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RS071331_Permit (Issued) RS071331 Rev4 doc
QG a 7 031 RF-7-v- 'A- KNA ENGINEERING, INC. • A STRUCTURAL C ONSUITING FIRM 30101 Agoura Court • Suite 120 - Agoura Hills, CA 91301 • (818) 865.2026 - FAX (818) 865 1889 STRUCTURAL CALCULATIONS DELTA (All changes after Permit Set are dated 4/23/2009) For KNA 06-012 Lot 12 & 13 Avalon Vista Newport Beach, CA N, w 0.1 Sheet Index EXP Dated 2/ 18/2010 �- Page 1 - 70 ITEM PA E 1. Loading 1 2. Roof Framing 2 3. Floor Framing 30 4. Shear Walls 33 5. Steel Column to Resist Wind Load at Fireplace Wall 46 6. Courtyard Wall 55 7. Fireplace Retaining Wall 60 I /* 9 2010 a PrvICCI:W. rA KNA ENGINEERING _ —' heet -- STRUCTURAI- C0N$ULTANT5 C14,nt:]�G ❑ate-.._ ---. �� - 30101 Agoura COUn • SON 120 • Agoura HiRS, CA 91301 (816) 865.2026 ROOF ❑L IO ed R of _—_ FLAT R OI: C£ILIN ROOF'G i 5.0 PSF SHT'G 2,0 RR 3.0 INST. 2.0 C.1. 3.0 CE1L'G 3.0 SPRINKLER 1-0 Misc. 1.0 DL = 30.0 PSF LL = 2. D .0 PSF USE 23.0 PSF DL @ RR ONLY LLD OR D. L, ROOV ING 3.0 PSF KEROOFING 3,0 518-jil.YWOOD 1.9 RIPPING 1.7 S18" PLYWOOD 1.8 RR 3.0 INSULATION 2,0 CEILING 3,0 SPRINKLER 1-0 M1 SC. 1,7 DL = 22,0 PSF 1,1 = 20.O PSF I 'h LT. WT, CONC. 14 PSF SHT'G 2.5 F.J. 4.0 I N ST. 10 J CEIL'G 3.0 SPRINKLER I.0 MISC. 1.5 DL- ,,.• 28.0 PSF LL = 40.0 PSF LL = 60.0 PSF @8A LCON Y C! 3-0 INSLATION 2-0 CEILING 3.0 SPRINKLER l.0 misc. I •a DL = Io-OPSF LL = 10.0PSF 411 ICNA ENGINEMNG 14 STRUCTURAL CONSULTANTS Project- l 01 0-. i 3 A'VCkl0Y) V 1 S+(A Jab Nn• En a b (P - C) { -)- . Sheets of Client 30101 Agoura Court ■ Suite 120 ■ Agoura Hills, CA 91301 • (818) 865-2026 17a77 '703 M)�Lz Zoe Usx 0+71, 7 x-17 ?# tNu v Y—tiX.o��7 i ID VVIky2,0xY.0,10?-w-7I+ Low- �aV,:r-1-3Vz ??tam vv wU.y pL - 3 L 3 Ib Q- 4M,� fox D7 rY �^j Zoo fi Date- _ 27 �i w Pro b 2 1�n�ls Job N- KNA ENGINEERING {ALP rC7A S`}- { _ sheet-. of 5TRUCTUitAL CONSULTANTS Client • By. Qate� �LaC 30101 Agowa Court ► Suite 120 ► Agoura Hills. CA 91301 ► (818) 865-2026 p 11�. [ 1410 (4 br� AL C 5 v1- �� LP [� 3tilrx%y1L h J5-'t1fK1V"Ap) Lin to Project: A i� � 1 ob No: � � � —Al KNA ENGINEERING, INC. D Sheet.. of STRUCTURAL CONSULTANTS Clierrt: BY: Date: S oo" 30101 Agoura Court Suite 120 Agoura Hills, CA 91301 (818) 865-2026 � L + IS-P 9_d/ WlZyq° is .._ •- - - - - 41KNA ENGINEERING STRUCTURAL CONSULTANTS Pro'sct• 101 1 2A 1J Pi'VGf Or) -VI` job N eD(a" �% 0.� C SneetL. S of Client ' By Date- -^. 30101 Agoura Court ► Suite 120 ► Agoura Hilts, CA 91301 ► (818) 866-2026 r +3qs" 3 G z u IS# r It 7 31g �el—I�) C6-J 0 fi Up wV,�xli�s/zll�r] Pam- ' Opz�-3a � W y zxyyr �[� -551,qLy,103f 1 �% _4L= � f �zo F 'ert 3 oL V 1 V6-job No:_Vno 0 'D t 2 KNA ENGINEERING, INC. Sheet of STRUCTURAL CONSULTANTS Client BY Date: 0] 01 Agoura Court Suite 120 Agoura hills, CA 91301 (818) 865-2026 lqc 70P P L J i Ib Z '•� v3 { IF 7" 7 qq 7 ti �F r x �Fr7 �- �., �y S'z.s - �x El Project. �� ob No: �oLo -Q f � �4NA ENGIN�ERiNG, INC. rx.Sheet_ 77 STRUCTURAL CONSULTANTS Client: By. Date: 30161 Agoura Court Suite 120 Agoura Hills, CA 91301 (818) I865-2026 INN 5A.. � �_ 7.�• k -5 VQ P C-_��� r r, :D Iz_ .� i5-/b$ —f— r �11 1 M KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818)865-2026 ($18)865-1889 Fax ---- Rev: 53was lker: KW-06U M.Y" $00. Mtuv-20 Se uFtmare 1gsv-M ENERCALC Evwwodm Description B-11 Title: LOTS 12 & 13, Any' ALON VISTA, NEW b # KNA 06412 Dsgnr: KAMRAN NARAG► I Date: S1'Z7 Zov�1 Description: TWO STORY ROUSE OVER ONE EVEL OF BASEMENT scope: STRUCTURAL DESIGN Timber Beam & Joist ._ — — ----- Page 1 �9D32acw3�EY5�2009 Timher Member informatiotl —:ode Ref: I971Z001 NAS, 2000/2003 IBC, 2003 NFPA 5000. Base allawables are user defined L -- B-31 Timber Section phi rr 3.5ar M Beam Width in 3.500 Beam Depth in 11.250 Le: Unbraced Length ft 1.33 Timber Grade TTIdst - L' MacMllwn, Fb - Basic Allow psi 2,900.0 Fv - Basic Allow psi 290.0 Elastic Modulus ksi 2,000.0 Load Duration Factor 1.250 MemberTypeManuflPine Repetitive Status No Center Span Data Span Dead Load Live Load Paint #1 DL LL @x Results _— ft 11.00 sift 310.00 #1R 270.00 Ibs 1,200.00 lb, 1,D40.0D ft 9.500 Ratio = 0.4822 Mmax @ Center in* 126.40 6.03 @x= ft fb : Actual psi 1,712.0 Fb : Allowable psi 3,607.3 Sending OK fv : Actual psi 174.8 Fv : Allowable psi 362.5 ShwrOK Reactions @ Left End DL LL Max. DL+LL Q Right End DL LL Max. DL+LL 1,868.64 1.626.82 3,495.45 2,741.36 2,383.18 5,124.54 _ Ratio OK Center DL Defl in -0.151 L/Defl Ratio 8�6.0 Center LL Defl in -0.131 L1Defl Ratio 1,006.7 Center Total Defl in -0.282 Location ft 6.632 LIDefl Ratio 468.4 1<0 0 do -0 12 r f 2� j 2�`'7i 5GaoG #/R MOO #/It ITTy T 11,00 ft M max 126,39 irrk at ro,02 It from Wt. Dmw = -0.2817 in at 5.63 it Ervin eft Rl max - 3495.453 bs 224111 bs Rrmax - 5124.544 I- KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818)866-2026 (818) 865-1889 Fax - - - - - R: User.KWM"737.VerM0. -"-'00$ tc119Al2W6 ENERCALC Enyineeiing SMwaro �o Title : LOTS 12 & 13, AM ALON VISTA, N7WI J b # KNA 06-012 Dsgnr: KAMRAN NARAGHI Date: S 7 Z f7t'1 7_ Description - TWO STORY HOUSE OVER ONE L VEL OF BASEMENT Scope: STRUCTURAL DESIGN - ----.------- -- -__ _-._ - - _ -.----Page Timber Beam & Joist 2003 Description B-18, Q-19, B-20 Timber Member information ;fide Ref: 1997l2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined B-18 &19 B-20 Timber Section 4310 Pa.3.588.5 F-Arm 3.50M Beam Width in in 3.500 9.250 3.500 9.500 3.500 11.250 Seam Depth Le: Unbraced Length 1.33 1.33 1.33 Timber Grade Douglas Fir - Larch, No.2 Truss 3W51- Macm1w, Truss 3W - MacMillan, Fb - Basic Allow psi 900.0 2,900.0 290.0 2,900.0 290.0 Fv - Basic Allow psi ksi 180.0 1,600.0 2,000,0 2,000.0 Elastic Modulus 1.250 1,250 1.250 Load Duration Factor Sawn ManuflPine ManuflPine Member Type Repetitive Status _ No -..- - No-N9 - - - - - -- - - -- Center Span Data _ _ _ Span 7.00 10.50 13.00 Dead Load #Ift #lft 322.00 280.00 322.00 280.00 184.00 160.00 Live Load J-- LResults�--- Ratio = 0.6583 0.5238 0.3274 Mmax @ Center in-k 44.25 99.56 87.20 @- ib : Actual psi 886.5 1.346.6 1'891.0 3.610.2 1.181.2 3,607.3 Fb : Allowable psi ae"ng OK se"ng OK ceding OK fv : Actual psi 76.5 225.0 122.0 362.5 72•9 362.5 Fv : Allowable psi Shear OK Shear OK - --Shear OK Reactions -& Left End DL lbs LL lbs Max. DL+LL lbs @ Right End DL lbs LL lbs Max DL+LL lbs 1,127.00 1,690.50 1,196.00 980.00 1,470.00 1,040.00 2,107.00 3,160+50 2.236.00 1,127.00 11690.50 1,196.00 980.00 1,470,00 1,040.00 2.107.00 3,160.50 2,236.00 Ratio OK Deflection OK Deflection OK V �i • vv�•v • •� -0.176 -0.142 Center DL Dell in -0.047 1.783.6 715.6 1,095.8 UDeft Ratio in -0.041 -0.153 -0.124 Center LL Defi 2,051.1 822.9 1,260.2 UDefl Ratio Center Total Defl in -0.088 -0.329 -0.266 6•500 Location ft 3.500 954.0 5.250 382.8 5B6.1 UDefl Raw 90qU,-0(2- . ... ... .... . . ... ..... ........ T ....... . ....... ..... f�72L10 gift i f �' � 1� Z T[ 1 Y t� 1 1. r '1 i r� 700 It M max = 44.24 h k at 3,42 ft from IM D max = -00880 in at 349 It from left Rrmax = 2106.999 lbs 2106.399 tbs ,Khobb-ol 2- Z -1 � 602 (30 . . ..... . ...... . ....... . . �-, Gnoo VA TT TTTTT TT T T i M" = 99.55 irrk at 5.24 ft from left Amax - A3291 in at 5.24 ft from left Rtrfm = 316a498 lbs Rrmax - 31 GDASO bs ..... . ....... . ... 344M #/ft 344M #/ft I T T T T T T T m max - e7.20 brt-k at 6.49 tt. (ram M Dmw = a21i6'i in at 6,49 It from left Rr:max - 2235.M gas R I: max = 2235.999 Ibs KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 [818] 865-2026 (818) 865_-1889 Fax-- Reu 58UD09 Ltsw. KV-080 W, vet 5U.1 �2005ad;traze (V)M3.2 cEWRCAtCF rag Description B-32, B-33 Title: LOTS 12 & 13, AVE-ALON VISTA, NEINf J b # KNA OM12 Dsgnr: KAMRAN NARAGHI Date: rj L2_`�1V=EL Ci Description: Two STORY HOUSE OVERNE LF BASEMENT Scope : STRUCTURAL DESIGN -- -- _-_ - ------ --. _.--- _- _--- -- Page 1 Multi -Span Steel Beam - Fy - Yield Stress 50,00 ksi Ali Spans Gonsidered as Individual Beams Grade Ref: AISC 9th ASD, 1997 U13C, 2�3 IBC, 2003 NFPA 5000 Load Duration Factor 1.00 g 633 Description ft 21.00 28 50 Span Steel Section WlZX40 W12x26 Pei-Pin End Fixity Unbraced Length ft -- -- Pin -Pin 2 00 -2.0-0 ---�--_�` - - - -- Loads Live Load Used This Span ? Yes Yes Dead Load klft 0.150 0.085 Live Load klft 0.130 Point #1 DL k 3.230 2.220 2.530 2.050 LL k @ x ft 4.000 13.000 Point #2 DL k 5.320 LL k 3.580 @ X ft 15.000 LResults Mmax @ Cntr k-ft 56.97 37.63 13.07 @ X = ft 14.98 Flax @ Left End k-ft 0.00 0.00 0,00 Max @ Right End k-ft 0,00 fb : Actual psi 13,293.4 13.523.6 33,000.0 Fb : Allowable psi 33,000.0 eendog OK Sencrmg OK fv :Actual psi 2,934.2 20,000.0 1,230.9 20,000.0 Fv : Allowable psi Reactions & Deflections - --�^ Shear @ Left k ` 0.89 1. 3. 3.37 Shear @Right k 5.71 2.42 k .71 4.18 1.04 DL @ Left k 9.89 3.46 LL @ Left Total @Left k 5.99 2.37 DL @ Right k k 4,34 10.34 1.01 3.37 LL @ Right Total @ Right k -0.504 -0.678 in Max Deflection ft 10.78 500.4 13.25 469.2 SpanlDeflection Ratio - J` - -- �Query Values o.00 o.oQ 0.00 0.00 0.00 0.00 Location tt v.noo.00 9.89 3.4B 0.00 0.00 Q OQ 0.00 0.00 0 00 0.00 0.00 O.00 Shear k Wt 0.00 0.00 0.00 0.00 O.o000 0.0000 D•0000 fl 0.0000 Moment in 0.0000 0.0004 o.0000 Max. Deflection 15121100,� Kp .... . ... . ......... T T� M Oft .... .......... I. 4.5Tk 2M ft 37.62 k4t. at 13.97 ft horn lelt Dmc-m a 4677 in at 13.24 ft kom left DL Reaciim - 2,3137 k DL Reaction = 2.415 k LL Reaction = 1.UD5 k LL Reaction = 1.044 k Total Reaction = 3.373 k Total Reaction = 3-459 k Sf 21 1-2oo 13—[Q3 774al bs I gawk Amax =123.15 in-c at 1-50 R fmm left D" =-0.1911 in at 5.56 ft from left Runax = Gm-S23 fhs Rr:max = M 076 lbs 4 i� U-012- 15/2-71zoD-q a3 Kqp� 5/2-47,009 � q . . . . .. .... ........ 400. DO IVIt ........ . ... .. ........ . 400,00 #/ft I y 15MI ibs 17.00 It M mm - 1 SE62 kA at 9.04 It hom M Dmax - 415408 in at 8.63 R from 0 4679.410 bs 3BM5RS lbs ti f KnA W-0r2- A (o �PIU� 7547,1 0'. 19.50 ft Mmax = 39o.f37 itrk at 1294 R itam left Dmax = -OAM4 in at 1 a60 ft from W Rrmax - RM-333 bs Rtmax - 2515.66616s a-7 KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 [818)866-1889 Fax --_ �� riev: 580006 4 user. KW-t 60=7. Vet 5&a s Nw•zoos L.[c}1963.2�6EI+IERCaLCFsxlinpesingsok++are Description B-108, B-109 F'rirnhar i i%mhpr information f Timber Section 52 Beam Width In Beam Depth in 1' Le: Unbraced Length Timber Grade Trim M Fb - Basic Allow psi 2, Fv - Basic Allow psi Elastic Modulus ksi 2, Load Duration Factor Member Type m Repetitive Status Center Span Data EMON Span Dead Load Itift Live Load Point #1 DL Ibs 1 LL lbs 1, x ft - _ Results �J Ratio C Mmax @ Center in-1 @x= 8 fb : Actual psi Fb : Allowable psi send fv : Actual psi Fv : Allowable psi shl �Reactions Q Left End DL lb 2 LL Ibs 1, Max. DL+LL lbs 4, @ Right End DL lbs 2, LL lbs 1 Max. DL+LL lbs 4 Deflections R Center DL Det1 in L/Deft Ratio Center LL DOI in F uDefi Ratio Center Total Deft in Location ft LIDd Ratio Title : LOTS 12 & 13, AVE FELON VISTA, EWF ob # KNA 06-012 Dsgnr: KAMRAN NARAGHI Date: 12-)/Qvoq Description : -TWO STORY HOUSE OVER ONE LEVEL OF BASEMENT Scope: STRUCTURAL DESIGN - -• -.-. --- •-- - - - - -- - - -- ..-- - - --- - • Page 1 Timber Beam & Joist MP--.�v1•20 ;ode Ref: 1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 0005� T D-109 6s12 i0 5.500 11.500 ;3 1.33 it- Douglas Fir - in, larch, N0.1 1.0 1,350.0 1.0 170.0 1.0 1,600.0 50 1.250 ine Sawn No No Op 11.00 .00 195.00 .00 130.00 .00 2,600.00 .00 1,400+00 300 9.000 469 _ 0.5716 I.65 116.75 1.46 7.74 74.6 963.1 17.1 1.684.9 OK ee"IST19 ❑x 97.3 112.9 62.5 212.5 Shear OK -_ -_- _- - - - -- --- -_ __- - - - -- -__-_- - --- 1,545.23 tOX 969.55 2.514.77 O 3,199.77 1,860A5 5.060.23 -o.z 821 -0.51 7.620 349.7 Deflection ©K -0.116 1,133.8 -0.070 1,884.7 -0.166 5.852 707.9 12- slz--�Izco 9 ............... ... y 325LOO #111 l .......... 40MI 13.1 minax = 116.75 ir-k at 7.74 It from left ()max = .0.1864 in at US ft from left Ar. M226 Ibs Rimax = 2514.772 be Project Y i job No:_".vQ ( 2- KNA -4 llll�ENGINEERING, INC. r Sheet:.-u� _- of v STRUCTURAL CONSULTANTS ClierrV BY ;ate: 2W 3010 C t • Suite 120 • A ra Hilts, CA 41301 --Aafg 865-2026 titi AT C W gg- i { r 1 �% (c Srxrc.-�uc..�(r'L{�`lri 1� �3Slof z3�a}# ,3_3B L KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818)865-1889 Fax Rev: 580009 User: KW-OM37, Ves U.R I-NOV2008 fc11983 aMEAFFiCALC ENineering $dtWZFO 1� Description B-1 1 Title : LOTS 12 & 13, AV ALON VISTA, NEW FtVEL b # KNA 0"12 Dsgnr. KAMRAN NARAGHI Date: S Z']7 pp� Description: TWO STORY HOUSE OVER ONE OF BASEMENT Scope: STRUCTURAL DESIGN Timber Beam & Joist Page 1 8W*,ecvAEY 5.2009 rrAAA�s Timber Member Information erode Ref: 1997/2001 NDS, 2000=03 IBC, 2003 NFPA 5000. Base allowable# are user defined Timber Section PAM3,5XI S Seam Width in 3.500 Beam Depth in 11.250 Le: Unbraced Length ft 1.33 Timber Grade Truss- Macr IMN Fb - Basic Allow psi 2,900.0 Fv - Basic Allow psi 290.0 Elastic Modulus ksi 2,000.0 Load Duration Factor 1,250 Member Type Manuf/Pine Repetitive Status I No Center Span Data Span ft Dead Load #Ift Live Load #fit Point 01 DL lbs LL Ibs x _ _f Ratio = l Mmax @ Center @x= fb : Actual Fb : Allowable fv. : Actual Fv : Allowable b�hA�iAitC [cH Left End DL LL Max, DL+LL @ Right End DL LL Max. DL+LL Rsflnr+inn¢ Ibs 11.00 310.00 270.00 1,200.00 1,040.00 9.500 0.4822 0�� 126.40 6.03 1,712.0 3,607.3 nentrwg OK 174.8 362.5 Shear OK 1,868.64 1,626.82 3,495.45 2.741.36 2,383,18 5,124.54 Ratio OK Center ❑L Defl in1 -0.151 LIDefl Ratio 876.0 Center LL Deft in -0.131 L/Defl Ratio 1,006.7 Center Total Defl in -0.282 Location ft 5,632 LMefl Ratio 468.4 0 do-0 t 2 � �\ ......... ..... ....... . ...... .. ... ..... .... .. TTI 500.00 4/ft ...... . . . . ....... . ......... 580.00#/ft I 224A I- 11,001k Mmax = 1209 in-k at 6.02 It from left oTwx = .0,2017 in at 5-63 ft f1m 101 Rrmax - 5124-544 bs R1. max = 3495.453 lb� r KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax _ - B 5i=04; Mel-, KV-%D3737. Vet 5.8.0, Mov-201% (cjm3.2086 EXERCALC Ertg awing Soh%a�ve Description 8-18, B-191 B-20 Title: LOTS 12 & 13. AV -ALON VISTA, N WF Job # KNA 06-012 Dsgnr: K4MRAN NARAGHI Date: S2-'7 I Zkoci Description: TWO STORY HOUSE OVER ONE LEVEL OF BASEMENT Scope: STRUCTURAL DESIGN Timber Beam Joist 0wmecwiEv 5.2009 -f - -- -- Pagel Timber Member information ;ode Ref: 199712001 NDS, 2ON12003 IBC, 2003 NFPA 5000. Base allowables are user defined Timber Section Beam Width Seam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load B-18 8-19 5-20 400 Pow asaS.s Pl8ne3.5r1L25 in 3.500 3.500 3.500 in 9.250 9.500 11.250 ft 1.33 1,33 1.33 Douglas Fir - Tn1ss 301st - Truss ]oa - Larch, No.2 Ma"llan, MacMillan, psi 900.0 2,900.0 2,900.0 psi 180.0 290.0 290.0 ksi 1,600.0 2,000.0 2,000.0 1.250 1.250 1,250 Sawn ManuflPine ManuflPine No No No Results Ratio = Mmax [cif Center in-k @x= ft fA : Actual psi Fb : Allowable psi fv : Actual psi Fv - Allowable psi Reactions Gu Left End DL LL Max. DL+LL G Right End DL LL Max. DL+LL rleilor_iiAnR 7.00 10.50 13.00 322.00 322.00 184.00 280.00 280.00 160.00 0.6583 0.5238 0.3274 44.25 3.50 886.5 1,346.6 Bending OK 76.5 225.0 Shear OK 99.55 5.25 1,891.0 3.610.2 Sending OK 122.0 362.5 Shear OK 87.20 6.50 1,181.2 3,507.3 Bending OK 72.9 362.5 Shear OK lbs 1,127.00 1,690+50 1.196+00 Ibs 980,00 1,470.00 1,040.00 lbs 2,107.00 3,160.50 2,236.00 lbs 1,127.00 1,690.50 1,196.00 lbs 980.00 1.470+00 1.040.00 lbs 2,107.00 31160.50 2,236+00 Ratio OK Deflection OK Deflection OK `Center DL Defl in -0.047 -0,176 -0.142 LIDefl Ratio 1,783.E 715.E 1,095.8 Center LL Defl in -0.041 -0.153 -0,124 L1Defl Ratio 2,051.1 822.9 1,260.2 Center Total Defl in -0.088 -0.329 -0.266 Locat€on it 3.500 5.250 382.8 6.500 585.1 LlDeil Ratio 954.0 F Tf" MOO #Ifk T TT 1 1 1� T T �^ '� 1 1► �► f' ► T 1 1 t 1 1 1 1 T T► 1 1 Y Y T y GUM Wit 7.00 It Mmx = 44,24 k-rk * 3.49 It korn left I)rnax . iD.OM in at 3,49 It from left Raw = 2IM999 bs 2106.993 bs C40 - C) 12 Ci - _f ;..._ +- - 602.00 #At wzoo wit Mmax = 99.55 in+, at 5.24 ft from felt Dffm - -0-3291 h at 5.24 ft from left R t nw - 31 Ga 498 lbs: Rr max = 31160,490 bs a Z� jZao�i 344,00 jI 344.00 #At tuft T- V, Y, T T T T T flimax = 22MMS ks 1� 13,00 R Mum - 87.20 b-k at E49 ft ftom left Dmax - -0.2W in at 6.49 ft from left R max - 223E999 bs KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 FaxAev MUM User.KV-OW?37.Ver5.8AI-Nov200S ,-..--- Description B-32, B-33 Y,- ". . i lnfnrmnfinn Title : LOTS 12 & 13, AVE-ALON VISTA, NEWT J b # KNA OMI2 Dsgnr: KAMRAN NARAGHI Date: 5 L'2' 2 ©0 Description: TWO STORY HOUSE OVER NE L VEL OF BASEMENT scope : STRUCTURAL DESIGN - ---- ---..._..�_.. ---- -- -- - - --- - --- - - - - page 1 Multi -Span Steel Beam 0R012.eew.PEV5.2008 Fy - Yield Stress 50.00 ksi All Spans Considered as Individual Beams Span information Span ft Steel Section End Fixity Unbraoad Length It i A _ Code Ref. AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Load Duration Factor 1.00 i B.33 21.00 26.50 w12x40 w12xa.6 Pin -Pin Pin -Pin �Lvauv -- Live Load Used This Span 7 Yes Yes Dead Load kJft OA 50 0.085 Live Load klft 0.130 Point #1 DL k k 3.230 2.220 2.530 2.050 LL @ X It 4.000 13.000 Point #2 DL k 5.320 LL k 3.580 X ft - -_ - 15_000 _.- �Results - Mmax @ Cntr k-ft 56.97 37.63 13.07 @ x _ ft 14.98 y Max @ Left End 0.00 0.00 0.00 0.00 k! Max @ Right End k-ft fb :Actual psi 13,293.4 13,523.E Fb : Allowable 33,000.0 Bending OK 33,000.0 Bending OK fv : Actual psi 2,934.2 20,000.0 1,230.9 20,000.0 Fv : Allowable psi I Reactions & Deflections -- ShearLeft k 9.89 3.46 3.37 Shear @Wight k 10.34 Reactions... 5.71 4.18 2.42 1.04 DL @ Left k k 9.89 3.46 LL @ Left Total @ Left k 5.99 2.1.37 DL @Flight k k 4.34 10.34 01 3.37 LL @ Right Total @ Right k -0.504 -0.678 Max. Deflection in 10.78 500A 13.25 469.2 @ X = ft SpaNDeflection Ratio Query Values 0.00 4.00 0.00 0.00 0.00 Location It 0.00 9.89 0•00 3.46 O.QO 0.00 0.00 0.00 0.00 0.00 O.DO 0.00 0.00 0.00 Shear k k'ft 0.00 0.00 0.00 0.00 0.0000 0A0 0.0000 0.0000 0.0000 0.0000 Moment Max. Deflection in 0.0000 0.0000 0.0000 %28 klft I 5AK DL ReacWn = 5,703 k LL Reaction = 4.184 k Total Reaction -a694 k z_3,L 21.00 ft Mmax - 56.96 k-£t at 14.97 It from left Dmax = •0,5035 in at 10.77 ft from left 8.9�k fl28 kilt DL Reaction = 5.990 k LL Reaction - 4.344 k Total Rearfim= Ia335 k 3 _33 ....... ............ _ ... ... t1.i18 k1R i 4.58k 2M ft Mmax = 37-62 k4t at 13.07 R from M Dmax = -0.6777 in at 1324 ft #ram Wt DL Reaction - 2-415 k LL R P.acf on =1.044 k Total Reaction = 3.459 k DL Reaction = 267 k LL Reaction =1.005 k Total Reaction = 3.373 k 1-7 KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax__ Fkv, mom - User. KW-OM737. Vel a -SA ]-Now2006 (c)1983.2006 R40RCALC Engineering Software Description B-35 Title: LOTS 12 & 13, AVE-ALON VISTA, N Wf J b # KNA 06-012 Dsgnr. KAMRAN NARAGHI Date: Gj 2--j zOQ�I description :p STORY HOUSE OVER DNE L VEL OF BASEMENT Scope: STRUCTURAL DESIGN ._-_,--. -- --- ••-- - --• -- --- -• --•--..._.-.. Page . I - Multi -Span Steel Beam osntzec.v,zoa9 General Information Fy - Yield Stress 50.00 ksi All Spans Considered as Individual Beams Span Information _ D85Cnpbon B-35 Span ft 26.00 Steel Section WIU30 End Fixity Pin -Pin Unbraced Length It 2.00 Loads Load J- Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Factor 1 Live Load Used This Span ? Yes Point #1 DL k 3,662 LL k 3.185 @x R -. 13.000-..._-..�----- Results Mmax @ Cntr k-fl 44.51 @ x = ft 13.00 Max @ Left End k-ft 0.00 Max L Right End k-ft 0.00 fb : Actual psi 13,845.3 Fb :Allowable psi 000.0 �diing OK 1v :Actual psi 1,067.0 Fv : Allowable psi 20,000.0 Reactions & Deflections -- -- - - -- Smear @ Left k 3.42 Shear @ Right k 3.42 Reactions... 1 1." DL @ Left k 1.59 LL @ Left k 3.42 Total @ Left k 1.83 01. Right k I 59 1.3.4422 LL Right Total @ Right k -0.$28 Max. Deflection in 13.00 @ x = ft 497A SpanlDefletdion Ratio -- -- -- i uery Values 0.00 0.00 0.00 0.00 0.00 Location ft 3.42 3.42 0.00 0.00 0.00 0.00 0.00 0.00 Q00 0.00 0.00 0.00 0.f10 Shear k Moment k-ft 0.00 0.00 0.00 0.0000 0.00 0.0004 0.00 0.0000 0.00 0.0000 0.0000 0,0000 Max Deflection in 0.0000 0.0000 6A 26.00 R 14mu - 44.50 kJR at 1 Z99 Pt from left Dmax - 416276 of at 12.99 It from left DL Reaction =1.n k LL R eacbm -1.932 k Total Reaetion - a423 k DL Reaction -1.831 k LL Reaction =1.5W k Total Reaction = 3.423 k 9 KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 [818] 866-2026 (818) 865-1889 Fax 11m, 58000E User- KW-0603737, Vol 5.SA.1-Mow2006 i mSS3-Z00B ENEACALC Engfneercm Wwwe Description B-101 TO B-1 07 Title - LOTS 12 & 13 , AVE-ALON VISTA, NEWF Jo # KNA 06-012 Dsgnr: KAMRAN NARAGHI Date- 51- `7 J''oo6i Description: TWO STORY HOUSE OVER ONE L EL OF BASEMENT Scope. STRUCTURAL DESIGN Page 06 m Timber Beam & Joist - - 1 . ..- ecwfiEV5-2009 ;Ode Ref.1997/2001 NOS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Timber Member Information B-101 0-102 U-103 S-104 105 13-106 &107 Timber Section Pr16n:7.09*10 W2 U2 cam PrAm:8.5000 Pdhtr.2WJD Pr>arr526rr6.0 5.250 Beam Width in in 7.000 16.000 5.500 11.500 5.500 11,500 5,600 9.500 3.500 14.000 5.250 14.000 16.000 Beam Depth Le: Unbraced Length 1.33 1.33 1.33 1.33 3 1,33 33 Timber Grade Truss � - MacMillan, DMOW Fir - larch, No.1 mugw Fir - larch, No.1 DOO Lard6 No.1 Truss;� Macmlan, Tn>%l MacMillan, Truss M"st - Fb - Basic Allow psi 2,900.0 1,360.0 1,360.0 170.0 1,350.0 170.0 2,900.0 290.0 2,900.0 290.0 2,900.0 290.0 Fv - Basic Allow psi ksi 290.0 2,000.0 170.0 1.600.0 1,600.0 1,600.0 2,000,0 2,000.0 2,000.0 Elastic Modulus Load Duration Factor 1.250 1.250 1.250 Sawn 1.250 Sawn 1.250 ManuflPine 1.250 ManuflPine 1.33Q ManuflPine Member Type ManuflPine Sawn NO No Flo No Repetitive Status _ - --- No - . No _ _NO - -• f---- _ Center Span Data Span ft 24.00 10.00 13.00 10.00 17.00 15.00 19.50 Dead Load #!ft 120.00 120.00 80.00 240.00 160.00 195.00 130.00 Live Load #tft lbs; 4,000.00 80.00 2.000.00 4,140.00 2,230.00 800.00 1,250.00 4,037.00 Point#1 DL LL lbs 3,480.00 1,740.00 3.600.00 1,540.00 8.500 700.00 14.500 1,080.00 7.500 3,510.00 13.000 @ x ft 12.000 7.000 1.500 1,600 Paint #2 DL lbs 1,600.00Q0 LL lb 9.500 @ x ft -- Results� Ratio = 0.4983 0.5848 0,7641 0.5475 o.4774 0.5271 0.4539 Mmax @ Center i" 538.56 119.45 123.16 73.52 7.84 196.63 9.04 326.86 7.74 390.87 12.95 @ x = ft 12.00 1,803.2 7.00 985.3 1.51 1.015.9 888.7 1,719.8 1,905.9 1,745.0 fb : Actual psi 3,619.0 1,684.9 1,684.9 1,685.4 3,602.5 3,615.6 3,844.7 OK Fb : Allowable psi Bending oK Sending OK nend-uV OK Bending OK Bending OK Bending OK pending fv : Actual Psi 50.1 81.4 162.4 116.3 212.5 129.1 362.5 109.9 362.5 89.8 385.7 Fv :Allowable p si 362.6 Shear oK 212.5 Shear OK 212.5 Shear OK Shear OK Shear OK Shear OK Sim OK Reactions Left End ❑L lbs 2,000.00 1,200.00 3,662.31 3,184.62 934.50 631.00 2,157.65 1,462.94 2,747.50 2,101.67 1,345.67 1,170.00 LL lbs lbs 11740.00 3,740.00 922.00 2,122.00 6,846.92 1,56&50 3.620.59 4,649.17 2,515.67 Max- DL+LL Right End DL lbs 2,QOD.00 2,000.00 477.69 2,495.51) 2,722.35 1,957.06 3,227.50 2,528.33 2,691.33 2,340.00 LL tbs 1,740.00 1,618.00 3,618.00 415.38 893.08 1,709.00 4,204.50 4,679.41 5,755.83 5,031.33 Max. DL+LL Ibs 3.740.00 Deflection OK ~ Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK DeflectinnS Center DLDefl in -0.417 -0.078 -0.102 -0.099 1.207.7 -D.320 638.0 -0.238 755.7 -09054.8 L1Defl Ratio 691.4 1,583.8 -0.061 1,526+0 -0.089 -0.068 -0.221 -0.190 -0.225 Center LL Defl UDefl Ratio in -0.362 794.7 1,966.3 1,764.9 1.775.2 922.8 949.3 1.040.6 Center Total Defi in -O.M -0.137 5.360 -0.191 5,564 0.167 -0+541 $ 63fi 428 0.483 ,608 Location ft 1 12.000 369.7 877.2 816.2 718.7 377.2 420A 484.0 IJDefl Ratio {)mil 0(0-012 512-1 12go Cl [� D KCA D�c - b 11 c>c>4'A . ..... ... ... .... . . . ...... 2MOG Rift y T T 3740.10 b, 10.00 It M mag 119,44 in-k at 6- 99 ft from Wt Dmax =-0-1367 in at 5.35 It from felt R 3617.999 ths RI -max = 2121,999 lbs 77401 Ibs REfflax - f,B4 -M Ibs �J 13.00 It Mmax M15 irrk at 1.59 It from left Omax = -0.1911 in at 5.56 It from left Rtnax - 898.076 bs DNA ct,-012- q2a�(Zoo,q AB t y . ...... .... 20a 00 #At 2MOG notIITTTIITTTITTIT T 37MTO lb� 10,00 It m mu = 7352 in-k at 7.83 ft ham IM Dmax = 411M in at 5.33 ft from a Stmax = 15M499 bs Rrmax - 4204.499 Pbs VN) uo -0 ( z 5/Z-)17-oo=j dq ... . . ... . .. . ............ . ..... .` 1..._`.....T......' _..........r_ 400.00 #/It 4MOO #* T T T i � �'i i T i T T T T .. 15MTJ lb, M max = 1 S&62 iri-k at a04 R horn M Dam = -o.M'ln at R63 It from 0 Rtma = 3620,586 lbs Rc max = 467a 410 bs r) v) D (.0 B - it) (c, --- . _. ... _ _ . — -- T _�_ -i -T .. 1 t T I 1 T T T 1 T 32500 4M 325-00 #Ift 233013 ibs 34001 Rn . ....... . .. MOOR VEOG h-k at 7.73 It from W Drnax = -0. 4277in at 7.97 ft from le W max = 4849-165 Hn 575aB32 R)s 754713 1. Ma it Mmax - 3W87 irvk at 12.94 ft from left D max = -0.4834 in at 10.60 A from left REmm = 2515,666 Ibs Firniwu = 5031.333 bs a-7 KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 1818) 865-1889 Fax Rev. 590006 User: Kv-M3737, Vet 5.&0,1-Nuv 2006 [c]P83-M06 ENERCALC Engineering ScOwxe Description 5-108, B-199 Title: LOTS 12 & 13, AVE-ALON VISTA, h�I=LNF ,lah # KNA 06-012 Dsgnr: KAMRAN NARAGH) Data: 5 2'7 rLp Description: TWO STORY HOUSE OVER ONE LEVEL OF BASEMENT Scope: STRUCTURAL DESIGN Timber BeamJolSt --- _— Page 1 06M etwFEV 5-M, Timber Member Information -ode Ref; 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load Point #1 DL LL @x Results s-lor a-109 525a116� sire in 5.250 5,500 in 11.815 11.500 1.33 1.33 Truss )OLA - Douglas Mr - Mami6an, Lards, No.1 psi 2,900.0 1,350.0 psi 296.0 170.0 ksi 2,00.0 1,600.0 1450 1.250 M nufOne Sawn ;No No Ratio = Mmax @ Center in-k @x= ft fb : Actual psi Fb : Allowable psi fv : Actual F Fv : Allowable 1 Reactions T-- Q Left End DL LL Max DL+LL @ Right End DL LL Max. DL+H [3eiiectionss Center DL Def! Weft Ratio Center LL Dell Llbefl Ratio Center Total Dell Location UDet1 Ratio 1,15100 1.700 11.00 195.00 130.00 2,600.00 1,400.00 9.000 0,5716 .65 116.75 .46 7.74 1; 74.6 963.1 3 17.1 1.684.9 i OK sendng OX 97.3 112.9 62.5 212.5 OK f ' Shear 8K lbs 2, lbs 1, lbs 4. lbs 2 lbs 1: 1,545.23 969.55 2,514.77 3,199.77 1,860.45 5,060.23 DeRecf;on OK in 1 -0.2 6 -0.116 fi0$ 1,133.8 in 0.2 -0.070 82'i 1,884.7 in -0.51§ -0.186 ff 7.620 5.852 349.7 707.9 k/W 0(c)-C)12— S1z-1zoo9 325-00 #/ft M.00 tilt 4000.i bs 11.00 ft Mmax=116.75 in-k at 7.74 R from left Amax = -al864 in at 5.85 It from left Rkmax = 2514.772 lbs Rrmax = 506a226 bs Project V ti r Job No: - 2- KNA ENGINEERING, INC. Sheep of STRUCTURAL CONSULTANTS Client By: Date:_ ri 7'� !J r2 n q -- 301 Q Ca Suite 120 Hills, CA 91301 •-•4$18} 865-2026 AT L {,J F I4 FL � r S• 5 l J 3-3 B rz� p s KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax- -Res: srom User: KW-066.3737. Ver 5.". M OV-20N (c %83.2006 ENERCALC Engineerinq 50[tWZF6 Description 771 Title: LOTS 12 & 13, AVE-ALON VISTA, NEWF Job # KRA 06-012 Dsgnr: KAMRAN NARAGHI Date: 7,0 Description, TWO STORY HOUSE OVER ONE LEVEL OF BASEMENT Scope: STRUCTURAL DESIGN - -- - - - - - - .- - _ - - - -• -- - - .... - - Page 1 General Timber Beam 08=.ecw:1-12-0soWNERREVisi t'aenera! Information V - Code Ref: 1997/2001 NDS, 2WO12003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Dame Prllm: 6.25x20.O Beam Width 5.250 in Beam Depth 20.000 in Member Type ManuffSo.Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 35.004pcf Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Point Loads - - - - -- Center Span 15.50 ft .... -Lu 1.33 ft Left Cantilever ft .....Lu 0.00 ft Right Cantilever ft ..Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 630.00 Wft LL 640.00 #Ift LL #Jft #Ift LL #Ift veau L-Uau lbs Live Load 2,350.0lbs lbs lbs ...distance 7.000 ft 0.000 ft 0.D00 ft 0.000 It -- lbs lbs 0.000 ft lbs ins lbs lbs 0.000 ft 0,000 ft Beam Design OK Span= 15.50ft, Seam Width = 5.250in x Depth = 20.in, Ends are Pin -Pin Max Stress Ratio 0.724 - 1 Maximum Shear * 1.5 16.7 k Maximum Moment 61,0 k-ft 84.3 k-ft Allowable 30.5 k Allowable Max. Positive Moment 61.03 k-ft at 7.006 ft Shear: @ Left @ Right 13.25 k 12.69 k Max. Negative Moment 0.00 k-f . at 0.000 ft Cam @ Left 0.000 in Max @Left Support 0.00 k-R @ Center 0.282in Max @ Right Support 0.00 k-ft @ Right 0.000 in Max. M allow 84.33 Reactions... 7.01 k Max 13.251c fb 2,092.34 psi fv 159.51 Left DL psi Right DL 6.67 k Max 12.69 k Fb 2,891.32 psi Fv 290.00 psi _Deflections Dead Load Total Load Left Cantilever... Dead Load Total Load Center Span... -0.188 in -0.351 in Deflection 0.000 in 0.000 in 4.0 Deflection . 7.688 ft ...Len thlDefl 7,688 ft 9 0.0 ...Location ...Length/Deft 989.6 529.77 Right Cantilever... 0.000 in 0.000 in Camber (using 1.5' D.L. Defl ) ... Deflection 0.0 0.0 @ Center 0.282in ...LengthJDefl @ Left 0.000 in @ Right 0.000 in 13� KNA Engineering Title : LOTS 12 & 13, AVE-ALON VISTA, N[EWI Job # KNA 06-012 30101 Agoura Court, Suite 120 Dsgnr: KAMRAN NARAGHI Date: 2 4X S 01� Description: TWO STORY HOUSE OVER ONE LEVEL OF Agoura Hills, CA 91301 BASEMENT 181M 865-2026 Scone: STRUCTURAL DESIGN (818) 865-1889 Fax- Rew 580003- Genera! Timber Beam User:KW-0603737. Ver 5-8-0, HNov2806 l [cp983.2006 ENERCALC Eng Ealing Sokware Description F-101 � Stress Calcs - - - - - - - - Bending Analysis Ck 21.298 Le Cf 1-000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv-. Allowable Bearing @ Supports max. Left Reaction Max. Right Reaction - i Query Values 2.739 ft Sxx 350.000 in3 Area 105.000 in2 4-894 Cl 0.997 Max Moment Sxx Req'd Allowable fb 81.03 k-ft 253.28 in3 2,891,32 psi 0.00 k-ft 0.00 in3 2,900,00 Psi 0.00 k-ft 0.00 in3 2,900.00 Psi @ Left Support @ Right Support 16,75 k 15.90 k 57.752 in2 54.819 in2 290,00 psis 290-00 psi 13,25 k Bearing Length Req'd 3.894 in _ -12.69 k- - - - Bearing Length ReV - - 3.718 in - M, V, & D @ Specified Locations Moment pec @ Center Span Location = 0,00 ft 0.00 k-ft @ Right Cant. Location = 0,00 ft 0,00 k-ft @ Left Cant. Location =� - - 0.00 ft - - - - 0.00 k-ft i Sketch & Diagram .. .............. ......... Sbp i r i T 1 9 f T 1 "..,.........r. V T i i T .., 12�rilti,ri rri r r1r 1 � r t i 121031k Pa x-MU Vnax Q k1t . t3.3k L-�---- TJa.ox =-9.35tin lines -12.Tk Vmax Ca n - lark 61-113 54,92 48.8'L 42-72 36.82 � 30.51 24 Al T+ 18.31 � SY.21 n 8AD Bendin 13.25 11.04 9,84 SA3 4-42 2.21 0A -3.15 rrli -8.30 -s:.46 -fa-6 Seam am -o.n4 •0.08 -o.12 -P.18 Ado -8.33 -oxr -9.31 -0-3S Defle -Page 2 09012.ecw:1-2-09 OWNER REVtSI Shear Deflection 13.25 k 0.0000 in 0.00 k 0.0000 in - - -- - 0.00 k- - - - _ 0.0000 in -771 ;g -Qg .01 -98 1-72 28 '1d-83 1�Lag t' .94, 15.5 g Marrrents Locdkn ftt) ����i•�1•trll♦ � �r.1 �i♦ �IIII♦1ri���l♦ tI_ iiiiiiiiiiiiiiiiii■ �_-ri-_►r .I.-�.. - n Calculations are designed to 2001 NDS Guidelines Section databases have been updated as of 21-Sep-2004 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth a= 7", Le = 2.06 * Lu When 7" < beam depth - 14.3" , Le = 1.62 ' Lu + 3d When beam depth > 14.3" , Le = 1.84 " Lu 5 .5 5Mibs 1270. 00 Itfit 270.0D #Ift 15M ft M max = 61,02 k-ft DmaK--R3510in Rmay, - 13-253 k Rmax - 12 SM k VmaK @ left - 13-253 k vmaxca rt-lzgBgk C/ sir•—•—•- 0 0 a'S n 4D..,_ I-, _ E E � H 1 La ego -c, r y, L �, f JQKo-2- r� I �_ i� o o a O Q o¢ O 1 pp d Q coO to N1 W V? W) N O N M b p I{ +TJ[ N M V) Y W kn " 1- It H 1G VS Q 0 W n V) w 10 Y1 y4 +n V1 r7 Y! 4 0 r1 v] %n %n %n %n N Z 0 D Q i! [i Y ti U O U Q U O U Li o U • N ' 3 Vs ! O° d 1 a �n a Q %n Q J, { Z ! H° ! ! Q T° I ( i Q v= S n m a 0 0 v a 0 0 a 0 a 0 0 0 a V U JY r' � O N ii U Q ll V V eJ U iJ � L1 C1 U �y Li t! U U k O D D O ~! 0 0\ D o d d d l Y7 I D I Y ! b I •`i 1 Yl H g ! Y i N �-, ! b I ►'I i Y 1 N 0ovaaa0000000000 6w!� Dc ce w V, V7T I i I i 1 I I ! I i 1 1 1 i i ' I nnnnnnnnnnnnnnin q q •q q b q G G1 q W q 10 q q b .F ig 6L;6v6 6 u(iJ61;6J a d o 0 0 0 "• C d l N ❑ s I I '� 1 1 ❑ 1 '� 0 l a [�H N P O Y H n H q u o 0 a�a d o a 0 4 a 0 o a C 0 4 ;Z� j tJ O V C O D O O O D V lj L.F if t� N Li I �0 W Y IY rl ✓i !Y H � O O Gi d ll G ` b C �0 0 0 0 0 o a c o.• a r a e o g $ $ $ $ $ $ $ $ $ S 8 8 8 8 8 G< ILJ t t; t; y�( i fA V O W la ly X t CO U ❑ W k i] x t ¢ 4t C9 8 O Z O Q :] 13 4 � W z V., _ lA Z R ti, s u w z� { N ya S� Oa 3 W o rQQ- C ; J Q V P y m I.J N uO 8W :3 _ 4qg 6 O z We I m3 TT$$�� 4 N OD U � vj� t^�cY QpQ O i O ] N 4 a Z elH ; ire Izi [ a 5 N d R 39:1 �� j zL ❑ j�iv 7¢ vvl La V. {i]k11 zlW'�'I VIn y,I W W�j hWF'n X 2 WW r 'rt N O dI z ape# yQ W m D o crr U 1[{n< 0 ❑ aDp'❑ PV Z Jp�Z �� x.w g c vi a xo ivy < nnrir...J1 �Onlp tllA Nn n. .a Holdowns & Tension lies . IP rr+ese products are available with additional Corrosion protection. Additional products ;pis page may also be available with this option, check WIh Simpson for delads. i � , I ■ 15IMPSON k >r Material Dimensions Faslenets Model No, Base Body Ga Ga y H84 S8 W H B 50 Anchor 0ia s stud Machine Boils Oty. Dia. H02A� 7 T2 43rr6 24§ 23K 8 2VG S/a 1T/f6 3e 2 36 s_MD5A 3 10 51A 3 3% 9%6 3"Ns th 2-Y16 3'6 2 i5 _ H06A % 7 61A4 3'h 3% f1Y16 3'As 95s 2vii6 2 'A ■ H08A 3Ie 7 T - RG 3`h 31. 149AG 3?iic 9r16 2vvis '4t 3 HD10A 3/a 7 6-Ys 3'h 3Y. 18Yi6 3r/i6 9§6 2%6 'h 4 h T.HD14A 3/a 3 7 4 3lf 20%. 3% 35 2146 1 4 j 1 �015 ?s 3 7 4 3% J 24V, 41h6 31r6 2Y6 f 6� ise notes oelo•rr Model No. Allowable Tension Leads DFISP 11331160) Allowable Tension Loads SPFIHF (1331160) Hofdown' Deflection at Highest Allowable DesignFlush ad Holdownr•" Oallection at Highest Allowable DeRa sedad gn Code #lei'. Wood Me mber Thickness 114 2 2A 3 3* 4'h 5}5 Wood Member Thickness 114 2 ZY, 3 3% 455 5% H02A 1555 ° 2055 2565 2775 2775 2775 2760 1320 1740 2165 2570 2565 2565 2550 0.058 0.077 1105A 1870 i 2485 3Q95 3705 4010 4010 3980 1585 2110 2625 3130 3645 3700 3680 0.067 CA17 H06A 2275 298D 3685 4405 5105 5460 5510 1870 2470 3065 3680 4280 1 5055 5020 0.04) 0.125 eUA 3220 4350 6415 6465 7460 1 8065 7910 2710 3655 1 4530 5480 6350 7470 7330 0.111 0,121 40.105.' 122 HDIOA 3945 5540 6935 8310 9540 9'00 9900 3275 46DD 1 5745 7045 8160 9500 9195 0.269 0.269 H014A --- -- ! — — 110801 1 13380 — - — — 9495 11950 12485 0.215 0.282 15305 — — — — -- 138T0 0.082 0.082 s Allovable loans nave been increased idf earthquake or wind load dural ions with no furtner increase allowed: reduce where other load durations govern. Gt 5 :eoutres a minimum 4x8 fma 3S5'wide shearwalljor a 64 nominal post ensure the tension load carrying capacity of the critical net section meets the ;!d0+•:. capacity. s use a mtntmum 4x6 nominal post lot the HDI4A. Minimum post size is required to ensure the tension }odd carrying capacity of the critical net section meets the noldown capacity. H8 is the requtrto minimum distance Irom the end of the stud to the center of the !first stuo hob hole. End distance may be increased as necessary for installation. Tne oes-grief must specify anchor bolt type, length and embedment. See SST5 Ancnor Bons (page 23.271, n Refer to technical bulletin T-ANCHORSPEC lot relrofil anchor solutions r5ee Rage 187 for oeradsj. _aq oo?ls ::dl not devf*p the listed loads. i Sae page t3.15 for testing and other important information. Bolt slip can occur at holdown stud bolls. increased bolt slip can Occur if oversized holes are drilled through the slua for holdown 51u6 bolt$ toyetsited holes are when the hole diameter is grearer tnan /be boll diameter plus Yid'per 2005 Nt75 11.1.2j. When a holdown is installed on only one side of the stud, an Eccentricity axtsts during loading which can cause more movement in the shearwail System Unrestrained anchor bob nuts can spin loose during cyclic loading; using steel nylon locking nuts or thread adhesive may prevent not spin. Movement can occur when nuts are not tightened enough. Hengnlening bolts before covering wall may prevent this. Deflection can occur in line holdown under load caused by stresses due !o earthquake or high wind. Lateral displacement at the top of the wall r0iateS the stud around its lase causing the holdown base plate to displace vertically. Id vrinkage can occur due to drying of the sill plate, rim joist, - lap POW null may require relighlenirtg. y.., tortes on the bolts can cause localized wood crushing at boil bearing locations. using larger bearing plates may prevent this. Nood at the end of the studs jsitl plates, rim joists, efc.l may crush gnder normal dead and live loading; additional compressive forces due to overturning during earthquake and high wind loads add to Ine deflection. 9. De(IecIion at Highest Allowable Tension Load Includes holdown elongation and anchor boll elongation {L = 5'}. Additionat elongation of anchor bolls longer Ihan 5'staa11 be added to holdown doIfor Iion. 1 D. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strandslveneers. Values in the tables reflect installation into the wide lace. 11. To achieve published loads, machine bolts shall be installed with the nut on the opposite side of the holdown (see picture belowj. It reversed, the Designer shall reduce the allowable loads shown per NOS requirements when boll Ihreads are in the shear plane. 12. HDA and HD allowable loads are based on the lower of the 2005 NOS fastener values or The ultimate load an a steel test jig divided by 2.5. 13. Post design shalt be by Designer. 14. Holdowns may be raised oft sill plate. fieler to table for Increased deflection values (tlapplicablej. Refer to note q, page 14 for installation instructions of raised holdowns. 1 2 r1 BP's are required by the City of Los Angeles. Bearing Check with you: local `' � \ Plates building code on usage. ,�, • (NOS section 11. 1.23 Stud reowres a ms+alWara metal sfrap. or minimum 10 or a standard cur washer Silt Plate 0 � tl Foundation Holdown ° Anchor Q (2) and ® do not apply to the PHO and HOO 41 -' • R 1Sheet:- ■ KNA ENGINEERING STRUCTURAL CONSULTANTS 30101 Agana Court ► SUM 120. Client CA 91301 ■ (818) 885-2026 6ge-,PjL/ +�+#�.� �3Z.5' H—f)zA N,5ruP Crtfl-= ZO9�ti�•s'- �iox�o•sta��) x-� rlta7OL �Iwy �- G) S4f L - 17-+3y fjb, '- X 9d10 Owt" -s ( iATr,� Prr% w ?-) Irv`V 31k � 1OUz xo-1� 3a�-sw projectLLL-1 - 13 ANCLID" Vl5t?A .lob No-IM 10.2.0I �- Sheet— 316 of 4 KNA ENGINEERING 14 STRUCTURAL CONSULTANTS Client 30101 Agoura Cmt ■ Suite 120 • Agorae Hills, CA 91301 • (818) 865-2026 I r>` v 3 C F OTwA L.I,10-fR,qp)l, ►LS- I ell "S->1Arp'r n1j. 11 17' =f- Lis+7,d ti`�s� �5.5 � �c.�In�Iy 'ib v��3g - � ,� rL 8y -- Date- I 2-/3D FL- S.W - f r--17sv� C�g off f rBl�fS�O$�fccfa$tSzcv `-F �f f �D71 =1'r1�a� ate, -54Rx (p sx(p7-81* v a�4P�1a�xVrX-sir I-..-pw l IIAx 9/- L ao I I L "(5 E- �� � sp �+ �� �ZY7 WO) • 5L� 4 KNA ENGINEERING STRUCTURAL CONSULTANTS MCA . X, F1 i _. Client 30101 Agoura Court a Suite 120 + Agoura Wills, CA 91301 ■ (818) 865-2026 .� t I�t71f 44P71t �t�y z3f2�2A) (P03 Pftr - 9�7rI/M- (P333-(tPT- tro5O)i.-q=y1141v* +���i F► Z 39x Io. = ZSoo t Job No- k- QQ Sheet. 3� of By. Date- Z7 v �' TY�i= j 1►� - T' �7►4 131�" -t f.3 xgZ�S -Oglr t`17Xd- t( 3p+S-*))ed' I=37go Projec .[F IL o Ava.l D ri V s- ' KNA ENGINEERING STRUCTURAL CONSULTANTS Client 30101 Agoura Court * Sulte 120 * Agoura Hills, CA 91301 * (818) 865-2026 Job No- " ouSheet:.. _ of By- Date—! 4�1's7z A lox ;6 : 2a)e d-c 5 zS y T{ sa 1 NJ 19 A - - Ab4) ry t��r A *-D Opp, GS ' , �t s1v-i 2 C s g+?_/4/z ',q', f'rojec • ��� 1�.. � Y � Job %KNA ENGINEERING Shest` L� 1 1 Of STRUCTURAL CONSULTANTS Client By;. --.- Date 30101 Agoura Covet • SLOW 123 + Agoura H118, CA 91301 (818) 865,2026 L101- D trN--- I>.i LBW &Vq -f*) tD IL-z 3 a 4-1f �1- 37sti.r ,v L=i3.5+s.5=V�I .Y z33 i.:lv' L itt2•rf-vj11DT/� - 14D7-A A(a UI gr-rj or, �y Ise. �pN 4 "iz4 "-" Projeo • b 12. ).) a! n h,- .lob Na. 'Lul— 7Lu 0 (�— � KNA ENGINEERING Sheet-- ^ -�:— of STRUCTURALCONSULTANTS Client By, Date_ 30101 Agoura Cour W4 Agoura Ills. CA 913Q1 • (818) 865-2026 y + �+ 167' 4471 C 13 3� � •��� �� HD z-A Wv �, y,z7.' N �, 3610/z7 =�32,� I25ZV �% � 7 fit► �� �5 � a-�F Np Ho WOA 411KNA ENGINEERING Sheet: STRUCTURAL CONSULTANTS Client • By: Date , g } $ Z g1 40 30101 Agoura Court Suite 120 ■ Agoura HltlB, CA 91301 ■ (818) 865-2026 z upc�FT S3s`x�5�r=1z.9y3 ` 9DI41A Alt .DL= fax zA►5.���53-� A)Frup�irt-l2,gs�3 — tqq337--7 . �fl tat �tQ-ft z _ ty 41�+f ' f -bakfV7U4 41144SZb 6 31a�4 L 3zC o- sl I ss .--: M70 z OJE7 N 4 Projan.-IL ',141 L 3f,�JG47 I'I'�7f7[ KNA ENGINEERING STRUCTURAL Cp14SULTANTS Client . 30101 Agoura Court • Suite 120 • Agoura Mills, CA 91301 (818) 865,2026 L+O6 4- Job NO Ylu 0-,-- Ot' S4eek — N.-, r-�.M,r t 0 to ;° fm -I@ t@4& 7 ri4 -� 3F t v1 G,,. 36 9 SZ� x3bz.g [.v ?�+ &.s+[p4J3,.Tr- 0 � $ 3(2-0APO, Isr- r4,� lid-1{f;`7 5sx] Y,T-10 49 + Wv�gL=loYXXX z -.- ISran�' po �.y ',� 9 X 6 K jx, l7,*6 �N�V, OA 7-jY9 lam �-. 7- YTL St zo l+►�t �e e f G o z z lQ,�7JQ � 4� 1 o'710 3F = 3 S? VAt-� 64-2 17S 6 7- f� �} }�B �5 m32,& /16 SM"Cl-rc- KNA ENGINEERING STRUCTURAL COi4SULTANTS Pro)eor_�D 1���3i1L517,_IS7�_ Client 30101 Agoura Court • Suite 120 Agoura Hils, CA 91301 • (818) 86&2026 Job No na o", - 01 Sheet. of By - Date: S ► Z OQ�1 LH46 Q- +� �Q � 17 ri4 � 3 F � t 241 & -f 3o f i 6 o - s -( 96 o � 2 t.v ,O+ to•s+Lo413-.!"_ 0 � y 34 yd1A�z1sr-(',` p1 L� Ururf�-7icx)yIT2-1a94.14 - mq O ozpxxx toIz -M /s- _As Au z/Y7,3y*L L, al 6E+fs6 e -/,/ i vp /?_ 2-S '/tr L{ �' I el 17,1oa it OA4 OL-2 1119 x 1zA, �479 It a A *ept - i7r'oo - ( X7o ) xp ES x-/70/7 /* �ACO LLX V4 2.48 1 d•40 Loads: LC 1, WIND Results for LC 1, WIND Reaction units are k and k-ft KNA Engineering Armond Yeghiayan KNA 06-012 Wind Force 6` Apr 3, 2009 at 11:49 AM 06-012 31'col.r2d Company KNA Engineering Designer Armond Yeghlayan i I Apr 3> 2009 11.53 AM Job umber: KNA 06-012 Wind Force Checked By: Basic Load Cases BLC Ds i i n _.......-- ...-- _ �a?�9A�+- _._. __ X Y Grav' _ Jain •__-. _ .. PoFnt Drs-� ---VI11ND.. _ _- -._..� r_� —None _ _ _ _ �.... 2 Joint Boundary Conditions Hot Rolled Steel Design Parameters Joint Coordinates and Temperatures —_. Label --- ��._.... Joint Deflections Joint Reactions (Bv Combination) e r• i.anr i S.—I Y rk1 Y &I M7 fk-ffl 1 1V3 0.. 2.4$ 0 3 1 Totals: Q 4.96 I :�4 1 � -- GC�C eft : X: 15.5 Y: 0. Load Combinations Descri tion $gbPDel... SRSS BLQ Factor BLC Fg or BLC Factor QLQ Factor BLC Factor BLC BLC actor actor �1 WIND I Yes_1 Y 1 _ Member Distributed Loads (BLC 1 : WIND) Hot Rolled Steel Properties RISA-2D Version 6.0 [C:IRISAI06-012 31'col.r2d] Page 3 Company KNA Engineering Apr 3, 2009 �� U Designer Armond Yeghiayan 11:53 AM Job Number: KNA 06-012 Wind Force Checked By: Hot Rolled Steel Properties (Continueyl I ahal F rkrul G rksil Nu Therm Al r.5 n DensitAMA31 Yieldiksil 3 A992 �� 29000 11154 .3 .65 .49 50 4 A500:42 1 29.Diii00 . 11:164 .3 :65 49 42• 5 1- - . A500 46 __ 29000 11154 .3 .65 .49 46 Member Section Deflections !` Member Labe! Rai- Y Iinl V fml W UIv Ratio 1 1 M1 1 0 0 NC 2 - ...... ------- - �.. 2 0 -.$35. 545.651 3 _ 3 0 -.571 NC L4: 1 M2 1 0 -.571 NC 5 2 0 -.321 2054.574 6. 3 a 0 NC Member Section Forces I r TiAomhor I ahal .rpr. Axialfkl ShearEkl Momentlk-itl 2 -- 2 0 48 -18.5 3 3 0 -1.52 -12 4 .1 .. M2 1 0 -1.52 -12. 5 _. 2 0 -2. -6.72 s: _ 3 a -2.4$ Member Section Stresses LC Member Label _ 1 M1 2; J 4 1 - M2 5 6 Hot Rolled Steel Section Sets Member LRFD Steel Code Checks LC MBgrr ber ha e U Max H2: 1 TU X6X8 P .144 1 :, M 7L1SX6XS ..�--166-._...._ Member Primag Data RISA-2❑ Version 6-0 [C:IRISAl06-012 31'col.r'2d] Page 4 KnA 9 t:-, AD c" Y- ---F-TT 7J, J 1t1 M y T31 aoui 310.09M A 7.00 ft M max = 7-92 k-ft Dmax - -0.0462 6 R max = 1 - I ' , Was @ left = 1 KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Rev. 580W4� User: KW-M3M.Ver58AI-N- 886 (c119n2WGENERCALC EnglneeriV Softw" Description j1,+0 A Title : Dsgnr: Armond Yeghiayan Description : Scope : - General Timber Beam 150 Job # KNA06-012 Date: 4131',-.0p 9 Page 1 OB-L7F2.em1:Y� General lflfnrrrlat€On Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 5.25x16.0 Center Span 7.00ft .....Lu 1,33 It Beam Width 16.000 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/5v.Pine Truss Joist- MacMillan, ParaIlam 2.0E Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Woad Density 35.000pcf E 2,D00A ksi FUII Length Uniform Loads Center DL #1ft LL 310.00 #1ft Left Cantilever DL #1ft LL #ft #Ift Right Cantilever DL #1ft LL Summary Beam Design OK Span= 7.00ft, Beam Width=16.000in x Depth = 5.25in, Ends are Pin -Pin Max Stress Ratio 0.114 : 1 Maximum Shear "' 1.5 1.5 k Maximum Moment 2.0 17.8 k-ft k-ft Allowable 24.4 k Allowable Max. Positive Moment 2.02 k-ft at 3.500 ft Shear. @ Left @ Right f.16 k 1.16 k Max. Negative Moment 0.01) k-ft at 7.000 ft _ Max @ Left Support 0.00 k-R Camber: @ Left @ Center 0.000 in 0.004in Max @ Right Support 0.00 k-ft @ Right 0.000 in Max. M allow 17.76 Reactions... Ib 330.42 psi fv 18.17 psi Left DL 0.07 k Max 1.16 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.07 k Max 1.16 k [Deflections Center Span... Dead Lvad Total Load Left Cantilever... Dead Load 0.000 in Total Load 0.000 in Deflection -0.003 in 3.500 ft -0,046 in Deflection 3.500 ft ...Length/Defl 0.0 0.0 ...Location ...Lengthl0efl 29,388.5 1,815.94 Right Cantilever... Camber ( using 1.5D.L. Deft ) ... Deflection 0.000 in 0.0 0.000 in 0.0 @ Center 0.Q04 in ...LengthlDefl @ Left 0.000 in @ Right 0.000 in ��, -• Stress Cales Bending Analysis Ck 21.298 Le 2.739 ft Sxx 73.500 in3 Area 84.000 in2 Cf 1.000 Rb 0.821 Max Moment Cl 0.000 AAowabl� fb an Re!gd @ Center 2.02 k-ft 5.37 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 0.00 in3 2.900.00 psi 2.900.00 psi @ Right Support 0.00 k ft Shear Analysis @ Left Support @ Might Support Design Shear 1.53 k 1.53 k Area Required 5.264 in2 5.264 in2 Fv. Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.1fi k Bearing Length Req'd 0.111 in Max. Right Reaction 1.16 It Bearing Length Req'd 0.111 in KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) $65-2026 (818) 865-1889 Fax --Aar 58odo4 User.KN-0603737.Vex BID, 1-Na. M f!190.2"ENERCALC Errab"Anu 5olt"e Description Values Title: Dsgnr: Armond Yeghiayan Description Scope General Timber Beam M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft Left Cant. Location = 0.00 ft 0.00k-ft Sketch & Dianram a1 TfTT T1TTT7fif►T T 4TT {T T1 T�t�1 ff! 3wa�t 4aax a -0.4t6N fhn -1.2k Ponaa . t2k Vw Czkk-13k Vnosprt-IRM Notes 2M IM 1.0R 1.42 09S 0,01 OA0 o" Bendil 1,1e 0.00 0.77 0-9 US 0.9 0-0 -0.5i -D.81 -1A Beam G 0 n1s ob # KNA06-012 Date: ��j P- D d Shear Deflection 1.16 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in tocaNarl fill Page 2 06.01Y.acv4rM ' ^1'�f)li)li)li)lr i)li)li�f)li)li)li)1M�f)li� —tl♦--li�lllr.�'_ YAM— I�� iiiii�T•1� � iliii�� ��— ■i>��tt>�fiiiiiiiiiiiiis����ll�� ' 11►.11��lll�ll•���I�IIJ ��It�lllllll•tttLtl4•l�r��"� ■���ta•t•1•tt•�Il�l��'itl• ,, i•l��llllll�ttll•tl•ll�ll�lll�r�� ,. ��:��■�rllrr.�ll�rt ��I♦��i111111LlIstLl•�i�Jttttttll•Lit� '� Lll•�ll•tL�:� _J�ll�l� D ec ivn tOCOUol, rm Calculations are designed to 2001 NDS Guidelines Section databases have been updated as of 21-Sep-2004 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1", *Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth — 7", Le = 2.06' Lu When 7" a beam depth <= 14.3" , Le = 1.62' Lu + 3d When beam depth n 14.3" , Le = 1.84' Lu KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 1818) 865-2026 (818) 865-1889 Fax i Rev: 580007 �.�.... UseF!KW4GM737. Vet fi.8.0.1-Nov-200B rnHVfl:l MM, FNFRCAI r. Frmi we Mn Software Description COL. General Information p S.- Title: Job # KNA06-012 Dsgnr. Armond Yeghiayan Date: y 3 2-ea0 `j Description: Scope: Steel Beam Design Page 1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : TS6X6X112 Fy 50.DGksi Pinned -Pinned Load Duration Factor 1.00 Center Span 31.00 ft Elastic Modulus 29,000.Oksi Left Cant. 0.00 It LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads � ^ w � Netel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.070 kilt LL ktft ST kIft Start Location ft End Location ft Summaj -- Beam OK Static Load Case Governs Stress Using: TS6X6X112 section, Span = 31.0011, Fy = 50.Oksi End Fixity = Pinned -Pinned, Lu = 0.00ft, LDF = I.000 Actual Allowable Moment 8.409 k-ft 46.200 k-ft Max. Deflection -0.993 in fb : Bending Stress 6.006 ksi 33,000 ksi Length[DL Defl 374.6 : 1 fb I Fb 0.182 : 1 Lengthl(DL+LL Defl) 374.6 : 1 Shear 1.085 k 120.000 k fv : Shear Stress 0.181 ksi 20.000 ksi fn I Fe 0.009 :1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only Pgriter Center Cants Cants Max M + 8.41 k-ft 8.41 left k ft Max. M - k ft Max. M @ Left k ft Max. M @ Right Shear Left 1.08 k 1.08 k k Shear Right 1.08 k 1,08 Center Defl. -0.993 in 0,000 in -0.993 O.ODO 0.000 -0.993 0.000 O.DOO 0.G00 0.000 in 0.000 O.ODO in Left Cant DO Right Cant Deft 0.0Do in 0.000 0,000 0.000 O.ODO 0.000 In ...(query Deft @ 0.000 It 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.08 1.08 1+08 1.08 k k Reaction Rt 1.R8 1,08 Fa caWd per Eq. F2 [Section Properties TS6X6X112 Depth 6.000 in Weight 35.33 #Ift Thickness 0.500 in Ixx 5D.500 in4 Width 5.000 in - lyy 50.500 in4 Sxx 16.800 in3 Area 1 OAD in2 Syy 16.800 in3 Rt 3.000 in R-sac 2.210 in R-yy 2.210 in Values for LRFD Design.... $5.600 in4 Zx 20.900 in3 zy 2D.900 in3 KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 Description COL. Title: Dsgnr. Armand Yeghiayan Descriptions : Scope: Jots # KNA06-012 Date: L4 1 -3M Zoo ) 7n E7 Sketch & Diagram ('iTiielfi#t►#s r 0.PiklFi 0—. -OMNA Pn x-kom Ym ¢1de-ILOVA Rmox =1.083i diner C•+re-LDA' m L N t�rw- I_I_—I—��__��� i•: P P • �� - - Beam h ear Location fM C n� D e is Loeeim IM .D AM l•i•.��� � ��!• ►�iliiiili! �i��l•l���t�r.�fi� P, 51A Title: LOTS 12 & 13 . AVE-ALON VISTA, F ;ob� K AA 06-012 KNA Engineering Dsgnr: KAMRAN NARAGHI Date: �1c7 Il � 30101 Agoura Court Suite 12fl Description :TWO STORY HOUSE OVE ONE LEVEL OF Agoura Hills, CA 91301 BASEMENT (818) 865-2026 Scope: STRUCTURAL DESIGN S (818) 865-1889 fax Rev: 9 User KW 9603737, Ve(I r 5.8-, 1-Hov-2000 Steel Column 06072.s[avCa1w1a0ans (W983-20W ENERCALC Engineering Software Description STEEL COL AT COURT YARD Code Ref: AISC 9th ASfl, 1997 UBC, 2003 IBC, 2003 NFPA 50 40 General Information Steel Section TS10XSX114 Fy 42.00 ksi X-X Sidesway : Restrained Y-Y 5idesway : Restrained Duration Factor 1.330 Column Height 16.000 It Elastic Modulus 29,000.00 ksi 2.000 End Fixity Fix -Free X-X Unbraced 18.000 ft Kxx 2.000 Live & Short Term Loads Combined Y-Y Unbraced 18,000 ft Kyy Loads Axial Load... Dead Load 3.30 k Ece. for X-X Pads Moments 0.400 in Live Load k Eoc. for Y-Y Axis Moments 0.000 in Short Term Load k DL L Hei ht Point lateral Loads... 16 40 k 18.flD0 ft Along Y-Y (strong axis moments) . ftAlong X-X ( y moments) k rmmary Column Design OK Section: TS14X6X114, Height = 18.00ft, Axial Loads: DL = 3,30, LL = 0.00, ST = 0.00k, EcC. = 0.000in Unbraced Lengths: X-X = 18.00ft, Y-Y = 18.00ft Combined Stress Ratios _Dead Live DL + L! DL + 5T + LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 -3 DA879 O.D879 0.5657 XX Axis : Fa calc'd per Ea. E2-2. K"Ur > Cc YY Axis : Fa calc'd Per Eq. E2-2, K*L!r a Cc YY Axis: Appdx B,-Tube, in -Plane. Slenderness Recalculated Stresses Allowable & Actual Stresses -Dead Fa : Allowable 4,94 ksi fa : Actual 0.43 ksi Live DL ± Lt - DL + Short 0.00 ksi 4+94 ksi 6.58 ksi 0.00 ksi 0.43 ksi 0.43 ksi Fb:xx : Allow [F3.11 25.20 ksi 0.00 ksi 25.20 ksi 33.52 ksi fb : xx Actual 0.00 ksi 0+00 ksi 0.00 ksi 16.78 ksi Fb:yy : Allow [F3.11 25.20 ksi 0,00 ksi 25.20 ksi 33.52 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 10,869 psi Cm:x DL+LL 0.60 Cb:x QL+lL 1.00 PeY= DL+LL 4,944 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 14,442 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 6,576 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1,00 Max X-X Axis Deflection 4.799 in at 18,000 ft Max Y-Y Axis Deflection 0.000 in at 0,000 ft P,5-Lp 1{NA Engineering Title : LOTS 12 & 13, AVE-ALON VISTA, NEWT ob 9 KNA 06 012 30101 Agoura Court Suite 124 Dsgnr: KAMRAN NARAGHI Date: $ Description :TWO STORY HOUSE OVER ONE LEvEL OF Agoura Hilts, CA 91301 BASEMENT (818) 865-2026 Scope: STRUCTURAL DESIGN User: i(W.0603737. Ver 5.9.0, 1-fior-2000 Steel Column 06012-ecw:Ca1cvtations (c1158.3-2006 Ef4ERCALC Engineering Software Description STEEL COL AT CDURT YARD Section Properties TS10X6X114 Depth 10.000 in Weight 25.78 *lt Values for L.RFD Design.... Thickness 0.250 in Ixx 103.000 in4 J 103.000 ins# Width 6.000 in lyy 46.900 in4 0.00 Sxx 20.600 in3 7_x 25.100 in3 Area 7.59 in2 Syy 15.600 in3 Zy 17.700 in3 Rt 3.000 in Rxx 3.690 in 0.000 Ryy 2.490 in Section Type = TS-Rectang . .. ..... Sketch & Diagram . .... .. Axial M • 3.3k Axiai LL • Ok weal ST = Dk x left Y -• (!]: X.X Axis Point Lvad: Pyre, LL.9s. 3Ta1-Sit is 18R KNA Engineering 30101 Agoura Court Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Rev: $8M2 U5ier: KW.0603737, Ver5.8.0. 1-Nov-2006 III I C'A 1.7nrY FNFRCAIC aminswino Software Title. LOTS 12 & 13, AVE-ALON VISTA �NV1W1I JOO # KNA Oyg12 Dsgnr: KAMRAN NARAGHI Date: O "j 2 Q Description: TWO STORY HOUSE OVER NE LEVEL OF BASEMENT Scope : STRUCTURAL DESIGN , 5__� General Footing Analysis & Design Description PAD TO SUPPORT STEEL COL AT COURT YARD General Information Allowat3ie avn oeainiy - - - - - r - 1,330 Short Term Increase Seismic Zone 4 Live & 3hortTerm Combined fc 3,000.0 psi Fy 60,000.0 psi Concrete Weight 145.00 pcf Overburden Weight 50.00 psf Loads oDW2.ecw C@W6tiau ZZINEEIriE Code Ref: ACI 318.02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dimensions... Width along X-X Axis 5,000 ft Length along Y-Y Axis 5.000 ft Footing Thickness 24.00 in Col Dim, Along X-X Axis O,00 in Col Dim. Along Y-Y Axis 0.00 in Base Pedestal Height 0.000 in Min Steel % 0.0014 Reber Center To Edge Distance 3.50 in Applied Vertical Load.., Dead Load 6.600 k Live Load k k Short Term Load Creates Rotation ab_ ut Y-Y Axis Applied Moments._. {pressures @ left & right} Dead Load k-ft Live Load k-ft Short Term 24.700 k-ft Creates Rotation aba t Y-Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k ..ecc along X-X Axis 0.000 in ecc along Y-Y Axis 0.000 in C xates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft 24.700 k-ft Creates Rotation about X-X Axis (pressures @ tap & bot) k k k Summary 5.00€t x 5.00ft Footing, 24,Oin Thick, wl Column Support 0.00 x O.00in x O.Oin high Max Soil Pressure Allowable 'X Ecc, of Resultant "Y' Ecc, of Resultant x-x Min. Stability Ratio Y-Y Min. Stability Ratio t7L+L D +LL+ST Actual Allowable 604.0 2,329.6 psf Max Mu 5.585 k-ft per ft 0.518 in2 per ft 2,500.0 3,325.0 psf Required Steel Area 0,000 in 19.629 in Shear Stresses.... Vu Vn . Phi 0.000 in 19.629 in 1-Way 7.957 93.113 psi 1.528 1.500 :1 2-Way 6+039 186.226 psi 1.528 Ming Design . Shear Forces ACl 1 Ate? 6.04 psi ACI C-3 3,88 psi Vn " Phi 186,23 psi Two -Way Shear 4.84 psi one -Way Shears... 1.33 psi 7.96 psi 5.12 si 93.11 psi Vu @ Left Vu @Right 1.33 psi -1.53 psi -0.98 psi 5,12 93.11 psi 93.11 psi Vu @Top 1.33 psi 1.33 psi 7,96 psi -1.53 psi psi -0.98 psi 93.11 psi Vu @ Bottom Moments ACI C-1 ACI C-2 ACI C-3C-3 Ru 1 Phi 3.9 As Read -0,52 in2 per ft Mu Left @ 1.15 k-ft -1.58 k-ft 5.58k-ft -0.96 k-ft 3.59 k-ft psi 14.8 psi 0.52 in2 per ft Mu @ Right Mu @ Top 1.15 k-ft 1 A 6 k-ft 5.58 k-ft .k-ft 1psi 3 0.52 in2 -0.52 in2 per ft per ft Mu @ Bottom 1.15 k-ft -1,49 k-ft -0.96 k-ft ,9 .9 psi KNA Engineering Title : LOTS 12 & 13, AVE-ALON VISTAL>�I=W p�A �012 Dsgnr: K 30101 Agoura Court Suite 120 P+MRAN NARAGHI Date: �� Description : TWO STORY HOUSE OVER ONE L VEL OF Agoura Hilts, CA91301 BASEMENT (818) 865-2026 Scope: STRUCTUPAL DESIGN (818) 865-1889 Fax Uav: KW-06 - General Footing Analysis & Design user.xw-0G0.37a7,Ver5.S.n,,-N�-� g ]fosa,z.sar.Caicuialions M1983.2M6 ENERCA3_C Enpineer«eg Software Description PAD TO SUPPORT STEEL COL AT COURT YARD Soil Pressure Summary Service Load Soil Pressures Left Right DL + LL 604.00 6D4 00 DL + LL + ST 0.00 2.329.60 Factored Load Soil Pressures ACI Eq. C-1 845.60 845.60 ACI Eq. C-2 0.00 3,261.45 ACI Eq. C-3 0.00 2.096.64 ACI Factors (per ACI 318-02. applied internally to entered loads) ACI C-1 & C-2 ❑L 1.400 ACI C-2 Group Factor ACI C-1 & C-2 LL 1100 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor ....seismic = ST' - 1.100 used in ACI C-2 & C-3 604.00 604.00 pst 2,329.60 0.00 psf 845.60 a45.60 psf 3.261.45 0.00 psf 2,096.64 0.00 psf 0.900 Add"I "0.9" Factor for Seismic 0.900 1.300 24.70 k-ft X'C,ip Oa -() tV-,- 5.00 ft � J 5.00 ft 24.00 in 5.00 ft 2410 k-ft 5.00 ft Projeft -o� KNA ENGINEERING, INC. Sheet of 4 .� STRUCTURAL CONSULTANTS Client gY —M4 Date: `Z 2 +0 30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026 1A)Im3G wALL '6�-Fp, ys �cF . �1r)G z 50-a �sF� iitiJ�' f;c'A jr)?ic-. _ V-'35 KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax -Rew MIS user: Kv-06=7. Vet 5.8A. M-2006 - P. b Title: LOTS 12 & 13, AVE-ALON VISTA, EWF Job # KNA 06-012 Dsgnr: KAMRAN NARAGHI Date: �� [description : TWO STORY HOUSE OVER ONE LEVEL OF Scope : STRUCTURAL DESIGN Code Ref: ACI 31M2, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Cantilevered Retaining Wall Design Description FIREPLACE RETAINING WALL Criteria Retained Height = 3.50 ft Wail height above soil = 0.004 Slope Behind Wall - 0.00:1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Suinmaly Total Bearing Load = 1,157 Ibs ...resultant ecc. = 6.83 in -- ................... Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - 45.0 psflft Toe Active Pressure = 0.0 psflft Passive Pressure - 400.0 pgftft Water height over heel - 0.0 it FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Page 1 esoix ecW-FPVAu. Footing Strengths & Dimensions re = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 0.75 It Heel Width - 1.25 �_ Total Footing Width = Footing Thickness = 18.00 in Key Width - 0.00 in Key Depth = 0.00 in Key Distance from Toe = . 0.00 it Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction I Top Stem Stem ax Design height ft= 0.00 Wall Material Above "Hr = Concrete Thickness = 6.00 Rebar Size - # 5 Reber Spacing - 16.00 Rebar Planed at - Center Design Data - VFB * fatFa = 0.189 Total Force @ Section Ibs = 468.6 Moment.... Actual = 546.7 Moment...., Allowable = 2,899.6 Shear..... Actual psi= 13.0 Shear.....Allowable psi= 93.1 Soil Pressure @ Toe - 1,792 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2.500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 2.241 psf ACI Factored @ Heel - 0 psf Footing Shear @ Toe - o.0 psi OK Footing Shear @ Heel = 4.9 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 1.53 OK 2.14 (Vertical Co Sliding - Sliding Calcs (Vertical Component Used) Lateral Sliding Force 562.5 Ibs less 100% Passive Force- - 800,0 Ibs less 100% Friction Force= - 405.1 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability - 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure - 2,241 0 psf 508 0 R-# Mu': Upward = Mu': Downward = 110 398 ft-# Mu: Design - 398 398 ft-# Actual 1-Way Shear = 0.00 4.89 psi Allow 1 Way Shear = 85.00 85.00 psi Toe Reinforcing = None Speed Heel Reinforcing = None Speed Key Reinforcing = None Speed Bar Develop ABOVE Ht. in = 21.36 Bar Lap/Hook BELOW HL in = 6.00 Wall Weight - 72.5 Rebar Depth 'cr in = 3.00 Masonry Data fm psi= Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'TV Short Term Factor = 1=quiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fo psi = 3,0W0 Fy psi = 60,000.0 Odwr Aawpttalb Sizes & Spacings Toe: Not req'd, Mu a S' Fr Heel: Not req'd, Mu < S - Fr Key: No key defined KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818)865-2026 f8181 865-1889 Fax Title: LOTS 12 & 13 , AVE ALON VISTA, gEWF Job* KNA o6-012 Dsgnr: KAMF3AN NARAGHI Date: 72��10 Description: TWO STORY HOUSE OVER ON LEVEL OF Scope : STRUCTURAL DESIGN Code Ref: ACI 318-02, 1997 UBC, 2003 IF3C, 2003 NFPA 5000 Fw User, KW-OW-n7,Yet 5.9A 1440v _ Cantilevered Retaining Wall Design 2dri6 [cji383.29� EhIFACALC ErguwcKirg SohrarQ Description FIREPLACE RETAINING WALL Summary of Overturning & Resisting Forces & Mi .....OVERTURNING..... Force Distance Moment Item lbs it 0# Heel Active Pressure - 562.5 1.67 937.5 Toe Active Pressure = Surcharge Over Toe - Adjacent footing Load = Added Lateral Load - Load @ Stem Above Soil = SeismicLoad = Total 562.5 Q.T.M. = 937.5 Resisting/Overturning Ratio = 1.53 Vertical Loads used for Soil Pressure = 1.157.4 lbs Vertical component of active pressure used for soil pressure Soli Over Heel - Sloped Soil Over Heel - Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe - Stem Weight(s) = Earth @ Stem Transitions= Footing Weight Key Weight = Vert. Component = Total = Page 2 veo12"w..FP wau .....RESISTING..... Force Distance Moment Ibs ft _8# 288.8 143 469.2 0.00 41.3 0.38 15.5 263.8 1.00 253.8 450.0 1.00 450.0 1216 2A0 247.3 1,157.4 lbs R.M = 1,435.7 Y-\f1A o[o-o 12- 6.00005in Donc wl #5 #0@0.in @Toe "O.in Neel Designer selee! all horiz. reins. 2'-0" ?,L,pq Pp= SOU.# IV 56Z5# 1 i92APsf KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax RevRev: MOM Kw-osoar��, v� aaa z r aaos _ .�nc r�crar 61 r c,u,kwwin.. Rrdnaaro Title: LOTS 12 ✓3< 13, AVE ALON VISTA, NEWT Job # KNA 06-012 Dsgnr: KAMRAN NARAGHI Date: Z-1 z 1 Zn %o Description : TWO STORY HOUSE OVER ONE LEVEL OF Scope: STRUCTURAL DESIGN Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Restrained Retaining Wall Design Description FIREPLACE WALL (RESTRAINED) Criteria Retained Heigh - 4.00 ft Wall height above soil = 0.00ft Total Wall Height - 4.00 R Top Support Height = 4.00 ft Slope Behind Wall - 0.00 = 1 Height of Soil over Toe = 0.00 in Soli Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load - 1,092 lbs ...resultant ecc. - 0.03 in Soil Pressure @ Toe - 549 psf OK Soil Pressure @ Heel = 542 psi OK Aikywable = 2,500 psf Soil Pressure Less Than Allowable ACE Factored @ Toe - 759 psf ACI Factored @ Heel 759 psf Footing Shear @ Toe - 0.0 psi OK Footing Shear @ Heel = 4.5 psi OK Allowable - 86.0 psi Reaction at Top = 72.0 Ibs Reaction at Bottom = 608.6 lbs. Sliding Gales Slab Resists All Sliding.! Lateral Sliding Force - 608.6 Ibs Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - 45.0 psf ft Toe Active Pressure - 0.0 psflft Passive Pressure - 400.0 psf/ft FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Concrete Stem Construction Thickness = 6.00 in Fy = Wall Weight = 72.5 pcf fc = Stem is FIXED to top of footing Footing Desi n Results Factored pressure = oe 79 eel 759 psf Mu': Upward 171 0 ft-# Mu' : Downward - 70 323 ft-# Mu: Design = 101 323 ft-# Actual 1-Way Shear = 0.00 4.46 psi Allow 1 Way Shear = 86.00 85.00 psi ONMem.W WALL Page 1 Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width - 0.67 ft Heel Width = 1.33 Total Footing Width = Footing Thickness - 18.00 in Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It Cover @ Top = 3.00 in @ Btm.= 3.00 in 60,0m psi 3.000 psi Mmax Between @ Top Support Top & Base Base of Wall Stem OK Stem OK Stem OK Design height = 4.00 ft 2.22 It 0.00 It Reber Size - # 5 # 5 # 5 Reber Spacing - 16.00 in 16.001n 16.00 in Reber Placed at - Center Center Center Rebar Depth 'd' - 3.00 in 3.00 in 3.00 in Design Data fbIFB + fa/Fa = 0.004 0.050 0.113 Mu...Actual = 0.0 ft-# 146.0 ft-# 326.4 ft-# Mn' Phi..... Allowable = 2,899.6 ft-# 2.099.6 ft-# 2,899.6ft-# Shear Force @ this height = 122.4 lbs 489.6lbs Shear.....Actual = 3.40 psi 13.60 psi Shear.....Allowable = 93•i1 psi 93.41 psi Rebar Lap Required = 21.36 in 21.36 in Rebar embedment into footing - 6.00 in Other Acceptable sizes & Spacings: Toe: None Spec'd -or- Not req'd, Mu < S " Fr Heel: None Spec'd -0r. Not req'd, Mu s S " Fr Key: No key defined -or No key defined KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) $65-2026 (818) 8654889 Fax b(D Title: LOTS 12 & 13 , AVE-ALON VISTA, EWF Join # KL-012 Dsgnr. ICAMRAN NARAGIiI Dater 1_17 r<'z' Description: TWO STORY HOUSE OVER ONE LEVEL OF Scope : STRUCTURAL DESIGN Cade Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 V-O Yer B.S.A 1-H1ow2046 Restrained Retaining Wail Design Ltsea: KW-asa3737. (0)ft3-ZM f NERCALC &%hMM9 $0R— Description FIREPLACE WALL (RESTRAIIdEL7) of )Forces on Footing : Slab RESISTS Forces acting on footing for soil pressure Load & Moment Summary For Footing : for Soil Pressure Cates Moment @ Top of Footing Applied from Stem Surcharge Over Mee! - lbs Axial Dead Load on Stem = lbs SO Over Toe - lbs Surcharge Over Toe - lbs Stem Weight - 290.0lbs Soil Over Heel - 366.7 lbs Footing Weight - 435.0lbs Total Vertical Force = 1,091.7lbs stem is FIXED at Page 2 060j?-ecwFP VALL a>a Sliding Forces are restrained by the adjacent slab _ -192.0 ft-# ft ft-# It ft-# ft ft-# ft ft-# 0.92 ft 265.8 ft-# 1.58 ft 580.6 ft-# 1.00 it 435.0 ft-# Base Moment = 1,089.4 ft-# Soil Pressure Resulting Moment= 2.lt-# @Too #0@0,in a Heel 2'-0' -ateral RestraiM 2.# Pp= 4504 648,26psf _. 542.41 pst E80.63# KNA Engineering Title: LOTS 12 & 13, AVE-ALON VISTA, NEW Job # KNA 06-012 30101 Agoura Court Suite 120 Osgnr: KAMRAN NARAGH1 Date: 7-12 Z v� Agoura Hills, CA 91301 Description :TWO STORY HOUSE OVER ON( LEVEL OF g BASEMENT (818) 865-2026 Scope : STRUCTURAL DESIGN 1818)866-1889 Fax Rev: 590007 user M-MO3737. Ver&8.0, 1-Nov-2005 Steel Beam Design (r)1983-2006 EtaERCALC Engineering Software 060f2.eCw CalCuiaEivns Description STAIR TREAD General Information - .. . Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: TS3.5X2.SX114 Fy 50.00ksi Fixed -Free Load Duration Factor 1.00 Center Span 5.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 5.50 ft Minor Axis Bending! Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.015 Wit k1$ LL 0.030 klft ST ft Start Location ft End Location 6.500 Using: TS3.5X2.5X114 section, Span = 5,50ft, Fy = 50.0ksi End Fixity = Fixed -Free, Lu = 5.50ft, LDF = 1.000 Actoaf Allowable Moment 0.814 k-ft 4.650 k-ft fb : Bending Stress 5.250 ksi 30.000 ksi fb ! €b 0.175 : 1 Shear 0.296 k 12.500 k fv : Shear Stress 0.237 ksi 20.000 ksi fv f Fv 0.012 :1 Force & Stress DL aximumnly Max. M + 0.81 k-ft Max. M - -0.36 Max. M @ Left Max. M @ Right Shear @_ Left 0.30 k 0.13 Shear Q Right k Beam OK Static Load Case Governs Stress Max. Deflection -0.157 in Length/DL Dell 1.896.2 : 1 LengtW(DL+LL Deft) 838A :1 aa- These columns are Dead + Live Load placed as noted -yam LL LL+ST LL LL+ST Center a Center 9D aC nos ants k-ft -0.81 k-ft k-ft k-ft 0.30 k Center Defl. -0.157 in -0.070 -0,157 -0.157 0.000 0.000 0.000 0.000 in 0.000 In Left Cant Deli Right Cant Defl 0.000 in 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in ...Query Defl Q 0.000 ft WD00 0.000 0.000 0.000 0.000 In Reaction @ Left 0.30 0.13 0.30 0.30 k k Reaction @ Rt Fa calc'd per Eq. E2-2, K-Ur > Co Section Properties TS3.5X2.6X114 Depth 3,500In Weight 8.80 #lft Thickness 0.250 in Ixx 3.970 in4 Width 2.500 in lyy 2.330 in4 Soak 2.270 in3 Area 2.59 in2 Syy 1.880 €n3 Rt 1.250in R-xx 1.240 in Values for LRFD Design.... R-yy 0,948 in J 4.990 in4 Zx 2.880 in3 Zy 2.280 in3 KNA Engineering Title: LOTS 12 & 13 , AVE ALON VISTA Ew Job # KNA 06-012 30101 Agoura Court Suite 120 Osgnr: KAMRAN NARAGHI Date: 4-z- 1,70ZO Agoura Hills, CA 91301 Description: TWO STORY HOUSE OVER ONE LEVEL OF (81$) 865-2026 SASEMENT Scope : STRUCTURAL DESIGN ]`� • —70 (818) 865-1889 Fax f Rev, 980007 User KW-OM3737, Ver 5-8.0, I- Nov-20DS Steel Beam Design (c)1983-20M ENERCALC Englneer ng Software06012.ecwCalculatkm Description STAIR TREAD Sketch & Diagram -- Als - 0•gt�y{�4 TTl�1fT1 T f 11 f 1 I f r l i t l f f t I kt t f f f t l f t}l I rit 0-045k�ft y -0,21 •0.30 1 1 -054 i= -0 63 BestrliN+J irinl ig lis�'$E U3 �11 71 3.-5 W 4.d0 4.3s Lace�An rft1 s.srt Mmax = DAk R Omax Rmax " 0-%U vMax a PER = 0.2wk 03D oil 034 0.21 0,18 'd 0,T5 Rma:=Q-8Mk 0.n vmax�a=on`c 0D0 093 Be mn 311$ )l 00+� -0D21 -- -0M- - a -0-0f— •o.As ° o AID = I ;a-0121 l -0:141 [Fe1lec�i��n 4•i3 Locetian fM -b :.74 Locabon M 5