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S0606• a-1- QUOU EdRRI&MMMIEE00011 FiY1 1TIrtT7Tt tr PERMITN: h ARCHITECT I MARCH/PLANNING APN: 32607027 LICENSE # I C25505 SITUS STREET: STELLING N. SUBDATE: 9/18/1997 SITUS NON: 10885 TYPE: CGI AVE,CT,ST,RD: RD N,S,E,W: N DESCRIPTION: INT. RMDL NO# CITY: PLCHKREQCATEGORY. ZIP: 95011 95 CATEGORY: LOTH: 0 DATEDUE: 10/2/1997 ID: VALLEY CH Commercial OWNER: ALLEY CHURCH OF SANT CAspIXllIX: OWNER 1B28 FORDHAM Wf CE'sgIXllN; 1309 ADDRESS: CN'sq#ftg. TY,STREETZIP: IMUUNTAJN VIEW CA PHONE: Residential RN-sgNlt# CONTRACTOR: BOGARD DDNSTR RE-sgNlt#: LICU 181841bb RUS.sgIXlt#: 0 p�4NS DESrRoyB� 2ov3 VALUATION: 550000 ISSDATE: 1/16/19 PLCHKDONE: LATE CODE: BLDGDEPT: ENGDEPT: PLANDEPT: CMA: CTRFIRE: SANDIST: HLTHDEPT: STRCTENG: TOTAL INSPHOLD: 56amh hyAddmss -. CAPS r- NUM NB.. '�;, 1�:x'� 4:31 PM Inspection Query for a Specfic Permit 4/22/2003 PERMIT# SITUS ST SITUSSTREETLot# .. INSDESCRIPT insTypiDATEDESIREdDateDonelinspectod Units Pass/Fail Code S0606 10885 ISTELLING I PLBG-R 2/9/1998 2/9/1998 JB 4 F S0606 10885 ISTELLING N. PUBG-R 2/11/1998 2/11/1998 JB 3 P S0606 10885 ISTELLING N. FOUNDATION 2/11/1998 2/11/1998 JB 3 P S0606 10885 1STELLING FRAME(PARTIAL) 2/26/1998 2/26/1998 CC 2 P S0606 10885 STELLING N. FRME/PART.INT. 2/27/1998 2/27/1998 CC 2 P S0606 10885 STELLING ELECT-R 4/2911998 4/30/1998 TO 2 H S0606 10885 STELLING ELECT-R 4/30/1998 4/30/1998 TO 2 P P S0606 10885 STELLING RD FRAME 5/5/1998 5/5/1998 CC 3'P P S0606 10885 STELLING N. DRAFT STOP(?) 5/6/1998 5/6/1998 CC 4 P SO606 10885 ISTELLING N. ;FRAME ! 5/11/1998 5/1l/1998 CC/JA 8 F SO606 10885 ISTELLING N. T' _ !INSULATION_ _ 5/13/1998 5/13/1998 CC 2 P _ S0606 ':. 10885 STELLING N SHTRK NAILING ! 5/15/1998 5/15/1998 AD 1 iP P S_0606 S0606 10885 10885 STELLING N., STELLING N. --- TRK NAIL _ 5/18/1998 SHEAR 5/15/1998 IT 5/18/1998 5/15/1998 CC AD 2 P 1 P S_0606 10885 STELLING N. -- — LATH 5/21/1998 5/2111998AD 1;P - S0606 10885 STELLING N: �STAIR _;_ 6/9/1998 6/9/1998 JS 2 P S0606 10885 STELLING N.. -j _ STAi IR 6/12/1998 6/12/1998 CC . 2IP S0606 10885 STELLING N. !FRAMING T 7/16/1998 7/16/1998 JS 3P S0606 10885 STELLING N. 1SHTRK _ 7/21/1998 7/21/1998 CC 2iP P S0606 10885 STELLING N. _ IFRAMING. j 8/3/1998 8/3/1998AD lip _ P S0606 10885 STELLING N. FRAMING- 8/28/1998 8/28/1998 CC lip S0606 10885 STELLING N. JSHTRK NAIL 9/10/1998 9/10/1998 CC 3F S0606 10885 STELLING N. IPARTIAL FRAME_ 9/28/1998 9/28/1998 CC _ 2 P P S0606 10885 STELLING N. SHTRK NAIL 9/30/1998 9/30/1998 JS 21P S0606 50606 10885 STELLING N. ISHTRK NAIL 10/5/1998 CONCRETE FORMS ti 11/17/1998I1/17/1998 10/5/1998 JS 2iP I __ 21F 10885 STELLING N. DS a1 0 =7t-=ICI t�- '2_5 Project N/ALL E: %r 4:;} l Job It By Date Lz `1 I Sheet 1 of- J J C 12opef x 1 Ic H-El i J-1- 12Y 4- FF-i re rg 1-1 i 7J_ I. i 1 444 _ --1 _ J - -- - - - - - - - - - - - - - _LL A -I- L _I_j I_,_!_,_I. L .II I �I_!__I_- d- L- - --_-- - - - - - - - - - - I" - - - - - - - - - - - J 6 ---------- - --------------- - - 1012 EleveAthIStre't, 0 PU 200 -� - -- I -'--- - -- - - - mode�to,! C�Iif rma 9 5ft4a 10 TEL- 209/524 1855' ri) Hawn Engineering 1012 11 th Street U4nflno/n PA "'IrA I I I I I P,rolect Job N BY —�— Date 1 I-i_! I I �7� - � t I I _ _ f jj _I I � � _ I I ! #�• Z- - -� _ -I- ='-t i==l-=t-{=ram==�_'-!-'J I_ I==� I_j =1-=I= � �•-�_� +�%'OLI�.�. - .I I _t_LI_,_I_ 11 L+ _I :I- I_.__I j_Lf rl-i=1 -+-7- I !_i L!�� ocoLcJNl�t�l_I ' ; .-S'S - :_ .__i- - ---/, - ---1-I------- , L f-i-,_!_I_ 4- _I _ - _ 11- I -4stct:114 ICI- II 1 LI----I-�3'bv-L+'L?�� --I- - -- - - -- ---I-�- -1012 Eleventh I - -' Modesto,!Celitornia;95354 Street Suite 200 -- ---- - J • Hiwn Engineering 1012 11th Street Modesto CA 95354 TEL: 269-524-1855 FAX: 209-524-5811 STEEL BEAM DESIGN FB,@1 BEAN DATA Center Span Length = 17.00 ft AISC Section Left Cantilever = 0.00 ft Section Depth Right Cantilever = 3.00 ft Web Thickness Unbraced Length = 1.33 ft Section Width Beam Wt. is ADDED To applied loads Flange Thickness Live Load Not Acting with Short Term Section Area Fy = 36 ksi Section Weight Load Duration Factor = 1.00 rT, y Beam End Fixity Pin:Pin Dead Load = 0.25 k Live Load = 0.25 k Distance To Load = 13.00 ft Dead Load = 0.11 k/ft Distance To Start = 0.00 ft Distance To End = 17.00 ft Date: 12/03/97 Page: .3 - sfm SECTION DATA w8x31 = 8.00 in Ixx = 110.00 in4 = 0.285 in Iyy = 37.10 in4 = 7.99 in Sxx = 27.50 in3 = 0.435 in Syy = 9.28 in3 = 9.13 in2 r:xx = 3.471 in = 31.00 # r:yy = 2.016 in = 2.18 in - APPLIED LOME - Conmutrated Loads uniform Loads - Trapezoidal Loads Dead Load @ Left = 0.10 k/ft, @ Right = 0.00 k/ft Live Load @ Left = 0.25 k/ft, @ Right = 0.00 k/ft Start Location = 0.00 ft, End Location = 20.00 ft SUMMARY USING w8x31, Max Stress Ratio = 23.67%, Min Defl. Ratio = 611.66 Maximums... Actual Allowable Moment = 12.9 54.4 k-ft ..Stress = 5.63 23.76 ksi Shear = 3.37 32.83 k ..Stress = 1.48 14.40 ksi Deflection = -0.211 fb / Fb 8 max 0.237 fv / Fv max 0.103 Min. DL Defl Ratio = 1106.49 Min. TL Defl Ratio = 611.66 TABULAR SUMMARY OF LOAD COMBINHTIMS - Dead Load + Loads Placed DL LL LL+ST for Max Only @Cntr @Cntr Moments.. M+ @ Center M- @ Center @ Left @ Right Shears... @ Left @ Right Deflection.. @ Cen er @ Left @ Right at 0.00 ft Reactions @ Left Reactions @ Right Placed as follows LL LL+ST @Cants @Cants 12.9 7.2 12.9 0.0 7.1 0.0 k-ft -0.6 -0.6 0.0 -0.7 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft -0.6 -0.6 0.0 -0.7 0.0 k-ft 3.37 1.79 3.37 0.00 1.78 0.00 k 2.86 1.75 2.86 0.00 1.76 0.00 k -0.211 -0.117 -0.211 -0.117 -0.116 -0.117 in 0.000 0.000 0.000 0.000 0.000 0.000 in 0.118 0.065 0.118 0.065 0.064 0.065 in 0.000 0.000 0.000 0.000 0.000 in 3.37 1.79 3.37 1.79 1.78 1.79 k 3.35 2.18 3.30 2.18 2.24 2.18 k V4.0 (c) 1983-96 ENERCALC Hawn Engineering, kw-0602061 Hkwn Engineering 1012 11th Street Modesto CA 95354 TEL: 2&-524-1855 FAX: 209-524-5811 Date: 12/02/97 Page: 4^ • STEEL BEAM DESIGN FBI2 BEAN DATA SfEEI. SECTION DATA Center Span Length = 8.00 ft AISC Section m12x65 Left Cantilever = 10.00 ft Section Depth = 12.12 in Ixx = 533.00 in4 Right Cantilever = O.00ft Web Thickness = 0.390 in Iyy = 174.00 in4 Unbraced Length = 10.00 ft Section Width = 12.00 in Sxx = 87.95 in3 Beam Wt. is ADDED To applied loads Flange Thickness = 0.605 in Syy = 29.00 1n3 Live Load Not Acting with Short Term Section Area = 19.10 in2 r:xx = 5.283 in Fy = 36 ksi Section Weight = 64.85 # r:yy = 3.018 in Load Duration Factor = 1.00 rT, y = 3.28 in Beam End Fixity Pin:Pin APPLIED LOADS >> All distances refer to left support, '-' identifies load as being on left cantilever. Concentrated Loads Dead Load = 3.58 k Live Load = 3.16 k Distance To Load = -10.00 ft Uniform Loads Dead Load = 0.03 k/ft Live Load = 0.07 k/ft Distance To Start = 0.00 ft Distance To End = 18.00 ft SUMUM USING wl2x65, Max Stress Ratio = 40.56%, Min Defl. Ratio = 511.27 MARY OF LOAD COMBINATIONS .TABULAR Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment = 70.6 174.1 k-ft Placed DL LL LL+ST LL LL+ST ...Stress = 9.64 23.76 ksi for Max Only @Cntr @Cntr @Cants @Cants Shear = 9.20 68.07 k ..Stress = 1.95 14.40 ksi Moments.. M+ @ Center = 70.6 0.0 0.0 0.0 0.0 0.0 k-ft Deflection = 0.469 M- @ Center = -39.0 -39.0 0.0 -70.6 0.0 k-ft fb / Fb t max 0.406 @ Left = -39.0 -39.0 0.0 -70.6 0.0 k-ft fv / Fv E max 0.135 @ Right = 0.0 0.0 0.0 0.0 0.0 k-ft Min. DL Defl Ratio = 932.64 Shears... @ Left = 9.20 5.25 5.51 0.00 9.20 0.00 k Min. TL Defl Ratio = 511.27 @ Right = 8.46 4.51 4.25 0.00 8.46 0.00 k Deflection.. @ Center = 0.032 0.017 0.017 0.017 0.032 0.017 in @ Left = 0.469 -0.257 -0.254 -0.257 -0.469 -0.257 in @ Right = 0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left = 16.85 9.47 9.74 9.47 16.58 9.47 k Reactions @ Right = -4.51 -4.51 -4.25 -4.51 -8.46 -4.51 k • V4.4D (c) 1983-96 ENERCALC Hawn Engineering, kw-0602061 Hawn Engineering 1012 llth Street Modesto CA 95354 TEL: 269-524-1855 FAX: 209-524-5811 Date: 12/02/97 Page: r • STEEL BEAM DESIGN FB#3 BEAN DATA SfM SECTION DATA Center Span Length = 32.00 ft AISC Section w18x76 Left Cantilever = 0.00 ft Section Depth = 18.21 in Ixx = 1330.00 in4 Right Cantilever = 0.00 ft Web Thickness = 0.425 in Iyy = 152.00 in4 Unbraced Length = 1.33ft Section Width = 11.03 in Sxx = 146.07 in3 Bean Wt. is ADDED To applied loads Flange Thickness = 0.680 in Syy = 27.55 in3 Live Load Not Acting with Short Tern Section Area = 22.30 in2 r:xx = 7.723 in Fy = 36 ksi Section Weight = 75.72 # r:yy = 2.611 in Load Duration Factor = 1.00 rT, y = 2.95 in Bean End Fixity Pin:Pin APPLIED LOADS Concentrated Loads Dead Load = 5.99 k Live Load 4.03 k Distance To Load = 16.00 ft Uniform Loads Dead Load = 0.18 k/ft Live Load = 0.45 k/ft Distance To Start = 0.00 ft Distance To End = 32.00 ft USING w18x76, Max Stress Ratio = 58.95%, Min Defl . Maximum- Actual Moment = 170.5 ..Stress = 14.01 Shear = 16.30 ..Stress = 2.11 Deflection = -0.738 fb / Fb : $ max fv / Fv : $ max Min. DL Defl Ratio = Min. TL Defl Ratio = • Allowable 289.2 k-ft 23.76 ksi 111.45 k 14.40 ksi Moments. 0.589 0.146 1130.70 Shears... 520.24 Deflection at Reactions Reactions - SUMMARY Ratio = 520.24 TABULAR SBBANY OF LOAD COMBINATIONS - Dead Load + Loads Placed DL LL LL+ST for Max only @Cntr @Cntr Placed as follows LL LL+ST @Cants @Cants H+ @ Center = 170.5 80.7 170.5 0.0 0.0 0.0 k-ft M- @ Center = -0.0 -0.0 0.0 0.0 0.0 k-ft @ Left = 0.0 0.0 0.0 0.0 0.0 k-ft @ Right = 0.0 0.0 0.0 0.0 0.0 k-ft @ Left = 16.30 7.09 16.30 0.00 0.00 0.00 k @ RiPt = 16.30 7.09 16.30 0.00 0.00 0.00 k @ Cen er = -0.738 -0.340 -0.738 -0.340 0.000 0.000 in 0 Left = 0.000 0.000 0.000 0.000 0.000 0.000 in 0 Right = 0.000 0.000 0.000 0.000 0.000 0.000 in 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in @ Left = 16.30 7.09 16.30 7.09 0.00 0.00 k @ Right 16.30 7.09 '16.30 7.09 0.00 0.00 k V4.4D (c) 1983-96 ENERCALC Hawn Engineering, kw-0602061 ,go 4 of 4 (01:1 Report No.4419 TABLE NO. V &LLOWABLE TENSION AND SHEAR VALUES IN CLAY BRICK MASONRY FOR THREADED RODS, 34 ANCHOR DAMETER On.) EMBEDMENT DEPTH OrLp TENSION (Lbs.) SHEAR (Los.) 4 6 300 560 •995 10 385 Vs 6 670 10 830 •b 6 845 1,495 10 1.035 y/4 8 8W 2.235 13 1,320 'Tabulated shear aed tensile values we for amhors imalled in clay brick mastrmy Grades SW. NOW. I and II complying with U.O.C. Standard No. 24-I. ' eThe em'.Amem depth is measured frem the outside face of the cley brick masonry. )The anchors may be installed in the vertical or horizontal joints. or in the brick itself. ,Spacing and edge distance requirements Me, noted in Table No. IV. TABLE NO. VII ALLOWABLE TENSION AND SHEAR VALUES IN MINIMUM 2500 PSI CONCRETE FOR THREADED RODS, A14 ANCHOR DIAMETER pneheq EMBEDMENT DEPTH (Inches) It's a 2500 pal Tendon(Lbs.) SheaslLba4 3/s . 1314 465 - 3V2 1.020 1.000 51/, 1.510 11000 1/2 ' 211s 665 - 41/4 1.650 1.945 63n 2.550 1.945 3/Y 2Us 915 - 5 2.145 2.810 71/2 3.280 2`1 2.810 3/4 5 2,250 - 63s 3,440 3,925 10 .3 _50 3,9 55 7!a 5 2.415 - 6sm 3,720 5.770 10 5.560 5.770 1 644 J,415 - 81l4 5.720 6.800 123is 9.375 6.800 1The tabulated Missile And shear values arc foranchors insulted in stone aggregate concrete having the minimum designated ultimate compressive strength at time of installation. TThe HIT Anchor experiences a reduction in tensile and shear capacity with, Increased cuncrtle temperature. The load ration noted in Figure No. 1 mutt be applied to the values cased in the above uble M'hen the whom are Installed in locations where the eoncrele temperature may exceed 651F. '7he allowable load values may be increased 33'o percent for duration of leading. such As seismic or wind. TABLE NO. VI ALLOWABLE TENSION AND SHEAR VALUES IN GROUT -FILLED CONCRETE MASONRY FOR THREADED RODS' 31 ANCHOR DIAMETER (In.) EMBEDMENT DEPTH(m.)z TENSION (Lb..) SHEAR (Lb..) 3h 31/s 465 890 1h 444 580 1.620 `h 5 6fA 2,4J0 3/a W/o 1.59O 2,750 Warms an: fee 8-Inch-wide Grade N. lightweighl or medium weight concrete masonry units conforming to AS'R.1 C 90 and U.B.C. Standard No, 244. The grouted masonry units arc to be filled with rouse grout conforming to ASTM C 416 with a minimum <ornpressive strength of 2000 pal. Norrrtul•weight maturity units may be subsiluted for the medium -weight units. 7The embedment depth is measured from the outside face of the concrete block. Tlhe a tchun cannot be located within 3 inches of the mortarjoints. 4Spacing and edge distance requirements are noted in Table No. IV. TABLE NO. Vill ALLOWABLE TENSION VALUES IN MINIMUM 2500 PSI CONCRETE FOR REINFORCEMENT DOWELS' a s 4 REBAR SI2E DRILL BIT DIAMETER (Inches) EMBEDMENT DEPTH (Inches) /'sot 2500 pal Lnalon lLDs4 No.3 1h 1.11, 570 3112 1.275 511, 1.915 No.4 3/8 2Vs 720 41/4 1,875 6% 2,945 No.5 3/4 21/2 1,000 5 2,625 4.125 No.6 Tls 5 1,330 654 3.190 10 4.875 No. 7 1 5 1,670. 6% 4,125 10 6,375 No. 8 " Vla 6114 2.830 8114 6,565 12110 9.940 No.9 13116 5 3,670 10 8,440 12 12.750 No.10 131, 6 5,000 12 11,250 18 16,875 ,Spacing of the HIT whom shill be in Accordance with the requirements rtgted inTable No. 1719 tabulated tensile values an: for ancho s installed in stone aggregate concrete having the IV. (V� minimum designated uldmaM compressive strength at time of installation. ?Ihe HIT anchor experiences a reduction in tensile capacity with increased concrete temperature. The loud factors noted In figure No.I must be applied to the values timed in IJ Y the above table when the ancham ens installed in locations where the cor cote tempera. rum Duty exceed 6SIF. "3The allowable load values may be Increased 33In percent for duration of WadiO{, Much as V✓ �. lii`„/ sSpaEln{ofthe HIT arthonklMll be In accordance with the requimmenu noted in Table Na i Job N By ?2 Date _t_zI Sheet 1 of - I_II_ LL .111 l i-.I-�-i I , �-� i----•- i--I l i-'-I I r -�- - "l4' ��- L -I f I � t I ---! --'--�- - TE- -�---- _ _, arl! 1012 Eleventh I[f Sheet, 11. Suite 200 I I --- - Modesto,' California - TEL-209/524 i 209/5245811 t1855 k}jf 1 ii..4AX 1 Ir I . _ I Hawn Engineering 1012 11th Street Modesto CA 95354 TEL: 269-524-1855 FAX: 209-524-5811 • TIMBER JOIST & RAFTER DESIGN Item I32 DESI® DATA - 1- Timber Section 2X6 Depth in : 5.50 .Width in : 1.50 Le: Unsupp ft : 3.00 Fb- Allow psi : 1000.00 Fv- Allow ppssi : 95.00 Elastic Nod. ksi : 1700.00 Load Duration Factor 1.00 Stress Ratio ->> : 0.12 CE M SPAS -OK- Span Length ft : 3.00 Uniform DL plf ; 14.00 LL plf : 0.00 CMUILEVER SPAR Cantilever Length ft : 2.00 Partial Length DL plf : 14.00 LL plf : X-Left ft : 0.00 X-Right ft : 2.00 Point DL I : 47.00 LL I X-Dist ft : 2.00 • NEWLTS Mnaz @ Cntr k-in : 0.00 X-Dist ft : 0.00 Moment @ Cant Su port k-in : -1.13 NEACTIONS Left: Dead Load I : -10.33 Live Load I : 0.00 Right: Dead Load I : 99.33 Live Load I ; 0.00 STRESSES -OK- Fb.. Allow psi : 1285.1 Fb.. Actual psi : 149.2 FV.. Allow psi : 95.00 FV.. Actual psi : 8.55 DEFLECTIONS Center... Dead Load in : 0.002 X-Dist ft : 1.82 ➢L Ratio 18371 Live Load in : 0.000 X-Dist ft ; 0.00 LL Ratio 0 Total Defl in : 0.002 X-Dist ft : 1.82 Ratio 18371 Cantilever... Dead Load in : -0.014 Ratio 3483 Live Load in : 0.000 Ratio 0 Total in : -0.014 Ratio 3483 r1 L I Date: 12/02/97 Page: 3 V4.4D (c) 1983-96 EHERCALC Hawn Engineering, kw-0602061 • I_Iroject �VAlill Job N By �---•' Date Sheet of I (1 �13a-5W.. -I �ItLi, UT 1 I- ' 117fx�_g�_KI_8I21 --L1 J I I 1._�!W;'� ' ='l i FI3'_`s�` 1 I L'' 'ems-�]L ! i- *-i— _I •_I_I ; i I I I i-I -, � �_; , I I, _I _ � L_� I =� - ! I I I ._'_/IA �.i�155u-I(2) �-1-►-%f-�'=-_�_ ��-I'1 -_�� _�T�Z�_c-,r -i- -=I-� I ,LE i- ---_-- Jj O.l+ 1-�- I I _. --.I---- /4 -- I LI N Ii �l0'1221 �1012 EleyenthSVeet, Modesto,'Califor &953541 Suite1200 TEL'• 209/524 FAX:209/524.5811_I_--j- --1-1=1 LI 1855' —�_I 1 1—r_I��— l� TD a iD J Noleot VAL.LF Y c11 I4 I FZ(—'t4 � Job kHAWN ENGINEERING By •""� .. PG lN��15 Date Sheet of w{=..;5opst:A ID12- 25oplsr rrloor I or, cr\ Los P 05K?I 17 t b� 3 x� 133 -�-► n_/Ibps� * lo�?s�'fz x ao/z I . loor IL L i4`, 0 3 k Lt_ 1 1 Z4 r-. III GI .. 1 -. 01 I i I"\I` I Modesto California 95354 ��f / /2 1012 Eleventh Street, Suite 200 I I I 11 VIL 524 1855 - i... j.. .l..l. FAX. 209/ _ I I • PC-2 Hawn Engineering 1012 11th Street Modesto CA 95354 p C � -F a"7 TEL: 2ti9-5-524-1855 I I ,• FAX: 209-524-5811 Date: 10/16/97 Page: STEEL BEAM DESIGN FB#1 BEAM DATA STEEL SECTION DATA Center Span Length = 17.00 ft AISC Section v8x31 in4 Left Cantilever = 0.00 ft Section Depth = 9.00 in Ixx = 110.00 Right Cantilever = 3.00 ft Web Thickness = 0.285 in Iyy = 37.10 in4 Unbraced Length = 1.33 ft Section Width = 7.99 in Sxx = 27.50 in3 Beam Wt. is ADDED To applied loads Flange Thickness = 0.435 in Syy = 9.28 in3 Live Load Not Acting with Short Term Section Area = 9.13 in2 r:xx = 3.471 in Fy = 36 ksi Section Weight = 31.00 M r:yy = 2.016 in Load Duration Factor = 1.00 rT, y = 2.18 in Beam End Fixity Pin:Pin APPLIED (DADS Concentrated Loads Dead Load = 0.25 k Live Load = 0.25 k Distance To Load = 13.00 ft Uniform Loads Dead Load = 0.11 k/ft Distance To Start = 0.00 ft Distance To End = 17.00 ft Trapezoidal Leads Dead Load @ Left = 0.10 k/ft, @ Right = 0.00 k/ft Load @ Left = 0.25 k/ft, @ Right = 0.00 k/ft •Live Start Location = 0.00 ft, End Location = 20.00 ft SUM116RY USING w8x31, Max Stress Ratio = 23.67%, Min Defl. Ratio = 611.66 TABULAR SUMMARY OF IDAD COMBINATIONS Maximums... Actual Allowable Dead Load + Loads Placed as follows Moment = 12.9 54.4 k-ft Placed DL LL LL+ST LL LL+ST ....Stress = 5.63 23.76 ksi for Max Only @Cntr @Cntr @Cants @Cants Shear = 3.37 = 1.48 32.83 k 14.40 ksi Moments.. M+ @ Center = 12.9 7.2 12.9 0.0 7.1 0.0 k-ft ..Stress Deflection = -0.211 M- @ Center = -0.6 -0.6 0.0 -0.7 0.0 k-ft fb / Fb max 0.237 @ Left = 0.0 0.0 0.0 0.0 0.0 k-ft fv J Fv 8 max 0.103 @ Right = -0.6 -0.6 0.0 -0.7 0.0 k-ft Min. DL Defl Ratio = 1106.49 Shears... @ Left = 3.37 1.79 3.37 0.00 1.78 0.00 k Min. TL Defl Ratio = 611.66 @ Right = 2.86 1.75 2.86 0.00 1.76 0.00 k Deflection.. @ Center = -0.211 -0.117 -0.211 • -0.117 -0.116 -0.117 in @ Left = 0.000 0.000 0.000 0.000 0.000 0.000 in 0 Right = 0.118 0.065 0.118 0.065 0.064 0.065 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left = 3.37 1.79 3.37 1.79 1.78 1.79 k Reactions @ Right = 3.35 2.18 3.30 2.18 2.24 2.18 k k 'v CJ t.V i '2 V4.0 (C) 1983-96 ENERCALC Hawn Engineering, kw-0602061 Hawn Engineering 1012 Ilth Street Modesto CA 95354 TEL: 2d9-524-1855 FAX: 209-524-5811 Date: 10/17/97 Page: • STEEL BEAM DESIGN FB12 BEAM DATA STEEL SEMON DATA Center Span Length = 8.00 ft AISC Section r12x65 Left Cantilever = 10.00 ft Section Depth = 12.12 in Ixx = 533.00 1n4 Right Cantilever = 0.00 ft Web Thickness = 0.390 in Iyy = 174.00 in4 Unbraced Length = 10.00 ft Section Width = 12.00 in Sxx = 87.95 in3 Bean Wt. is ADDED To applied loads Flange Thickness = 0.605 in Syy = 29.00 in3 Live Load Not Acting with Short Term Section Area = 19.10 in2 r:xx = 5.283 in Fy = 36 ksi Section Weight = 64.85 9 r:yy = 3.018 in Load'Duration Factor = 1.00 rT, y = 3.28 in Beam End Fixity Pin:Pin APPLIED (DADS >> All distances refer to left support, '-' identifies load as being on left cantilever. Concentrated Low Dead Load 3.58 k Live Load = 3.16 k Distance To Load = -10.00 ft uniform Loads Dead Load = 0.03 k/ft Live Load = 0.07 k/ft Distance To Start = O.00 ft Distance To End = 18.00 ft SBNMARY USING wl2x65, Max Stress Ratio = 40.561, Him Defl. Ratio = 511.27 .TABULAR Maximums... Actual Allowable SUMMARY OF LOAD COMBINATIONS Dead Load + Loads Placed as follows Moment = 70.6 174.1 k-ft Placed DL LL LL+ST LL LL+ST ...Stress = 9.64 23.76 ksi for Max Only @Cntr . @Cntr @Cants @Cants Shear = 9.20 68.07 k ..Stress = 1.95 14.40 ksi Moments.. M+ @ Center = 70.6 0.0 0.0 0.0 0.0 0.0 k-ft Deflection = 0.469 H- @ Center = -39.0 -39.0 0.0 -70.6 0.0 k-ft fb / Fb & max 0.406 @ Left = -39.0 -39.0 0.0 -70.6 0.0 k-ft fv / Fv s max 0.135 @ Right = 0.0 0.0 0.0 0.0 0.0 k-ft Min. DL Defl Ratio = 932.64 Shears... @ Left = 9.20 5.25 5.51 0.00 9.20 0.00 k Min.,TL Defl Ratio = 511.27 @ Right = 8.46 4.51 4.25 0.00 8.46 0.00 k Deflection.. @ Center = 0.032 0.017 0.017 0.017 0.032 0.017 in @ Left = 0.469 -0.257 -0.254 -0.257 -0.469 -0.257 in @ Right 0.000 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left = 16.85 9.47 9.74 9.47 16.58 9.47 k Reactions @ Right = -4.51 -4.51 -4.25 -4.51 -8.46 -4.51 k is V4.4D (c) 1983-96 EAERCALC Hawn Engineering, kw-0602061 i NU ALLEY G 4a .A: � Project Y Job R By ' Date Sheet_��— 4 of PIKE �- t `�= IM x IZ �I u3 �13 Olti 36 x, to c15TI�1Gc-I>A�In>Z��L" WILL Fre—OVIpIlZ 4D(�ITfPL 5� p�v2 i PI PE �,AI L. AtOPMO F5ek7l2-P+ .1012 Eleventh Street, Suite 200 Modesto, California 95354 TEL:209/524-1855 FAX: 209/524-5811 FIRE DEPARTMENT SANTA CLARA COUNTY 14700 Winchester Blvd., Los Gatos, CA 95030-1818 (408) 378-4010 (phone) • (408) 378-9342 (fax) CONTROL NUMBER 8567 SLOG PERMIT NUMBER S 0 6 0 6 PLAN REVIEW NUMBER 9 7- 3 0 5 9 PLAN REVIEW COMMENTS CODE/SEC. SHEET NO. REOUIREMENT Review of plans for the proposed remodel to an existing structure. 1 Responses to previous plan review comments have been received. Approved: Okay to issue the building permit. DISTRICT PLANS SPECS NEW RMDL AS OCCUPANCY CONST. TYPE PERMnTEE DATE PAGE CUP ® ❑ ❑ N A - 2.1 I1I - 1 HR N A I Architecture 11/10/97 1 OF 1 SECJFLOOR AREA LOAD DESCRIPTION BY nctuary 13,093 sf > 500 Commercial Construction Barnes, George Ir ME OF PROJECT LOCATION THE VALLEY CHURCH 10855 Stelling Rd, N, A California Fire Protection District serving Santa Clara County and the communities of Campbell, Cupertino, Los Altos, Los Altos Hills, Los Gatos, Monte Serene, Morgan Hill, and Saratoga