 290.00 psi +1.10D-+0.750Lr..0.750L +E+H ::: O.OOOft "' Span#1 -,-----,----,:-:::----:-:--:-:---------:-:---::-::-::-c:---·--------~---Load Combination Span Max. •-• Deft Loca1ion in Span load Combination Max.'+" Defl location in Span O+L+Lr 1 ----,;o-O.O""D""B3o-------1;-;:.2;::-71.--------~---~----IQ.QOOO 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS -~~~"~~· ~~~·····-·"············ Load Combinatio~ Support1 Support :I. Overall MAXimum 6.220 3.938 DOnly 2.846 1.856 LOnly 1.849 1.027 Lr Only 1.525 1.055 L+Lr 3.374 2.082 E Only 1.007 0.593 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Project Title: En9ineer: ProiectiD: ProJect Oeser: ,.~~---~----'" !Wood Beam Printed: 17 SEP 2013, 7:50Mi -·~,. E:\JAHR00-KIPC-New\2013\1NN(}A3o-Z\Calclrailysrd.eo6 ENERCALC, lNC.1983-2013, Build:6.13.S.31, Ver:6.13.8.31 • , I I • ~ ~ ---• I: • -· Description : {FB-31) Fir Bm @Spiral Stair CODE REFERENCES Calculations per NDS 2005 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Fb-Tension Load Combination lBC 2009 Fb -Compr Fe-Prl~ Wood Species : ilevel Truss Joist Fe-Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Applied Loads Beam self weight calcll~ated and added to loads D 7x11.875 Span= 18.0 ft Uniform Load : D = 0.0360, L = 0.0530 , Tributary Width = 1.0 ft Point Load : L = 3.0 k@. 2.50 ft 2900psl 2900psi 2900psi 750psi 290psi 2025psi _ D.ESIG.N:$u_M_ItfAR,'(__ .. _ . _ .. ,_ __ .. Maximum Bending stress Ratio " Section used for this span Maximum Shear Stress Ratio Section used for this span E: Modulus of Elasticity Ebend-xx 2000ksi Eminbend -xx 1 016.535 ksi Density 32.21 pcf Oes1gn OK -· 0.214: 1 7x11.875 T fb: Actual = 0.224 1 7x11.875 650.21psi 2,900.00psi +D+L+H 5.124ft Span# 1 fV: Actual = 62.18 psi FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection = = Overall Maximum Deftectlons • Unfactored Loads 0.198 in Ratio= 0.000 in Ratio= 0.264 in Ratio= 0.000 in Ratio = Fv : Allowable Load Combination Loca~on of maximum on span Span# where maximum occ:.Jrs 1088 0 <360 817 0 <240 = 290.00psi +D+l+H "' O.OOOft = Span# 1 Load Combination Span Max. "-' Defl Location in Span load combination -~-----Ma~D~Locatioiiin-spe.'n-- --------~-------~~------~=-------------------D+L 1 0.2642 8.409 0.0000 0.000 Vertical Reactions • Unfactored Load Combination Overall MAXimum D0n1y LOnly D-tl Support 1 3.552 0.491 3.060 3.552. Support 2 1.385 0.491 0.894 1.385 Support notation : Far left is #-1 Val:Jeil in KIPS Palos Verdes Engineering Corporation Consulting Structural Engineers 6027-1 Paseo Delicias *P.O. Box 2211 • Rancho Santa Fe, CA 92067 Telephone (858) 759-2434 ·Fax (858) 759·8324 5.0 Lateral Design & Analysis {Three-Story) Wind: P = A Kzt I pS30 (ASCE 7-Equation 5-l) 'A= Kzt= PS30= I= P= 1.09 1.0 15.9 psf 1.0 17.3 psf (lis 6-3) (fig. 6-4) (fig. 6-3) (toble ll.S-l) JOB 26-06-912 SHEET NO t b OF -----,-CALCULATED BY PSC DATE 2/2 I/07 CHECK BY DATE SCALE --- s.= F= a R= V= 1.327 1.0 6.50 0.097 * Wt (IBC Equation 12 .8·1) s. = 0.499 Fv= 1.5 I= 1.00 (p-Redundancy) Criteria 1st Story 2nd Story 3rd Story Wind Loads Each Sto.ry Resists> 35% Base Shear: not satisfied satisfied not satisfie( P = 17.3 psfx trib. Area 3rd Level AJI)' Shear Wall w/ (h/1)> 1.0 is< 33% Story Force satisfied satisfied satisfied Direction: Direction: 2nd Level Direction: Direction: 1st Level Direction: Direction: Rf Level Weight RoofWt. = Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = N/S = 17.3 psf X 1035 sq. ft."'= E/W = 17.3 psf X 409 sq. ft.= N IS = 17.3 psf X 1675 sq. ft. ~= E/W = 17.3 psf X 696 sq. ft.= N IS = 17.3 psf X 1653 sq. ft.= E/W "" 17.3 psf X 725 sq. ft.= 9.0 psf x 4859 sq. ft.= 43731 lbs. 16.0 psf x 1325 sq. ft.-~ 21200 lbs. 8.0 psf x 1175 sq. ft. = 9400 lbs. 5.0 psf x 4118 sq. ft. = __ 2_os_9_0..;;.lb:..:s:..:.... _ Total Trib. WR = 94921 lbs. 3rd Level Weight Diaphragm = r24.Q psf x 6182 sq. ft. = 148368 lbs. Exterior Wall Wt = 16.0 psf x 5215 sq. ft. = 83440 lbs. Interior Wall Wt ~ 8.0 psf x 4633 sq. ft. = 37064 lbs. RoofWt. 14.0 psf x o sq. ft. = 0 lbs. ----Total Trib. WR = 268872 lbs. 2nd Level Weight Diaphragm = ~0 psf x 5980 sq. ft. = 143520 lbs. Exterior Wall Wt = 15.0 psf x 8609 sq. ft. = 129135 Ibs. Interior Wall Wt == 8.0 psf x 3121 sq. ft. -""' 24968 lbs. 1st Flr. RoofWt. = 14.0 psf x sq. ft. = 0 lbs. ---= Total Trib. WR = 297623 lbs. Total Seismic Dead Load: Wt = 661416 lbs. p= 1.0 1 1.0 17938 lbs. 7088 lbs. 29029 lbs. 12062 lbs. 28648 lbs. 12565 lbs. 2"'"' F''-~-£«;JF l-lE.Vlls .AJ1.e WOOP f'RAHf'P c:>~, 1l1~ ·12~ '-!' O'S\\lP lM Pf:SJ~ .. A1'" ,~t"" ~ 'tbt..n~. c.M.Ll itA"' Q.. GAI\L&~ ...,. f"2.::.z..o IJ' UN 1M ~fw D\t.tU"fCM -4.. IS.".A:Jt. ASD Base Shear: V = 0.097 * Wt = 64300 lbs. Palos Verdes Engineering Corporation Consulting Structural Engineers 6027-1 Paseo Delicias * P.O. Box 2211 * Rancho Santa Fe, CA 92067 Telephone (858) 759-2434-Fax (858) 759-8324 Seismic Lateral Distribution V == 64300 lbs. "' p Level (lbs) (ft) rd 94921 39 26&872 6 0.530 1st 297623 10 2976230 0.209 JOB SHEET NO CALCULATED BY CHECK BY SCALE F V 13471 64300 1.000 64300 26-06-912 \1 OF PSC DATE 2121/07 DATE 0 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.1 Lateral Design & Analysis -3rd Story Shear Walls N/S Gridline Leng":h of Shearwalls Total WallEt. Type Gridline 3 ~ 10 s A.l 4 4 10 A B 5 10 B c 6 6 10 c D,E 7 s 4 4 10 s I 8 9 9 9 10 s J 9 5 8 10 A K 10 ~ 10 s 11 10 s -~ JOB 24-13-156 \~ OF PSC DATE"""':-~5-:-:/1-::-/173- SHEET NO CALCULATED BY CHECK BY SCALE ________ DATE ____ __ EIW Length of Shea."'Wal.ls Total WallHt Type 27 27 10 s 7 9 8 24 10 A 5 13 !0 s 6 11 10 s 5 10 s 7 9 4 10 A 11 10 s ! t ' ~--~~+-+-4-~~-+-+-4~~~+-+-4-~~-+-+-+~~~~+-+-4-~~-+-+-4~-4~~+-+-·---+----+·=:=:=::::=:=:=:=:~::::=:=:=::::::=:=:=:~::::=:=:=:::~:::=:tf~f~:t ---·-+--+--~--+-+--+-+-4-+-l--+-l--+-l--+-+-+-+--+-+-+-+-l-+-l--tl-.......,._-r-+-+--+--' -+-M---!---i ! 1 ! I I ---~--~~~~~~~~~-l--+-~~~~~~~~~~~--+-~~~~-~~~-~~1·-t~1~- t1--1--+--+-+--+-+-+-+-+--+·--+-r--t-· -, ! ·t. -· •--l-+-+--+-+--l---i-+-l--+-+-+--ll--+-+-+--+--+---11--+-+-+--+-+--l---+-+-l-+--+--1--t-+-tf-;-·t-·+··,- c+-+-+--t--1--t--+--+--+--t-··· --+-+--+-f--+-+-~· ···.·~ 1-+-+--+--+~-+--+-+-t-t--~+-+--+-~-+--+-+--+--t----1~1--~~~-+--+-+----+--+ -+-+-+-+--lt--L. I B--t-+--+--+-+--1--+-t~--!l--t-+-~~--+--+---+-+~--i~l--+--+--t--+--+~-+'-·+--+-·+-·+-·+--+---J-·-.. -+· '" I I ++---11--1-~-1-·+--t--t--t--t--+---+---·--·-··+---l-+--+--+--+-~-+-+-+-t-~+-+--t--l--t-~~--+~~--l~t-+t-----11--l---+--+--l-+-·+--+, -·+--~ .. ·-~----~--~--~-+--!-+-+--t--t-+-+-+--t--t--t--t--t--t--t--+--+--+--+--t--+--+--+-,_ -~ I ~ t-· r·t -l-.f--i-4--+-+--+-+-l---l---"l--t-+-+--l---l--f---+-+~--!!--~t-+-+--+--+--+-+~---l----r-~-----+T -t -- 1 ---r·-1---t-- Palos Verdes Elllgineering Corporation JOB 24-13-156 Consulting Structlllral Engineers SHEET NO tl OF CALCULATED BY ~DATE 5/1/13 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 CHECK BY DATE Telephone (858) 509·8505 ·Fax (85&) 509-8515 SCALE 5.1 Lateral Design & Analysis (cont.) ~ 1 ~F I LID~ ')F; .1 Of~ Gridline Q) 2 % ( 17938 X 0.02 ·"' 359 #) 359 lbs. 10. J .!hl v 6.6 ft. 54 plf «Lw~ ., a1 ru: 8\0" OTF ~ lbs. MST37 G 'iS?> ..; J 'tb~9 .; ;;: llt Gridline 12 % ( 17938 X 0.12 ""' 2153 #) 2153 lbs ·~~ 11 v .'!::;:; 11.3 ft. 190 pir..-L2..t ·, .:.aow OTF * l.US" lbs. 91L.f/l.{b'S1 f"' MST37 ZJJ"~o Gridline CD 20 % ( 17938 X 0.20 ""' 3588 #) 3588 lbs ~ v ~ 12 ft. 299 plf OTF = 2990 lbs. t\~)\\'J or~u.6.t:c.D·..Ia\1.nbn -<lt'/u:rtJ141 \Wrzo l.S1'i il' G) 'btbFitib'fl.f::. 112 Gridline 17 % ( 17938 X 0.17 = 3049 #) 3049 lbs. ~ v "" 6 ft. 508 plf OTF ,.,. 5082 lbs. f1i. n.o -s~!.f +, "~~~ ..r ~ w~ Gridline G 11 % 17938 X O.ll = 1973 #) 1973 lbs. 11 v "' 15.5 ft. 127 .. pif OTF 1273 lbs. MST37 -:::\ Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.1 Lateral Design & Analysis (cont.) [)z.L .f /'16 ~ ~ ~7 'J.. Grid line ell 17 % 17938 X 0.17 = 3049 #) 3049 lbs. v .. 26 ft. 117 plf OTF = 1173 lbs. flY;;; .30'3" , l1DF .. £.1o• b.3l.f' I I.J~ 'l1 f ~ 2"'~ G Gridline 13 % 17938 X 0.13 2332 #) 2332 lbs. u· ;r v = 12 ft. 194 ptf .... L"~r l\S""Pi" OTF 2.\ S"D lbs. I crt :f I '1~¥1 .r: t.Ju-' Gridline ~ 4 % 17938 X 0.04 = 718 #) 718 lbs. v "" 9 ft. 80 plf OTF = 797 lbs. .. . • iZF:.a.t:..\Lt~ ... h:~'·d2PlJ .. c:;~,ll-' ii\~ .. \-\Of'"l36•~o G Jifb., /48~ {;;; ·3 "6 Grid line 3 % ( 17938 X 0.03 538 #) 538 lbs. plf > t~:.\ ~h't flf v "" 8 ft. 67 OTF b'itJ' 1bs. JOB SHEET NO 24-13-156 to Of ---=~~ CALCULATED BY PSC DATE 511/13 CHECK BY ____ DATE--- SCALE £ MST37 & MST37 & ~WI' & M'ST37 Palos Verdes Engineering Corporation JOB 24-13-156 Consulting Structural EJlgineers SHEET NO r.J OF CALCULATED BY PSC DATE 5/1/13 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 CHECK BY DATE Telephone (858) 509·8505 ·Fax (85S) 509-8515 SCALE 5.1 Lateral Design & Analysis (cont.) \~'ff/4bri f ~~"" @ Gridline 4 % ( 16402 X 0,04 = 656 #) 656 lbs. & v "' 27 ft. .. 24 plf OTF ~ 243 lbs. r1 GJ tl,o"i.f/ ~&~ f= H~ Gridline 33 % ( 16402 X 0.33 .""" 5413 #) 5413 lbs. ~ v *" 24 ft. d 226 plf OTF = 2255 lbs. W-:.19. t4:Ur..t•'\J.I'\lt1\J .. ~"IV ~~~ '1 'H1)f .. \~u.• M~"7 ~ 2.~1r /'1f>f1= s-~~ Gridline 5 % ( 16402 X 0.05 "" 820 #) 820 lbs. ~ v 18 ft. 46 plf OTF 456 lbs.~o ~ 7 z. 'i r I 'l;t$t, ~ t s-"1 Gridline 15 % ( 16402 X 0.15 = 2460 #) 2460 lbs. ~ v .'% 16.5 ft. 149 plf OTF 1491 lbs. MST37 C:D l~"f f /lfb~· ~ llj Gridline 4 % ( 16402 X 0.04 656 #) 656 lbs. ~ v ""' 5 ft. 131 plf OTF "" 1312 lbs. MST37 -Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone {858) 509·8505 ·Fax: (858) 509-8515 5.1 Lateral Design & Analysis (cont.) i '\o(nf I ~~ rt =-0. 'J I __ ar_,_.di_in_e.-.~,0t--J+-----3-l __ o/c_, _ _....( _16_4_02 x 0.31 = 5085 #) 5085 lbs. v 19 ft. 268 plf OTF 2676 lbs. \Zl=-u. '"'l\rlt~) .. U'\l~J.;~'(z.:, .U'f" J HOP Z'ttt"" ~~ftq~-s·b r;.rt Gridline (E) 12 % ( 16402 x 0.12 "" 1968 #) 1968 lbs. v == 11 ft. OTF 1789 lbs. i2.F.::ai<.I.Uf.llihL H._t;)) .. ll' 1"2." 72JJ 11 t-~.of• ID€.3-. 179 plf JOB SHEET NO 24-13-156 U. OF ----CALCULATEDBY ~DATE 511/13 CHECKBY DATE --- SCALE MST48 MST37 0 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax. (858) 509-8515 5.3 Lateral Design & Analysis -~~ Story Shear Walls NIS Gridline Length of Shearwalls Total Wall Ht. Type Gridline 3 12 12 8 s A 3.7,4 20 2 2 23.5 16 A A.l 5 7 7 16 BLSIDED c 5.8 9 9 18 8 B D 7 ll 11 22 8 A G 8 20 9 7 36 8 A H.S 9 4 4 7 8 E L 10 9 9 16 A L.1 11 4 4 8.4 8 A 0 0 JOB SHEET NO 24-13-156 1..") OF --~~ CALCULATED BY PSC DATE 5/1/13 CHECK BY _____ DATE--- SCALE E/W Length of Shearwalls Total Wall Ht. Type 58 58 16 s 26 26 16 B 26 26 16 s 13 5 18 16 B 18 18 36 16 A 11 10.5 16 s 58 58 16 s 23 23 8 A 0 0 0 0 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Analysis (cont.) 1f>rf{ (, •bv= ·-'3 1 __ Gr_i_dl_in_e~CY~3.,__..;... __ 3 __ '*.o._.....;.( _29_0_29 x 0.03 = 871 #) 871 lbs. + 659 v = 12 ft. 127 plf 3774 lbs. + 2153 v ""' 23.5 ft. ""· 252 plf ,(, 1-'f, OTF = 4035 lbs. fif'-~o.£ .. [L&..t) ... L}s;~)J.I'1. \/1; ~t-JkOF.-~lt141 wsof/ Glfl!f: \ 7"' Gridline CD 17 ~Vo ( 29029 x 0.17 ""'· 4935 # ) 4935 lbs. + 3588 v = 7 ft. 1218 plf OTF = 19481 lbs. Rr :o 7.t. y I-to r:. 11·1'' G '\~li...r/6\rr.'L:::. o.tL Gridline 16 % ( 29029 X 0.16 4645 #) 4645 lbs. + 3049 v -18 ft. "" 427 plf OTF 3419 lbs. G ~O't I 6L&t.: •'-' ~ Gridline 13 % ( 29029 X 0.13 3774 #) 3774 lbs. + 1973 v 22 ft. 261 plf OTF 2090 lbs. JOB SHEET NO 24-13-156 1.'\ OF ___ _ CALCULATED BY PSC DATE 5/1/13 CHECK BY DATE --- SCALE ~SIDEDD Palos Verdes Engineering Corporation JOB 24-13·156 Consulting StrnctUJra) Engineers SHEET NO tr OF CALCULATED BY PSC DATE 5/1113 663 Valley Avenue, Suite 1101, Solana Beach, CA 92075 CHECK BY DATE Telephone (858) 509·8505 -Fax (858) 509·8515 SCALE 5.3 Lateral Desi!!n & Analisis (colllt.) ~ 4\8'1 UIC.tz."c.d II 4645 #) Gridline 16 % ( 29029 X 0.16 4645 lbs. + 3049 j_~ v "" 36 ft. 214 plf OTF 1710 lbs. J1.')itl7 Gridline 8 10 % ,,b..f/ 6tbz..r o.li.) ( 29029 X 0.10 "" 2903 #) 2903 lbs. + 2332 plf.#~A'~ S':i"Hr 11 v = 7 ft. 748 OTF 'litO lbs. M-;·r7Z. ~ f$r~,.f/ '""'Z."' c,..o'f Grid line 5 % ( 29029 X 0.05 =; 1451 #) 1451 lbs. + 718 /0. v ""'· 9 ft. 241 plf OTF 3857 lbs. t1~'i> ,.,, I r,lt,'t .. O.tJ(' Gridline Gil 5 % ( 29029 X 0.05 "" 1451 #) 1451 lbs. + 538 ~ v =; 8.4 ft. :>=. 237 plf OTF 4737 lbs. ~'\.)\60 ir~o., ... [OS,I~\tU\1 !.'Zf\J "'iZI1.: <th• "OF#. 'i~Ui• Palos Verdes Engineering Corporation Consulting Structull"al Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-851:5 5.3 Lateral Design & Analysis (coJIJ.t.) t.'i1.fi(,lf6Z.t:f .r::o.\1'1 Gridline ~ 4 % ( 26454 x 0.04 = 1058 # ) --------~'!1~·-·--------------------- 1058 Ibs. + 656 v = 58 ft. 30 plf OTF = 472.9 lbs. ® 'l t.'l.flt~l.:e v .. L& Gridline 16 o/o ( 26454 X 0.16 = 4233 #) 4233 lbs. + 5413 v "' 26 ft. 371 plf OTF = 5936 lbs. W;o.t. ... tl.Jr .. nl..w:J ... 1.6'1'2= 2l'1 s-·,...,of"' ~111'' 3cJ"Irf/6liZ.~, o.o\ Gridline (9 S % ( 26454 x 0.05 = '• !323 # ) 1323 lbs. + 820 v "' 26 ft. 82 plf OTF 1319 lbs. or; o .. 6~ fl.&. tb l~1oJ .. 1Jtf7J: II~ ttl h. Dr"' lbS"-'\ 0 "l"Li.f/bl&tf~ D. I( Gridline G rs % ( 26454 X 0.15 "' 3968 #) 3968 lbs. + 2460 v "' 18 ft. "" 357 plf OTF = 5714 lbs. Rf'= a.,,_ \l1T.-IE \ ~f2Dl] ... '5" It.: $;1'" .> l101"l' 'S"-7~ 1'17~.f/61tl{ Grid line 32 % ( 26454 X 0.32 8465 #) 8465 lbs. + 0 v = 36 ft. 235 plf OTF 3762 lbs. ~=o,f> ... (Jt., i!a), l~C)$ .. ~'ll=~o..,., \-tor.-11.a.~ JOB 24-13-156 SHEETNO U OF ----CALCULATEDBY ~DATE 5/1/13 CHECK BY ________ DATE __ _ SCALE Palos Verdes Engineering Corporation Consulting Structutral Engineers -. 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505 ·Fax (858) 509-8515 5.3 Lateral Design & Analysis (eolllt.) Gridline @ 12. % ( 26454 X O.QJl == lJ1~ #) l\7) lbs. + 0 '41D v = ~ ft. ~ plf i1') OTF 4il7 lbs. Gridline CY 16 % ( 26454 X 0.16 ·-4233 #) 4233 lbs. + 5085 v &: 58 ft. !W 161 plf OTF ""· 2570 lbs. 2'-~:~..&. .. ll.J~.o .. lo \"' L20 )1 oc G'lt~ 2.bM" '\101!' '1i2'-~ Gridline @ 10 % ( 26454 X 0.10 2645 #) 2645 lbs. + 1968 v = 23 ft. 201 plf OTF 1605 lbs.. 111 :D. b.. WT ... t )"'L\f""i.n:J..,'Z.1'/'Z.;: ibci~' \. k Olt t.,.~o JOB 24-13-156 SHEETNO 1.7 OF ___ _ CALCllLATEDBY ~DATE 511/13 CHECK BY ____ DATE--- SCALE ~e "'~i"ti Palos Verdes Engineering Corporation Consulting Structunl Engineers 663 Valley Avenue, Suite 101, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Analysis -1st Story Shear Walls N/S Grid line Length of Shearwalls Total WallHt. Type Gridline 2.5 21 6 27 10 A A 4.1 21 21 10 ·a A.l 4.3 24 24 10 D c 7.5,8 2 2 2 2 913 30 10 BLSIDED D 8.4 8 7 14.5 10 B H.2 10 9 9 10 D L 10.5,11 6 7 7 20 10 B L.l 0 0 0 0 0 0 JOB 24-13-156 SHEET NO t""' OF ~~------~~--CALCL'LATED BY PSC DATE 5/1/13 CHECKBY DATE --- SCALE EIW Length of Shearwalls Total Wall Ht. Type 84 84 10 A 27 27 10 s 14 14 10 A 4 411 19 10 c 10 10 10 D 78 78 10 A 40 40 10 s 0 0 0. 0 0 0 Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 101, Sol!!Da Beach, CA 92075 Telephone (858) 509-8505-F.ax (858) 509-8515 5.3 Lateral Design & Analysis (cont.) ~».f/ ("ibo.f __ o_ri_dl_in_e ~®~2.,.. __ _. ___ 9 __ «M_o _ _....( _2_8_64_8 x 0.09 = 2578 # ) L\(2578 lbs. + 3150 )I v 27 ft. 1\ tl ... Jltt:i Gridline GY "'\V\,f/.,&of = O.o1 7 % ( 28648 X 0.07 """ 2005 #) 2005 lbs. + 5897 v = 21 ft. 376 plf OTF 3763 lbs. llF u f>,tUlAtj;'hL16)) --2.tll= 'f'tl"\MDFz ZLVO:c N~l''il ~tof;; ~J,'tf Gridline (1}1 25 % ( 28648 x 0.25 ·"" 7162 # ) 7162 lbs. + 10024 v 24 ft. 716 plf OTF 7161 lbs. rtF~o.b-. lliZAlo"\·•~b1 ~z-n~v icto'q, \\Of" 6oar tJ1't'l fi'lf;Ci *C,1.?.) Gridline @ 30 % 28648 x 0.30 •"' 8594 # ) 8594 lbs. + 19634 v = \\ ft. OTF 9409 lbs. Gridline G 12 % , , a -l'l ')"'' "" ( 28648 X 0.12 = --~---~~-----------~-~ 3438 #) 3438 lbs. + 1845 v 14.5 ft. 364 plf OTF 3643 lbs. 12F=-o. £:, ... \lj ... lo\-. 101"' 1'11. = 2.lo 'ii fi\Of.:r ~~ 3:r JOB 24-13-156 U OF -~-.,...-5/1/13 PSC DATE DATE SHEET NO CALCULATED BY CHECK BY SCALE -------------- ----· Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue. Suite 101, Solana Beaeh, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Analysis (cont.) il)';b/<:;\-'TJ~..: O.i~ Gridline Q2) 10 % ( 28648 x 0. I 0 2865 #) 2865 lbs. + 2169 v = 9 ft. 559 plf OTF 5593 lbs.'l .W= i2Sb• Grid line Q 8 % ( 28648 X 0.08 .. 2292 #) 2292 lbs. + 5379 v "' 20 ft. 384 plf OTF "' 3835 lbs. JOB 24-13-156 SHEETNO 1; OF--~- CALCULATED BY PSC DATE 5/1/13 CHECK BY DATE --- SCALE Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite WI, Solana Beach, CA 92075 Telephone (858) 509-8505-Fax (858) 509-8515 5.3 Lateral Design & Analysis (co111t.) -t"'J"ff,./'i'J.'oo::. ~>.'to __ G_ri_dl_in_e-:,C])~A,___;..... __ 4_o __ '*.o. _ ....... < _1o_s_o2 x 0.40 = 4321 #) JOB SHEET NO 24-13-156 1/ OF ---:.,..,..,...-:--CALCULATED BY PSC DATE 5/1113 CHECK BY DATE --- SCALE v \:~{;321 84 lbs. + 15593) l.t; ~ L\?r--b.\Ptt '1.1 12." CMO OVi ft.• ll4-lL1\ -==="' GV tl y 'S'J'Po " o. eli Gridline 4 % 10802 X 0.04 432 #) 432 lbs. + 1600 A~'~ ~ v ""' 27 ft. 75 plf .. rz.~\citu 'K\Lii\ OTF "" 752.6 lbs. 001(. (§) if-;7 .,, o/tt»1 Gridline 16 % 10802 X 0.16 ~ 1728 #) 1728 lbs. + 2143 ~ v ., 14 ft. 277 plf OTF 2765 lbs. \-11lJ) Gridline G2 21 % t1.:qf "f"t)t) .. ,.. o:z.l 10802 X 0.21 "" 2269 #) 2269 lbs. + 6428 & v 19 ft. ·"" 458 plf ltOJ\ OTF 4577 lbs. ® tt{1'Jj ")'2f7Q .f= 6. ,, Gridline 33 % 10802 X 0.33 = 3565 #) 3565 lbs. + 3175 L~ v = 10 ft. 674 plf OTF "" 6740 lbs. ~tpJb -Palos Verdes Engineering Corporation Consulting Structural Engineers 5.3 Lateral Design & Analysis (cont.) t ?/n."f~ .,,,=- __ G_ri_dl_in_e.....,(D~L+-____ 4_o __ 'Y._ .. _...,._Io_8_o2 x 0.40 "" 4321 # ) Ibs. + t3ssn v 78 Gridline @ 5 % ( 10802 X 0.05 540 #) 540 lbs. + 4613 v 40 ft. 129 plf OTF ~ 1288 lbs. JOB SHEET NO 24-13-156 1J.. OF ---:--:---CALCULATED BY PSC DATE 5/1/13 CHECK BY SCALE ____ DATE--- £ K~ i ! I P~"\LOS VERDES Engineering 2e>l0 CALlFORNIA 6UILDING CODE S~EAR WALL SCHEDULE 51-lEAR WALL APA COMMON ALLOUJAeLE SLIDING ANCI-IOR &Y&T'EM No. RATED NAIL &PACING! 51-lEAR I FT ISTRUCT.I 61 EDGES AND UOOD STUDS WOOD 60UNOARIE5, eJ&"O.C. PANEL FIELD NAILING UN.O. &18"+ A.6. A3& lbd T!--IICK. il 12" oc.. 5PACINCil OR CG1MON EGUlY. NAIL .3 2x SILL 5F'ACIN6 V• 11841 y • 4&0' 2x SOLE FLATE 3x 5!LL ONLY V• 152€>1 Y• !211 O.C. o.c . oc. .& 1/8" No. II GA. e 1801/FT. &0" A3S il 8" STUCCO &" 0{;. 30"0.C. & 3/S" Sd t1 6" OJ:.. ~&el11FT. 4£\" A3!:t fl E•t] l&" o.c. £' l&/32" Bd tl 4" o.c. 430'/FT. 4~" A3& e 3" !2"0.C. £1 !S>/32" Bd e 3" OJ:.. &~1FT. ~2" A3S e 2" ~II OJ:.. £1 IS/32" ad e 2'' o.e. 13011FT. 24" A3& e I -7 l" o.c. I £' IS./32" 10d e 2" o.c. 8101/FT. 20" A35 e -7 6" o.c. 4 112"41 LAG SCREW SPACING .3x SOLE PLATE ONLY Y• 8801 (MIN. 4' FENETAAT]OI' TO I'1IN. 4~el O.C. 56" 36" 24" 18" 18" 12" L FRAMING AT FOUNDATION SILL PLATES AND ADJOINING PANEL EDGES Sl-IALL BE IN A, SIN6LE ~-INCH NOMINAL MEMBER, AND ALL NAILS SHALL 6E STAGGERED. 2·1NCH NOMINAL !SILL PLATE 1'1AY 6E USED AT UPPER LEVELS. Jn" ED6E DISTANCE REQUIRED AT 3" 601JNDAR'T' AND FANE!. EDGE Mf;'M6E~ OF THESE WAL.L& 2. 51MF50N 6F &/8 6EAR1NG PLATES (LARR 25293J, OR EQUAL. 5J.IAI.L BE USED WiTJ.I 5>18" AS. !'/8" SIMPSON IJJEDG:E-ALL ANCJ.IOR& fLAfii!R 24682) MAY 6E USED IN LIEU OF !:liS" A.6 AT EXISTING FOOTING:& WIT~ SAME SPACING FER TABLE ABOVE. 3. ALL SILL NAILING 51-iALL BE 5TAU6ERED In" MINIMUM. (TYPICAL> 4. WHEN A SJ.IEAFCWALL 15 SPECIFIED ON BOTH 51DES OF WALl. , ALL SLIDiNG ANCHOR CONNECTORS SHALL 8E ATTACHED WIT!-15PACJNG5 FROM THE TASLE ABOVE TO BE REDUCED 6'1 J.lALF. Palos Verdes Engineering Corpatlon 663 Valley Avenue, Sle. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (658) 509-8515-Fax 1paul@pyec.com . -~·-·----·······~.····-~~. -. · .. :···~·-····:·::···~-····~··· ... . f ·M.a§tlt\.r¥: ~~~n~~(WiJ·!~:· I I '• ; Description: Railyarrl Lofts • 12" CMU Wall Title: Job# Engineer: Project Desc.: Project Notes : . . . . • I General 1nf0rmatfon ·······. Calculations per ACI 530-08/MSJC 2009 Sec. 3.3.5, IBC 2009, CBC 2010, ASCE 7-05 . ·--Construction Type: Grouted Hollow Concrete Masonry F'm == 1 .50 i(Si Nom. Wall Thickness Fy -Yield "' 60.0 I(Si Actual Thickness Fr-Rupture = 61.0 psi Rebar "d" distance Em= fm • ~ 900.0 Lower Level Rebar Max% of p bal. 0.50 Bar Size # Grout Density """ 140 pet Bar Spacing Block Weight Normal Weight Wall Weight = 1 03.0 pst Wall is grouted at rebar cells only One-story Wall Dimensions A Clear Height B Parapet height = 12.0 ft 2.0 ft Wall Support Condition Top & Bottom Pinned Vtrttcal1.n~d$- Vertical Uniform l.pads.. . (Applied per toot of Strip Wtdlh) Ledger l.pad Eccentricity 6. 750 in Concentric Load Lateral loadS DL : Dead Load 0.60 0.0 12 In 11.625 in 3.750 in 4 16 in Temp Diff across thickr:ess Min Allow Out-of-plane Defl Ratio= Minimum Vertical Steel% "' Lr: Roof live Load 0.0 0.0 Lf: Floor !.jve Load uo 0.0 degF 150.0 0.0020 S: Snow load 0.0~ O.Okfft Full erea WIND load 15.0 lpsf 36.462 psf Wall Weight Seismic Load Input Method : ASCE seismic factors entered Fp =Wall Wt • 0.3540 SDS Value per ASCE 12.11.1 Sos 0.8850 DESIGN SUMMARY ·-~~--~~..:...R=e~su=l=ts=--re=-=p~orted for "Strip Width" ~_!~.0 in ___ ..... . Governing Load Combination . . . Actual Values . . . Allowable Values .. . PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.2726 · +1.20D+0.50Lr+1.60L Max Mu 1.395 k-ft Pht• Mn PASS Service Deflection Check Mir •. Defl. Ratio 2,640.84 Max A!iolw Ratio D + 0.5(L+lr)+ 0.7E Max. Deflection 0.05453 in r.t.ax. Alltlw. Defl. PASS Axial Load Check Max Pu I Ag 20.691 psi 0.06 * fc; 5.117 k·fl 150.0 0.960 in 300.0 psi +1.20D+0.50L+0.20S+E at 7.20 to 7.60 PASS Reinforcing Limit Check Cor. trolling Asibd 0.001587 Aslbd = 0.50 rho baf 0.005345 +1.400 PASS Minimum Moment Check +1.400 Mcrae king Maximum Reactions ... Top Horizontal Base Horizontal Vertical Reaction 1.042 k-fl Minimum Ph' Mn for Load Combination. ... EOnly D +L+S +81.4 D+L+S 5.117 HI 0.2978 k 0.2314 k 3.178 k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Description : Ra~yard Lofts -12" CMU Wall Design Maximum Combinations· Moments Jl.xial Load Load Combination PLt 0.06*fc*b*t k k .. 1.400 at 11.60 to 12.00 0.000 30.600 +1.2DD..0.50Lr+1.60L at 11.60 to 12.00 0.000 3().600 .. 1.200 .. 1.60L+0.50S at 11.60 to 12.00 0.000 30.600 +1.2DD+1.60Lr+0.50L at 11.60 to 12.00 0.000 30.600 +1.20D+1.60Lr+0.80W at 8.40 to 8.80 1.412 30.600 +t20~.50L+1.60S at 11.60 to 12.00 0.000 30.600 +1.20D .. 1.60S..0.80W at 8.40 to 8.80 1.412 30.600 +t20(}t().50Lr-t0.50L +1.60W at 8.00 to 8.40 2.012 30.600 +1.20D+0.50L +0.50S+1.60W at 8.00 to 6.40 2.0'12 30.600 +1.20D+0.50L ...0.205-+E at 7.20 to 7.60 2.1'10 30.600 +0.90D+1.60W at 6.80 to 7.20 1.207 30.600 -+0.90D+E at 6.40 to 6.80 1.245 30.600 Design Maximum,Combinatlons • Deflec:tions Mer k-ft 1.04 1.04 1.'J4 1.:14 1.04 1.04 1.04 1.ll4 1.04 1.04 1.04 1.04 Title: Engineer. Project Desc.: Project Notes : ""--wu~~"-~~""'"'"-.,.~'' Moment Values Mu Phi PhiMn As k-ft k-ft in'2 0.47 0.90 5.12 0.150 1.40 0.90 5.12 0.150 VIO 0.90 5.12 0.150 0.71 0.90 5.12 0.150 0.45 0.90 6.42 0.150 0.71 0.90 5.12 0.150 0.45 0.90 6.42 0.150 0.84 0.90 6.96 0.150 0.84 0.90 6.96 0.150 1.02 0.90 7.05 0.150 0.57 0.90 6.24 0.150 0.78 0.90 6.27 0.150 Job# 0.6* As Eff As Ratio rho bat in'2 0.150 0.0016 0.0053 0.150 0.0016 0.0053 0.150 0.0016 0.0053 0.150 0.0016 0.0053 0.174 0.0016 0.0053 0.150 0.0016 0.0053 0.174 0.0016 0.0053 0.1<84 0.0016 0.0053 0.184 0.0016 0.0053 0.185 0.0016 0.0053 0.170 0.0016 0.0053 0.171 0.0016 0.0053 Axial Load Moment Values Stiffness Deflections Load Combination D +l + Lr at 6.40 to 6.80 D+l+W at 5.60 to 6.00 D+t.+W+S/2 at 5.60 to 6.00 D+L +S +W/2 al 6.00 to 6.40 D + L + S + E/1.4 at 5.20 to 5.60 D + ().5(L +Lr) + 0.7W at 6.40 to 6.80 D+0.5(L+lr)+0.7E at 6.00 to 6.40 R&actlons•Vertleal &Horizontal Load Combination DOnly SOnly WOnly E Only D+L+Lr D+L+S D+L+W+S/2 D +L+S +WJ2 D +L+S +E/1.4 Pu Mer k ~-ft 2.483 1.04 2.565 1.{14 2.565 1.04 2.524 1.04 2.606 1.04 1.933 1.04 1.974 1.04 Base Horizontal 0.0 0.0 k 0.1 k 0.2 k 0.1 lc 0.1 k 0.2 k 0.1 K 0.2 k Mactual I gross k·ft in•4 0.54 1,191.10 0.73 1.~91.10 0.73 1,1S1.10 0.63 1,191.10 0.!!8 1,191.10 0.54 1,191.10 0.78 1,191.10 """"~~·"'~'" I cracked I effective Deflection Defl. Ratio in"4 in"4 in 173.90 1191.100 0.047 3,071.4 174.91 1191.100 0.049 2,933.0 174.91 1191.100 0.049 2,933.0 174.41 1191.100 0.050 2,874.7 175.42 1191.100 0.039 3,700.5 167,07 1191.100 0.052 2,794.3 167.58 1191.100 0.055 2,540.8 Top Horizontal Vertical@ Wall Base 0.03 K 2.078 k 0.00 k 0.036 k 0.12 k 0.036 k 0.30 :~ 0.036 k 0.08 k 3.175 k 0.08 K 3.178 k 0.04 < 3.178 i( 0.02 k 3.178 k 0.13 k 3.178 k Palos Verdes Engineering Corpatlon 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax g~_l!l@pvec.com _ -··----·----··----· : Masonry Column Description : 12" CMU Pilaster Column General Information .. ----· -----·-----~--~--- Material Properties F'm 1,500.0 psi Fr-Rupture "' 75.0 psi Column Data Column width along X-X Column depth along Y-Y = Em= fm • = 900.0 Column Dens~ty = 130.0 pcf Longitudinal Bar Size -- Rebar Grade = Grade 60 Bars per side at +Y &-Y = Fy _ Yirud "7 60000 psi Bars per side at -+X & -X ~ Fs .. AUawable = 24000 psi Cover from ties "* E-Rebar 29,000.0 ksi Actual Edge to Bar Center = Load Combination • 2009 IBC & ASCE 7-05 Applied Loads Column self weiQht included : 1 ,464.021bs • Dead Load Factor AXIAL LOADS ... Axial Load at 12.0 ft, D = 9.90, LR = 4.20, L = 13.90 k BENDING LOADS ... Lat Uniform Load creatinQ Mv-v. E = 0.10 k/ft DESIGN SUMMARY --.. ·----------~- Bending & Shear Check Results Title: Job# Engineer: Project Desc.: Project Notes : ___ C~alculations par ACI530-08, IBC 2009, CBC _201 0, ASCE 7-05 . Analysis Settings 11.625 in Analysis Method Strength Design 11.625 in cp factor for Strength Design= 0.90 # 4 0 End Fixity Condition = Top Pinned, Bottom Pinned · 2 Overall Column Height = 12.0 ft 2 Construction Type Solid Grouted Hollow Concrete Masonry 2. 750 in Tie Bar Size = # 3 3.375 in TieBarSpacing = 8.0 in Brace condition for deflection (buckling) along columns : X-X(width) axis: Unbracsd Length for X-X Axis buckling= 10 fl, K= 1.0 Y -Y (depth) axis : Unbraced Length for Y -Y Axis buckling= 10ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. PASS Maximum Bending Stress Ratio = Load Combinafun 0.307 :1 +1.20D+0.50Lr+1.60L +1.60H Maximum SERVICE Load Reactions •. Top along X-X 0.600 k Location Gf max. above base At maximum location values are ... Pu 0.9 • Pn Mu-x 09*Mn-x: PASS Reinforcing Area Check As : Actual Rainforcement Min: 0.0025 • An Max: 0.04 • An Dimensional Checks Min. WidthiDeptil >= 8" PASS Overall Height I Min Dim<= 30 Load Combination Results 0.000 ft 37.977 k 122.690 k 0.000 k·fl 16.052 k-ft ( ACI530-i!B, Sec 3.3.4. 0.800 0.338 5.406 ( AC/530-08, Sec 3.4.4. ( ACI 530-<18, Sec 3.4.4. Bottom along X-X 0.600 k Maximum SERVICE Load Deflections ... Along x-x: 0.023 in at 6.040 fi above base for load combination : E Oniy Compressive Strength 122.860 k ( ACI530-01l, Sec 3.3.4. Pa = 0.80 [ 0.80 fm (An -Ast) + FyAst) • [1 {hl(140*r})A2] PASS Check Column Ties ( ACI530-08, Sec 2.1.6. Mill. Tre Dia. = 1/4", # 3 bar provicled Max Tie Spacing = 8.00 in, Provided = 8.00 in ·--·-------------------------- . Lo~d QQ.m__binati<?.n. _______ _ +1.400 +1.200+0.50Lr+1.60L +1.60H +1.20D+1.60L+0.50S+1.60H + 1 .200+ 1.60!..r+0.50L +1.20D+1.6DLr+D.80W +1.20D+C.5DL +1.605 +1.20D+0.50Lr+0.50L +1.60W +1.20D+0.50L -tD.50S+1.60W + 1.20D..0.50l-+Q.20S-tt -+D.90D+E+1.60H Maximum Bending Stress Ratios Stress Ratio Status Location 0.1286 PASS O.Oft 0.3069 PASS O.Ofl 0.2899 PASS 0.08054 ft 0.2207 PASS O.Oft 0.1645 PASS 0.0 ft 0.1664 PASS G.Oft 0.1833 PASS 0.0 ft 0.1664 PASS O.Oft 0.1670 PASS 5.960ft 0.09915 PASS 5.960 ft Maximum Axial Load Maximum Moments Actual Allow Actual Allow 15.910k 122.69 k 0.0 k-ft 16.052k-lt 37,977k 12269 k 0.0 k-ft 16.052 k-!t 35.877k 122.69 k 0.0 k·fl 16.052 k-ft 27.307k 122.69 k O.Ok-ft 16.052k-ft 20.357k 122.69 k 0.0 k-It 16.052 k-ft 20.587k 122.69 k O.Ok-ft 16.052k-ft 22.687k 122.69 k O.Ok-fl 16.052k-ft 20.5871<. 122.69 k 0.0 k-It 16.052 k-ft 20.587k 122.69 k 1.80 k-ft 16.052k-ft 10.228k 103.16 k 1 ,80k-ft 18.138 k-ft Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509..fl505 -Ofc (858) 509..fl515-Fax . P.~UI@JlVeC.fQI11__ ~-~--------··---····· : Masonry Column I .. It • • • : Description : 12" SQ. CMU Pilaster Co!urrm Maximum Reactions • Unfactored Y • Y Axis Reaction Load Combination @Base @Top D Or.ly ··---------k k LO~ k k LrOnlJ' k X L+Lr k k E Only 0.600 k 0.600 ir. ~~ k k D~ k k D+L+Lr k k D+E 0.600 k o.GOO k 04.. +E 0.600 k 0.600 k D+Lr+E 0.600 k 0.600 k Title: Job# Engineer: Project Desc.: Project Notes : --~------N_ot_e_: O_nly-<--n_on-z:ero reactions are listed. Axial Reaction @Base 11.364 k 13.900 k 4.2CO k 18.100 k k 15.564 k. 25.264 k 29.464 k 11.364 k 25.264 k 15.564 k Maximum Deflections for Load Combinations • Unfactored loads -Load Combination -----Max. Y-Y Deflection ·· 0:-:-is-ta-"nce __ _ D Only 0.0000 in C.OOO ft L Only 0.0000 in 0.000 ft Lr On1y 0.0000 In 0.000 ft L +Lr 0.0000 In 0.000 ft E Only 0.0230 In 6.040 it 0->l.r 0.0000 in 0.000 ft D+l 0.0000 in 0.000 ft D+L ->Lr 0.0000 in 0.000 ft D+E 0.0230 in 6.040 ft D~ ->1: 0.0230 in 6.040 ft P-+Lr+E 0.0230 i~ 6.040 ft Cross Section .. ;.; J_~ f!lrfW;,•_•.!'=f..!!...--11 ' 1 --e.----~ • • • • i j L__ ____ __j ' '1----·------~ ....... --__ _______. Interaction Diagram l09.2_1 j-!":-·2ll9.21 1883 _; "' I 161.'1-1 ' l"'i ... -1 I j :25..5_~ 1 P~>~~lcWIIbla ... .::22.1Ji!J 104.6 : l &17l 62 •• J ' 4Uj '? t'li!Sinrf CHimn P-M E!Url'iair1 Dlil~l'lnl AIICM!IbtiMrlnlet'l:(k-ltl -- ·,:- ,.. -f. ... ..-t~-;~----··'"~.~-·-· --... .--. ~r-JO. """'"'J.;"•P.<Il d• '• '" -"""""'" .... ~~ __ >-J ,~"; / .l .• // I 17.9 Palos Verdes Engineering Corpation 663 Valley AvenLJe, Ste. 1 01 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515 -Fax ((i! General, lnforma~!on Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modu!us Concrete Density = <p Values Flexure = Shear = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 Analysis Settings Min Steel% Bending Reinf. = Min Allow % Temp Reinf. Min. Overturning Safety Factor 0.00140 0.00180 1.0:1 Min. Sliding Safety Factor "" Add Ftg WI for Soil Pressure Use ftg wt for stability, moments & shears : Include Pedestal Weight as DL Dimen$ions· Width parallel to X-X Axis = Length paraltel to Z-Z Axis Footing Thicknes = Pedestal dimensions ... 2.50 ft 2.50 ft 12.0 in px : parallel to X-X Axis ~ 0. 0 in pz: parallel to Z-Z Axis :::: 0.0 in Height 0.0 in Rebar Centerline to Edge of Concrete .• at Bottom of footing = 3.0 in Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Sizt :: = = 3.0 # 5 3.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2} Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on eac.!1 side of zone n/a Applied Loads D P : Column Load = 5.0 08 : Overburden :::: 0.0 1.0:1 No Yes No --~ ... M-xx = 0.0 M-zz = 0.0 V-x :0 0.0 V-z = 0.0 TIUe: Job# Engineer: Project Desc.: Project Notes : Calculations per ACI318·08,1BC 2009, CBC 2010, ASCE 7..05 Lr 0.0 0.0 0.0 0.0 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) SaiiJConcrete Friction Coeff. = = Increases based on footing Depth Footing base depth belOw soil surface = Allowable pressure Increase per foot of dept!= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept= when maximum length or width is greater-t: z L s w 7.50 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ·-----·-··-- 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E fi,,Q 0:.0 0.0 0.0 CI.O 0.0 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksl 1.0 ft 0.40 ksf 2.0 ft H O.Ok 0.0 ksf 0.0 k·ft 0.0 k-ft O.Ok 0.0 k Cj Palos Verdes Engineering Corpallon 663 Valley Avenue, Ste. 101 Solana Beacll, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax ® Descrtption: DE$1GN.SUMMARY Min. Ratio Item PASS 0.9091 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Uplift PASS 0.1475 Z Flexure (+X) PASS 0.1475 z Flexure (-X} PASS 0.1475 X Flexure ( +Z) PASS 0.1475 X Flexure (-Z) PASS 0.1670 1-way Shear (+)Q PASS 0.1670 1-way Shear (-X) PASS 0.1670 1-way Shear (+Z) PASS 0.1670 1-way Shear ( -Z) PASS 0.3153 2-way Punching l)e~lw ~~ullsi Soil Bearing TiUe: Engineer: Project Desc.: Project Notes : AppUed Capacity 2.0 ksf 0.0 k-ft 0.0 k-It 0.0 k 2.114 k-ft 2.114 k-ft 2.114 k-ft 2.114 k-ft 12.528 psi 12.528 psi 12.528 psi 12.528 psi 47.290 psi 2.20 ksf 0.0 k-ft 0.0 k-fl O.Ok 14.333 k-ft 14.333 k-fl 14.333 k-ft 14.333 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Job# 17 Governing Load Combination +D...t..+H No Overturnin,g No Overturning No Uplift +1.20D-+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60l +1.60H +1.20D+0.50li+1.60L +1.60H +1.20D-t0.501.r+1.60L + 1.60H +1.20[}1{].50Lr+1.60L +1.60H +1.20D-+0.50Lr+1.60L +1.60H +1.200-t(I.50Lr+1.60l+1.60H +1.200-+0.50Lr+1.60L +1.60H Rotation Axis & Actual Soil Bearing stress Actual I Allowable Load Combination ... Gross Allowable Xecc Zecc +Z X-X. +D X-X. +D.ff..+H X-X. +Di{). 750Lr-t(l. 750L+H X-X. +D~.750L+0.750S+H X-X. +D+E+H X-X. +D-+0.750Lr-t(l. 750L -t(I.750W+H X-X. -t0-+0.750L +0.750S-t(I.750W+H X-X. +1.10D-I{J.750Lri{).750L-+E+H X-X. +D+0.750L+0.750S+E+H X-X. ..{).600-+E+H Z-Z. -tO Z:-Z. +D+l +H Z-Z. +D+0.750LJ-t(I.750L+H Z-Z. -t0+0.750Lof{).750S+H Z-Z.+D+E+H Z-Z. +D+0.7501.J.;{).750L -t(I,750W+H Z-Z. +D-+{).75DL~.750S-+{).750W+H Z-Z. +1. 10[)-t(I.750Lr-+0.750L +E+H Z-Z. +0+0.750L-+0.750S+E+H 4-Z. ~.llOP+E:t±1 OvertumingiStitblllty Rotation Axis & Load Combination ... Footing Has NO Overturning F9~ng Fl.li!XUie Flexure Axis & Load Combination X-X. +1.400 X-X. +1.400 " X-X. +1.200-t{).501.J+1.60L +1.60H X-X. +1.20D-t{).501.J+1.60L +1.60H X-X. +110D+1.60L+0.50S+1.60H X-X. +1.200+1.60L~.50S+1.60H X-X. +1.200+1.60Lr-t(I.50L X-X. +1.20D+1.60Lr-+<l.50L X-X. +1.200..n.50L+1.60S X-X. +1.20D.;{).50L+1.60S X-X. +1.20D+0.50Lr-+0.50L +1.60W 2.20 2 .. 20 2 .. 20 2 .. 20 2.933 2.20 2.20 2.933 2.933 2.933 2.20 2.20 2.20 2.20 2.933 2.20 2.20 2.933 2.933 2.933 nla 0.0 nla 0.0 nla 0.0 n/a 0.0 n/a 0.0 nla 0.0 n/a 0.0 n/a 0.0 n/a 0.0 nla 0.0 0.0 r;/a 0.0 rJa 0.0 nla 0.0 n/a 0.0 nla 0.0 nJa 0.0 nla 0.0 n/a 0.0 nla 0.0 n/a Overtumlng Moment 0.80 2.0 1.70 1.70 1.60 1.70 1.70 2.580 2.50 1.280 n/a n/a nla n/a nla nla nla nla nla nla Mu Which Tension @ Bot. As Req'd k-ft Side? or Top? inA2 0.7163 +Z Bottom 0.26 0.7163 -Z Bottom 0.26 2.114 +Z Bottom 0.26 2.114 -Z Bottom 0.26 2.114 +Z Bottom 0.26 2.114 -Z Bottom 0.26 1.083 +Z Bottom 0.26 1.083 -Z Bottom 0.26 1.083 +Z Bottom 0.26 1.083 -Z Bottom 0.26 1.083 +Z Bottom 0.26 +Z ·X ·X Ratio 0.80 n/a n/a 0.364 2.0 n/a n/a 0.909 1.70 nla n/a 0.773 1.70 n/a n/a 0.773 1.60 n/a n/a 0.546 1.70 nla n/a 0.773 1.70 n/a n/a 0.773 2.580 n/a n/a 0.880 2.50 nfa n/a 0.853 1.280 n/a n/a :l.437 n/a 0.80 0.80 0.364 n/a 2.0 2.0 0.909 n/a 1.70 1.70 0.773 n/a 1.70 1.70 0.773 n/a 1.60 1.60 0.546 n/a 1.70 1.70 0.773 nla 1.70 1.70 0.773 n/a 2.580 2.560 0.880 n/a 2.50 2.50 0.853 n/a 1.280 1.280 0.437 M~---v•"=w WH~'>-~M~~-- Resisting Moment Stability Ratio Status Gvm.AJ Actual/u Phi*Mn Status inA2 inA2 k-ft Bendino 0.37 14.333 OK Bendino 0.37 14.333 OK Bendino 0.37 14.333 OK Bendino 0.37 14.333 OK Bendhio 0.37 14.333 OK Bendina 0.37 14.333 OK Bendina 0.37 14.333 OK Bend ina 0.37 14.333 OK Bend ina 0.37 14.333 OK Ben dina 0.37 14.333 OK Bend ina 0.37 14.333 OK Palos Verdes Engineering Corpalion 663 Valley Avenue, Sle. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858} 509-8515 -Fax Description: Pad Fooling -PO Generallnforrnati9n Material Properties rc : Concrete 28 day strength fy : Rebar Yield Ec :Concrete Elastic Modulus Concrete Density .:p Values Flexure = Shear = Analysis Settings Min Steel o/o Bending Reinf. Min Allow o/o Temp Relnf. = Min. Overturning Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears : Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis Length parallel to Z -Z Axis = Footing Thicknes = Pedestal dimensions ... px : parallel to X-X Axis "' pz : parallel to Z-Z Axis Height ·tw Rebar Centerline to Edge of Concrete. at Bottom of footing = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1.0: 1 3.0ft 3.0ft 12.0 in 0.0 in 0.0 in 0.0 in 3.0!n 1.0:1 No Yes No ~Re~~~~~o=·•=.1=ng-';,~···~~~--~~~-~-·~··-· Bars parallel to X·X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-ZAxis Number of Bars Reinforcing Bar Sizt = 3.0 # 5 3.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2) ik Direction Requirir1g Closer Separation nfa # Bars required within zone n/a # Bars required on each side of zone n/a ,A~~lied Loads D Lr P : Column Load = 8.50 0.0 OB : Overburden ·~ 0.0 0.0 M-xx = 0.0 0.0 M·ZZ 0.0 0.0 V-x = 0.0 0.0 V-z 0.0 0.0 Title: Job# Engineer: Project Desc.: Project Notes : Calculations per ACI31B·O~,IBC 2009, CBC 2010, ASCE 7·05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Frictior1 Coeff. Increases based on footing Depth Footing base depth belOw soil surface = Allowable pressure increase per foot of dept!= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept= when maximum length or width is greater:t L s w 12.70 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E: H.O 0.0 0.0 IJ.O 0.0 0.0 2.0 ksf No 250.0 pcf 0.30 1.0 fl 0.40 ksf 1.0 fl 0.40 ksf 2.0 ft H O.Ok 0.0 ksf 0.0 k-fl. O.Ok-ft O.Ok O.Ok 0 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-a505 -ore {858) 509-8515-Fax Description : Pad FooUng ·PO DESIGN SUMMARY Min. Ratio Item PASS 0.9817 Soil Searing PASS n/a Overturning -X-X PASS n/a Overturning -Z..Z. PASS n/a Uplift PASS 0.3004 Z Flexure (+X) PASS 0.3004 z Flexure (-X) PASS 0.3004 X Flexure ( +Z) PASS 0.3004 X Flexure (-Z) PASS 0.3019 1-way Shear (+X) PASS 0.3019 1-way Shear (-X) PASS 0.3019 1-way Shear ( +Z) PASS 0.3019 1-way Shear(-Z) PASS 0.5575 2-way Punching Detailed Results Soil Bearing Rotation Axis & Load Combination ... Gross Allowable X-X. -tO 2.40 X-X.+D+L+H 2.40 X-X. +0-t{). 750Lr-+O. 750L +H 2.40 X-X. +D-+0. 750L -+0.750S+H 2.40 X-X.+D+E+H 3.1g9 X-X. +D-t0.750Lr-+0.750L..0.750W+H 2.40 X-X. +D-+0.750L +0.750S-+0.750W+H 2.40 X-X. +1.10D+0.750Lr-+0.750L+E+H 3.199 X-X. +D-+0.750L-+0.750S+E+H 3.199 X-X. ..0.60D+E+H 3.199 Z-Z. -tO 2.40 Z-Z.+D+l+H ~~.40 lc-Z. +D+0.750lr..0.750L+H 2.40 Z-Z. +0+0.750l-+{).750S+H HO Z-Z. +D+E+H 3.199 Z-Z. -t0.;{).750Lr-t0.750L -t0.750W+H 2.40 Z-Z. +D-t0.750l-+{).750S-t0.750W-tti 2.40 Z-Z. +1.10D..0.750Lr+0.750l+E+H 3.199 z-z. -+D-t{).750L -+0.750S+E+H 3.199 Z-Z. -+{).60D.~+H Overturning Stability 3.199 Rotation Axis & Load Combination ... Footing Has NO Overturning Footing, Flexure Title: Engineer: Project Desc.: Project Notes : ~,-~ Applied Capacity 2.356 ksf 0.0 k-ft 0.0 k-ft 0.0 k 3.619 k-ft 3.619 k-ft 3.619 k-ft 3.619 k-ft 2Z639 psi 22.639 psi 2Z639 psi 22.639 psi 83.629 psi """''''W '''''-~ ,,,,<O««OW~~·~--«««<~««« 2.40 ksf 0.0 k-ft 0.0 k-ft 0.0 k 12.046 k-ft 12.046 k-ft 12.046 k-ft 12.046 k-fl 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Job# Governing Load Combination +D+l+H No Overturning No OverturniPg No Uplift +1.200..0.50Lr+1.60L +1.60H + 1.20D..0.50Lr+ 1.60L +1.60H +1.20D-t0.50lr+1.60l +1.60H +1.20D-+0.50!.r+1.60l +1.60H +1.20D-+0.50Lr+1 .SOl +1.60H +1.20D-t0.50Lr+ 1.60L + 1.60H + 1 .20D-+0.50Lr+ 1.60L + 1.60H +1.20D-+0.50Lr+1.60L +1.60H +1.20D-t0.50Lr+1.60L +1.60H Actual Soil Bearing Stress Actual! Allowable Xecc Zecc +Z +Z ·X -X Ratio n/a 0.0 0.9444 0.9444 nfa nla 0.394 n/a 0.0 2.356 2.356 nfa n/a 0.982 n/a 0.0 2.003 2.003 n/a nfa 0.835 n/a 0.0 2.003 2.003 n/a n/a 0.835 n/a 0.0 1.833 1.833 n/a n/a 0.573 n/a 0.0 2.003 2.003 n/a n/a 0.835 nla 0.0 2.003 2.003 n/a n/a 0.835 nla 0.0 Z986 2.986 n/a n/a 0.933 nla 0.0 2.892 2.892 n/a n/a 0.904 n/a 0.0 1.456 1.456 nla n/a 0.455 0.0 n/a n/a nla 0.9444 0.9444 0.394 0.0 n/a n/a n/a 2.356 2.356 0.982 0.0 nla n/a n/a 2.003 2.003 0.835 0.0 n/a n/a n/a 2.003 2.003 0.835 0.0 nla n/a n/a 1.833 1.833 0.573 o.o n/a nla nla 2.003 2.003 0.835 0.0 nla nla n/a 2.003 2.003 0.835 0.0 nfa n/a nla 2.986 2.986 0.933 0.0 n/a n/a nla 2.892 2.892 0.904 0.0 n/a nfa n/a 1.456 1.456 0.455 Overturning Moment Resisting Moment Stabllll)1 Ratio Status Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn.As Actual/w Phi*Mn Status Side? or lop? inA2 k-ft inA2. inA2 k-ft "'"'"·'·,·wn="""""'- X-X. +1.400 1.259 +Z Bottom 0.26 Bendina 0.31 12.046 OK X-X. +1.400 1.259 -Z Bottom 0.26 Bend ina 0.31 12.046 OK X-X. +1.20D+0.50Lr+1 .60l +1.60H 3.619 +Z Bottom 0.26 Bend ina 0.31 12.046 OK X-X. + 1.20D-t0.50Lr+1 .SOL +1.60H 3.619 -Z Bottom 0.26 Bendina 0.31 12.046 OK X-X. +1.20D+1.60L -10.50S+1.60H 3.619 +Z Bottom 0.26 Bendi'la 0.31 12.046 OK X-X. +1.200+1 .SOL +0 .SOS+1.60H 3.619 -Z Bottom 0.26 Bendi~a 0.31 12.046 OK X-X. +1.20D+1.60Lr-t{).50L 1.873 +Z Bottom 0.26 Ben dina 0.31 12.046 OK X-X. +1.20D+1.60Lr-t{).50L 1.873 -Z Bottom 0.26 Bendina 0.31 12.046 OK X-X. +1.20D-1{).50L+1.60S 1.873 +Z Bottom 0.26 Bendina 0.31 12.046 OK X-X. +1.20D-+0.50l +1.608 1.873 -Z Bottom 0.26 Bendlna 0.31 12.046 OK X-X. +1.20D-+0.50Lr-+0.50L+1.60W 1.873 +Z Bottom 0.26 Bendina 0.31 12.046 OK "' Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax GenerallnfOrm,ation Material Properties fc : Concrete 28 day strength t Rebar Yield c : Concrete Elastic Modulus Concrete Density tp Values Rexure Sl1ear Analysis Settings Min Steel % Bending Re!nf. Min Allow% Temp Re!nf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg wt for Soil Pressure = 2.50 ksi = 60.0 ksi = 3,122.0 ksi 145.0 pel ::; 0.90 = 0.750 = 0.00140 = 0.00180 "' 1.0 : 1 1.0:1 No Use fig wt for stability, moments & shears : Yes Include Pedestal Weight as DL Dimen$ions Width parallel to X-X Axis '~ Length parallel to Z-Z Axis Footing Thicknes "' Pedestal dimensions ... px : parallel to X-X Axis ~ pz: parallel to Z-Z Axis = Height Rebar Centerline to Edge of Concrete .. at Bottom of footing "' aetnfQrelbg . Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-ZAxis Number of Bars Reinforcing Bar SizE 3.50 ft 3.5011 12.0 in 0.0 in 0.0 in 0.0 in 3.0 in ·4.0 # 5 4.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer separation nla # Bars required within zone nla # Bars required on each side rJ zone n/a Applied Loads D P: Column Load 10.70 OB : Overburden = 0.0 M-xx 0.0 M-zz = 0.0 V-x ~ 0.0 V-z 0.0 No Lr 0.0 0.0 0.0 0.0 0.0 0.0 Title: Job# Engineer: Project Desc.: Project Notes : Calculations per ACI318·08, IBC 2009, CBC 2010, ASCE 7·05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) SoiUConcrete Friction Coeff. = Increases based on footing Depth Footing base depth below soil surface '"" Allowable pressure increase per foot of deptf= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dep1 = when maximum length or width is greatert z ••••••••••••m·~-.-<~««~~-~--•«•••••• L s w 16.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E S>.O CI.O CI.O 0.0 0.0 0.0 2.0 ksf No 250.0 pel 0.30 1.0 ft 0.40 ksf 1.0 It 0.40l<sf 2.0 ft H 0.0 k 0.0 ksf 0.0 k·ft 0.0 k-ft 0.0 k O.Ok ''> Palos Verdes Engineering Corpalion 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 • Ofc (858) 509-8515-Fax DESIGNSUifMARY Min. Ratio Item PASS 0.8385 Soil Bearing PASS nla Overturning -X-:X: PASS n/a Overturning -Z-Z PASS n/a Uplift PASS 0.3316 Z Flexure (+X) PASS 0.3316 Z Flexure (-X) PASS 0.3316 X Flexure ( +Z} PASS 0.3316 X Flexure (-Z) PASS 0.3586 1-way Shear {+X) PASS 0.3586 1-way Shear {-X) PASS 0.3586 1-way Shear { +Z) PASS 0.3586 1-way Shear { -Z) PASS 0.7087 2-way Punchin'' Detailed', Results Soil Bearing TiUe: Engineer: Project Desc.: Project Notes : Applied Capacity 2.180 ksf 0.0 k-ft 0.0 k-ft 0.0 k 4.538 k-ft 4.538 k-ft 4.538 k-ft 4.538 k-ft 26.895 psi 26.895 psl 26.895 psi 26.895 psi 106.31 psi 2.60 ksf 0.0 k-ft 0.0 k-ft 0.0 k 13.684 k-ft 13.684 k-ft 13.684 k-ft 13.684 k-fl 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Job# Goveming Load Combination +D+l+H No Overturning No Overtum!ng No Uplift +1.20D+1.60L -+{).50S+ 1.60H +1.20D+1.60L +0.50S+1.60H +1.20D+1.60l-+{).50S+1.60H +1.20D+1.60L +0.50S+1.60H +1.20D-t{}.50Lr+1.60L +1.60H +1.20D-t{}.50Lr+1.60L +'i .60H +1.20D-t{}.50Lr+ 1.60L + 1.60H +1.20D-t{}.50Lr+1.60L +1.60H + 1.20D-t{}.50Lr+1.60L +1.60H Rotation Axis & Actual Soil Bearing Stress Actual/ Allowable Load Combination ... Gross Allowable Xecc Zecc +Z ·X-X. +D X-X. +D+l+H X-X. +D-+0.750Lr-+{).750L +H X-X. +0-t{}.750L -+{).750S+H X-X. +D+E+H X-X. +D-t{}.750Lr-t{}.750L ..0.750W+H X-X. +0-+0.750L-t{l.750S-+{).750W+H X-X. +1. 1 OD-t0.750lr+0.750L +E+H X-X. +D-+0.750L-+{).750S+E+H X-X. -+0.60D+E+H Z-Z. +D Z-Z. +D+l+H Z-Z. +O-t{},750Lr-+{).750L +H Z-Z. +0-t{},750L-+0.7508-I+I Z-Z. +D+E+H Z-Z. +D-t{}.750Lr-+{).750L -t{}.750W+H Z-Z. +D-+0.750L+0.750S-f{I.750W+H l-Z. 1-1,10D+0.750Lr-+{).750L+E+H Z-Z. +D-t{}.750L -t{}.750S+E+H z-z. -+O.SOD+E+H OvertumJng Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Footing Flex.iar,e " Flexure Axis & Load Combination 2.60 2.60 2.60 2.60 3.466 2.60 2.60 3.466 3.466 3.466 2.60 2.60 2.60 2.60 3.466 2.60 2.60 3.466 3.466 3.466 n/a 0.0 nla 0.0 nla 0.0 nla 0.0 nla 0.0 nla 0.0 nla 0.0 n/a 0.0 nla 0.0 n/a 0.0 0.0 r:/a 0.0 n/a 0.0 n/a 0.0 t~/a 0.0 n/a 0.0 r~/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a OVerturning Moment 0.8735 2.180 1.853 1.853 1.527 1.853 1.853 2.593 2.506 1.177 n/a n/a n/a nla n/a nla n/a n/a n/a n/a Mu Which Tension @ Bot. As Req'd +Z -X ·X Ratio 0.8735 n/a nla 0.336 2.180 nla n/a 0.839 1.853 n/a nla 0.713 1.853 n/a n/a 0.713 1.527 n/a n/a 0.441 1.853 n/a n/a 0.713 1.853 nfa nla 0.713 2.593 n!a nla 0.748 2.506 n/a r./a 0.723 1.177 nla n/a 0.340 n/a 0.8735 0.6735 0.336 nfa 2.160 2.180 0.839 nfa 1.853 1.853 0.713 nfa 1.853 1.853 0.713 nla 1.527 1.527 0.441 n/a 1.853 1.853 0.713 n/a 1.853 1.853 0.713 n/a 2.593 2.593 0.748 nla 2.506 2.506 0.723 nfa 1.177 un 0.340 Resisting Moment Stabili~' Ratio Status Gvm.As Actual As PhrMn Status lnA2 inA2 k-ft k·fl Side 1 or Top ? inA2 •••• ••••••••••••~••••••••-w••••••• •·•--••••••••-•~· -~__:=~___;:.:....:.;=-.: __ ~.___ _ ___,:.:..=.. ___ --".:.=------...:.:.::.---- X-X. +1.400 -X-X. +1.400 o X-X. +1 .20D-+{).50lr+1.60L+1 .60H X-X. +1.20D-+{).50Lr+1.60L +1.60H X-X. +1 .200+1 .60L -t0.50S+1.60H X-X. 1'"1.20D+1.6DL -+{),50S+1.60H X-X. +1.20D+1.60Lr-+{).50l X-X. +1.200+1.60Lr+0.50L X-X. +1.200..0.50L1'"1.60S X-X. +1.20D-+{).50L1'"1.60S X-X. +1.20D-+{).50Lr-+{).50L+1 .60W 1.561 +Z Bottom 0.26 1.561 -Z Bottom 0.26 4.538 +Z Bottom 0.26 4.538 -Z Bottom 0.26 4.538 +Z Bottom 0.26 4.538 -Z Bottom 0.26 2.338 +Z Bottom 0.26 2.338 -Z Bottom 0.26 2.338 +Z Bottom 0.26 2.338 -Z Bottom 0.26 2.338 +Z Bottom 0.26 Ben dina 0.35 13.684 OK Bend ina 0.35 13.684 OK Bendtna 0.35 13.684 OK BendL'la 0.35 13.684 OK BendinQ 0.35 13.684 OK Bend ina 0.35 13.684 OK Bend ina 0.35 13.684 OK Bendina 0.35 13.684 OK Bendi,a 0.35 13.684 OK Bendi.1a 0.35 13.684 OK Bendina 0.35 13.684 OK "> Palos Verdes Engineering Corpalion 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858} 509·8505 • Ofc (858) 509..8515 . Fax General1nf0nnation Material Properties rc : Concrete 2B day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density q> Values Rexure Shear Analysis Settings Min Steel% Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure -2.50 ksi 60.0 ksl = 3,122.0 ksl = 145.0 pcf "' 0.90 0.750 0.00140 = 0.00180 = 1.0:1 = 1.0:1 No Use ftg wt for stabillty, moments & shears : Yes Include Pedestal Weight as Dl Dimensions,·.· · Width parallel to X-X Axis "' 4.0ft Length parallel to Z-Z Axis "" 4.0tt Footing Thicknes = 15.0 In Pedestal dlmensions ... px: parallel to X-X Axis : 0.0 in pz : parallel to Z-Z Axis * 0.0 In Height 0.0 ln Rebar Centerline to E<i.Je of Concrete .. at Bottom offooting = 3.0 in Reinforclvt~ Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Sill = = 5.0 # 5 5.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone nfa # Bars required on each side of zone n/a A~elied Loads D P : ColLimn Load = 14.20 OB : Overburden = 0.0 M-xx z. 0.0 M-zz = 0.0 V-x = 0.0 V-z -0.0 No '• Lr 0.0 0.0 0.0 0.0 0.0 0.0 Ti~e: Job# Engineer: Project Desc.; Project Notes : Calculations per ACI318·08, IIIC 2009, CBC 2010, ASCE 7 ·05 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance {for Sliding) Soil/Concrete Frictlon Coeff. = = lncreases based on footing De~ Footing base depth belOw soil surface =- Allowable pressure increase per foot of deptl= when footing base is below = lncreases based on footing plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater4 z L s w 21.30 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E: 13.0 0.0 0.0 10.0 10.0 10.0 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 ksf 2.0 ft H O.Ok o.o ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k "'> ~ 0 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509.-8505-Ofc (858) 509..s515-Fax Description : DESIGN SUMMARY Min. Ratio Item ~,-.,m----'~' PASS 0.7925 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS nla Uplift PASS 0.2958 Z Flexure (+X) PASS 0.2958 Z Flexure (-X) PASS 0.2958 X Flexure ( +Z) PASS 0.2958 X Flexure (-Z} PASS 0.2794 1-way Shear (+X) PASS 0.2794 1-way Shear (-X) PASS 0.2794 1-way Shear ( +Z) PASS 0.2794 1-way Shear (-Z) PASS 0.5160 2-way Punching Detailed· ReSUlts· Soil Bearing ~wm~-·~-~ Applied 2.219 ksf 0.0 k-ft 0.0 k-ft 0.0 k 5.954 k-ft 5.954 k-ft 5.954 k-ft 5.954 k-ft 20.953 psi 20.953 psi 20.953 psi 20.953 psi 77.40 psi Title: Engineer: Project Desc.: Project Notes : Capacity 2.60 ksf 0.0 k-It 0.0 k-fl 0.0 k 20.130 k-ft 20.130 k-ft 20.130 k-ft 20.130 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psl Job# Goveming Load Combination +D-+l+H No Overrumln!g No Overtumin!~ No Uplift +1.200~.50Lr+1.60L +1.60H +1.20D-+0.50Lr+1.60L +1.60H +1.200-+0.50Lr+1.60L +1.60H +1.20D-+0.50l.r+1.60L+ 1.60H +1.20[}t{).50l.r+1.60L+1.SOH +1.20D-+0.50l.r+1.60L +1.60H +1.200-+0.50Lr+1.60L+1.60H +1.20D-+0.5011+1.60L + 1.60H +1.20D-t{).50Lr+1.60l +1.60H A•'mm-ou~~ Rotation Axis & Actual Soil Bearing Stress Actual I Allowable +Z +Z -X ·X Ratio __,L=oa=d'-"C==o~m=bi""na==ti"'-on:.::. .. ::..• ___ G=.:roc::.;s:;c::.;.::s Allowa=.:bc:.::le'---_____,Xi=e~cc"--__.Zec=c"------==-----=----..;.:_----:.:......---=-==-- X-X. +0 2.80 n/a 0.0 0.8875 0.8875 nla n/a X-X. +D+L +H 2.80 n/a 0.0 2.219 2.219 n/a nla X-X. +D-+0.750Lr+0.750L+H 2 .. 80 n/a 0.0 1.886 1.886 nla n/a X-X. +D-+0.750L-+0.750S+H 2.80 n/a 0.0 1.686 1.886 nla n/a X-X. +D+E+H 3.732 n/a 0.0 1.388 1.388 n/a n/a X-X. +D-+0.750Lr+0.750L+0.750W+H 2.80 n/a 0.0 1.886 1.886 n/a n/a X-X. +D+0.750L-+0.750S-+0.750W-+H 2.80 n/a 0.0 1.886 1.886 nla n/a X-X. +1.10D+0.750l.r-+0.750L+E+H 3.732 n/a 0.0 2.475 2.475 n/a n/a X-X. +D+O .750L -+0. 750S+E+H 3. 732 n/a 0.0 2.386 2.386 nla n/a X-X. +0.60D+E+H 3.732 n/a 0.0 1.033 1.033 nla n/a Z-Z, +D 2.80 0.0 nla nla nla 0.8875 0.8875 Z-Z. +D+L +H 2.80 0.0 n/a nfa nla 2.219 2.219 Z-Z, +D+0.750Lr-+0.750L +H 2.80 0.0 n/a n/a n/a 1.886 1.886 Z-Z. +D-+0.750L-+0.7508-I-H 2.80 0.0 nla nfa nla 1.886 1.886 Z-Z. +D+E+H 3.732 a.o n/a n/a nla 1.388 1.388 Z-Z. +D+0.750Lr-+0.750L+0.750W+H 2.80 0.0 nla n/a n/a 1.886 1.886 Z-Z +D+0.750L+0.750S-+0.750W+H 2.80 0.0 nla n/a nla 1.886 1.886 Z-Z. +t10D+0.750l.r+0.750L+E+H 3.732 a.o nta n/a n/a 2.475 2.475 Z-Z. +D-+{).750L+0.750S+E+H 3.732 0.0 nla n/a n/a 2.386 2.386 Z-Z. +0.60D+E+H 3.732 0.0 nfa n/a nla 1.033 1.033 0Vertumii19.St&bRity · Rotation Axis & Load Combination ... Overturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Footing Flex!Jre ~~-~-·---·-~----·.-.. -----·••m Flexure Axis & Load Combination Mu Which Tension@ Bot. As Req'd Gvm.As Actual As PhrMn k.ft Side? or lop? inft2 inA2 !nft2 k-fl "'•••••••--""'-••••••«< x.x. +1.400 1.977 +Z Bottom 0.32 Bend inn 0.39 20.13 X-X. +1.400 1.977 -Z Bottom 0.32 Bend inn 0.39 20.13 X-X. +1.200-+0.50Lr+1.60L +1.60H 5.954 +Z Bottom 0.32 Bend ina 0.39 20.13 X-X, +1.200-+{).50Lr+1.60L +1.60H 5.954 -Z Bottom 0.32 Bend ina 0.39 20.13 X-X. +1.20D+1.60L-+{).50S+1.60H 5.954 +Z Bottom 0.32 Bend ina 0.39 20.13 X-X. +1.20D+1.60L ~.50S+1.60H 5.954 -Z Bottom 0.32 Ben dina 0.39 20.13 X-X. +1.20D+1.60Lr-+0.50L 3.026 +Z Bottom 0.32 Bend ina 0.39 20.13 X-X. + 1.20D+1.60Lr-+0.50L 3.026 -Z Bottom 0.32 Ben dina 0.39 20.13 X-X. +1.20D+0.50L+1.60S 3.026 +Z Bottom 0.32 Bendina 0.39 20.13 X-X. +1.20D-+{).50L+1.60S 3.026 -Z Bottom 0.32 Ben dina 0.39 20.13 X-X, +1.20D+0.50Lr-+0.50L +1.60W 3.026 +Z Bottom 0.32 Bendina 0.39 20.13 0.317 0.793 0.674 0.674 0.372 0.674 0.674 0.663 0.639 0.277 0.317 0.793 0.674 0.674 0.372 0.674 0.674 0.663 0.639 0.277 Status Status OK OK OK OK OK OK OK OK OK OK OK Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ole (858)509-8515-Fax @ Description : Genera] ·lnfonnation Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density <p Values Flexure "' Shear = Analysis Settings Min Steel % Bending Reinf. = Min N.laN% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor "' Add Ftg Wt for Soil Pressure Use fig wtfor stabimy, moments & shears: Include Pedestal Weight as DL Dirnensicms Width parailel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes "' Pedestal dimensions ... px : parallel to X-X Axis , pz .: parallel to Z-Z Axis "" Height Rebar Centerline to Edge of Concrete .. at Bottom of fooung = ReinfOrcing 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1.0:1 4.50 ft 4.50 ft 1!>.0 In in in in 3.0 in 1.0 :1 No Yes No Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size 5.0 # 5 Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar SizE = = 5.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer Separation nfa # Bars required within zone nfa # Bars required on eaoh side of zone nfa Applied Loads P: Column Load OB : Overburden M-xx M-zz V-x V-z D 24.30 = Lr 1.0 Title: Jab# Engineer: Project Desc.: Project Notes : Calc:plations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Soil Design Values Allowable Soil Bearing " Increase Bearing By Fooling Weight = Soil Passive Resistance (for Sliding) "' Soil/Concrete Friction Coeff. = Increases based on footing Depth Footing base depth belOw so~ surface = Allowable pressure increase per foot of deotl= when footing base is below , = Increases based on footing plan dimensioll Allowable pressure increase per foot of depl = when maximum length or width is greater:t L s w 33.20 E 3.!90 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 ksf 2.0ft H k ksf k-ft k-ft k k 0 Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515 -Fax Pad Footing -P3 ·DEStGNStfM·Il~ Min. Ratio PASS 0.9467 PASS n/a PASS n/a PASS n/a PASS 0.5450 PASS 0.5450 PASS 0.5450 PASS 0.5450 PASS 0.4515 PASS 0.4515 PASS 0.4515 PASS 0.4515 PASS 0.8605 Detailed Results Soil Bearing Rotation Axis & Load Combination .•. X-X. -tD X-X. +D-tl +H X-X. +D+lr+H X-X. +D+0.750Lr+0.750L+H X-X. +D+0.750L -+{},750S+H X-X.+D+E+H Item Soil Beari11g Overturning -X-X Overturning -Z-Z Uplift Z Flexure (+X) Z Flexure {-X) X Flexure ( +Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X} 1-way Shear(+Z) 1-way Shear(-21 2-way Punching Gross Allowable 3.0 3.0 3.0 3.0 3.0 3.999 X-X. +D+0.750li-+0.750L+0.750W+H 3.0 X-X. +D+0.750L +0.750S-t{J.750W+H 3.0 X-X. +1.10D-+0.750Lr+0.750L +E+H 3.999 X-X. +D+0.750L..0.750S-tE+H 3.999 X-X. -+0.60D+E+H 3.999 Z-Z. +D 3.0 Z-Z. +D-!l+H 3.0 Z-Z. -tD+Lr+H 3.0 Z-Z. -t0-+0.750Lr...0.750L-t-H 3.0 Z-Z, -+0-+0. 750L -+0. 750S+H 3.0 Z-Z. +D+E+H 3.999 Z-Z. +0-+{1.750Lr+0.750L-+0.750W+H 3.0 Z-Z. -tD-+0.750L +0. 7505-t-0. 750W+H 3.0 Z-Z. +1.10D-t{J.750Lr+0.750L+E•H 3.999 Z-Z. +0-+0.750L +0.750S+E+H 3.999 Z-Z. +0.60D+E+H 3.999 Qvertuming1$tabQity Rotation Axis & Load Combination ... Footing Has NO Overturning Footing Flexure AppDed 2.840 ksf 0.0 k-fi. 0.0 k-ft 0.0 k 9.795 k-ft 9.795 k-ft 9.795 k-ft 9.795 k-ft 33.866 psi 33.866 psi 33.866 psi 33.866 psi 129.08 psi Title: Engineer: Project Desc.: Project Notes : Capacity 3.0 k.Sf 0.0 1<.-ft 0.0 k-ft 0.0 k 17.972 k-ft 17.972 k-ft 17.972 k-ft 17.972 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi "" uucu-~------· Job# Goveming Load Combination +D-!l+H No Overtumin~ No Overtumln~ No Uplift +1.20D-+0.50ls+1.60L +1.60H + 1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr-t1.60L +1 .SOH +1.200-t0.50Lr-t1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H Actual Soil Bearing Stress Actual/ Allowable Xecc Zecc +Z +Z ·X ·X Ratio n/a 0.0 1.20 1.20 n/a n/a 0.400 n!a 0.0 2.840 2.840 n/a n/a 0.947 n/a 0.0 1.249 1.249 nla nla 0.416 n/a 0.0 2.467 2.467 n/a nla 0.822 n/a 0.0 2.430 2.430 nfa nla 0.810 n/a 0.0 1.393 1.393 nla nla 0.348 n/a 0.0 2.467 2.467 nfa nla 0.822 nfa 0.0 2.430 2.430 nla nla 0.810 n/a o.o 2.779 2.779 nfa nla 0.695 nla 0.0 2.622 2.622 n/a n/a 0.656 n/a 0.0 0.9126 0.9126 nfa nla 0.228 0.0 n/a nla n/a 1.20 1.20 0.400 0.0 nla n/a nfa 2.840 2.840 0.947 0.0 n/a n/a nla 1.249 1.249 0.416 0.0 nla n/a nla 2.467 2.467 0.822 0.0 n/a nla n/a 2.430 2.430 0.810 0.0 n/a nla n/a 1.393 1.393 0.348 0.0 n/a n/a n/a 2.467 2.467 0.822 0.0 nla n/a n/a 2.430 2.430 0.810 0.0 nla n/a n/a 2.779 2.779 0.695 0.0 nla n/a n/a 2.622 2.622 0.656 0.0 n/a nla n/a 0.9126 0.9126 0.228 Overturning Moment Resisting Moment Stabili~ Ratio Status Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd Gvm.As Actual As Phi*Mn Status Side 1 or Top ? in"2 1<-ft inA2 inA2 k·ft X-X. +1.400 3.61 +Z Bottom 0.32 Bend ina 0.34 17.972 OK X-X.+1.40D 3.61 -Z Bottom 0.32 Ben dina 0.34 17.972 OK X-X. +1.200+0.50Lr+1.60L +1.60H 9.795 +Z Bottom 0.32 Ben dina 0.34 17.972 OK X-X. +1.20D+0.50Lr+t60L+1.60H 9.795 -Z Bottom 0.32 Bendina 0.34 17.972 OK X-X. +1.20D+1.60L +0.50S+1.60H 9.7'33 +Z Bottom 0.32 Bend ina 0.34 17.972 OK X-X. +1.20D+1.60L+0.50S+1.60H 9.733 -Z Bottom 0.32 Bendir.a 0.34 17.972 OK X-X. + 1.200+ 1.60Lr+0.50L 5.369 +Z Bottom 0.32 Bendina 0.34 17.972 OK X-X. +1.20D+1.60Lr+0.50L 5.369 -Z Bottom 0.32 Bend ina 0.34 17.972 OK X-X. +1.20D+1.60Lr-+0.80W 3.294 +Z Bottom 0.32 Bendina 0.34 17.972 OK Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@Pvec.com .. ; Description : Pad Footing -P6 Code Reftlrences Calculations per Load Combinations Used: 20091BC & ASCE 7-05 Generall'nforrnation Material Properties fc : Concrete 28 day strength fy : Rebar Yield ""· Ec : Concrete Elastic Modulus Concrete Density "' cp Values Flexure = Shear "' Analysis Settings Min Steel % Bending Reinf. ~ Min AHow% Temp Reinf. ";!! Min. Overturning Safety Factor -- Min. Sliding Safety Factor :: Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for SoH Pressure Use Pedestal wt for stabHity, mom & shear Dimensions Width parallel to X-X Axis "' 5.0 ft Length parallel to Z -Z Axis = 5.0 ft Footing Thlcknes '16.0 in Pedestal dimensions ... px: parallel to X-X Axis == 0.0 In pz: parallel to Z-Z Axis == 0.0 in Height 0.0 ln Rebar Centerline to Edge of Concrete .. at Bottom offootlng == 3.0 in ReinforcJng Bars parallel to X-X Axis Number of Bars Reinforcing Bar Si:t.e Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Slzt = 7.0 # 5 7.0 # 5 Bandwidth Distribution Check (ACI15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone nla #Bars required on each side of zone n/a Applied loads .@ "~ , _ D P : Column Load "' 28.10 08 : Overburden = 0.0 M-xx = 0.0 M-zz "' 0.0 V-x •. , 0.0 V-z .: 0.0 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pet 0.90 0.750 0.00180 1.0:1 1.0: 1 No Yes No No Lr 0.0 0.0 0.0 0.0 0.0 0.0 Project TiUe: Engineer: Project Oeser: Project ID: ~t Pllnted: 9AIJG2013, 7:38AM Flla •E:\JAI1RO&-I(I.PG-NeW\2013\tNt40A3~~U!l.I)'BTd.ecB ENE.RCALC, 1NC. 1-~3i.f!41kl:i13ia30. 'll\1';&..13.6.30 · ., Soil Design Values Allowable Sol! Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding} Soil/Concrete Friction Coeff. = = Increases based on footing Depth Footing base depth belOw soU surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dep1 = when maximum length or width is greater=t L s w E 43.70 0.0 0.0 16.80 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 ksf 2.0 ft H O.Ok 0.0 ksf 0.0 k-ft 0.0 k-ft O.Ok O.Ok "' D Palos Verdes Engineering Corpation 563 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec~.co!!!2m'-'------~--:~ ' (3en~nd.·FoPting. Description : DESIGN SUMMARY Min. Ratio Item PASS 0.8975 Soil Bearing PASS nfa Overturning-X-X PASS n/a Overturning-Z-Z PASS n/a Uplift PASS 0.5311 Z Flexure (+X) PASS 0.5311 Z Flexure (-X) PASS 0.5311 X Flexure (+Z) PASS 0.5311 X Flexure ( -Z) PASS 0.5020 1-way Shear (+X} PASS 0.5020 1-way Shear (-X) PASS 0.5020 1-way Shear {·~Z) PASS 0.5020 1-way Shear ( .. z) PASS 0.9664 2-way Punching D~Jed,Rf!Ults -~oilS!!~ '""~~uA,-• Rotation Axis & load Combination ... Gross Allowable Overturnlng Stability Rotation Axis & Applied 2.872 ksf 0.0 k-ft 0.0 k-ft 0.0 k 12.955 k-ft 12.955 k-ft 12.955 k-ft 12.955 k-ft 37.647 psi 37.647 psi 37.647 psi 37.647 psi 144.967 psi Xecc Zecc Load Combination. •• Overturning Moment Footing Has NO Overturning FooUng Flexure Fluure Axis & load Combination Mu Which Tension@ k-lft Side? Bot or Top? "" ·xw·-'·~·--·--'-'M=~ X-X -r1.40D 4.918 -l-Z Bottom X-X. +1.400 4.918 -Z Bottom X-X. +1.200-i{).50lr+1.60L +1 .SOH 12.955 +Z Bottom X-X. +1.20D+0.50lr+1.60L+1.60H 12.955 -Z Bottom X-X. +1.200+1.60L-+0.50S+1.60H 12.955 +Z Bottom X-X. +1.20D+1.60Lot0.50S+1.60H 12.955 -Z Bottom X-X. +1.200+1.60lr-t{l.50L 6.946 +Z Bottom X-X. +1.200+ 1.60Lr-+0.50L 6.946 -Z BoHom X-X. +1.20D+t60Lr+0.80W 4.215 +Z Bottom X-X. +1.20D-r1.60Lr-+!l.BOW 4215 -Z Bottom X-X. +1.2.0D+0.50l+1.60S 6.946 ;-z Bottom X-X. +1.20D+0.50L+1.60S 6.946 -Z Bottom X-X. +1.20D+1.60S-+O.BOW 4.215 +Z Bottom X-X. +1.200+1.608-f{).BOW 4.215 -Z Bottom X-X. +1.20D+0.50Lro!o().50L+1.60W 6.946 +Z Bottom X-X. +1.20D-+0.50Lr-+0.50L +1.60W 6.946 -Z Bottom X-X. +1.200-!{),50L-+n.50S+1.60W 16.946 +Z Bottom X-X. +1.200+0.50L+0.508+1 .BOW 6.946 -Z Bottom X-X. +1.20D+0.50L +0.20S+E 9.046 +Z Bottom X-X. +1.200-+0.50l-1{).20S+E 9.046 -Z Bottom X-X. -+{).90D+1.60W+1.60H 3.161 +Z Bottom X-X. +0.900+1.60W+1.60H 3.161 -Z Bottom X-X. -t0.90D+E -r1.60H 5261 +Z Bottom X-X . ..0.90M+1.60H 5.261 -Z Bottom z..z. +1.400 4.918 -X Bottom Z-Z,+1.40D 4.918 +X Bottom Z-Z. +1.200+0.50Lr+1.60L +1.60H 12.955 -X Bottom Z-Z. +1.200-+{).50Lr+1.60L +1.60H '12.955 +X Bottom Z-Z. +1.20D+1.60L-!{).50S+1.60H 12.955 -X Bottom Z-Z. +1.20D+1.60L-!{).50S-r1.60H 12.955 +X Bottom Z-Z. +1.200+1.60Lr+0.50L 6.946 -X Bottom Project Title: Proiect 10: En9ineer: PrOject Oeser. +Z AsReq'd in~2 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 0.3456 47 f'rlnla~: 9AlJG 2013. 7:36AM Fl~ = E:\lAHROlH<If'(rNeW1.2013\tNNOA3<-Z\.Calo\ra11yard.ec6 ENERCALC. INC..19sa:2.013. 9ulld:6.13.~,30, ller:6.13.6.3D . . . -. Capacity Governing Load Combination 3.20 ksf -+04. ;-H abou1t Z-Z axis 0.0 k-ft No Overturnir,g 0.0 k-it No 011erturning 0.0 k No Uplift 24.392 k-ft +1.20D-+0.50Lr+1.60l+1.60H 24.392 k-ft +1.20D+0.50Lr+1.60L +1.60H 24.392 k-ft +1.20D+0.50Lr+1.601.+1.60H 24.392!<-ft +1.20D-t0.50lr+1.60L+1.60H 75.0 psi +1.20D-!{).50Lr+1.601.+1.60H 75.0 psi +1.20D-t<l.50Lr+1.60L+1.60H 75.0 psi +1.20D+0.50lr+1.60L +1.60H 75.0 psi +1.20D-!{).50Lr+1.60L + 1.60H 150.0 psi +1.200+0.50Lr+1.60L+1.60H --~----·---Actual Soli Bearing Stress Actual I Allowable +Z -X -X Ratio Resisting Moment Stabilit.y Ratio Status Gvm.As Actual As Phi*Mn Status ln"2 in"2 k-t --~-------~'""" MinTemo% 0.4340 24.392 OK Min Temp% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MlnTemo% 0.4340 24.392 OK Min Temp% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK Min Temo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK Mln Temo "to 0.4340 24.392 OK MinTeiT'.o% 0.4340 24.392 OK MlnTemo% 0.4340 24.392 OK Min Temo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK M!nTemo% 0.4340 24.392 OK Min Temc% 0.4340 24.392 OK Min T elllD % 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK M!nTemc% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK MinTemo% 0.4340 24.392 OK Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Description : Generallnforrnation Material Properties fc : Concrete 28 day strength fy : Rebar Yield "" Ec : Concrete Elastic Modulus '"' Concrete Density = c.p Values Flexure = Shear = Analysis Settings Min Steei % Bending Reinf. == Min Allow% Temp Rein!. = Min. Overturning Safety Factor = Min. Sliding Safely Factor = Add Ftg Wt for Soil Pressure Use f!g w! for stability, moments & shears : Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis "' Length parallel to Z-Z Axis = Footing Thicknes = Load location offset from footing center ... ez.: Prll to Z-Z Axis Pedestai dimensions ... px : parallel to X-X Axis ~ pz. : parallei to Z-Z Axis = Height Rebar Centerline to Edge of Concrete .. at Bottom of footing = Bars parallel to X-X Axis Number of Bars = 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1.0 :1 5.0 ft 5.0 ft 16.0 in -18 in 12.0 in 12.0 in 6.0 In 3.0 in 7.0 1.0: 1 No Yes No Reinforcing Bar Size "' # 5 Bars parallel to Z-Z Axis Number of Bars :::; 7.0 Reinforcing Bar SizE # 5 Bandwidth Distribution Check {ACI15.4.4.2.) Direction Requiring Closer Separation n/a # Bars required wi!hin z.one n/a # Bars required on each side of zone n/a _ Applie(J_~_~ad~s ___ _ Title: Job# Engineer: Project Desc.: Project Notes : ___ Calc_~lations p~r ACI_318-08,_J_Ilp 2009, CBC 2010, ASCE 7.05 .. Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) = SoiVConcrete Friction Coeff. = Increases based on footing Depth FooUng base depth below soil surface "'" Allowable pressure increase per foot of deptl:: wller1 footing base is below = Increases based on footing plan dimension A11owable pressure increase per foot of dept = whe:"' maximum length or width is greater-t 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 ksf 2.0 ft _ _ _Q_ ______ .1!__ ____ ... ~--!,_~ _______ ! ___________ w ___________ ~ __ _g__ _____ . __ H __ P: Column Load = 7.90 13.70 k 08 : Overburden = ksf M-xx "' k-ft M-z.z -k-ft V-x "' k V-z. "' k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858} 509-8505 -Ofc {858) 509-8'515 -Fax , .. Qa~CQ!!!~--:~ ! GGneNJI fOt?~]DO. Descriptoo : DESIGN SUMMARY: Title: Job# Engineer: Project Desc.: Project Notes : Printed: 18J'JN 2013. 11:C9AM ·--· -·~ File: E:\Jobs on CADOIPc::New\2013\13-11i6-&llYard lolls\CBlclr8llyard-ec6 ENERCALC, INC .. 1983-20t1,.1Jui:d:UU2AO. V.r!6.11.12.1C -.. .... . ... . .. Min. Ratio Item Applied Capacity --------------------------~----~------ Govlarning Load Combination +D+L+H PASS 0.890 Soil Bearing 2.848 ksf PASS n/a Ove!1:urning-X-X 0.0 k-ft PASS n/a Overturning-Z-Z O.C k.-fl. PASS n/a Uplift PASS 0.08396 Z Flexure (+X) PASS 0.08396 Z Rexure (-X) PASS 0.05663 X Flexure (+Z) PASS 0.01899 X Fiexure (-Z) PASS 0.08169 1-way Shear (+X) PASS 0.08169 1-way Shear (-X) PASS 0.05216 1-way Shear (+Z) PASS n/a 1-way Shear(-Z) PASS 0.1089 2-way Punching Detailed Results -~~!l~!_~il\9 ____ ,_. ----~. Rotation Axis & 0.0 k 2.048 k-ft 2.048 k-ft 1.381 k-ft 0.4632 k-ft 6.127 psi 6.~27 psi 3.912 psi 0.0 psi 16.328 psi ~Q_acLCo,rnbinatJon.~ ___ _2rl!S~ ,\JioiNIIblj!! ____ . Xecc __ ~--- X-X. -tO 3.20 n/a -18.0 X-X. +D+L+H 3.20 n/a -18.0 X-X. +0+0.750Lr+0.750L+H 3.20 n/a -18.0 X-X. +D4{).750L+0.750S+H 3.20 n/a -18.0 X-X. +D-t{).750Lr4{).750L-t{).750W+H 3.20 n/a -18.0 X-X. +D+0.750L+0.750S+0.750W+H 3.20 n/a -18.0 X-X. +1.10DotC.750Lr+0.750L +E+H 4.266 nla -18.0 X-X. +D-+0.?50L +0.750S+E+H 4.266 n/a -18.0 Z-Z. +D 3.20 0.0 n/a Z-Z. +D+L+H 3.20 0.0 n/a Z-Z. +D+0.750Lr-+{).750L+H 3.20 0.0 nla Z-Z. +D+D.750L-t{),750S+!-l 3.20 0.0 n/a Z-Z. +D+0.750Lr+0.750L+D.750W+H 3.20 0.0 n/a Z-Z. +D+0.75GL+0.750S4{).750W+H 3.20 0.0 r~/a Z-Z. +1.10I)+D.750Lr+0.750L+E+H 4.266 0.0 n/a Z-Z. +0+0.750L+0.750S+E+H 4.266 0.0 n!a Overturning Stability Rotation Axis & load Combination ... ·-___ __ Overturning Moment Footing Has NO Overturning Footing Flexur~ 3.20 ksf 0.0 k-ft 0.0 k-ft 0.0 k 24.392 k-ft 24.392 k-ft 24.392 k-ft 24.392 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi No Overturning No Overturning No Uplift + 1.200+{1.50Lr + 1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.400 + 1.20D-t{).50Lr+ 1.60L +1 .60H +1.20D-t{).50Lr+1.60L..,1.60H +1.200+0.50Lr+1.60L +1.60H +1.400 nfa +1.20D+O.i50Lr+1.60L+1 .60H Actual Soil Bearing Sbiss ·-----Actual 1 AlioWabie - +Z +Z ---~--~_~------Ratio _____ _ 1.042 0.0 n/a n/a 0.326 2.848 0.0 nfa n/a 0.890 2.396 0.0 n/a nla 0.749 2.396 0.0 n/a n/a 0.749 2.396 0.0 nla n/a 0.749 2.396 0.0 n/a nla 0.749 2.501 0.0 n/a n/a 0.586 2.396 0.0 nla nla 0.562 n/a n/a 0.3160 0.3160 0.099 n/a n/a 0.8640 0.8640 0.270 nla n/a 0.72.70 0.7270 0.227 n/a nla 0.7270 0.7270 0,227 n/a nla 0.7270 0.7270 0.227 n/a n/a 0.7270 0.7270 0.227 n/a nfa 0.7586 0.7586 0 176 n!a nla 0.7270 0.7270 0.170 Resisting Moment --·~ Stabii~Ratio ____ Status ____ _ ------.. ----·-~--·---·------·-"-.. -·-· Flexure Axis & load Combination Mu Which Tension@ Bot. As Req'd k-ft Side? ___ or Top 7 __ fnA2 Phi"Mn k·ft Status X-X. +1.4DD X-X. +1.400 X· X. +1.20D+0.50Lr+1.60L +1.60H X-X. +1.20D+0.50Lr+1.60l..,1.60H X-X. +1.20D+1.60L -t0.50S+ 1.60H X-K +1.20D+1.60L+0.50S+1.60H X-X. +1.20D+1.60Lr+0.50L X-X. +1 .20D+1.60Lr..0.50L X-X. +1.20D+0.50L +1.60S X-X. +1.200+0.50L +1.60S X-X. +1.20D+0.50LI+0.50l. +1.60W X-X. +1.20D-+0.50Lr+0.50L +1.60W X-X, +1.20!}tD.50L +{1,50S+1.60W X-X. +1.20D+0.50L+0.50S+1.60W X-X. +1.200+0.50L +0.20S+E '1.381 0.1396 0.6363 0,4632 0.6363 0.4632 1.013 0.227 1.013 0.227 1.013 0.227 1.013 0.227 1.013 +Z Too -Z Bottom +Z Too -Z Botlom +Z Too -Z Bottom +Z Too -Z Bottom +Z Too -Z Bottom +Z Too -Z Botiom +Z Too -Z Bottom +Z Too 0.35 Bendir.a 0.35 Bendina 0.35 Bendina 0.35 Ber.dina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendina 0.35 Bendino 0.35 Bendina 0.35 Ber:dina 0.35 Bendina 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 24.392 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 {858) 509-8505 -Ofc Title: Job# Engineer: Project Desc.: Project Notes : ~; (858) 509-8515-Fax paul@pvec.com ·--·-·-~------·--------Pr'.nted; 18JUN20l3, 11:10AM Fll!i: !::',lobs on CA[l[)ij:ic.NBW\201a\1M56-Ral1Yanl Lolts\Calc\raliia'rd.ecs Description : General'lnformation Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexu!'e Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reini. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure = = = = = 2..50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1.0: 1 1.0: 1 No Use ftg wt for stability, moments & shears : Yes No Include Pedestal Weight as DL Dimensions Width parallel to X-X Axis = length parallel to Z-Z Axis !t Footing ThiC:l(nes ;;:;:- Load location offset from footing cer.ter ... ez. Prll to Z-Z Axis :l;' Pedestal dimensions ... px : parallel to X-X Axis "' pz : parallel to Z·Z Axis = Height = Rebar Centerline to Edge of Concrete .. at Bottom of fooUng Bars parallel to X-X Axis Number of Bars Reinforcing 3ar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz; ., = = 5.750 fl. 5.750 ft 16.0 in -22.5 in 12.0 in 12.0 in 6.0 in 3.0 i~ 8.0 # 5 8.0 # 5 Bandwidth Distribution Chet:k (AC115.4.4.2) Di~ection Requir!ng Closer Separation n/a #Bars req1Jired within zone n/a #Bars required on each side of zone n/a -~plied Loads, ·-~···-~··--·~·.W·. ~ P : Column Load OB : Overburden M-xx M-zz V-x V-z 0 = 10.70 = Lr ENERCAL.C,INC.1!l83-21111, Billli!:6.11.12.1D;Vd.11.12.10 . ... . . . .. .....•.•.... __ Calcu~~ns per A~~~S.08, IBIC 2~~!_~_!3E~10, ~~pE_!:~. Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. ::: Increases based on footing Depth Footing base depth belOw soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum length or width is greater:t 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 kst 2.0ft L 18.80 s w -· ___ §._ ____ ~H --·----.. k ksf k-ft k..ft k k Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc Title: Job# Engineer: Project Desc.: Project Notes : (858) 509-8515-Fax pau!@RV~OOH!. • . MJ/ i General Eo ------·-------------~----=,..-,.7' Prlnle<l: \8JuN2013, 11:\0AM Flle:·E:\Jobs oo CAD61Pc:New12o13i13-l56-Rai1Yn l.ofls\Ca~o~tai!Yard.ees Description : DESIGN SUMMARY Min. Ratio Item ---------------- PASS 0.9649 Soil Bearing PASS nla Overturning-X-X PASS n/a Overturning-.l-Z PASS n/a PASS 0.1240 PASS 0.1240 PASS 0.08738 PASS 0.02291 PASS 0.1188 PASS 0.1188 PASS 0.06889 PASS nfa PASS 0.1573 Detailed Results · Uplift Z Flexure (+X) Z Rexure (-X) X Flexure (+Z) X flexure (·Z) 1-way Shear1(+X) 1-Way Shear {-X) 1-way Shear(+Z) 1-way Shear (-Z) 2-way Punching Applied 3.377 ksf 0.0 k-ft 0.0 k-ft 0.0 k 3.007 k-fl 3.007 k-ft 2.119 k-ft 0.5554 k-ft 8.907 psl 8.907 psi 5.167 psi 0.0 psi 23.601 psi ENERCALC, INC. 1983-2011, B~lld:6.11.1210, Ver:6.11.12.1G .. _, .. " . • I Capacity 3.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 24.246 k-ft 24.246 k-ft 24.246 k-ft 24.246 k-ft 75.0 psi 75.0 psl 75.0 psi 75.0 psi 150.0 psi Governing Load Combination +O+L+H No Overtuming No Overtuming No Uplift +1 .20D-t0.50l.r+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.400 +1.20D-+{).50lr+1.60L +1 .60H +1 .200-1{).50Lr+1.60L+1 .60H +1.20D+O.fi0Lr+1.60L +1.60H +1.400 n/a +1.20D-t0.50Lr+1.60L+1.60H Soil Bearing __ _ Rotation Axis & , ...... --~----..... , __ --::;Actu--:-a..-l•so""'i!Bearing stress ---~ACtual/ Allowable ·- -~GrossAI~~~ble --~ec~ ___ Zecc__ +Z ----'+=Z~--.. -----~------··X _____ RattC! __ _ _____ !_.oad_ ~om~inatlon ... X-X. +D X-X. +D+L+H X-X • ..0+0.750Lr-+{),750L+H X-X. +D-tD.750L +0.750S+H X-X. +0.;{).750Lr+0.750L+0.750W+H X-X, +0+0. 750L +0. 750S+O. 750W+H X-X. +1. 1 OD+0.750Lr+O. 750L +E+H X-X. +D+0.750L +0.750S+E--H Z-Z. +0 Z-Z. +D+L+H Z-Z. +0+0. 750Lr -+0.750L +H Z-Z. +D+0.750L +0.750S+H Z-Z. +D+D.750Lr+0.750L-t{).750W+H Z-Z, +0-t{).?50L+0.750S-+0.750W+H Z-Z. +1.10D+0.750Lr+0.750L+E+H Z-Z. +!}t{).750t.. +0750S;-E+H Overtu rnlng ~tabllif:y .. Rotation Axis & Load Combination ... -----·- Footing Has NO Overturning Footing Flexure Flexure Axis & Load Combination X-X. +t40D X-X. +1.400 X-X. +1.20D-t0.50Lr+1.60L +1 .60H X-X, +1.200+0.50l!+1.60l +1.60H X-X. +1.20D+1.60L -t0.50S+1.60H X-X +1.20D+1.60L+0.50S+1.60H X-X. +1.2DD+1.60Lr+0.50L X-X. +1.20D+1.60Lr-+0.50l X-X. +1.2CD-t0.50L+1.60S X-X. +1.20D+0.50L +1.60S X-X. +1.20D+0.50Lr+0.50L +1 .SOW X-X. +1.20D+0.50lr+0.50l+1.60W X-X. +1.20D+0.50L +0.50S;-1.60W X-X. + 1 .20D+0.50L -t0.50S+1.60W X-X. +1.20D+0.50L-t0.20S+E 3.50 n/a -22.50 1.225 3.50 nla -22.50 3.377 3.50 n!a -22.50 2.839 3.50 n/a -22.50 2.839 3.50 nla -22.50 2.839 3.50 nla -22.50 2.839 4.666 nia -22.50 2.961 4.666 n!a -22.50 2.839 3.50 0.0 n/a n/a 3.50 0.0 n/a n/a 3.50 0.0 n/a nla 3.50 0.0 n/a n/a 3.50 0.0 n/a n/a 3.50 0.0 n/a n/a 4.666 0.0 n/a nla 4.666 0.0 n/a nfa Overturning Moment 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 n/a n/a n/a n/a nla n/a n/a n/a Resisting Moment n/a n/a nla n/a nta n/a nla nla 0.3236 0.8923 0.7501 0.7501 0.7501 0.7501 0.7825 0.7501 n/a n/a n/a nla r>Ja n/a n/a nla 0.3236 0.8923 0.7501 0.7501 0.7501 0.7501 0.7825 0.7501 stabl!lltx RatiO 0.350 0.965 0.811 0.811 0.811 0.811 0.635 0.609 0.092 0.255 0.214 0.214 0.214 0.214 0.168 0.161 Status --~-----·--------·-----' Mu Which Tension @ Bot. As Req'd Gvm. As Actual As Phi~Mn Status __ It!!_ ·-Sid~!_-~rTop? _ 1n•2 -~-"in_•2~~-----J)~---------!~:! ______ ., :2.119 +Z Too 0.35 Bendina 0.1703 -Z Bottom 0.35 Bendina 1.162 +Z Too 0.35 Bendtna 0.5554 -Z Bottom 0.35 Bendina 1.162 +Z Too 0.35 Benclina 0.5554 -Z Bottcm 0.35 Bendina 1.612 +Z Too 0.35 Bendina 0.2739 -Z Bottom 0.35 3endina 1.612 +Z Too 0.35 Bendlna 0.2739 -Z Bottom 0.35 Bendina 1.612 +Z Too 0.35 Bendlna 0.2739 -Z Bottom 0.35 Benc!ina 1.612 +Z Too 0.35 Bendlna 0.2739 -Z Bottom 0.35 Bendlna 1.612 +Z Too 0.35 Bendlna 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 24.246 24.246 24.246 24.246 24.246 24.246 24.246 24.246 24.246 24.246 24.246 24.246 24.246 24.246 24.246 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK tJ Palos Verdes Engineering Corpation 663 VaUey Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509.gs{)5 -Ofc (858) 509-8515-Fax aul@pvec.com Description : Pad Footing • P8 Code References Calculations per Load Combinations Used: 20091BC & ASCE 7-05 General Information Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus "' Concrete Density == q> Values Flexure = Shear =- Analysis Settings Min Steel % Bending Reinf. = Min Allow% Temp Reinf. == Min. Overturning Safety Factor = Min. Sliding Safety Factor "< Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimension$ Width parallel to X-X Axis = Length parallel to Z-Z Axis "' Footing Thicknes = 6.50 ft 6.50 ft 24.0ln Pedestal dimensions ... px : parallel to X-X Axis : pz : parallel to Z-Z Axis = Height Rebar Cente~lne to Edge of Concrete .. at Bottom of fooUng = in in in 3.0 in 2.50 ksl 60.0 ksi 3,122.0 ksi 145.0 pet 0.90 0.750 0.00180 1.0:1 1.0: 1 No Yes No No _ Relnforc_·-'-m __ g'-· -~---_, ____ , ___ "---,~-· Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Siz1 = = 12.0 # 5 12.0 # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a __ Applied Loads --~ ~-------·~ -··-··----~-- D Lr P : Column Load = 49.80 OB : Overburden "' M-xx = M-zz V-x = V-z = Project Title: EnQineer: Project Oeser: Project 10: Prinled: 911\JG 21l13, 7:30AM fila= E:\JAHR~~13\1NNIJA3:-Z\Calc1Tailyard.d ENERCAL{}.INC: 19~2013, BuiktQ.13.6.30,Ver:6,13.6..30 . ' . .. Soil Oesign Values Allowable son Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing De~ Footing base depth belOw soil surface = Allowable pressure increase per foot of dept!== when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depl = when maximum ler1gth or width is greater4 L s w 81.30 E 8.10 2.0 ksf No 250.0 pcf 0.30 1.0 ft 0.40 ksf 1.0 ft 0.40 ksf 2,0ft H k ksf k-ft k-ft k k r) {j Palos Verdes Engineering Corpation 663 Valley Avenue. Ste. 101 Solana Beach, CA 92075 {858) 509-8505 -Ofc (858) 509-8515 -Fax paul@pyec.com i G~Jl8,r!ll F()otif19 Description : DESIGN SUMMARY Min. Ratio PASS 0.8166 PASS n/a PASS nla PASS nta PASS 0.4533 PASS 0.4533 PASS 0.4533 PASS 0.4533 PASS 0.3606 PASS 0.3606 PASS 0.3606 PASS 0.3606 PASS 0.6664 Detailed Results Soli Bearing Item SoU Bearing Overturning • x.-x Overturning -Z-Z Uplift Z Flexure (+X) Z Flexure {-X) X Flexure ( +Z} X Flexure {-Z) 1-way Shear {+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear ( -Z) 2-way Punching Applied 3.103 ksf 0.0 k·H 0.0 k-ft 0.0 1<. 23.730 k-ft 23.730 k-ft 23.730 k-ft 23.730 k-ft 27.043 psi 27.043 psi 27.043 psi 27.043 psi 99.966psi Rotation Axis & Gross Allowable Load Combination ... Xecc Zecc Overtu!111il9's,ablllf1 ---"'-····· ···"_, __ ..,, ,,,~~~"~'"='•' Rotation Axis & Load Combination ... Overturning Moment Footing Has NO Overturning Footing Flexure Flexure Axis & Load Combination Mu Which Tension@ k-fl Side? BotorTop? "'"""""""~'·' ····~-.,=,m X-X. +1.40D 8.715 +Z Bottom X-X. +1.400 8.715 -Z Bottom X-X. +1.20D+0.50Lr+1.60l+1.60H 23.730 +Z Bottom X-X. +1.20D;.0.50Lr+1.60L+1.60H 23.730 -Z Bottom X-X. +1.20D+1.60L +0.50S+t60H 23.730 +Z Bottom X-X. +1.20D+1.60L+0.50S+1.60H 23.730 -Z Bottom X-X. +1.200+1.60Lr+0.50L 12.551 +Z Bottom X-X. +1.20D+1.60Lr..0.50L 12.551 -Z Bottom X-X. +1.20D+t60Lr-+0.80W 7.470 +l Bottom X-X. +1.20D+1.60Lr-+0.80W 7.470 -Z Bottom X-X. +1.200+0.50L+1.60S 12.551 +Z Bottom X-X. +1.200-t{).50L+1.60S 12.551 -Z Bottom X-X. +t20D ... 1.60S-+0.80W 7.470 +Z Bottom X-X. +1.20D+1.60S;.0.80W 7.470 -Z Bottom X-X. +1.20D-+0.50lr..0.50L +1.60W 12.551 +Z Bottom X-X. +1.20D-+0.50Lr-t0.50L+1.60W 12.551 -Z Bottom X-X. +1.200-f{).50L -+{).50S+ 1.60W 12.551 +Z Bottom X-X. +1.20D-+0.50L-+0.50S+1.60W 12.551 -l Bottom X-X. +1.20D;.0.50L ..0.20S+E 13.584 +Z Bottom X-X, +1.200-4o().50L+0.20S+E 13.564 -Z Bottom X-X. -+0.900+ 1.60W+1.60H 5.603 +Z Bottom X-X. -+0.90D+1.60W+1.60H 5.603 -l Bottom X-X. +0.90D-+E+1.60H 16.615 +Z Bottom X-X. +0.90D+E+1 .60H 6.615 -Z Bottom Z-Z. +1.400 8.715 -X Bottom Z-Z, +1.400 8.715 +X Bottom Z-Z, +1.20D-+0.50Lr+1.60L+1.60H 23.730 -X Bottom Z-Z, +1.200..0.50Lr+ 1.60L +1.60H 23.730 +X Bottom Z-Z. +1.20D+1.60L -+0.50S+1.60H 23.730 -X Bottom Z-Z. +1.20D+1.60L -t{).50S+1.60H 23.730 +X Bottom Z-Z. +1.20D ... 1.60Lr-f{).50L 12.551 -X Bottom Project Title: En9ineer: Project ID: Protect Oeser: ~; +Z AsReq'd inA2 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 0.5184 Prinled; ~AUG 201~. 7:30AM ,,~ -~-; E:\JAHR09•K\PC-New\Z()13\tN~IiA3-:~Calclnlllyanl.ec6 - ,,, E}lERGALC,'INC. 1903,2013. Bull!f.6.13.6.30.Ver.S:13.6.30 Capacity 3.80 ksf 0.0 k-ft 0.0 k-ft 0.0 k 52.349 k-ft 52.349 k-ft 52.349 k-ft 52.349 k-ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi .. . .. Governing Load Combination ~4. +H about Z-Z axis No Overturning No Overturnir'g No Uplift +1.200+0.50Lr+1 .60L +1.60H +1.20D-t0.50Lr+1.60L +1.60H +1.20(}+(J.50Lr+1.60L +1.60H +1.20D-t0.50Lr+1.60L + 1.60H +1.20D-+0.50Lr+1.60L +1 .60H +1.20D+0.5Cilr+1 .60L+1.60H +1.20D-tD.5CILr+1.60L +1.60H +1.20D+0.50Lr+1.60L+1.60H + 1.200-tO. 50Lr+1.60L +1.60H '~------·-Actual Soil Bearing Stress Actual/ Allowable +Z -X -X _Ratio ____ Resisting Moment Stabilit( Ratio Status Gvm.As Actual As Plli"Mn Status in"2 li\A2 k·ft MinTemo% 0.5723 52.349 OK Min Temo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK MinTemo"'o 0.5723 52.349 OK Minlemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK Min Temo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK Mir.Temo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK Minlemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK Minlemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK Minlemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK MlnTemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK MinTemo% 0.5723 62.349 OK MinTemo% 0.5723 52.349 OK MinTerno% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK MlnTemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK MinTemo% 0.5723 52.349 OK Minlemo% 0.5723 52.349 OK Q Palos Verdes Engineering Corporation Consulting JOB._...;::l!:....:..!t --.!.·\'-'-)---.!.l-"-'l"6:;__ ____ _ Structural Engineers SHEETNO~S'io<....L._ __ oF ____ _ CALCULATED BY-'P'-c... __ .DATE &~~~~I {;63 Valley A venue., Suite 1 01 • Solana Beach, CA 92075 Telephone (858) 509-8505 • Fax (858) 509-8515 CHECKED BY ____ .._:DATE. __ SCALE. ________ _ · i..JA\.L Tli \ \). .... C.O.o")~ n £ Kn.Lll r=-t~ &3 M.n ,( n .. ;; s 3s-r r llJ..u:MM~! =-~r.-.1~ 2J~o• ~ PAlJ t!.'1£ ~ .. lPAu..=UKi) p::: S"~f"· W'~ jo7cof2 Lr-o I..Jlf. .c C:,'l\.. RM.\) t.t :v't{.¥.; A-r.. Ll·,r120'"t~J.~ ~~ ~~31t> "" .. tJ?.t~)-"1,/~ ).'f; Jo,;wti.l =-· --o< ~,., ::=:- -t:m.-.-,.t-.&~.ou..te ~LL l..J s l l () s,:; Lit.c.) p.: £~ .do. "l.f: ~7i iF U.V."I lOODI~ " ,_} lJI If U~J. 12. (Mu r-r ¢~@.tt) .... )--~-:s-6 ~ 't6~[..t,t)t£. y\C. 'P& .. )Sf- -~ Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509..S505 -Ofc (858} 509-8515-Fax aul ec.com Project Title: En9ineer: Pro1ect Oeser: Project 10: l'rintall: 9A!JG 2~3. 7:~7~ . C.Nevi\2D!3\1~Z\Cillc'nlilyanl.oo6 lNe;i1afi.\201;J, Bullli~la6.ao. Ver.IU3.6.30 ' ... . : • • Description : Garage Enlfy CMU Wall I ! Criteria Retained Height ~---·-----' Wall height above soil Slope Behind Wall = = Height of Soil over Toe = Water height over heel Vertical component of active Lateral soil pressure options: USED for Soil Pressure. 0.10ft 10.00ft 0.00:1 3.00 in 0.0 ft USED for Sliding Resistance. USED for Overtumi11g Resistance. i Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe ;; 0.0 psf Used for Sliding & Overtuming l Axial load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = I Design Summary 350.0 lbs 550.0\bs 0.0 in 1 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid PresSIIre Method Heel Active Pressure ~ Toe Active Pressure = Passive Pressure = Soil Density, Heel = Soil Density, Toe = Friction Coeff btwn Ftg & Soil = Saill1eight to ignore for passive pressure = l Lateral Load Applied to Stem lateral Load = ... Hefght to Top ::: ... Helght to Bottom = Wind on Exposed Stem = ! Stem Construction 30.0 psfJft 30.0 psflft 200.0 psflft 110.00 pcf 0.00 pel 0.400 O.OOin j Adjacent Footing Load 0.0 plf 0.00 ft 0.00 ft. 55.0 psf TopStam Bar l.ap/Emb Adjacent Footing Load Footing Width Eccentlicity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Wall Stability Ratios Overturning "' 1.38 Ratio < 1.5! Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" Masonry Sliding Slab Resists All Sliding !1.98 OK Total Searing Load ... resultant ecc. = = 2,860 lbs 13.98 in Soil Pressure@ Toe "' 2,283 psf NGo{ Soil Pressure @ Heel = 0 psf OK J Allowable = 2,000 psf 4-\\~r.w;rr Soil Pressure Exceeds Allowable! ACI Factored@ Toe = 2,915 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 25.7 psi NG Footing Shear @ Heel = 2.8 psi OK Allowable = 5.6 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 544.7 lbs less 100% Passive Force "" -156.31bs less 100% Friction Force "' -928.9lbs Added Force Req'd 0.0 lbs OK .... for 1.5 : 1 Stability :w 0.0 lbs OK Load Factors Dead Load live Load Earth,H Wlnd,W Seismic, E 1.200 1.600 1.600 1.600 1.000 Thickness in= 12.00 Rebar Size "" # 5 Rebar Spacing in ., 16.00 Rebar Placed at Center Design Data ---------7-r-- fb/FB +fa/Fa V.954 II' Total Force@ Section lbs = 549.2 Moment....Actual ft-1 = 2,804.9 Moment ..... Ailowable ft-1 = 3,074.5 Shear ..... Aclual psi= 8.0 Shear ..... AIIowable psi= 51.6 Wall Weight psf= 133.0 Rebar Depth 'd' In = 5.75 Lap splice if above in = 45.00 Lap splice if below in= 140.31 Hook embed into footing in= 140.31 Masonry Data ------------- fm psi = 1,500 Fs psi = 24,000 Solid Grouting Yes Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry BIDck Type Masonry Design Method 21.48 := 1.333 in= 11.60 = 3 = ASD Calculation$ per ... 1 I :;: C.O!bs = 0.00 ft = 0.00 in ::: 0.00 ft Line Load -OJHI = 0.300 n Palos Verdes Engineering Corpaiion 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax \ Footing Dimensions & Strengths Toe Width = 1.50 fl: Hae!Width = 2.50 Total Footing Width ,. 4.00 Footing Thickness = 12.00 in Key Width z 0.00 in Key Depth = 0.00 in Key Distance from Toe = O.OOft fc = ~~si Footing Concrete ensity Fy '" 6Wf00psi 1 .OOpc:f Min. As% = 0.0018 Cover@Top 3.0G @Btm.== 3.00 !n Project Title: En~ineer: ProJect Oeser. l Footing Design Results _ill_ Heel Factored Pressure .. 2,915 0 psf Mu': Upward 3,424 0 ft-lb Mu' : Downward 326 296 ft-lb Mu: Design "' 3,098 296 ft-lb Actua11-Way Shear = 26.74 2.84 psi Al!ow1-Way Shear = 5.61 5.61 psi Toe Reinforcing = #5@16.00in Heel Reinforcing = #5@16.00in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: As-req > 0.75•Balo/o Heel: As> 0.75*8al% Key: No key defined I'-S::.u=:m:_:_:m:.::.a:::ry~..--::.of:_:Ov::.:..:::e::.:rt:::cum~in:-.g-=&:..:.R~ese:::i:.:::.st:::in.:..gL:.F-=o~rc::.::e::.s .=:&...::M::.:o:.:.:m::.:e.:.:.nt::=s-~-------·"· ·d~·."·~ ...... .. ..... OVERTURNING ..... Foree Distance Moment .. ... RESiiSTING ..... Foree Distance Moment Item lbs ft ft-lb ---~l~s ft,______ -~~!!>___ __ .. Heel Active Pressure := 18.2 Surcharge over Heel = Toe Active Pressure ·"' -23.4 Surcharge Over Toe = Adjacent Footing load = Added Lateral Load "' Load @ Stem Above Soil = 550.0 0.37 0.42 6.10 6.7 -9.8 3,355.0 Total 544.7 O.T.M. 3,351.9 Reslsting!Overluming Ratio = 1.38 Vertical Loads used for Soil Pressure= 2,859.8 lbs Soil Over Heel 16.5 3.25 53.8 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing load = = Axial Dead Load on Stem = • Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth@ Stem Transitions Footing Weight Key Weight = 350.0 550.0 1,343.3 600.0 2.00 700.0 2.00 1,100.0 0.75 2.00 2,686.6 2.00 1,200.0 Vert. Component = 4.00 ---~-·- Total= 2,309.8 lbS R.M. = 4,640.2 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Cl Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax ~aul@pvec&Q!!L__ u-·----··---·u'~-~~' Wood Column ., It, • i Description : 6x4 Post Code References Calculations per 2005 NDS Load Combinations Used : 2009 IBC & ASCE 7-05 General Information Ar~alysls Method : Allowable Stress Design End Fixities Top & Bottom Pinne>d Overall Column Height ( Used for non-slender calculations ) Wood Species Douglas Fir -Larch Wood Grade No.1 Fb. Tension 1 ,200.0 psi Fb-Compr 1,200.0 psi Fe-Prll 1,000.0 psi Fe -Perp 625.0 psi Fv Ft Density E : Modulus of Elasticity . . . x-x Bending Basic 1,600.0 Minimum 580.0 Applied Loads 10.0 ft 170.0 psi 825.0 psi 32.210 pet y-yBending 1,600.0 580.0 Column seifwei!lht included: 43.059 ibs" Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft. D = 2.50, L = 4.50 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, E = 0.050 klft Project Title: EnQineer: ProJect Oeser: Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area lx ly Project ID: ~1 P~nte<l: 14AUG 2013. 7:34AM Afe,= E.-IJAHR09=KiPC:Nawi2013\1NN~Z\Calc'VllilySltt:eci~ ENERCf\LC,INC, 1983-21l13;Build~6.13.6.30, Ver:6.13.6,30 " . .. . . ... 4x6 Graded Lumber Sawn 3.50 in 5.50 in 19.250 inA2 48.526 in-'4 19.651 inA4 Allow Stress Modification Factors CforCv for 13endlng 1.30 Cf or Cv for 1:ompresslon 1.150 CforCvforTension 1.30 Cm : Wet U.;e Factor 1.0 Ct:Temper.atureFactor 1.0 Cfu : Flat U!i& Factor 1.0 Axial Kf: Built-up columns 1.0 NDS 15.3.2 No (non-glb oniJj 1,600.0 ksi Use Cr : R1epetitive ? Brace condition for deflection (buckling) along columns : X·X (width) axis : Unbraced Length for X-X Axis buc!ding = 10.0 ft. K = 1.0 Y-Y (depth) axis: Unbraced Len91h for X-X Axis buckling= 10.0 ft, K = 1.0 Service loads entered. Load Factors will be applied for cal~ui~!!?.C'~ DESIGN SUMMARY -------·--------~-mmw~wwwwww.ww. Bending & Shear Check Results PASS Max. Axiai+Bendlng Stress Ratio ·:z Load Combination Governing NOS Forumla Location of max.above base At maximum location values are ... Applied Axial AppliedMx AppUedMy Fe: Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max. above base Applied Design Shear Anowable Shear 0.9878:1 -+D+l+H Comp Only, fc/Fc' O.Oft 7.043k 0.0 k-ft 0.011-fl 370.384psi 0.04775:1 +D+E+H O.Oft 19.481 psi 272.0 psi Maximum SERVICE Lateral Load Reactions • , Topalon9Y-Y 0.250 k Bottomal011gY·Y 0.250 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE load Lateral Deflections ••• Along Y -Y 0.1465 in at 5.034 fi above base for load combination : E Only Along X-X 0.0 in at 0.0 it above base for load combination : nfa Other Factors used to calcadJte allowable stresses ... Bemlinq Comoression Il!mi!!!!. Cf cr Cv: Size based factors 1.300 1.150 Maximum Deflections for Load Combinations • Unfactored loads -------~ Load Combination Max. X-X Dellection Distance Max. Y -Y Deflection Distance ··honly -----~-.. ·-·---------~---, 0.0000 in 0.000 ft 0.000 in 0.000 It LOnly 0.0000 In 0.000 ft 0.000 in 0,000 It E Only 0.0000 in 0,000 ft 0.146 In 5.034 It D+l 0.0000 In 0.000 It 0.000 in 0.000 It D-+f 0.0000 !n 0.000 ft 0.146 in 5.034 It 0-.L-t€ 0.0000 in 0.0-:ltJfl 0.146 in 5.034 ft ~~~ il Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax Description : 6x6 Post Code References Calculations per 2005 NDS Load Combinations Used: 2009 IBC & ASCE 7-05 Generallnform=a=tio::..:n.:__ ____ _ Analysis Method : Allowable Stress Desigl'l End Fixities Top & Bottom Pinned Overall Column Height ( Used tor non-slender calculations) Wood Species Douglas Fir -Larch Wood Grade No.1 Fb-Tension 1,200.0psl Fb-Compr 1,200.0psi Fe-Prll 1,000.0 psi Fe-Perp 625.0 psi Fv Ft Density 10.0 ft 170.0 psi 825.0 psi 32.210 pet Project Title: Engineer: Project Oeser: Wood Section Name Wood Grading/Manu!. Wood Member Type ExactW!dlh ExactDeplh Area lx ly 6x6 Graded Lumber Sawn 5.50 in Allow Stress Modification Factors 5.50 in CforCvforBending 30.250 ln"2 Cf or Cv for Compression 76.255 in"4 Cf or Cv for Tertsion 76.255 inAot Cm: Wet Usa Factor Ct: Tempemture Factor Cfu : Flat Us'e Factor 1.0 1.0 1.0 1.0 1.0 1.0 E : Modulus of Elasticity . . . x-x Bending y-y Bending 1,600.0 580.0 Axial Kf: Built-up 1::olumns 1.0 NDS 15.3.2 Basic 1,600.0 Minimum 580.0 1,600.0 ksi Use Cr : Ropetitive? No (llOil-glb only) Applied Loads Column selfweiQht included: 67.6631bs *Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 8.0, L = 12.10 k BENDING LOADS ... Lat. Uniform Load creatin}l Mx-x, E = 0.050 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combina5on Governing NDS Forumla Location of max.above base At maximum location values are ... Applied Axial AppliedMx AppUedMy Fe : Allowallle PASS Maximum Shear Stress Ratio = Load Combination location of max.above base Appfied Design Shear Allowable Shear 0.9641 :1 +0-tl+H Gomp Only, fc/Fc' O.Oft 20.168k 0.0 k-ft 0.0 k-f! 691.51 psi 0.03038:1 +0-+E+H 10.0ft 12.397 psi 272.0 psi Brace condit!on for deflection {buckling) along columns : X-X {widlh) axis : Unbraced Lenglh for X-X Axis buckling= 10.0 It, K = 1.0 Y-Y (depth) axis: Unbraced Lenglh for X-X Axis buckling= 10.0 It, K= 1.0 Service loads entered. Load Factors will.be applied for calcula_!l~~s_: Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.250 k Bottom along Y-Y 0.250 k Top along X-X 0.0 k Bottom along X-X 0.0 k: Maximum SERVICE load Lateral Deflections ••. Along Y-Y 0.09320 in at 5.034 ft above base for load oombinalion : E Only Along X-X 0.0 in at 0.0 ft above base for load combination ; n/a other Factors used to calculate allowable stresses ... Bending Comoression Tension Cf or Cv: SiZe based factors 1.000 1.000 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance o6nl)l-------------~----------·----0.0000 in O.OOOft 0.000 in 0.000 It LOnly 0.0000 In O.DOOft 0.000 in 0.000 It EOnly 0.0000 In 0.000 ft 0.093 in 5.034 It D+L 0.0000 lr. O.DOOf! 0.000 in 0.000 lt D+E 0.0000 in O.OOOfl 0.093 in 5.034 It D+L+E 0.0000 in O.OO!lfl 0.093 in 5.034 It Palos Verdes Eng!neering Corpation 663 Valley Avenue, Ste. 1 01 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515-Fax 1_p,E!!!@pvec~com -------.. --~--------- Wood Column Description: Code References Calculations per 2005 NOS Load Combinations Used : 2009 IBC & ASCE 7-05 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( used for nan-slender calculations) Wood Species Douglas Fir-Larch Wood Grade No.1 Fb-Tension 1,200.0psi Fb-Compr 1,200.0 psi Fe-Prll 1 ,000.0 psi Fe-Perp 625.0 psi Fv Ft Densi~f 10.0 ft 170.0 psi 825.0 psi 32.210 pcf Project Title: En~ineer: ProJect Oeser: Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth fJ.tea lx ly Project ID: ~; f'fintetl: 14 AUG 201 :1, 7:31AM Fll& = E:\JAHR09--K\PC.Nuwi2()13\1NNOA3-:-Z\Calc'ra!lyard.ec6 ENEF«:At:C; INC.1m2013, Bu1~:6.13.6.30,Veii.tl:13.6,30 •• 6x8 Graded Lumber Sawn • I 5.50 in Allow Stress Modification Factors 7.50 in Cf or Cv for Elendlng 41.250 JnA2 CforCvforC:ompression 193.36 in•4 CfcrCvforTension 1 03.98 inA4 Cm : Wet Us•e Factor Ct: Tempe!'llilure Factor Cfu : Flat Us13 Factor 1.0 1.0 1.0 1.0 1.0 1.0 E : Modulus of Elasticity .•. x-x Bending 1,600.0 580.0 y-y Bending 1,600.0 580.0 Axial Kf: Built-up c:olumns 1.0 NDS 15.3.2 Basic Minimum 1,600.0 ksi Use Cr: RElpetitive? No {non-glb only/ Applied Loads Column self weiQht included : 92.268 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 12.50, L = 15.60 k BENDING LOADS ... Lat Uniform Load creatin!:l Mx-x, E = 0.050 klft DESIGN SUMMAR.~..:...Y __ _ Bending & Shear Check Results PASS Max. Axlai+Bending Stress Ratio "' Load Combination Governing NOS Forumla Location of max.above base At maximum location values are ... AppUeli Axial Applied tAx Applied My Fe : Allowable PASS Maximum Shear Stress Ratio== Load Combination Location of max.above base Applied Des!g n Shear Allowable Shear 0.9883:1 +D-tl-t+l Comp Only, fc/Fc' O.Oft 28.192k O.Ok-ft 0.0 k-ft 691.51 psl 0.02228:1 +D+E-tH 10.0ft 9.091 psi 272.0psi Brace condition for deflection (buckling) along columns : X-X (width) axis; Unbraced Length for x.x Axlrs buckling= 10.0 ft. K •1.0 Y-Y (depth) axis : Unbraced Length for X-X Axl:s buckling = 10.0 ft, K = 1.0 ____ S.:;.cervice loads entered. Load Factors will be applied for calculations. Maximum SERVICE Lateral Load Reactions .• TopalongY-Y 0.250 k BottomalongY-Y 0.250 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ••• Along Y-Y 0.03676 in at 5.034 ft above base for load combination : E Only Along X-X 0.0 in at 0.0 II above base for load combination : n/a Other Factors used to calculate allowable stresses ••• ~ Compression Tension Cf or Cv : Size based factors 1.000 1.000 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X-X Deflection Dlslance -oo~~----o.oooo in o.ooo ft L Only 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft D-tl 0.0000 ir. O.COO ft DtE 0.0000 In 0.000 ft D+L +E 0.0000 In !l.COO It Max. Y-Y Delleclion 0.000 in 0.000 in 0.037 in 0.000 in 0.037 in 0.037 In Olstance 0.000 ft 0.000 ft 5.034 ft 0.000 fl 5.034 ft 5.034 ft Project Title: Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 EnQineer: Project ID: Solana Beach, CA 92075 (858) 509-8505 -Ofc Project Descr; 6Lj (858) 509-8515-Fax . Jm!!l@p_vec.com ------·· -~~~--~----··········-········· ·----~~~-~ Prinllld: 14 AUtl21l13, 7:37~ ! Steel Column . I II • ' Description : 6x6x3/8' T.S. Code References Calculations per AISC 360-05 Load Combinations Used: IBC 2009 ~eneral !nfor"'!ltio~------~--...... ~~~ ......... Steel Section Name : Analysis Method : TS6x6x3/8 Allowable Strength · Flle = E'\IAHRO!I--1<\PCiiewt.:zG13\1NN.OA3'-Z\.C81c\rallyal'd ec6 ENERC\l.C,INC. 1963-2013, Build:6.13.6.3Q, Wli:6.13.6.SO • • • • • Overall Column Height 11.0 ft Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 36.0 ksi 29,000.0 kst IBC 2009 X-X (width) axis : E : Elastic Bending Modulus Load Combination : Unbraced Leng!h for X· X Axis buckling= 11.0 II, K := 1.0 Y-Y ldepthl axis: UnbraCedLeng!h forY-Y Axis buckling= 11.0 fl. K = 1.0 Appliet!.!-E_a=d-=-s----~-----------~---S_e_rv_ice_lo_ad_s_e_nl_e_re_d._L_o_ad_F_a_ct_o_rs_w_lll __ b~e_a:...-pp.._li_ed_~_or_c_a_lc_ul_at_io_ns_. Column self weight included : 322.1771bs • Dead Load Factor AXIAL LOADS ... Axial load at 11 .0 ft, D = 50.0, L = 81.20, E = 16.80 k BENDlNG LOADS, . , La!. Uniform Load creating Mx-x, E =-0.0050 klft _DESI~_!UMMARY ---·------~-------·····--···~--~-~·--··· . Bending & Shear Check Results PASS Max. Axiai+Bending Stress Ratio = 0.9150 :1 Load Combination +1.1 ()0+0.750Lr+O. 750L +E+H Location of max.above base 5.463 -ft At maximum location values are ... Pa:Axiat Pn I Omega : Allowable Ma-x : Appfied Mn-x I Omega :Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values am .. , Va :Applied Vn J Omega :Allowable Load Combination Results Load Combination DOnlv ·+{}tl+H +0-+lr+H +D+S+H +0-t{).750Lr-t{).750L +H +O-t{).750L-t{).750S+H +D+W+H +D+E+H +O-t{),750Lr-1{).750L -t{). 750W+H +D+O. 750L -t{). 7508+0. 750W+H + 1.1 00-t{).750Lr-t{).750L +E+H +D-+0.750L-+{).750S+E+H -+0.60D+W+H -+{).60D+E+H 133.054 k 145.777 k 0.07562 k-ft 30.180 k-ft 0.0 k-ft 30.180 k-ft 0.000615 : 1 +D+E+H 0.0 ft 0.02750 k 44.716 k Maximum Axial +Bending Stress Ratios Stress Ratio Status Location 0.345 PASS 0.00 ft 0.902 PASS 0.00 ft 0.345 PASS 0.00 ft 0.345 PASS 0.00 ft 0.763 PASS 0.00ft 0.763 PASS O.OOft 0.345 PASS 0.00 ft 0.463 PASS 5.46 ft 0.763 PASS 0.00 ft 0.763 PASS 0.00 ft 0.915 PASS 5.46ft 0.880 PASS 5.46 ft 0.207 PASS 0.00 ft 0.325 PASS 5.46 tt Maximum SERVICE Lead Reactions •• Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y O.Ok O.Ok 0.02750k ~.02750 k Maximum SERVICE Load Dellectlons ••• Along Y-Y 0.001380 in at 5.537ft above base for load combination: E Only Along X-X 0.0 in at O.Oft above base for load combination : Maximum Shear Ratios Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 tt 0.000 PASS 0.00 It 0.000 PASS 0.00 It 0.000 PASS O.CO ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.001 PASS 0.00 ft 0.000 PASS 0.00 fi 0.000 PASS 0.00 ft 0.001 PASS 0.00 !! 0.001 PASS 0.00 ft 0.000 PASS 0.00 ft 0.001 PASS 0.00 ff Palos Verdes Engineering Ccrpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (658) 509-8505-Ole (658) 509-6515-Fax ._Q_~ul@pvec.com -------~------------------------------ : Stee1 Column • I • I • I ~ ' Description : 6K6x3/8" T.S. Project Title: En~ineer: ProJect Oeser: Maximum Reactions· Unfactored X-X Axis Reaction Y-Y Axis Reaction Note: Only non-zero reaction~ are lis~ Axial Reaction Load Combination @Base @Top -0-0nly-k LOnly k E Only k D~ k DotE k D~-1€ k Maximum Deflections for Load Combinations .. Unfactored:L.oads @Base @Top k k -0.028 0.027 l< k. -0.028 0.027 k -0.028 0.027 k @Base 50.322 k 81.2()0 k 15.800 k 131.522 k 67.122 k 148322 k -Load comhiiiatiiin~------Max. X-X Defleclicn Distance ----,-M~ax.-Y,.,._,.,.y=oefl-=-ecll..,.o-n--~D~ista-oce __________ _ ---0 Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L. Only 0.0000 in ll.OOO ft 0.000 in C.OOO ft E Only O.GOOD in 0.000 II 0.001 in 5.537 ft D+L 11.0000 In 0.000 ft 0.000 in 0.000 f! DotE 11.0000 In O.C!lO f! 0.001 ir: 5.537 f! D+L -+E 0.0000 In 0.000 ft 0.001 in 5.537 ft Steel Section Properties : TS6x6x3/8 Dep\11 = . 6.000 In I XX Web Thick 0.000 in S xx = Width _, 6.::100 in R XX w Wall Thick 0.375 in Zlt Area = 8.080 in"2 l yy Weight = 29.289 plf S yy Ryy Ycg 0.000 in 41.60 inA4 13.90 inA3 2.270 in 16.800 ln~3 41.600 lnA4 13.900 inA3 2.270 in J 68.500fn"4-- Loads are total entered value. Arrows do not1rellecl abeolute dlredion. '] }lalos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue., Suite 101 • Solana Beach, CA 92075 Telephone (858) 509-8505 • Fax (858) 509-8515 8 o Ltt:Oc .. m.. D~b..l £.\ ~ LtnarL .-; l ~~ttl f,t m> Pf ~;.I o~'{ fF fi:IL. r~,. FLQ... ...., ~L. 2c6 ~tuo.) alb tt. )-P£tZ.. 05£. JOB 2.'i·U~Lst SHEETN0--63--___ 0F ____ _ CALCULATED BY fL DATE-f»>J!-_ CHECKED BY DATE __ SCM£. ________________ __ 4t:...~ Pl. /l'\ AI.L. ~ Lt.ilLS ~ ~-mu..c... L!Au..'a l--P6 .. ~it ot "'u; -05~ 2-<b <iWl) el~ 4 )- A"r' Au.. fiottl.lt;L.. IA(J..\ hsz.. l'JA.~m f<W-to ~ B!SlAI'L ILIH ~ ~ <.GMT tJ:t,J-1 UA s.~~t• Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax RBUI@pvec.ccm Woad Ledger Description : Ledger Design ~---~------~----~"' Project TiHe: En~ineer: Pr01 eel Oeser: Project iD~ '1Jl i Code References : ·----------·-------------~···--·-...J------·----Calculations per 2005 NOS Load Combinations Used: IBC 2009 ; Genera/Information "-----·---·----~---··----~---ledger Width 5.250 in ledger Depth 18.0 in Ledger Wood Species Douglas Fir-Larch G : Specific Gravity 0.5 Bolt Diameter 3/4' in Bolt Spaciflg 8.0 lr. Cm -Wet Service Factor 1.0 Ct-Temperature Factor 10 Cg -Group Action Factor 1.0 C fl -Geometry Factor 1.0 --~~''"""'""'""~~·-'•"""''"~-.-... I ~-----···------~~--·--.. ··-·---------.. ~---------r-- Dead Roof Live ------·--~-----,---~ Uniform Load ... 558.0 plf 0.0 plf Point load ... 0.0 lbs 0.0 lbs Spacing 0.0 in Offset 0.0 1n Horizontal Shear 0.0 lbs 0.0 lbs Design Method: ASD (using Service load Combinations Wood Stress Grade: llevei Truss Joist, Parallam PSl2.0E Fb Allow 2900 psi Fv Allow 290 psi Fyb : Bolt Bending Yield 45,000 psi 1 Concrete as Main Supporting Member -~---~---~ Using 6' anchor embedment length in equations. ~~- Using dowel bearing strength fixed at 7.5 ksi per NOS Table 11 E 1 Uniform Load * + :; • Sin Floor live Snow ! T ~-······----·-········~h u Wind _j Seismic: Earth -----1,044.0 plf 0.0 plf 0.0 plf 0.0 plf O.Oplf 0.0 lbs 0.0 lbs O.Oibs O.Oibs 0.0 lbs 0.0 lbs 0.0 lbs O.Olbs 480.0 lbs O.Olbs Palos Verdes Engineering Corpation 663 Valley Avcn:.~e, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Description : Ledger Design DESIGN SUMMARY Maximum Ledger Bending Load Combination . , . Moment fb : Actual Stress Fb : Allowable Stress Stress Ratio +D+l+H 59.333 ft-lb 3.767 psi 2,900.0 psi 0.001299 :1 Maximum Ledger Shear load Combination ... Shear fv : Actual Stress Fv : Allowable Stress Stress Ratio +D+L+H 534.0 ibs 16.952 psi 290.0 psi 0.05846 :1 Maximum Bolt Bearirg Summary Load Combination ... Max. Verticai Load Bolt Allow Vertical Lead Max. Horizontal Load Bolt Allow Horizontal Load Angle of Resllltant Diagonal Component Allow Diagonal Bo!t Force Stress Ratio, Wood@ Bolt Project Title: Engineer: Project Oeser: +D+L+H lbs 1 ,070.241bs O.Oibs 1,723.941bs 90.0deg 1,068.0 lbs 1 ,070.24 lbs 0.9979:1 Proiect ID: 6~l0 Dowel Bearing Strengths (for specific gravity & bolt diameter) Ledger, Perp to Grain 7,500.0 ksi Ledger, Parallel to Grain 7,500.0 ksi Supporting Member, Perp to Grain 2,600.0 ksi Supporting Member, Parallel ito Grain 5,600.0 ksi · Allowable Bolt Capacity : -· --~-·---··--·-·-·· -·-·-_j_ Note ! Refer to 2005 NOS Section 11.3 for Bolt Capacity calc:ulation method. Governing Load Combination .. :t-D+L +H Resutanf Load Angle : Theta = 90.0 (leg Klheta = 1.250 Fe theta = 1,070.24 Bolt Caoacit~ -Load Pernendicular to Grain Bolt Caeaci!l· load Parallel to Grain Fern 7,500.0 Fes 2,600.0 Fyb 45,000.0 Fern 7,500.0 Fes 5,600.0 Fyb 45,000.0 Re 2.885 Rt 1.143 Re 1.339 Rt 1.143 k1 0.8730 112 1.862 k3 0.7584 k1 0.5279 k2 1.216 k3 0.9406 !m :Eq11.3-1 Rd= 5.0 Z= O.Oibs lm : Eq 11.3-1 Rd" 4.0 Z= 0.0 lbs Is : Eq 11.3-2 Rd= 5.0 Z= 2,047.50 lbs Is : Eq 11.3-2 Rd= 4.0 Z= 5,512.50 lbs !I : Eq 11.3-3 Rd= 4.50 Z= 1,986.041bs !! : Eq 11.3-3 Rd= 3.60 Z= 3,233.471bs lllrn : Eq 11.3-4 Rd= 4.0 z,. 2,321.161bs 111m : Eq 11.3-4 Rd= 3.20 Z= 3,485.0 lbs Ills : Eq 11.3-5 Rd" 4.0 Z= 1 '146.32 !bs Ills : Eq 11.3-5 Rd= 3.20 Z= 2,599.461bs !V : Eq 11.3-6 Rd= 4.0 Z= 1,070.241bs IV : Eq 11.3-f> Rd"' 3.20 Z= 1 ,723.941bs Zrnin : Bas!c Design Value " 1,070.24 lbs Zmin : Basic Design Value = 1,723.941bs Reference design value • Perpendicular to Grain : Reference design value • Parallel to Gralin : Z • CM *CD* Ct *Cg • Cdelta " 1,070.241bs Z * CM *CD* Ct * Cg • Cdelta r; 1 '723.94 lbs Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax paul@pvec.com i Wood Ledger Description : Ledger Design Calculations per 2005 NOS Load Combinations Used: IBC 2009 ' General Information Ledger Width Ledger Depth Ledger Wood Species G : Specific Gravity Bolt Diameter Bolt Spacing Cm-Wet Service Factor Ct-Temperature Factor Cg -Group Action Factor C 1'1 -Geometry Factor 1 Load Data 2.50 in 9.50 in Douglas Fir-Larch 05 I • 5/8" in 16.0 in 1.0 1.0 1.0 to L--~~-------~------- Dead RootUve Uniform Load ... 150.0 plf 0.0 plf Point Load ... 0.0 lbs C.O lbs Spacing C.O In Offset 0.0 in Horizontal Shear 0.0 lbs 0.0 lhs Project TiHe: Engineer: ProjecliD: Project Descr: Design Method: ASD (using Service Load Combinations Wood Stress Grade: Douglas Fir -larch, No.2 Fb Allow 900 psi Fv Allow 180 psi Fyb : Bolt Bending Yield 45,000 psi ; Concrete as Main Supporting Member ------ , Using 6' anchor embedment length in equations. Using dowel bearing strength fixed al7.5 ksl per NDS Table 11E: Uniform Load I ., """"'-'-"~Nnm=~-··•,u•m'~~ ---~"'='''"~---~ FloorUve Snow Wind Seismic 250.0 plf 0.0 plf O.Oplf 0.0 p!f 0.0 lbs O.C lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 0.0 lbs 480.0 lbs ..... Earth ''i 0.0 plf 0.0 lbs O.Oibs Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505 -Ofc (858) 509-8515-Fax Description : Ledger Design DESIGN SUMMARY Maximum Ledger Bending Load Combination .... Moment fb : Actual Stress Fb : Al!owabie Stress Stress Ratio +D~+H 59.259 ft-lb 13.507 psi 900.0 psi 0.01501 :1 Maximum Ledger Shear Load Combination . , . ...O+L+H Shear 268.667 lbs tv : Actual Stress 33.684 psi Fv: Allowable Stress 180.0 psi Stress Ratio 0.1871 :1 Maximum Bolt Bearing Summary load Combination .•• Max. Vertical Load Bolt Allow Vertical Loed Max. Horizontal Load Boit Allow Horizontal load Angle of Resultant Diagor.al Component Allow Diagonal Bolt Force Stress Ratio, Wood @ Bolt Project Title: Engineer: Project Oeser: ...O+L-+H lbs 613.021bs O.Oibs 1,184.871bs 90.0deg 533.331bs 613.02ibs 0.870:1 ProJect ID: tfi~ Dowel Bearing Strength!; (for specific gravity & bolt diameter) Ledger, Parp to Grain 7,500.0 ksl Ledger, Parallel to Grain 7,500.0 ksi Supporting Member, Perp to 13rain 2,800.0 ksi Supporting Member, Parallel to Grain 5,600.0 ksi L_A.I~~t;i98oit-espa-;;Ji1 ~~=----, Note ! Refer to 2005 NOS Section 11.3 tor Bolt Capacity calculation method. -------~· Governing Load Combination .. ~D+L +H Resutant Load Angle: Theta= 90.0 deg Kthe!a = 1.250 Fe theta = 613.02 Bolt Ca12aci~ -load Pergendicular to Grain Bolt Cagacity -Load Parallel to Grain Fern 7,500.0 Fes 2,800.0 Fyb 45,000.0 Fern 7,500.0 Fes 5,600.0 Fyb 45,000.0 Re 2.679 Rt 2.40 Re 1.339 Rt 2.40 k1 1.778 k2 1.763 k3 0.9790 k1 1.016 k2 1.20 k3 1.060 !m : Eq 11.3-1 Rd = 5.0 Z= 0.0 lbs im : Eq 11.3-1 Rd= 4.0 z, 0.0 lbs Is : Eq 11.3-2 Rd= 5.0 Z= 875.0 Ills ls : Eq 11.3-2 Rd= 4.0 Z:: 2,187.50 Ills H : Eq 11.3·3 Rd= 4.50 Z= 1,ns.331bs !! : Eq 11.3-3 Rd= 3.60 Z== 2,470.031bs lllm:Eq 11.3-4 Rd = 4.0 Z= 1,949.731bs 111m : Eq 11.3-4 Rd"' 3.20 Z•= 2,866.15 lbs Ills : Eq 11.3-5 Rd= 4.0 Z= 613.021bs ms :Eq11.3-5 Rd= 3.20 Z== 1 '184.87 lb.s IV :Eq 11.3-6 Rd = 4.0 Z= 763.751bs IV : Eq 11.3.0 Rd= 3.20 Z•= 1 ,197.161bs Zmin : Basic Design Value = 613.0211!s Zmin : Basic Design Value = 1 '1 84.87 lbs Reference design value • Perpendicular to Grain : Reference design value· Parallel to Griain : Z "CM *CD*C! * Cg • Cdelta = 613.021bs z•cM • CD*Ct'"Cg*Cdelta = 1,184.87 lbl ~.l Palos Verdes Engineering Corpation 663 Valley Avenue, Ste. 101 Solana Beach, CA 92075 (858) 509-8505-Ofc (858) 509-8515. Fax Description : 2x6 Studs· Code References Calculations per 2005 NDS Load Combinations Used: IBC 2009 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 12.0 ft ( Used for non-slender calculations ) Wood Species Douglas Fir -Larch Wood Grade No.2 Fb-Tension 900.0psi Fb-Compr 900.0psi Fc-Prtl 1,350.0psi Fe-Perp 625.0 psi Fv Ft Denslt\t 180.0 psi 575.0 psi 32.210 pcf Project Title: En9ineer: ProJect Oeser: Wood Section Name Wood Grading/Manuf. Wood Member Type ExactWid1h Exact Depth Area !x !y Project ID: 2x6 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 5.50 in CforCvforEI&nding 1.30 8.250 ln"2 Cf or Gv for Gomprassion 1 .1 0 20.797 in"'4 Cf or Cv for 1~enslon 1.30 1. 547 in"4 Cm : WetUsa Factor 1.0 Ct: Temperslttlre Factor 1.0 Cfu : Flat Us1a Factor 1. 0 E : Modulus of Elasticity ... x-x Bending 1,600.0 580.0 y-yBending 1,600.0 580.0 Axial Kf: Built-up 1;olumns 1.0 NOS ~5.3.2 Applied Loads Basic Minimum 1,600. 0 ksi Use Cr : Re1petitive ? Yes (non-gJb onry; Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbmced Length for X·X Axl:e buckling = 6.2511. K = 1.0 y.y (depth) axis: Unbraced Length for X-X Axis buckling= 12.0ft. K = 1.0 Service loads entered. Load Factors will be applied for calculations. Column self weij:Jht included ~ 22.144lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 12.0 ft. D = 0.350, L = 1.150 k BENDING LOADS ... Lat. Uniform Load creatlnq Mx-x, W = 0.0250 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axiai+Bending Stress Ratio = load Combina~on Governing NOS Forumla location of max.above base At maximum location values are , , . Appliec! Axial AppliedMx Ap111ied My Fe : Allowable PASS Maximum Shear Stress RatiO= load Combination Location of max.above base Applied Design Shear Allowable Shear 0.9951:1 +D+L+H C:omp Only, fc/Fc' O.Oft 1.522k O.Ok·ft 0.0 k-ft 185.413 psi 0.06313:1 +O+W+H 12.0ft 27.273 psi 288.0psi Maximum SERVICE Lateral Load Reactions .. TopalongY·Y 0.150 k Bottomalonr~Y-Y 0.150 k Top along X-X 0.0 k Bottom alon1~ X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.3543 In at 6.040 ·~ above base for load combination : W Only Along X-X 0.0 in at 0.0 1ft above base for load combination : nla Other Factors used to calculate allowable stresses ••• Bendina Comcresslon Tension Cf or Cv : Size based factors 1.300 1.100 Load Combination _Maxi~I~um Deflections for Load Combin::a:::~io::.:n~s:.....·...:U::..:n:.:.fact=;:o::..:.re.=.:d::...:l:::o::::a~ds=·----=-:--::-:-:-:-~----c----=:-:----~-~--~--- Max. X-X Deftec!ion Distance Max. Y .y Deflection Distance ·· l5"6nly __ _ LOniy WOnly D-+t. 0~ D-+t.+W 0.0000 in 0.0000 In 0.0000 in O.COOO in 0.0000 in O.COOO in ----~---·---~-·---~-----··h······ 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.000 in 0.000 ft 0.000 ft 0.354 in 6.040 ft 0.000 It 0.000 In 0.000 ft 0.000 ft 0.354 in 6.0-<10 It 0.000 It 0.354 in 6.040 ft