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09-0227 (AR) Structural Calcs
z STRUCTURAL CALCULATIONS Its] am THE AZOFF RESIDENCE POOL HOUSE AND GYM at 53435 Fremont Way La Quinta, California APR 2 8 2009 M. MERCADO ASSOCIATES STRUCTURAL ENGINEERS 24881 North San Fernando Road, Suite 203 Santa Clarita, CA 91321 34-w-44 saica . LMA #09015 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED- FOR CONSTRUCTION .5 DA 9Y 0A To few,&e(w, C&O") April 21, 2009 �OOOFESS/av 1 pyo M�,90 -' No S4331 O T .6/301)0 is �r� ✓* LIZANDRO MERC ADO ASSOCIATES /I STRUCTURAL ENGINEERS ' 24881 N. San Fernando Rd., Ste 203 Santa Clarita, CA 91.321 661-753-9295 Fax 661-753-9298 Project: AZOFF POOLHOUSE & GYM ;Date: 03/05/09 She No.: Location: For: Owner Eng.: LM Description: UNIT LOADS ROOF PLYWOOD SHEATHING 2x JOISTS &FRAMING CEIL. & MISC. ROOFING PARTITIONS EXTERIOR WALL OTHER CEILING DRYWALL FRAMING & MISC. GRAVITY SEISMIC 2.0 PSF 2.0 PSF 2.0 PSF 2.0 PSF 5.0 PSF 5.0 PSF 9.0 PSF 9.0 PSF 5.0 PSF 7.0 PSF DL= 18.0 PSF 30.0 PSF LL = 20.0 PSF 2.5 PSF 2.5 PSF DL = 5.0 PSF, LL = 10.0 PSF loIx XTIER4 I j SIN IM. 11 P7 (6 25 4�6 r2;"l ��p Sim Typi Ugft6l� S1. 3 . ........ .• . .... . ........ . 6x12— 5 JID _/4x14 PSL 2525 S1.4 CC51.4 18 0 51.4 cc Lj 20 1.3 .� 1 A - ]> 6 TYP S1.3 r9 -i BBQ 51 .3 cn HD�CJI q 51.3 al l9 S§T31 .. .... . ..... 40-2 . ....... ... . ..... . . qY —1--RIDG M Xlm NIS 2 x5 O.0 R.R. colm CLI XF -i !Dim 16 'o S1.3 T&B 15'-0 A —x1 o U is 0161' L) 07v 7 C. R.R I c, 6 1 1 & C.J. C.J.I C.J. I I I 2x6 016" H O.C. R.R. AI .. .. ..... ...... ...... 11 SKYLIGHT 1.3 OPN'G it CT TY 23 S1.3 12 C. 8 6 CMST14 x8'-0" OVER SHTG P. OVER 4x6 & 4x BLKG ( \ 6xlo ..... .. . .. ...... HOR . . . .. ........................ . .... . . ...... . . ... . ....... .. .... . ........... ......... ... . . ............. S1.3 os, FIRST FLOOR WALLS AND ROOF FRAMING PLAN NOTE: ALL CEILING JOISTS (C.J.) SHALL BE 2x6 DF#2 016" O.C. MAX. III IDS1 1. (E)4-0 COL BLW TYP. OF 3 (2)6x6 %' C -D PLYWO, TYP. AT ROOF W E.N..F.N. SEE 9 UZANDRO MERCADO ASSOCIATES STRUCTURAL ENGINEERS 24881 N. San Fernando Rd.,Ste. 203 Santa Clarlta,Callfornla 91321 • 661-753-9295 • Fox 661-753-9298 PROJECT LOCATION 108 SHp. ITEM � � � O LS � II FOR GATE ENGINEER r -e- I w ,ass COMPANY PROD ECT r , 4 r Lizandro Mercado Structual Eng. 24881 N. San Fernando Rd.,Suite 205 az_rO ' r,� x t`� Santa Clarita, CA 91321 M', x sornaaacro`aeioiiooasrcv Mar. 5, 2009 12:10:53 Design Check Calculation Sheet Sizer 2004 LOADS: ( lbs, psf, or pif ) Load . Type. ...Distribution . . .Magnitude Location [ft).. Pattern Shear 160. Total. Start. End .. Start. End .. Load? Loadl. Dead . lFul 1. UDL . 24.0 .. 1552. No Load2 Constr.. Full. UDL . 26.6 .. .. No MAXIMUM REACTIONS. (Ibs). and. BEARING. LENGTHS. (in).: 0' 12' Dead 159. .. ... 159. Live 160..., Shear 160. Total. 319.. .. .. 319 Bearing:. fb = . 874. Fb' = 1552. fb/Fb' = 0.56 Live. Defl'n .. 0.16 = LC number .. 2 .. .. 2 Length ... 1.0......... L/353.... 1.0 Lumber -soft, D.Fir-L, No.2, 2x8" Spaced at 24" c/c; Self Weight of 2.58. plf automatically included in loads; Lateral. support: top= full, bottom=. at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress=psi, and in) Criterion. . . Analysis. Value . Design .Value Analysis/Design . Shear fv.= 40 Fv' = 225 fv/Fv' = 0.18 Bending(+) fb = . 874. Fb' = 1552. fb/Fb' = 0.56 Live. Defl'n .. 0.16 = L/884 0.60 = . L/240 . 0.27 Total Def l'n.... 0.41. = L/353.... 0.80. _ . L/180..... ' ....... 0.51 ADDITIONAL DATA: FACTORS: F . CD ... CM Ct... CL CF .. Cfu ... Cr. Cf rt. . Ci.L Cn .. LC# Fb'+ .900 .1.25 1.00..1.00.1.000 1.200 1.00.1.15.1.00.1.00 -.. 2 Fv' 180. 1.25 .1.00 .1.00 -. 1.00.1.00 1.00 2 Fcp' 625 .. -. . 1.00 .1.00. 1.00. 1.00 E' 1.6 million 1.00 .1.00. 1.00 1.00. -. 2 Bending(+): LC#.2 = D+C,. M = .. 957. lbs -ft Shear . :. LC#. 2 = D+C,. V = .. 319, V, design = _287 lbs Deflection: LC# 2 = D+C .EI= 76.21e06 lb-in2 .. Total Deflection = 1.50(Dead Load Deflection) + Live. Load Deflection. (D=dead L --live. S --snow. W --wind I=impact C --construction. CLd=concentrated) (All LC's are listed in. the. Analysis output) DESIGN NOTES: 1. Please verify. that the default.deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I I COMPANY PROJECT UzandrolMercado Structual. Eng. 24881 W. San Fernando Rd.,Suite 205 Santa Clarita, CA 91321 :, - '� { ; �? SUfT1MARbfOR.lt OOAOdSlQNt . 7 Mar. 5, 2009.12:11:3 Design Check Calculation Sheet Sizer 2004. 1 LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 100 Total Start End Start End Load? Loadl Dead Full UDL 24.0 1682 No Load2 Constr. Full UDL 26.6 f No MAXIMUM 0' EACTIONS (Ibs). and BEARING LENGTHS. (in) : 7'-6" Dead 97 Value 97 Live 100 Shear 100 Total 197 225 197 Bearing: fb = 586 Fb' = 1682 fb/Fb' = 0.35 Live Defl'n 0.06 = d./999 LC number 2 f 2 Length 1.0 ; 1.0 . Lumber -soft,. D.Fir-L,. No.2,. 2x6" Spaced at 24" c/c;. Self. Weight of. 1.96 plf automatically included in loads;. Lateral support:. top=. full, bottom= at supports;. Repetitive factor:. applied wherepermitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv = 31 Fv' = 225 fv/Fv' = 0.14 Bending(+) fb = 586 Fb' = 1682 fb/Fb' = 0.35 Live Defl'n 0.06 = d./999 0.38 = L/240 0.15 Total Defl'n 0.14 = L/641 0.50 = L/180 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.25 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00. - 2 Fv' 180 1.25 1.00 1.00 - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 1.00 1.00 - - E' 1.6 million 1.00 1.00 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 370 lbs -ft Shear : LC# 2 = D+C, V = 197, V design = 173 lbs Deflection: LC# 2 = D+C EI= 33.27e06 Ib-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L_ -live S --snow W --wind I=impact C --construction CLd=concenitrated) (All LC's are listed in the,Analysis output) ; DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your applicatidn. 2. Sawn lumber bending members shall be laterally supported according to the provisions of. NDS. Clause 4.4.1.. 5 Design Check Calculation Sheet Sizer 2004. LOADS: ( lbs, psf,. or pif ) Load COMPANY PROJECT r 4; i i OdWb Lizandro ;Mercado. Structual Eng. 24881 N: San Fernando Rd.,Suite 205. Pattern E Santa Clarita, CA 91321 Total 4 =.' y,%w:; ;'". SOi7WAREfOR�tC000.DF.fICY ., :a Mar. 5, 2009.12:30:13 . Design Check Calculation Sheet Sizer 2004. LOADS: ( lbs, psf,. or pif ) Load Type Distribution . Magnitude Location [ft]. Pattern ....... .. ...... .. . . .�....... .. ..... 676 Total Start. End Start. . End . Load?; Loadl.Dead fb = Trapezoidal 216.0 0.0. 0.00 16.90 No .i Load2 Constr.. Trapezoidal.... 240.0. 0.0 .... 0.00. 16.90. No j.. MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) Dead 1344.. .. 735. Live .. :. 1352 ....... .. ...... .. . . .�....... .. ..... 676 Total 2696.. 212 1411. Bearing: fb = a Fb' = LC number. 2 Live Defl'n 2 Length 1.0 . . . . 0.35 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of. 15.02 plf automatically"included in loads;. Lateral support: top= full,. bottom= at supports; Load. combinations:. ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: (. stress=psi,. and in) Criterion . Analysis Value Design Value : Analysis/Design. Shear fv = 54. Fv' = 212 fv/Fv' = 0.25 Bending(+) fb = 882 Fb' = 1687 fb/Fb' = 0.52 Live Defl'n 0.20 = d./999 .. 0.56 = L/360 . . . 0.35 Total Defl'n 0.50.= . L/404. .. 0.85 = L/240 . 0.59 ADDITIONAL DATA: I FACTORS: F CD .. CM ... Ct. CL ... CF Cfu .. Cr. . Cfrt. . Ci.... Cn . LC# Fb'+ . 1350 .1.25 .1.00 1.00 1.000 1.000 1.00 1.002 Fv' .. 170 _ 1.25. 1.00 .1.00 .1.00. . 1.00... -... -. 1.00 1.00. 11.00.. 2 Fcp' 625 1.00,. 1.00 1.00 1.00 - E' 1.6 million 1.00 1.00. 1.00 1.00- 2 Bending(+): LC#.2 = D+C,.M = . 8909. lbs -ft Shear : LC# 2 = D+C, V = 2696, V. design = 2268 lbs Deflection: LC#.2 = D+C . EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) .+ Live. Load Deflection. 1 (D=dead L --live S --snow W --wind I=impact C=construction.. CLd=concenjtrated) (All LC's are listed in. the. Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application.. 2.. Sawn lumber bending members shall be laterally supported according to the provisions of. NDS Clause 4.4.1. UZANDRO MERCADO ASSOCIATES STRUCTURAL ENGINEERS 24881 N. San Fernando Rd.,Ste. 203 Santa Clarlta,Callfornla 91321 • 661-753-9295 Fax 661-753-9298 PROJECT I LOCATION JOB NO. Oib/ SHEET N0. ITEM � Q � S � FOR DATE ENGINEER r { i CUA J COMPANY PROJECT Uzandro;Mercado. Structual Eng. 24881 N. San Fernando. Rd.,Suite 205. Santa Clarita, CA 91321 1009 Mar. 6, 209.08:33:21 Design Check Calculation Sheet Sizer 2004 LOADS: (. lbs, psf,, or. plf ) Load Type Distribution Magnitude Location [ft] Pattern 921 Fv' = 225 1 748 Start End Start End Load? j Loadl Dead Partial UDL 135.0 135.0 0.00 5.50 No ' Load2 Constr. Partial UDL 150.0 150.0 0.00 5.50 No Length Load3 Dead Trapezoidal 135.0 68.0 5.50 13.00 No Load4 Constr. Trapezoidal 1 150.0 75.0 5.50 13.00 No Dead 890 Design Value Analysis/Design 735 Live 921 Fv' = 225 1 748 Total 1811 fb/Fb' = 0.73 j 1483 Bearing: 0.43 = L/360 0.30 t Total Defl'n 0.32 = L/494 0.65 = L/240 LC number 2 2 Length 1.0 1.0 Lumber -soft, D.Fir-L, No.2, 4x12" Spaced at 24". c/c; Self. Weight of 9.35 plf automatically included in loads; Lateral support: top= full,. bottom= at supports;. Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001:. (. stress=psi, and in ) Criterion Analysis Value Design Value Analysis/Design Shear fv = 59 Fv' = 225 fv/Fv' = 0.26 Bending(+) fb = 906 Fb' = 1237 fb/Fb' = 0.73 i Live Defl'n 0.13 = d,/999 0.43 = L/360 0.30 t Total Defl'n 0.32 = L/494 0.65 = L/240 0.49 j ADDITIONAL DATA: FACTORS: F • CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.25 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 ; 2 Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1100 2 Fcp' 625 - 1.00 1.00 1.00 1.00 E' 1.6 million 1.00 1.00 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 5571 lbs -ft Shear : LC# 2 = D+C, V = 1811, V design = 1539 lbs Deflection: LC# 2 = D+C EI= 664.44e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. i (D=dead L_ -live S --snow W --wind I=impact C --construction CLd=concemarated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify. that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. LIZANDRO MERCADO ASSOCIATES STRUCTURAL ENGINEERS 24881. N. San Fernando Rd., Ste. 203 Santo Clarltd,C.allfornla 91321 * 661-753-9295 Fax661-753=9298 PROJECT LOCATION JOB NO.HE 04 0i LEN !ER ITEM Ctn Lf^jc; xs FOR DATE' f9v era A-7, Cue-, 4- ce2 ulallov ce?> 19151 2'4z b 0, L r® t- = zoe-- kmse- C6� 3 cv, (,Vp Z- G"o FTZ I�E'6 , I -zbo 4:k -- S?- 11 -7 Z f9v -s U.) L. - r® t- = zoe-- kmse- C6� 3 cv, (,Vp Z- G"o FTZ I�E'6 , I -zbo I - •...:r,:. : •_ .: � :"-:� .�.� :.:; _ ;.,; " .. ..;.• .... COMPANY PROJECT Lizandro`Mercado Structual Eng. 24881 N.i San Fernando Rd. Suite 205 Santa Clarita, CA 91321 s, .. , . 50fTN'ARE FOR kt'OOD OtSfCY' Mar. 5, 2009 15:35:54 eBi Design Check Calculation Sheet Sizer 2004 LOADS: ( lbs, psf, or. plf ) Load Type Distribution Magnitude Location [ft] Pattein 2572 fv. = 78 1696 fv/Fv' = 0.22 Start End Start End .Load?:! ... ... .. 4185. Loadl. Bearing: Dead 'Point Live. Defl'n 4225 7.75 No j Load2 Constr.. Point. 4268 7.75 No 0.98 = Load3. Dead .Ful 1. UDL 48.0 No .� . MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 6 MIRV K 411 IF x 0' 19'-6" Dead 3355.. ... ... .. .. . . . . . . .. 2488 Value Live 2572 fv. = 78 1696 fv/Fv' = 0.22 Total 5927. ... ... .. 4185. 3506 Bearing: Live. Defl'n 0.22 = d./999 ... 2 .. ... .. ... 2 LC number Total Defl'n Length.. 1.1. . 0.98 = 1.0 0.66 PSL, 2.OE, 2900Fb, 7x16" Self Weight of 35.0 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001:. (. lbs, lbs -ft,. or. in) Criterion Shear Analysis -Value Design. Value Analysis/Design i fv. = 78 Fv' = 356 fv/Fv' = 0.22 Bending(+) fb = 1745 Fb' = 3506 fb/Fb' = 0.50 Live. Defl'n 0.22 = d./999 ... 0.65 = L/360 I ... 0.35 Total Defl'n 0.64 = L/364. . 0.98 = .L/240 0.66 j ADDITIONAL DATA: FACTORS: F . CD . . CM .. Ct. CL . CV . Cfu Cr . Cfrt . Ci Cn .. LC# Fb'+ . 2900. 1.25 1.00 0.967 . 1.00.. 1.00 1.00 ..-.. ! 2 Fv' 285 1.25 1.00 1.00 . - . 1:1.00 2 Fcp' 750 1.00. 1.00 E' 2.0, miIIion - 1.00 - 1.00 . -.. 2 Bending(+):.LC# 2 =.D+C, M = 43432 lbs -ft Shear : LC# 2 = D+C, V = . 5927,.V design = 5816 lbs Deflection: LC#.2 = D+C . EI=4778.59eO6 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L --live S=snow. W --wind I=impact C=construction.. CLd=concentrated) (All LC's are listed in. the. Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They canj be changed in the database editor. COMPANY PROJECT Lizandro;Mercado Structual Eng. 24881 Ni San Fernando. Rd.,Suite 205 Santa Clarita, CA 91321 e •, r� + 1 SOh7WA'AETOR W000 OESrCN' t Mar. 5,2'P09.17:11:04 . I Design Check Calculation Sheet Sizer 2004. LOADS: ( lbs,. psf,. or pif. ) Load Type Distribution Magnitude Location [ft] Pattein 852 = 54 I Start End Start End Loadl Loadl Dead Point 1924 4.30 No" 'I Load2 Constr. Point 1996 4.30 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) ' 0' 7'-6" Dead.. 877 Design Value 1159 Live 852 = 54 I 1144 Total 1729 fb i 2304 Bearing: fb/Fb' = 0.43 Live Defl'n 0.03 = d,/999 0.25 = L/360 0.11 Total Defl'n 0.07 LC number 2 L/240 0.18 2 Length 1.0 I 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self. Weight of.15.02 pit automatically! included in loads;. Lateral support:. top=. at supports, bottom=. at supports;. Load combinations: ICC -IBC;. SECTION vs. DESIGN CODE NDS -2001:. (. stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv = 54 Fv' = 212 fv Fv' = 0.26 Bending(+) fb = 722 Fb' = 1671 fb/Fb' = 0.43 Live Defl'n 0.03 = d,/999 0.25 = L/360 0.11 Total Defl'n 0.07 = <L/999 0.38 = L/240 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn. LC# Fb'+ 1350 1.25 1.00 1.00 0.990 1.000 1.00 1.00 1.00 1.00 2 Fv' 170 1.25 1.00 1.00 - - - 1.00 1.00 1:00 2 Fcp' 625 - 1.00 1.00 1.00 1.00 . E' 1.6 million 1.00 1.00 1.00 1.00 7 2 Bending(+): LC# 2 = D+C, M = 7295 lbs -ft Shear LC# 2 = D+C, V = 2304, V design = 2289 lbs Deflection: L,C# 2 = D+C EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L --live S --snow W --wind I=impact C --construction CLd=concentrated) LC (All 's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your. application.. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. k;& s COMPANY PROJECT s , ,®; LizandroMercado Structual Eng. Oi` ' ,� art�t,n 24881 N: San Fernando Rd.,Suite 205 1�� Santa Clarita, CA 91321 ,��'t� S0/7WAREIORNOOODtSICN;:° Mar. 5, 2009 17:11:17 r Design Check Calculation. Sheet Sizer 2004 LOADS: ( lbs, psf, or plf ) Load . Type Distribution Magnitude Location (ft] Pattern .. .. .i .................. . .... 1715. Total.. Start End Start . End . Load?, Loadl.Dead = 1205 Point 3355 6.00 No Load2 Constr. Point- 2572 6.00 No Load3. Dead . Full. UDL 21.0 .... . . . . .. . No .: MAXIMUM REACTIONS. (Ibs) and BEARING LENGTHS. (in). c Dead.... 1280 .... .... . ........ 2399. Live 857.. .. .. .i .................. . .... 1715. Total.. 2138 . ..... 4113. Bearing:. = 1205 Fb' = 1668 fb/Fb' = .0.72 Live. Defl'n .. 0.05,= <L/999. .LC number 2 .: 2 . Length 1,0 .. 1.2 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -2001: ( stress=psi, and in) Criterion. Analysis Value . Design., Value -Analysis/Design Shear fv = 97 Fv' = 212 fv/Fv' = 0.46 Bending(+).. fb = 1205 Fb' = 1668 fb/Fb' = .0.72 Live. Defl'n .. 0.05,= <L/999. 0.30 = L/360 0.17 Total Defl'n ... 0.16.= .L/676 . 0.45 = L/240 ...... . 0.35 ADDITIONAL DATA: ' FACTORS:. F .. .. CD .. CM . . Ct... CL CF . Cfu Cr... Cfrt... Ci. ,Cn . LC# Fb'+ .. 1350 . 1,25.. 1.00 .1.00 . 0.988 1.000 . 1.00. 1.00. 1.00. 1.00.. i-.... . 2 Fv'.. .. 170 .. 1,25 1.00 . 1.00. . - . ... -... 1.00: 1.00. 1.00 .. 2 Fcp' 625. 1.00 1.00 1.00.1.00. .:-. E'. 1.6 million 1.00 . 1.00. ....... - 1.00. 1.00. '-... 2 Bending(+):. LC#.2 = D+C,. M = . 12178 lbs -ft Shear LC#. 2=.D+C,. V = 4113, V design = ..4079.lbs Deflection: LC# 2 = D+C .. EI=1115.29e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection). + Live Load Deflection. (D=dead L=live.. S --snow W --wind I=impact.. C=construction. CLd=concentrated) (All LC's are listed in.the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 'LIZANDRO MERCADO ASSOCIATES STRUCTURAL ENGINEERS 24881 N. San Fernando Rd., Ste. 203 Santa Clarita,California 91321 • 661-753-9295 Fax 661-753-9298 PROJECT LOCATION JOO. o / SHEE fjNO ITEM ; i FOR GATE ENGINEER 15�-7 � t. use. 25�x1�-�sL I 2n USE k D2 use )ego 1135 %/ 120 15�-7 � t. use. 25�x1�-�sL I 2n USE k D2 use COMPANY PROJECT Lizandro; Mercado Structual Eng y �L OOd her ksq 2488114. San Fernando Rd.,Suite 205 Santa Clarita, CA 91321 w,r :: ' k?d;'.� ,.SOF7WAAb FORjKOOD.DESICY .. � Mar. 5, 2009 16:43:16 Design Check Calculation Sheet Sizer 2004 I LOADS: ( lbs, psf, or plf ). Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Load3 Dead Point 2488 1.75 No Load4 Constr. Point 1696 1.75 No Loads Dead Point 2488 9.50 No Load6 Constr. Point 1696 9.50 No Load? Dead Partial UDL 90.0 90.0 0.00 6.00 No Load8 Constr. Partial UDL 100.0 100.0 0.00 6.00 No. Load9 Dead Partial UDL 108.0 108.0 6.00 9.50 No LoadO Constr. Partial UDL 120.0 120.0 6.00 9.50 No: Loadl Dead Trapezoidal 108.0 0.0 9.50 21.00 No Load2 Constr. Trapezoidal 1 120.0 0.0 1 9.50 21.00 No, I MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0' 21' Dead 4812 Value 2185 Live 3515 Shear 1587 Total 8327 356 3772 Bearing: fb = 2577 Fb' = 3563 fb/Fb' = 0.72 Live Defl'n 0.46 = LC number 2 L/360 2 Length 2.1 L/182 1.0 PSL, 2.OE, 290OFb, 5-1/4x14" Self Weight of 22.97 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; ro.. This section FAILS the design the k WARNING:. This section violates the following design criter a:. a ec ion;. D SECTION vs. DESIGN CODE NDS -2001: (. lbs,. lbs -ft,. or. in ) Criterion Analysis Value Design Value * Analysis/Design Shear fv = -I -057 Fv' = 356 fv/Fv' = 0.4 Bending(+) fb = 2577 Fb' = 3563 fb/Fb' = 0.72 Live Defl'n 0.46 = L/552 0.70 = L/360 - 2 Total Defl'n 1.38 = L/182 1.05 = L/240 1.3 Usk_ (Z) s t �- 0J ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cf rt Ci ;Cn LC# Fb'+ 2900 1.25 1.00 1.000 0.98 1.00 1.00 - 2 Fv' 285 1.25 1.00 - - - , 1.00 1.00 2 Fcp' 750 - 1.00 1.00 - - E' 2.0 million 1.00 1.00 - 2 Bending(+): LC# 2 = D+C, M = 36829 lbs -ft Shear : LC# 2 = D+C, V = 8327, V design = 8084 lbs Deflection: LC# 2 = D+C EI=2400.96eO6 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L --live S --snow W --wind I=impact C --construction CLd=concentrated) (All LC's are listed in the Analysis output) m I 1110, 200, WO Image� courtesy of the U.S. Geological Survey io a— r 3j_ Source=372936 Running Time 0:00 ms © 2005 Microsoft Corporation. Terms of Use (privacy Statement sponsored By ! e c -SO Server=TK2TERRAW EB12 t t - I of 1 3/5/2009 10:25 AM 1b Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.65714 Longitude = -116.23857 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.500 (Ss, Site Class B) 1.0 0.600 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.65714 Longitude = -116.23857 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.500 (SMs, Site Class D) . 1.0 0.900 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 33.65714 Longitude = -116.23857 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 = 1.5 Period Sa (sec) (g) 0.2 1.000 (SDs, Site Class D) 1.0 0.600 (SD1, Site Class D) MERCADO ASSOCIATES STRUCTURAL ENGINEERS 24881 N. San Fernando Rd., Ste. 203, Santa PIarita, California 7 661-753-9295 Fax 661-753-9498 ktEng5uma\EngProgramsglBc2006 laterabdsiLat Loads 97 LATERAL LOAD DISTRIBUTION -- 2006 IB'C METHOD A PROJECT: AZOFF SHEET NO.: JOB NO.: 09015 DATE: 3/6/2009 ENGINEER: JP DESCRIPTION: SEISMIC BOTH DIRECTIONS I R TL Ta hn Ct x 1.0 6.5 9 0.129 12.00 0.02 0.750 Site Class Ss S1 Sds Sd1 k TOTAL WT D 1.500 0.600 1.000 0.600 1.00 28.1 Allowable Story Drift Coef. Deflection Amplif. Fac or Cd 0.020 4 Reliability/Redun.Factor ASD Reduction Factor, RASD 1.30 0.70 Reliability/Redun.Factor r = , 1.3 ASD Reduction Factor RASD 0.70 T= Q.129 sec STRITNGTH ASD Basic , Eq 12.8-2 V = Sds / (R/1) * W * r= 0.200 * W 0.140 * W Upper Limit Eq 12.8-3 V = Sd1 / Ta / (R/1) * W * r = .931 * W 0.651 * W Lower Limit Eq 12.8-5 V = 0.01 * W * r = .013 *W 0.009 * W Lower Limit Eq 12.8-6 V = 0.5 * S1 / (R/1) * W * r = .060 * W 0.042 * W Static Force Coefficient- 200 *W 0.140 * W Static Force Base Shear I 5.6 kip 3.9 kip 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 LEVEL STORY hx Wx Wx(hx)^k Wx(hx)^k/ HEIGHT ft kip 7-(Wihi^k) ROOF 12.00 12.00 28.1 337 1.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.1 337 Fx/Wx Vi Diaph. Diaph. Max Story (Strength) kip Fpx Fpx/Wx Drift 5.6 0.200 5.6 I qrq--� ci ' a1+i? 10 llIL111 I TYP. fOlm y�Q j , S1.3 TdcB 11`11 6x1 -4x4- 1 I<< i 1 ti •• I .k.- C. MI -- - .._... -I- •I-\ R.R. �._ J I �t`OQ• I i I i 6, J. _ > j 7 TM :-- — �a—S7-3.= 51.x..®3 ®602C_ B — 6x1 -------- lR --_L—=-- 10 ,Q 13l O 4-77.0 p 0.-7 8 ROOF ROOF B.N., N t0 °c� MERCADO ASSOCIATES STRUCTURAL ENGINEERS 24881 N. San Fernand6 Rd., Ste. 203 Santa Clarita, Californla 91321 • 661-753-9295 • Fax 661-753-9298 PROJECT LOCATION JO NO. SHEET N REMFOR ,"� /-k�✓f1t�� S(.S W(M� Ove. S �-�'t.S'r-1 4G DATE ENGINEER C5 er- I Vs 2' sw i 1-720. r ILL I c _ 68 q' oz. Imo.:.. % 0-s � - TbS I � '"�" �, C. � Z1 � � .� ! � � ISS • 1 I us T375 I ASCE 7-05 (IBC 2006) WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 85 MPH Exposure C Roof Pitch = 4.00 :12 Mean Roof Height h = 14 ft Importance factor IW = 1.00 T-6-1 6.4 MOTHOD 1- SIMPLIFIED PROCEDURE (LOW-RISE, 60 FT) Height Adjustment factor A = 1.21 Fig 6-2 -2.94D 5.31 B 12.44C 18.64A -11.55G -8.61H -16.62E-11.35F -11.55G -7.34H -16.62E -9.50F 41 1 =17.4 L 24 TRANSVERSE ELEV. LONGITUDINAL ELEV. 13.8 2a= 6.Oft t_ 10 % of least dimension= 2.4 it 3.55 kips 3.�951�- 40 % of the eave height = 4.2 ft 11F 5.59 k 8.5psf 4% of least dimension or 3 ft= 3.0 ft 9. 1 4 " -11.55 -8.61 -23.31 -18.24 psi ` 9.17C -'� . O therefore a = 3.0 it 24 ft Example: ps = A Kzalpsao IF All /ones shown In ps-"6.0 Kzt = 1.00 I t T t 'jj horizontal load at end zone p.3e = 11.4 t x 12.44C 8.64A Height Adjustment factor A = 1.21 ` x PLAN VIEW Importance factor Iw = 1.00 FIGURE 6.2, Main Wind Force System 13.81psf I�AWGDC ..-avGA-" /"d G_a (6-1) 6.5.7 Fig 6-2 Fig 6-2 6.2 Load Direction Roof Angle Horizontal Loads Vertical Loads End Zone I Interior zone End Zone Interior zone Overhang all I Roof (B) Wall (C ) Roof (D) WW (E) LW (F) WW (G) LW (H) EoH GOH Transverse 18.4 18.64 -5.31 12.44 -2.94 -16.62 -11.35 -11.55 -8.61 -23.31 -18.24 Longitudinal All 13. 149 -7.2312 19.17397 -4.31716 -16.62107 -9.4978 -11.548 -7.3392 1 -23.313 -18.24 ' If roof pressure under horizontal loads is less than zero, use zero Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. For the design of the longitudinal MWFRS use 6 = 0% and locate the zone E/F, G/H boundary at the mid -length of the building FIGURE 6-3, COMPONENT AND CLADDING Roof effective area = 30 sq. ft, 6= 18.4 Effective Area for wall element = 20 Sq. it Interior Zone 1 = 10.19 -13.89 psf Wall, Interior Zone 4 = 15.00 -16.30 psf End Zone 2 = 10.19 -19.40 psf End Zone 5 = 15.00 -19.64 psf Conner Zone 3 = 10.19 -25.80 psf Roof Overhang effective area = 6 sq. it Interior Zone 2 = -28.20 psf End Zone 3 = -39.62 psf IBC 1605.2. f(LRFD) U = 0.9D + 1.6W IBC 1605.3. 1 (ASD), U = 06D + W, increase in allowable shall not be used. IBC 1605.3.2(ASD), U = D + 1.3 W, allowable stress are permit to be increased. 0 WNP A-Y_64k L_Y S 1 �"� a1/�.-t✓ '� �"�v� � � � 1. ►.� .�"-Y1.�Y"1�tav-- '�bt'�.°`� �. � 7- UJI =7 1,5, C, 4- <- [,q-, (" z- I,?- I Fit=) IA 4" CONC. SLAB EA7ER.. j 5; .2 Sim. S1.4 9 6'-0" S1.2 (E)4-0 COL ell )4-0 COL BAR SEE@ Typ. TDS11 2-2x6 E.5 -7 1 TD 11 L- -J ..... ..... ... 2 -S. I a6i�@ F S� S1.2 FTC 14" Fr�,.� @12" O.C. E.W. SIM 2 UO' @12" D.C. E.W. PROVIDE #5 BBQ -L I-, SIT 4 11-1 ' CONC. SLAB ON TYP L GRADE W/#4 @16- D.C. 14" FrG.' EA. WAY AT SLAB 4x6 MID -DEM SEE 8/S1.2 TRM TYP. U.N.O. Ln POOII -6 S of I BFl. . . ............ TYP 2 SIA S1.2 51.2 FrG. 2'-O'W FrG TYP. P.A. W / 2 2' -0" D.C. EX SO FrG T�? P.A. �2 S�1.4 SA J E �S --VIE AF -9 . ....... . ........ WP. row 9 + S1.2 FOUNDATION PLAN MERCADO ASSOCIATES STRUCTURAL ENGINEERS 24881 N. San Fernando Rd., Ste. 203 Santa Clarita, California 91321 661-753-9295 Fax 661-753-9298 'PROJECT _j� ®� LOCATION JO�jJi.O' � SHEET ITEM FOR DATE ENGINEER ?5x zr I.- Y, - 5� c) v-3 I' qui ro C'0 - 3 3355. JZga '. -71 .PIL '3 532-.1 r LAA 4171/14 -'0" o, I P'TS S v5� -z5- . S User. KW -0607403, Ver 5.8.0, 1 -Nov -2006 (c)1983-2006 ENERCALC Engineering Software Description FT -3 Title Dsgnr: Description Scope: Combined Footing Design Job #• -2-t Date: 8:53AM, 22 APR 09 Page 1 al Icalcs.ecw:Cal Gila li ons LGeneral InfOrmatlon Length = 4.00ft, Width = 2.00ft, Thickness = 12.00in, Dist. Left = 1.50ft, jBtwn. = 1.50ft, Dist. Right = 1.00ft ;Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 , Allow Soil Bearing 1,500.0 psf fc I' 2,500.0 psi Seismic Zone 4 Fy i 60,000.0 psi Steel Req'd @ Left Concrete Wt 145.0 pcf Min As Pct 0.0014 28.62 psi Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Allowable Overburden 150.00 psf Live & Short Term II oads Act Separately • i. Dimensions 999.000:1 (- Footing Size... ColumniSupport Pedestal Sizes Distance Left 1.50 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 1.50 ft ...Height 0.00 in Distance Right 1.00 ft #2 : Square Dimension 0.00 in Footing Length 4.00 ft ...Height 0.00 in Width 2.00 ft -0.079 ft Dead+Live+Short Term Thickness 12.00 in -0.057 ft Stability Ratio Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to. ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Vertical Loads... cD Left Column(ccil Right Column Dead Load 3.360 k 1.280 k Live Load 2.570 k 0.857 k Short Term Load k k Footing Design OK LL Length = 4.00ft, Width = 2.00ft, Thickness = 12.00in, Dist. Left = 1.50ft, jBtwn. = 1.50ft, Dist. Right = 1.00ft Maximum Soil Pressure 1,458.62 psf Allowable 1,500.00 psf Steel Req'd @ Left 0.259 in2/ft lj�il; Max Shear Stress 28.62 psi Steel Req'd @ Center 0.259 in2/ft Allowable 170.00 psi Steel Req'd @ Right 0.259 in2/ft Min. Overturning Stability 999.000:1 (- Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 1,458.6 1,500.0 psf Eq. C-1 2,185.9 psf 0.079 ft Dead+Live+Short Term 950.0 1,995.0 psf Eq. C-2 , 1,330.0 psf 0.057 ft Soil Pressure @ Right End Eq. C-3 855.0 psf Dead + Live 1,148.1 1,500.0 psf Eq. C-1 1,720.6 psf -0.079 ft Dead+Live+Short Term 800.0 1,995.0 psf Eq. C-2 1,120.0 psf -0.057 ft Stability Ratio 999.0 :1 Eq. C-3 720.0 psf Moment & Shear Summary ( values formoment are given per unit width of footing ) Moments... ACI C-1 ACI C-2 ACI C-3 Mu @ Col #1 1.93 k-ft/ft 1.00 k-ft/ft 0.64 k-ft/ft Mu Btwn Cols 1.93 k-ft/ft 1.00 k-ft/ft 0.64 'k-ft/ft Mu @ Col #2 0.67 k-ft/ft 0.36 k-ft/ft 0.23 k-ft/ft One Way Shears... i Vn : Allow' 0.85 85.000 psi 185.000 psi 85.000 psi Vu @ Col #1 13.403 psi ; 6.956 psi 4.472 psi Vu Btwn Cols 0.000 psi ; 0.000 psi 0.000 psi Vu @ Col #2 3.788 psi 2.044 psi 1.314, psi Two Way Shears... Vn : Allow' 0.85 170.000 psi 1I70.000 psl 170.000 psi Vu @ Col #1 .28.619 psi 114.822 psi 10.694 psi Vu @ Col #2 8.799 psi ; 4.895 psi 3.147 psi LL Tltl`e : Job .# Dsgnr: Date: 8:53AM, 22 APR 09 Descriptlon : 2 Scope Rev: 580000 Page 2 User. KW-0607403,Ver5.8.0, 1 -Nov -2006 Combined Footing Design 9 (c)1983-2006 ENERCALC Engineering Software allcalcs.emcalculations Description FT -3 Reinforcing ( values given per unit width of footing) (a) Left Edge of Col #1 Between Columns, ED Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req:d Ru/Phi As Req'd ACI C-1 29.67 psi 0.259 in2/ft @ Bottom 29.67 psi 0.2591n2/ft @ Bottom 10.35 psi 0.259 int/ft @ Bottom ACI C-2 15.41 psi 0.259 in2/ft @ Bottom 15.41 psi 0.259',in2/ft @ Bottom 5.57 psi 0.259 in2/ft @ Bottom ACI C-3 9.91 psi 0.259 in2/ft @ Bottom 9.91 psi 0.259?in2/ft @ Bottom 3.58psi 0.259 in2/ft @ Bottom ACI Factors (per ACI, applied intemally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Additional Seismic "1.4" Facto 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Additional Seismic "0.9" Factor 0.900 ACI C-1 & C-2 ST 1.700 , ACI C-3 Short Term Factor 1.300 ....seismic = ST' : 1.100 i r a !6 k s' VJ psi !S' t., ice, o t ~� s I �. User. KW -0607403, Ver 5.8.0, 1 -Nov -2006 (c)1983-2006 ENERCALC Engineering Software Description FT -3 Sketch & Diagram Tltl' Dsgnr: Description Scope Combined Footing Design Job # Date: 8:53AM, 22 APR 09 el/w Page 3 allca Ics.emCalculations 0.45 ,0.00 X0.75 Shear Load (k) Location Along Member (ft) Shear Load (k) Location Along Member (fl) Shear Load_ (k) Location Along Member (ft)