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00100159 (3) - � ,, / ll5�� Sl3��o1 A 11 C 1-t I r k C. T ., Date: 1221/2000 Project No. 00120 To: A.S.E.Consulting Engineering,Inc. 255 N.Market St.,Suite#220 San Jose,Ca 408 999 6636 Re: Singley Residence —Remodel 11150 Bubb Rd.,Cupertino Dear Mr.Massoud Modjtehedi, We are responding to your comments dated 11/29/00. New changes have revision 2 in a triangle to show the new changes. Sheets that have been effected are Al.A2,A3,A4, EMI, S1,S2. ARCHITECTURAL COMMENTS 1. It's noted that other departments may be required to sign off on the project. However the city has suggested this small remodel will,likely,not require additional department approval. 2. a) the fireplace I.C.B.O.#353 Heatilator,is added at 5/A2. b) the skylight I.C.B.O.#3710 shown on sheet 5/A4. c) the rated wall assembly no.UL Des U305 is noted at the wall legend on 1,sheet A2. 3. A smoke detector is added to the three bedrooms. 4. Direct wire,with battery backup,smoke detectors are added to the three bedrooms. They show on sheet EM1. 5. A note is added on sheet A2 showing the existing concrete landing location. 6. The attic ventilation calculation is attached. 7. A note is added to sheet 5/A2 that hearth shall extend at least 16 inches in front and at least 8 inches beyond each side of the fireplace opening,per Section 3102.7.12. 8. Sheet EM1 has the lighting modified to be a fluorescent light at the kitchen. STRUCTURAL COMMENTS 1. Sheets S1&S2 is signed and stamped by the project engineer. 2. The new framing shown on 1 &2/A4 has been corrected and is set below the existing joists. Some details are added that shows how the/pew ceiling framing system is being braced by the existing roof rafters and ridge beam. n Please call t if you yaven questions on these items. rfeY,P +�David Stei rot ect Cc Mr.&Mrs.Singley,JM Basaldua Construction,file � , ,... 'i.�II,, _I:, ..., uu, l ♦ l:,.I<< ,.I i ��,l ,If„rn i.i i.l r ♦ �I1,n,. n :`�'�: ♦ i ,r �I.I: ♦ .,1. I .. 1 SAABC0JOB CONSULTING SHEET NO. OF 1 CIVIL 1, STRUCTURAL DESIGN 1263 EL Camino Real Suite I CALCULATED BY DATE Menlo Park, California 94025 CHECKED BY DATE Tel (650)329-9219 i 1 1 1 ENGINEERING GRAVITY CALCULATION FOR 1 ADDITION & RENOVATION OF 1 THE SINGLE RESIDENCE 1 1 11150 BUBB STREET 1 CUPERTINO, CA 95014 1 JOB # 110 1 OCTOBER 30, 2000 1 f �` �FE� 1 is 2000 1 ti Baa a RE °I4! CE z 1 z m 1/02 1 �Ctv Qr c 1 OFFICE CO Y 1 � 1 � I 1 - Z-2x10 carp R, �J w��as 1 v - 3 = a x r I � n 2-2x6 CEm `I I I i F y 1 I II N Foca N � N n `I N Ue 3 1 I �► I � r �1 1 tiPs ti 2_zzrZ II rBtij I cr3f �-5 �I 1 'ay� �/�vs r _ 7, 0 1 N rN I j r On N M M I I I _2 1 2, h � —II 1 � 1 SAABCO CONSULTING — --- 1263 EI Camino Real Suite I +LLT NO ,If _ ' MENLO PARK,CA 94025 r,AIGI ATEDIir__.___ -- (650) 329.9219 (:IIECKE09v __ DATE ';CALF 7, ' =`2. 5/2 , /z _o = :x. 30 `-1 S.7S/, ' 1/3 x.x..-15/2 x 2.5 x 20 = 2 40(.163 ;.cam�-�. 2 x� �S-•_�.'P 2 2�s � �s Y- 1 1 SAABCO CONSULTING Title:THE SINGLES RESIDENCE Job#00110 1263 EL CAMINO REAL Dsgnr: Date: 2.37PM, 30 OCT 00 SUITE"I" Description MENLO PARK,CA,94025 Z (650)329-9219 Scope: Page Timber Beam&Joist , "'��9g rr+r wrai r, �o ara li s\c\00110 Cal[ulato s' Description BM#1 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ' BM#1 ' Timber Section 2x8 Beam Width in. 1.500 Beam Depth in 7.250 Le:Unbraced Length it 0.00 Timber Grade "Rias r„ Lace. ' Fb-Basic Allow psis 900.0 Fv-Basic Allow psi; 95.0 Elastic Modulus ksi: 1,600.0 Load Duration Factor 1,000 ' Member Status Sawn RepetitiveNo Center Span Data ------ --------; Span RI 8.50 Dead Load #Ift! 38.30 Live Load #/lb Start ft: 2.500 ' End ft' 6.000 Point#1 DLlbs: 249.30 LL ti @ X ft! 2.500 Point#2 DL Ibis' 249.30 LL Ibis @ X It, 6.000 i Results Rabo= 0.7183 ' Mmax @ Center in-k, 10.19 @ X= ftl 4.25 fb:Actual psi 775.7 Fb:Allowable psi: 1,080.0 ' i Bending OK fv Actual ps43.6 Fv:Allowable psi, 95.0 Shear OK ' Reactions ----- @ Left End DL lbs•. 316.32 ' LL lbs 0.00 ' Max.DL+LL lbs: 316.32 @ Right End OL Ibsl 316.32 LL Ibsl 0.00 Max.DL.LL lbs: 316.32 ' Deflections ' Center OL Defl ini .0.149 UDefl Ratio 685.4 ' Center LL Deg in; 0.000 L/Deft Ratio 0.0 Center Total Def! in -0.149 Location It 4.250 ' L/Detl Ratio 685.4 I, SAABCO CONSULTING Title: THE SINGLES RESIDENCE Job#00110 1263 EL CAMINO REAL Dsgnr: Date: 2 44PM, 30 OCT 00 SUITE"1" Description tMENLO PARK,CA,94025 Scope: rt (650)329-9219 General Timber Beam Page ' iwa iai urei� ,rnnvrarn ei�<1r"i„01 IO,Kw f:alcW,innn� Des,xcription BEAM#2 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x8 Center Span 12.00 ft Lu 0.00 It ' Beam Width 3.000 in Left Cantilever it ....Lu 0.00 it Beam Depth 7.250 in Right Cantilever it ..Lu 0 00 it Member Type Sawn Douglas Fir-Larch.No 2 Fb Base Allow 900.0 psi Load Dur.Factor 1.000 Fv Allow 95.Opsi ' Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1.600.0 ksi Trapezoidal Loads #1 DL @ Left #/11 LL @ Left iW11 Start Loc 0.000 ft DL @ Right 38.30 #/ft LL @ Right #/ft End Loc 3.000 ft ' #2 DL @ Left 38.30 #/ft LL @ Left #/ft Start Loc 3.000 ft DL @ Right 38.30 #Ift LL®Right ism End Loc 9.000 ft #3 DL @ Left 38.30 #/ft LL @ Left #/R Start Loc 9.000 ft DL @ Right #M LL @ Right #/ft End Loc 12.000 ft ' Point Loads Dead Load 316.3 lbs 316.3 lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ' ...distance 3.000It --9-000 h 0.000 ft 0.000 It 0.000 ft 0,00011 0.00011 Summary Beam Design OK Span=12.0011,Beam Width=3 000in x Depth=7.25in,Ends are Pin-Pin ' Max Stress Ratio 0.668 :1 Maximum Moment 1.6 k-ft Maximum Shear1.5 0.7 It Allowable 2.4 k-ft Allowable 2.1 k ' Max.Positive Moment 1.58 k-ft at 6.000 it Shear: @ Left 0.49 k Max.Negative Moment 0.00 k-ft at 0 000 it @ Right 0.49 k Max @ Left Support 000 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.425 in ' Max.M allow 2.37 Reactions_. @ Right 0.000 in fb 721.61 psi N 33.70 psi Left DL 0.49 k Max 0.49 k Fb 1.080.00 psi Fv 95.00 psi Right OL 0.49 k Max 0.49k ' Deflections Center Span Dead Lad Total Load Left Cantilever... Dead Load Total Load Deflection -0.283 in -0.283 in Deflection 0000 in 0.000 in _.Location 6.000 ft 6.000 it ._Length/De0 0.0 0.0 ' _.Length/Dell 508.3 508.33 Right Cantilever... Deflection 0.000 in 0.000 in _Length/Defl 00 00 ' SAABCO CONSULTING Title: THE SINGLES RESIDENCE Job K 00110 1263 EL CAMINO REAL Osgnr: Date: 2 44PM 30 OCT 00 SUITE"i" Description ' MENLO PARK,CA,94025 Scope: T (650)329-9219 oJoo W General Timber Beam Page 2 ' - 1vxJ v9 nr Hcalc w."J- \orovr Jrn t ir•\rr\(/nl'n 1c.cal-W—'o s Description BEAM#2 ' Stress Calcs , Bending Analysis Ck 34.195 Le 0.000 R Sxx 26.281 in3 Area 21.750 int ' Cf 1200 Rb 0.000 Cl 0.000 Max Moment So Reo'd Allowable fb (cti?Center 1.58 k-ft 17.56 in3 1,080.00 psi Left Support 0.00 k-ft 0.00 in3 1,080.00 psi ' @ Right Support 0.00 k•ft 0.00 in3 1,080.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.73 k 0.73 k Area Required 7.716 in2 7.716 int ' Fv:Allowable 95.00 psi 95.00 psi Bearing @ Supports Max.Left Reaction 0.49 k Bearing Length Req'd 0.261 in Max.Right Reaction 0.49 k Bearing Length Read 0.261 in Query Values -_----------_-- M,V.&D @ Specified Locations Moment Shear Deflection , •Center Span Location= 0.00 It 0.0o k-ft 0.49 k 0.0000 in ' •Right Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in Q Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in - - ------ Sketch&Diagram , --iaa - 600 7z0 _. 1310 J530-'�Ilr'rS -3200 116310 LIS 31131 �}n• I r 9 1 rr 30.31/h - a ° _--- ' Je1Yl�urrrr.nrr rr it•1r 30 B+ia r= 429.. 4 311 r/..�r.•U6°n ::IWrlona IYI on�1mq W,n 1 1 ]aJ,n � Ise I:n -40 36Q,. � -213,.. Bkl 460— 7000 1200 19z W. ' vm.,eiM•as. v •U1M 111 r t .�_I ° —__.. mlrQ rt•09M 095 X f 14 IIY) ' 0 uom.m IY n .oil 9 16 bm --•_ .. 13 aS I oral Y 0•n.mm�r SAABCO CONSULTING 126 EI Carnino Real Suite I MENLO PARK,CA 94025 ALcuLnlrDw __ __ _ rWr (650)329.9219 r:NECKED BY DAZE ' •,CALF—_—_�.__.__ ' ��s•� v C 1,27�1�ji7 � 1 S. �S c S z vc L 7�v r + 2/2� 2o f2 �, t Zj _ -71 1p ►o of ' ..J � 4.5/2 + t•3�� Zo = S�. �O z 20 c S/2 S P P Lir--- ' ' tSAABCO CONSULTING Title:THE SINGLES RESIDENCE Job#00110 1263 EL CAMINO REAL Dsgnr: Date: 3 04PM. 30 OCT 00 SUITE"I" Description ' MENLO PARK,CA,94025 Scope: (650)329-9219 :�w 3w�u3ms v„,s i 1 2.1 . iA2 Page 1 v+v.Wn - °ucei vvirr,u,:” TIRIb@P Beam 8t Joist ��nrovram iii>s,ec\G0110 ecw CM'Wu t'— Description BEAM#3 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ' am$03 ' Timber Section 2.2110 Beam Width in. 3.000 Beam Depth in 9.250 Le:Unbraced Length k 0.00 Timber Grade ' Fb-Bask Allow psi, 100.0 Fv-Basic Allow psi. 95.0 Elastic Modulus ksi 1,600,0 Load Duration Factor 1.000 t Member Type Sawn Repetitive Status No Center Span Data Span ft. 11.25 Dead Load W 177.00 Live Load #/fk Point#1 DL lbs- 521.20 X Ibs X ft' 1.000 Point#2 DL lbs! 521.20 LL lbs t @ X ft; 10.250 Results Ratio 0.8469 Mmax @ Center inch 39.86 ' @X= ft' 5.62 b:Actual psis 931.6 Fb:Allowable psi, 1,100.0 Sending OK ' N.Actual psi 74.7 Fv Allowable psi 95.0 Shur OK Reactions t (�Left End DL lbs 1,516.82 LL lbs 0.00 Max.DULL lbs: 1,516.82 Right End CL lbs 1.516.82 ' LL lbs, .00 U - Max.DLL lbs 1,5166.82 Deflections e Center OL Defl in -0.246 L/Defl Ratio 548.7 Center LL Dell in 0.000 L/Uefl Ratio 0.0 ' Center Total Dell in: -0.146 Location ft' 5.625 11Defl Ratio 548.7 ' SAABCO CONSULTING Title:THE SINGLES RESIDENCE Job 0 00110 1263 EL CAMINO REAL Dsgnr. Date: 3 16PM 30 OCT 00 SUITE"1" Description: 1 MENLO PARK,CA,94025 Scope: (650)329.9219 r Timber Beam&Joist Page �,�,.�1'-'\110I t n caw C'icu Description BEAM#4 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ' SM a4 ' Timber Section 2x12 Beam Width in. 1.500 Beam Depth in 11.250 Le:Unbraced Length ft 0.00 Timber Grade ' Fb-Basic Allow psi, 1,000.0 Fv-Basic Allow pso 95.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 ' Member Type Sawn Repetitive Status No Center Span Data ' Span ft, 12.50 Dead Load aM: 58.30 Live Load JmR Start ft' 4.500 End ft'. 8.000 ' Point#1 DLlbs. 431.20 LL lbs: X ft 4.500 Point 02 DL Itis,. 431.20 LL lbs X ft8.000 Results Rata= 0.9439 ' Mmax @ Center in-ki 29.87 @X= ft! 6.25 Po'Actual psu 943.9 Fb:Allowable psis. 1,000.0 ' Bending OK H.Actual psi 47.4 Fv:Allowable psi 95.0 Shear OK ' Reactions ®Left End OL lbs. 533.22 LLlbs 000 Max.DL-LL lbs 533.22 Right End DL lbs 533.22 LL Itis, 0.00 Max.DL+LL Itis' 533.22 ' Deflections Center DL Deft in, -0.239 UDeB Ratio 628.2 Center LL Dell in 0.000 UDell Ratio 0.0 Center Total neft in -0239 Location ft 6250 UDee Ratio 628.2 1 1 SAABCO CONSULTING 1263 EI Camino Real Suite I M f r NO 1 MENLO PARK,CA 94025 Al CDLATFD ar _ ._ DAFF.. _ (650) 329-9219 (:NECKED BY _._ DATE. 1 1 1 1 J = z z 13.S/2. CIL, +'s 1 3'/2_ �P � 2.25 12 2.25 SAABCO CONSULTING Title: THE SINGLES RESIDENCE Job#00110 1263 EL CAMINO REAL Dsgnr: Date: 4 45PM 30 OCT 00 SUITE"I," Description MENLO PARK,CA,94025 r Scope: (650)329-9219 w°w I Page 1 General Timber Beam ins"cram ioPs"oot t0,�rw raicuiai-s Description BEAM#5 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements' Section Name 2-2x12 Center Span 16.008 ..Lu 0.00 it ' Beam Width 3.000 in Left Cantilever It ..Lu 0.00 8 Beam Depth 11.250 in Right Cantilever ft ...Lu 0 00 ft Member Type Sawn Douglas Fir-Larch.No.2 FbBase Allow 900.0 psi Load Our.Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi ' Full Longh Uniform Loads Center DL 10.00#M LL #m Left Cantilever DL Will LL 9M Right Cantilever DL #/ft LL sm Trapezoidal Loads 01 DL Q Left #/R LL Q Left #m Start Loc 0.000 ft ' DL Q Right 45.00 #m LL Q Right sm End Loc 4.500 It #2 DL Q Left 45.00 #/it LL Q Left #m Start Loc 4.500 ft DL Q Right 45.00 #!ft LL Q Right sm End Loc 11.500 ft 03 DL Q Left 45.00 #M LL Q Left sm Start Loc 11.500 It DL Q Right #M LL Q Right Mm End Loc 16.000 ft .---------- -_- - Point Loads I Dead Load 533.2 The 533.21bs Iles It's Itis His the ' Live Load Ibs Itis Itis Itis Itis lbs Itis distance 4.500 8 11.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.00oft Summa- Beam Design K Span=16.00ft,Beam Width=3 000i x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0844 1 Maximum Moment 4 0 k-ft Maximum Shear 1.5 1 3 k ' Allowable 4.7 k-ft Allowable 3.2 k Max.Positive Moment 4.01 k-ft at 8.000 8 Shear: Q Left 0.87 k Max.Negative Moment 0.00 k-ft at 16.000 ft Q Right 0.87 k Max Q Left Support 0.00 k-ft Camber: Q Left 0.000 in Max Q Right Support 0.00 k-ft Q Center 0.505 in ' Max.M allow 4.75ReactionsQ Right 0.000 in ... fb 759.94 psi fv 38.75 psi Left DL 0.87 k Max 0.87 k ' Fb 900.00 psi Fv 95.00 psi Right DL 0.87 k Max 0.87k Deflections r Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.336 in -0.336 in Deflection 0.000 in 0.000 in ...Location 8.000 It 8.000 8 ...Length/Defl 0.0 0.0 lengthiDefl 5706 57058 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Den 0.0 0.0 SAABCO CONSULTING Title: THE SINGLES RESIDENCE Job#00110 1263 EL CAMINO REAL Dsgnr: Date: 4 45PM, 30 OCT 00 SUITE"I" Oescnption: MENLO PARK,CA,94025 Scope (650)329-9219 '^ General Timber Beam Page 2 ' s 11 12 run 199Y.Winl2 �'\plOVl.IT 1 If9tCf\oo110 CL 'Calc Idr ons Ic)l iBl99 rnCPU f. Description BEAM#5 Stress Calcs Sending Analysis Ck 34.195 Le 0.000 ft Sxx 63.281 03 Area 33.750 int ' Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Rea 0 Allowable fb ®Center 4.01 k-ft 53.43 03 900.00 psi ®Left Support 0.00 k-ft 0.00 in3 900.00 psi ' ®Right Support 0.00 k-ft 0.00 03 900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.31 k 1.31 k Area Required 13.768 in2 13.768 int Fv:Allowable 95.00 psi 95.00 psi Bearing 4@ Supports Max.Left Reaction 0.87 k Bearing Length Req'd 0.465 In Max.Right Reaction0.87 k Bearing Length Req'tl 0.465 in t --- ------ _ ----------- ----.-_-. Query Values M,V.&D @ Specified Locations Moment Shear Deflection ®Center Span Location= 0.00 ft 0.00k-ft 0.87 k 0.0000 in ®Right Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in Left Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in Sketch&Diagram W 461f 640 Boo D6E_._'IT.2e T48-IITIe .16 w .......... 45/'iM1Nrirurrlrnni 4e�n_ - ....T� r - _ �1 49werrrr.• i 6i o ro ' srw t-is -T i-4 loi- I Seo 490 ll'0 1290 }446 1600 fir..4 01 n 9 61 _- � ' vm4..09r It--o% 240 m4. a--o9. Vnu40r1.09R QWW- I� Y. _ bec« . , ' P l4 I 9rom.n,I.n o«w.n n +r. ...1600 :0 3 007 YL•.+r 1 -...�� I t»� ...Z r I -019 0.74 021 _. ue._I Irc - 0 10 lou Yr>Mwrm.IRu«� e - SAABCO CONSULTING Title: THE SINGLES RESIDENCE Job#00110 1263 EL CAMINO REAL Osgnr: Date: t,05PM 30 OCT 00 SUITE"1" Description MENLO PARK,CA,94025 Scope: %r (650)329-9219 :w< Timber Beam&Joist Page , ' _ ni4n3 vv racr�e�t� ",ed ,omc,a,n ni,,;,,��(�0110,•wCaiatlehonz Description BEAM#6 ' Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements , BM#6 Timber Section Prllm:3.5 ' Beam Width in 3.500 Beam Depth in 11.875 Le:Unbraced Length ft 0.00 Timber Grade —Jail M-md ' Fb-Basic Allow psi 2,900.0 Fv-Basic Allow psn 290.0 Elastic Modulus ksi 2.000.0 Load Duration Factor 1.000 Member Type Manut/Pine Repetitive Status No Center Span Data Span ft', 16.50 Dead Load #M' 227.00 Live Load #M Point#1 OL lbs'. 964.00 U.X lbs @X ft2.250 Point#2 OL lbs, 964.00 LL lbs ' X ft, 14.250 Results Ratio= 0.4977 - ---- -- ---^� Mmax Q Center in-ki 118.73 Q X= ft! 8.25 ' Po:Actual psi! 1,443.4 Fb:Allowable psis 2.900.11 Bending OK ' tv:Actual psi. 94.8 Fv:Allowable psi 290,0 Shear OK Reactions ' ®Left End DL (bell 2.836.75 LL lbs 000 Max.DULL be, 2,836.75 @f Right End DL lbs 2.836.75 LL lbs .00 Max.DULL lbs' 2,8366.75 Deflections 1 ' Center DL Dee in -0.515 UDefl Ratio 384.6 Center LL Deft im 0.000 L/Diefl Ratio 0.0 Center Total Deft in -0.515 Location ft 8.250 UDcfl Ratio 3846 SAABCO CONSULTING _----_----_--------__-- 1263 EI Camino Real Suite I 'It EfiO ——— ----� ' MENLO PARK. CA 94025 ';A[C1LAif n br -____-________ — (650)329.9219 DATE CHECKED BY DATE 3 2 ,L��. 1 f/ 3 V-2 x 91/L SSL 1 ' TQM ;i;t8 J _ 4.`/2 x 2 0 3.5/2 x 2 0 iori= /Z C4 '`/z 3/z) .S�Z x 2 0 = 2 90 Esc. ,� 4.s 1 ' SAABCO CONSULTING Title: THE SINGLES RESIDENCE Job#00110 1263 EL CAMINO REAL Dsgnr: Date: 6 06PM. 30 OCT 00 Description: ' SUITE"1" MENLO PARK,CA,94025 Scope: > (650)329-9219 Page 1 ' ' �- Timber Beam&Joist .1645 V S 1 J.:3 l..n I4YJ W .,iexJwlnrHuic �-t prnvram hirs�•c X00110 ecwCalcWdhnn; Description BEAM#7 ' Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirement , SM 07 ' Timber Section Prllm:3.5 Beam Width in3.500 Beam Depth in 9.500 Le:Unbraced Length h 0.00 Timber Grade -S Jmst M.Cm.1 ' Fb-Basic Allow ps P i. 2,900.0 Fv-Basic Allow si'. 290.0 Elastic Modulus ksi 2.000.0 Load Duration Factor 1.000 ' Member Type ManuftPine Repetitive Status No Center Span Data ' Span RI 10.50 Dead Load NJR, 32.00 Live Load M!Q! 32.00 Point#1 DL Ibsi 2,837.00 ' Its Q X X R 2.000 Results Ratio= 0.4034 ' Mmax @ Center in-k� 61.58 ox- Ri 2.02 lb:Actual psi! 1,169.8 Fb:Allowable psis 2,900.0 ' Bending OK tv:Actual Pau 118.6 Fv:Allowable pail 290.0 Shear OK ' Reactions Left End OL Ibs1 2,464.62 LL ibs, 166.00 Max.DL-LL Its. 2.632.62 ' Q Rght End OL Ibsl 708.38 LL Itis 168.00 Max.DL+LL lbs. 876.38 ' Deflections Center DL Dell in i -0.148 L/Defi Ratio 849.4 Center LL Deft in -0.017 ' L(Den Ratio 7.200.8 Center Total Dell in i -0.166 Location ft. 4.704 L/Defl Ratio 761.0 ' SAABCO CONSULTING Title:THE SINGLES RESIDENCE Job a 00110 1263 EL CAMINO REAL Dsgnr: Date: 6 27PM, 30 OCT 00 S Description: SUITE"1" e MENLO PARK,CA,94025 Scope: 4 (650)329-9219 Timber Beam&Joist Page 1 .rr 460)605.vn 5 I l.':tun 1999.wn33 u rw�99 rr+caulc r\,,--am6i-s� \00110ecw-calculah4nc Description BEAM#8 Timber Member Information calculations are designed to 1997 Nos and 1997 UBC Requirements ' BM M8 Timber Section LVL:t.750x ' Beam Width in 1.750 Beam Depth in 11.875 Le:Unbraced Length ft0.00 Timber Grades•J-1 m-m.1 ' Fb-Basic Allow psi" 2,600.0 F" -Basic Allow psii 265.0 Elastic Modulus ksi. 1,800.0 Load Duration Factor - 1.000 Member Type ; Monuf/Pine Repetitive Status j No Center Span Data Span 111 15.50 Dead Load a/RI 80.00 Live Load MM'i. Start ftl 4.500 End RI 11.000 ' Point#1 DL Ibs, 290.00 LL Ibsl a X fti 4.500 Point 02 DL Ibsl 290.00 LL Iba ®x ftl 11.000 Results Ratio= 0.3251 ' Mmax @ Center in-k 34.77 Q X= ft 7.75 fb:Actual psi! 845.4 Fb:Allowable psi, 2,1100.0 ' Bending OK N:Actual psi, 39.7 Fv:Allowable psi 285.0 Shear OK Reactions Left End DL Ibsi 550.00 LL Ibs'i 0.00 Max.DULL lbs, 550.00 Right End DL lbs] 550.00 LL Ibsl 0.00 Max.DULL lbs, 550.00 ' Deflections Center DL Dell in i -0.283 UDeft Ratio 657.6 Center LL Den in 0.000 UDefl Ratio 0.0 Center Total Defl in 0 283 Location it 7.750 UDefl Ratio 657.6 1 -- -- -------- - SAABCO CONSULTING 1263 EI Camino Real Suite I uIFTNo 1 MENLO PARK.CA 94025 AICU1ATFDI3Y (650) 329.9219 CHECKEDBY OAIE 1 �CAIE 1 P 1 4•S 3 4.5 1 1 1 7CllB � '/3 xG- 5/2- x4•S x20 - 7(a2- ,co C 10? I,JZ = ► 3.5/2Li Li 1 (-J 2 c 12/7. x 2 0 - )2.0 i 3 ts.as � i 1 1 1 SAABCO CONSULTING Title:THE SINGLES RESIDENCE Job 0 00110 1263 EL CAMINO REAL Dsgnr: Date: 6 43PM. 30 OCT 00 SUITE"I" Description: ' MENLO PARK,CA,94025 Scope (650)329-9219 wo,G General Timber Beam Page 1 -C . rm�vv u+reuc broPram niN�,\rr,001in- alculation: .� Description BEAM#9 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements_ Section Name 2-2x12 Center Span 12.00 it _.Lu 0.00 ft ' Beam Width 3.000 in Left Cantilever it ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever it ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No 2 Fb Base Allow 900.0 psi Load Dur.Factor 1 000 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi ' Trapezoidal Loads 01 DL @ Left #/ft LL Left #A Start Loc 0.000 ft DL @ Right 58.30 #/it LL Right #M End Loc 4.500 ft ' #2 DL @ Left 58.30 #m LL @ Left #m Start Loc 4.500 ft DL @ Right 58.30 #/ft LL 0 Right #/ft End Loc 7.500 ft #3 DL @ Left 58.30 #m LL @ Left #tft Start Loc 7.500 It DL @ Right #/ft LL @ Right #m End Loc 12.000 ft t Point Loads Dead Load 550.0 Itis 550.0 lbs Itis lbs lbs Itis IDs Live Load lbs Ibs lbs lbs lbs lbs IDs ' ...distance 4.500 ft 7.500 ft 0,00011 0.000 ft 0.000 it 0.000 it 0.00011 Summary I Beam Design OK Span-12.00ft,Beam Width-3.000in x Depth-11.25in,Ends are Pin-Pin Max Stress Ratio 0.701 :1 Maximum Moment 3.3 k-ft Maximum Shear•1.5 1.2 k Allowable 4.7 k-ft Allowable 3.2 k Max.Positive Moment 3,331-11 at 6.000 ft Shear: @ Left 0.77 k Max.Negative Moment O.00 k-ft at 0.000 it @ Right 0.77 k Max @ Left Support 0.00 k-ft Camber @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.221 in ' Max.M allow 4.75Reactions@ Right 0000 m ... fb 631.02 psi tv 34.16 psi Left DL 0.77 k Max 0.77 k Fb 900.00 psi Fv 95.00 psi Right DL 0.77 k Max 0.77k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.147 in -0.147 in Deflection 0.000 in 0.000 In Location 6.000 ft 6.000 ft _Length/Defl 0.0 0.0 ...Length/Defl 976.7 976.69 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/De0 0.0 0.0 1 ' SAABCO CONSULTING Title:THE SINGLES RESIDENCE Job 0 00110 1263 EL CAMINO REAL Dsgnr: Date: 6 43PM. 30 OCT 00 SUITE"I" Description MENLO PARK,CA,94025 Scope (650)329-9219 1 ^iveiv�vin r�uic 5"i$1un General Timber Beam Page 2 \ornoram nPs\-v00110 ecw calculat o s Description BEAM#9 - - Stress Calcs Bending Analysis Ck 34.195 Le 0.000 A Sxx 63.281 in3 Area 33.750 in2 ' Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Reg'd Allowable fb •Center 3.33 k-ft 44.37 03 900.00 psi Q Left Support 0.00 k-ft 0.00 in3 900.00 psi ' •Right Support 0.00 k-ft 0.00 in3 900.00 psi Shear Analysis @ Left Support Right Support Design Shear 1.15 k 1.15 k Area Required 12.136 in2 12.136 in2 ' Fv:Allowable 95.00 psi 95.00 psi Bearing @ Supports Max.Left Reaction 0.77 k Bearing Length Req'd 0.410 in Max.Right Reaction 0.77 k Bearing Length Req'd 0.410 in Query Values _ M,V.d D @ Specified Locations Moment Shear Deflection ' Q Center Span Location= 0.00 It 0.00 k-ft 0.77 It 0.0000 in RightCant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in Q Left Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in Sketch 8 Diagram � Koo 7:0 B.o FA---uw-X12.00 >eam 3wlw , �I (l�fliirr.it 15 T ;0 61 9]] •- M!M•' • '1}0 ZW - nm..oeY Lee z» --- .1 _ -a-oft eNa _.. pW 1Iw M v _ 1 1'.IL e>, ua.»m n 1 4 lMm ]W 901 U to 412 r ' SAABCO CONSULTING Title: THE SINGLES RESIDENCE Job k 00110 1267 EL CAMINO REAL Dsgnr: Date: 6 57PM, 30 OCT 00 Description: SUITE"I" _ MENLO PARK,CA,94025 Scope (650)329-9219 :- � � « ,: General Timber Beam ��r-rovram,: s�«cf10110+cw f.Pagiieahnn Du escri,oputiiouni1 ' BEAM#10 ' General Information Calculations are designed to 1987 NDS and 1997 UBC Requirements' Section Name PrIlm:5.25:11.875 Center Span 19.00 It .Lu 0.00 ft ' Beam Width 5.250 in Left Cantilever ft ..-..Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft ..Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan.Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur.Factor 1.000 FvAllow 290.Ops, ' Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi ' Full Lengh Uniform Loads Center DL 54.00#M LL 108.00 #M Left Cantilever DL #!ft LL iMllt Right Cantilever DL #/R LL #Jft ------ ------ ----- Trapezoidal Loads 01 DL @ Left 65.00 #M LL Q Left WR Start Loc 3. ft DL @ Right 65.00 #/R LL Right #M End Loc 15.250 ft #2 DL @ Left 120.00 #!ft LL @ Left 0/ft Start Loc 0.000 ft DL @ Right 120.00 #!ft LL @ Right #A End Loc 3.000 ft 03 DL @ Left 120.00 #7ft LL @ Left #m Start Loc 15.250 ft ' DL @ Right 120.00 #fft LL @ Right WR End Loc 19.000 ft Point Loads Dead Load 862.0 Ibis 862.0 Itis Itis lbs Itis lbs lbs ' Live Load Itis lbs lbs lbs Itis lbs be ..distance 3.000 ft 15.25011 0.00011 0.000 R 0.000 ft 0.000 ft 0.000 ft SummaryBeam Design OK ' Span=19.00ft,Beam Width=5 250i x Depth=11.875in,Ends are Pin-Pin Max Stress Ratio 0 452 :1 4 s k Maximum Moment 13 5 k-ft Maximum Shear'1.5 ' Allowable 29.8 k-ft Allowable 18.1 k Max.Positive Moment 13.47k-ft at 9.652 ft Shear: Left 3.22 k Max.Negative Moment 0.00 k-ft at 0.000 ft 3 Right 3.18 It Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in ' Max @ Right Support 0.00 k-ft @ Center 0.604 in Max.M allow 29.82Reactions. @ Right o.000 in .. Po 1,310.34 psi tv 77.59 psi Left OL 2.20 k Max 3.22 k Fb 2,9 .00 psi Fv 290.00 psi Right OL 2.16 k Max 3.1B 00 k Deflections Load Center Span... Dead Load Total Load Left Cantilever... Dead Load T I Deflection -0.403 in -0.619 in Deflection 0.000 in 0.000 in t ...Location 9.576 ft 9.500 ft ...Length/Deft 0.0 0.0 ..Length/Defl 566.2 36844 Right Cantilever... Deflection 0 000 in 0.000 in ..Length/De6 0.0 0.0 SAABCO CONSULTING Title:THE SINGLES RESIDENCE Job#00110 1263 EL CAMINO REAL Dsgnr. Date: 6 57PM, 30 OCT 00 SUITE"I" Description ' MENLO PARK,CA,94025 Scope: (650)329-9219 a 10— oa0,us.v..s 13:mn 1�».wn32 General Timber Beam Page 2 ' .n i�w3 vv enrula�c -'.nrovram Id.�;\«��'00110 ecw Calculmions Description BEAM#10 1 _ - Stress Calcs � Bending Analysis ' Ck 21.298 Le 0.000 it Sxx 123.389 in3 Area 62.344 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable Po •Center 13.47 k-ft 55.75 in3 2,900.00 psi •Left Support 0.00 k-ft 0.00 in3 2,900.00 psi •Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.84 k 4.78 k Area Required 16.680 int 16.466 int ' Fv:Allowable 290.00 psi 290.00 psi Bearing @ Supports Max.Left Reaction 3.22 k Bearing Length Req'd 0.945 in Max.Right Reaction 3.18 k Bearing Length Req'd 0.933 in ' Query Values -- -----— M,V,6 0 @ Specified Locations Moment Shear Deflection ' Center Span Location= 0.00 it 0.00 k-ft 3.22 k 0.0000 in Right Cant.Location= 0.00 it 0.00k-ft 0.00 It 0.0000 in (Q Left Cant.Location= 0.00 R 0.00 k-ft 0.00 It 0.0000 in Sketch&Diagram -- ---- — - ----- - IaprlVrrti�i'ri rrrnunrnTTr--r rrr)rrrrrr k'ir�'lirrrr lawn � p+ l '� ��_•�_— .--..,w ii iir riinrrrrliieiii av,n y,,-- 12"-12o.<n 130+e►i 120.1n 190 - - -- --N• 25.7... __ •._- ...,^ SMrr V t•) nim9lAnna-r int 131/ -190 J80 570 rIF.w,, A1.4o 1330 1510 1110 1900 yglM.•I35Nn 1213 - ' nm..•3 21 ran...3 z. p Os i i 1-0--32x vma.eln-J. dl. 4 Ia W 69/4'1•'� 1 1 •.x...,7 1 .�.�,. o : . ' (�ram.m . w 900 919 r q25 J i! { o .. : 1 SAABCO CONSULTING 1263 EI Camino Real Swte I rru' !� OF 1 MENLO PARK,CA 94025 ALCDiATEDLO DATE (650)329.9219 CHECKILD DV DATE 1 "CALF � 1. 517 1 1 t Gl/d1t �4 X , 1 1 1 1 . . 1 1 ' SAABCO CONSULTING Title: THE SINGLES RESIDENCE Job#00110 1263 EL CAMINO REAL Dsgnr: Date: 7 06PM, 30 OCT 00 SUITE"I" Description ' MENLO PARK,CA,94025 Scope: Z (650)329-9219 uata .wa�.ieos v..s I a.::m.IYN w�.0 Timber Beam&Joist Page 1 ' .0 lva�vv rraraulc ,• t[-\-\001 lofaIcuhton Description BEAM#11 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ' em#11 Timber Section Prllm:5.2 ' Beam Width in 5.250 Beam Depth in 9.500 Le:Unbraced Length It 0.00 Timber Grade us%Joist MacMil ' Fb-Basic Allow psi, 2,600.0 Fv-Basic Allow psis 285.0 Elastic Modulus ksi. 1.800.0 Load Duration Factor 1,000 Member Type Manuf/Pine Repetitive Status No Center Span Data --— ' t Span It 13.50 Milan Polnt#i DL Ibsi 4,720.00 LL Ibsi ex ft! 0.500 ' Point#2 DL Ibsi 4,720.00 LL lbs X k 13.000 Results Rata- 0.1379 Mmax Q Center m-kl 28.32 @X= ft! 0.65 b:Actual Pail 359.6 ' Fb:Allowable psis 2,600.0 Bending OK tv:Actual psi 0.0 Fv:Allowable psi! 285.0 - Shear OK - - Reactions -' •Left End OL Ibsi 4,720.00 LL Ibsi 0.00 ' Max.DULL Ibsl 4,720.00 •Right End OL Ibai 4,720.00 LL Ibsi 0.00 Max.DULL Ibsi 4,720.00 -__------------ _Deflections , Center DL Deft ml -0.137 UDefl Ratio - 1,179,5 ' Center LL Defl in 0.000 L/Defl Ratio 0.0 Center Total Deft ini -0.137 Location ft! 6.750 UDeft Ratio 1,179.5 ..^..-.- -..._..---... ACIt AMWL Ak7NAT►R Oa MULE NG lalAw tOr MYi Mittal _ Mh11R1ALs' MAMMAL FOR PLAT5lelei OWL ON 11AIgIMlI WOW 11�rOM RARE" ON MWO1C MD V@0' M POl1RA1N�r xRo THIN a wAusD eTr P11el w im A D H N S U � i. NATl111N.Ma MALL PItOVu7E(ali POut IIOIAt 1MrM#M PRORIGflON PROM 11AlER NALBN MJ41YE 1iU0 A CONiN101� ON 1kALANT 1ltIGH D1T00!ARAAD TN! { UR aN u11 N1AITO ,� q aaa ULT TEL Daae xA lar M1 N No , . POLVIRATION 111N 1!'!; MAC 0F4VNGZ 1'S'M ASM STAN2W D-7X MAO" NO vBt=&Pme w�Or is www now we AN aMmwo TOA ta{etr, N= Mwwaro Mu my N Noma ce aria ao E � u�'aioRo ow•ORM � 1 E, •� M YWJ&SHALL CJ W OWTIUM IMMMCATION. Sl.&M SHALL W WM TO C%nY � m a ami �u r�i gel PWAMW �aP � 8M 81" V �` � i � � � � r✓ 4L MTH rEDERAL.SPWWCATION TT-6.107. NM M CONflWA aw Or wALAmr TNAT IS APPLIED TO THE �ld� vmnaw ot. o ar FQNTAN im mum METAL �Ta OUT TO VALE � KMTo VAW vwa loom �� %'V; AN AD".AMME Oa 114,1311 NCR IeNINTAL KraVALLY V. ONE Poor PET � %WLAIL YeatAII N . ?""°`f'•� ,.. "Moo Or Im NAWN6 MASE OP MNDOWS,000RS, API. Alae P4r1 rt11a ON OOIaNt lav N7NRAi A'PLIGATIM TO MASH 111MVIATI".A STRIP Or APPROdm FI AW*Mlokn% L AT LVAS1 Ma Vw4IT4 M HOT TO 11E GON5IRUED AS A SL1151T11JTE POR Ata Aran OIF OmrN NP. Ira Paha 11.4 WIN WATER 1"M KA1i31M � +e��ETrAur a. a MY AL11071 ON W40 NL We NAL OR a11t M PIS YET 1rlait 5a t NN OeCIlb WIDE MST EE APPUm IN YlJATFlR OOARD MSHION AROUO ALL OPEfUi1GS. MJI5FNN6. aW AUAMIN Oa taaN letn NII NrATO$ IITO CORN Nor WMN NN T,#AL Ylr. 4M n N Tao S a••a•a or ANN am r 11oa NM 010 VAL VIOL on=til y ... AMY 1?! rIRST STRIP HORIZONTALLY IMFlDIA1bY 11eDOlil�ATH TW SILL,CUT IT oN NABIpp tNn iM1A1r Nola OTOeM 2 am ANI'= on WAwN N i V OTIS I WLATr 04 am WEEP WAIN W"OeaAL YI.T. Yltt OM/ONIr111t ;t � � � � {caw a ...,... MMCOMY LONG TO CM13a PAST EACH 5117E Or THC MND0K DOOR OR VENT,50 THAT 1f APPLY THE TOP HORIZONTAL SWTION Or I'LASft LAST,OVCRLAPPIN6 AND W ED AdAIiEiT wTO Ansam Dl Naw lar xwC 161tN1 VBrtIATr ar PNaIE 1Ee 1eruT3o1 vrA YAa 1110uw 1.11a 11-.1-- HIM IS OCYOta TME YMTtM PLASHING TO BE APP =(BEWAIL V, PAETCN THE TOP ME TIe PILL IEI6HT Or TIE OVRR FA49 Cr TIE TOP NALW6 nAw MTH A COtmW 5 aMAD INta ArPtMaLYn a IBNMIE AM OOB(aN a►•Ia a, woo MOA rRaa rwa vNa wal aNBMIs 8!ow•Ar \ t o. r ti.�u AD Mxw.ANN IDK on aANBI ILYA Nr VALVE UNIT .. ^. Or TOE 19AST SCOMR'Nr TO THE WALL,OUT DO NOT 052110 THE WVY AND Lorm 1476E OP TIC OF WAAW, air TIE TOP PICG7:Or MAS"IffICIOMY LONG 50 THAT IT 11111 EX119a Aar ASSILY E NT wAla NATO( aO„ am aNL[ W MRST HORIZONTAL STRIP,SO TiE WEATHCR RMSTANT 111"Ift PAPwt APPLIED LATER MAY TO THE MM 196E Or 00TH VERTICAL STRIPS Or 51M FLOMINl6(MAIL 151. 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C41+010 AT TIE OOTTOM Or TIE KALL Aa OVIR APPIN6 Tie PCOM WPM n.AW LAY a NYa rYatD eel eETOe{r r NPITa TBA( ►elwea TAT &NAM a*" we wnN an - N' ne APPROVED WEAIHM RESISTANT PAPER W M WALL,OVMLAPMNG a• MIK IN v PUT w wo 1011 on � u ,wra awl rA PAM w "r�01 wr. wa w►ter I \ a �� Q A R C H I T E C T 8 NEXT;APPLY Tie TWO VERTICAL Moe SECTIONS o"ICIENTLY LONG ENOUGH TO EMBs 7IE MJ1TFt17t BOJIRD rA5HI0K 0E SDRC THAT'A' 15 PLACED UiIDC1t THC SILL STRIP PIJYSHIN6 r trt OLPA4M 11. TIECr6 rae XT AAMTNaN a MR Nt ,11081 w wAlBrtovlr k.._. 6Y Ylr N 1 1 1204 MbDLEF�D ROAD, SUITE C (660) 299-0303 _ _ 11.101, "M wE FAM MM OF THE PLASHING ADOVE M TOP Or THE MIN"OR DOOR AND THC SA•!.'DISTANCE (DETAIL K). RAY RAITM UaN►R � Mmw 05.5 1. APPLY THE SIDE SECTIONS OVER THE BOTTOM STRIP Or PLASHING(DETAIL 10. Tut NITON Lr ENA SAOTM MOT 1aa11{ n ANY PIM RUN T rds Wit wR ICI ;r••wo o� \ T a ALAN my rasa K ^"t '� { � " 1 FEDWOOD CITY, CA 94063 (660) 299.1140 F DETAIL 0 5 DETAIL 4 on r" w EACH � Ma Our Fawn .4& T I 1 m t IOT1N 1eI w11Ae1 !a••.r kastropgrlxlp tom i KIV. No ar Na it nLa TA/ tv Ns tdlel a alM f°A�.... ' (1 Ill LBW NMc EMC tilnic WATBI 11oael i w Pa Dr ti MAP FAe'/MrGT® TAlw e0. TxMM .a�" 1 a: 7111 DETAIL I DETAIL. 2 1 TOE ►AN TE m NNATNa ,10111 mm OM WAVAIM 1N (1101 ETN SWAT laY i s * J PER ►011104 lel lumE/ / Pr IGltl Pa Tom Por 1W tt•OLMrN1 111E 1010 OWN va laMltR PN Palm ra NF1[Na Tela Them MATO G MIiULFIN EI►i IVAN=10.MASK on vow ornralm u'I US 11 Mr TONT TOM 11M>m WAY,lom 07 IIICra la 116M OIR{E Ria MM ID 7 A t Art i 1aaE °, .. 1 ,��F LW IALM10 RTA. NO i & FWAU iTEM TNTA PAPER TM� 1W S D� . . .. `WINDOW w WrT fA TR AIME LLV lflEtPYC TO.YOUL01m 1111. INET --- ( • • 61. Ca=10 fN NOTICE I$ l"W.FET 0 MY04a UA W we MU wTRTOg1BE ! Ite51 C••Nwn N I A. 8 'Cr. cane R tea ux � ,, � ROU60-IN C0 CAM aNUN WX Tan dente '--' I OPENINrS ( --- • • r- ISA to" UNITH aha P4 fa'wmlaelAON LET AAIB (IT OWES TAP. m r wools 11150 Bubb Rd m a W110Nw KUM '-- C1. em afwte TU NI f MT0 LLA WIN III NBBWRA L otY aYN1aY i� m v MGM Cupertino, CA,95014 IL \ ////////// fE f1E/nMrTi LLL. IOM O vertMnl +-- -- _ .--.- • • \ \ CA. IaIt9 MWC FIA fR 0 TINUM CAr1T MIC MTN A tni. � -IT LOU _ - - --- A 1100 fA' FMR n FAR 1.1 (CIM FNfl laY wla TO M TAW. m a wal all R OWES MR ND RAID TV 11VIIANILL CW ra T -- CA ONTO.AM Pit M MBWT ll LMR Aa R1a Wall we IW 19E4M1N Ilotlal 'x , f11G PIE IMVbaEt In IATITW IB1e{ TR TYPMIL "e"" ,'•` r.4, IA T2 \ _ iNA+Tf4•TkP . 1 -_.l__ .,-. - I -}._._ i. I �. OJ$T FN TIER REED LM 1.11914 rt c, p y„... f 'd \ i I ._7 S __�.. -T' ' 1talNav n1. �T m fa fIITIE 1( 1611 16BTAaE n ^ , i Wil' _- all nEAt RE P10a1 IM �A.R1aVIM .e,. a,..,. ", S q FT PCF.FOOT T... • 4 �. _ 1--___�...�..t..-. _ --- -- • 1 YN IIVrE r, ON OOEIe NNlail INV RUCs fAL8ra11 IBL 16181r1161&RLf CA am dR RTA film 111E NWTpI WA Wlai To ��M m 01LrCOL w OF IBM 9*0011 PINI ,g,pA y tl _. R1rm Mu rwul t ` ' , i I OWi OOICBft RIB RIVE IIIIM M1. WM low a awl"111M ' ' P e � I °"R � TYP. PENETRATION FI,ASt�iNG _ t 1Er� {M le aw OlEer rasTMN IVAM L t 1.t{ TOrI Ea1m 1 $ oak airAA a PwR w ail OA[Cla AIV NLVN® TET ICTAL IETAEIIC ICT TONNE t 4 f:.,( { '', N•werbD/.:.. t..:. _ __y._�-..._.I.__� _.�� _ CODES AND SAFETY aM ,Ea to r1 MM OPT aRET to revel mffmm at av IEYM PEVMNa _..---.. . . tiMflf CAEIgK IM LOat f� am M11111M CTM CAPLET 11{r WATER fblD M 11161 Aa IFTIm oEri • * ` a \ _u. r y ; �_.�..._-..- .�-._-a_-__' 5 4•. I I. AU. CONOTRUCTION AND NOTALLATION SHALL CONFORM TO THE FOLLOWING GODE6: + 1m TO AE1rN wA>rmw PAW WNT D WA4 _ e• ... : _.I ._... 1997 UNIFORM BUq.DWG CODE (UBC) Na NOurM LA Inv i►. "� , 1997 UNIFORM MECHANICAL. CODE (UMC) EXISTING CONDITIONS Mn Wrap TPM TO law TAE \ �� pg � Net in In WNcea 1.:u ra To 1It iR96 NA �rWI.EtIG GODE((NEC> b. THE CONTRACTOR GRAD. VERIFY AND A66UME RE6PON6�IUTY FOR AU• DMEN610N5 AND 611E IIM laNtm Me 1997 6TATe 5ULDNG CODE AMENDMENT6 CONDITIONS, The GENERAL. CONTRACTOR OHAU, INSPECT THE EXOTNO PREMIO51v AND TAKE Nu 1LL101 ! TITLE 19 CALIFORNIA ADMISTRATIW CODE, 1499 TITLE 24 CALIFORNIA ADMN6TRATIW CODE NOTE Of IEXI6TNG CONDITIONS PRIOR TO OUBMTTING PRICES, NO CLAIM 6HAL. Be ALLOWED I i AND ANY OTHER GOVERNING CODES ORDNANC56 AND AU, OTHER REGULATIONS FOR DIFFICU.TE6 ENCOUNTERED WHICH COULD HAVE REA6OWV BEEN INFERRED FROM OUCH V N� 6 VICINITY MAP 4 i AN EXAMINATION. --' _ !..._ .;__ ;.__ I OF LOCAL. AGENCE6 AND/OR OTHER GOVERNMENTAL AGENCIES HAVING 7URIODIGTI�V THE CONTRACTOR OHAU, FURNIOH AU, LABOR AND MATERIALS AO NeCE66ARY TO COMPLY THE CONTRACTOR OH" VERIFY AU. e*TNG FIELD CONDTIONO AND DIMEN610N6 PRIOR TO THE 6TART OF The WORK AND 6HALL NOTFY THE ARCHITECT OF ANY D16CREPANCIES BETWEEN 1 l Wlfit OUCH GORES AND REGULATIONO, WETHER OR NOT St10WN ON THE CONTRACT DOGaMENTO ! WITHOUT ANY ADDITIONAL CHARGE TO THE CONTRACT GUM THE DRAWNG6 AND ACTUAL CONDITKONO. W THE EVENT OF CONFLICT, The MOOT OTRN65NT REOUREMNTO 6HAU, APPLY. THE CONTRACTOR OHAU. VERIFY PROPER FUNCTIONNG AND PERFORMANCE OF ANY WMENT, MECHANICAL, PWMBN6, ELECTRICAL, AND OTHER PENETRATIONS OF FLOORO, WALLS, AND 01,4NOO SHALL be OEALED ARTIGHT WITH ACOUOTICAL SEALANT AND FIRE6AFNG A6 REQURED. 1 ry� l PROVIDE FRE-STOP N CONGEALED OPACES OF AU. STUD 6PAC% OVER )0'-0" HIGH WiTH WORKMANS COMPENSATION/INSURANCE FIRE T UOUu. (Nn 4110 Owrur-COntrnot0r dipsmnnt) I I E ;_.Q 2 X SOt D BLOCKING (oR APPROVED 6 OP) ?. THE CONTRACTOR OHALL TAKE OUT THE PROPER WORKMANS GOMPeN5ATI0N AND OTHER } (- ALL EXTERIOR DOORS AND WNDOWO ARE TO BE WEATHERSTRPPED PER TRIe 24. UABL4TY NOURANGES, NCWDIN6 COVERAGD FOR THE ARCHITECT AND 5N6NEeR OR ANY i.._.�._ i MEMBER OF THEIR STAFF MAKING SITE W5T6. THE CONTRACTOR SHAD, AL+50 TAKE OUT PERMIT AND FEED✓ N6URANGE To COVER FRE, THEFT AND VADAUSM I ' i 2. THE CONTRACTOR 6HAU, 5E MPONO&Z FOR APPLYING AND OBTANNO ALL Re0UReD I ' PERMIT AND MPECTION6 TO CONFORM WP BUILDING AND FIRE CODES. GUARANTEE _THE CONTRACTOR 6HALI, PAY ALL FEE6 FOR THE BUILDNG PERMIT ( PLAN CHEGKNG FEE ("M 4110 Owns-G0ntr40t0f 4gr$00110 PAD BY OWNER) A6 REQURED. PAY AU. UTR.TY AND OTHER OUNCE FEE6 A6 MAY Be a. The CONTRACTOR AND AU. %5CONTRACTOR6 6HAU. MAKE GOOD AT NO EXTRA C06T TO } t I } 7 t AND SEND PROPER NOTICEO, MAKE ALL NECESSARY ARRANGEMENTS AND PERFORM ALL OTHER 6ERVIGE6 RDQURED W THE CARD AND MAINTENANCE OF AU, PUBLIC UTUW WHICH THE OWNER ANY DEFECTS DIE TO THE FAULTY WORKMANSHP OR MATERIALS NGLUDING PROPeRT1r tie s' OHRINKAGe, CRACKS OR 6ETTLEMNT INCORPORATED W THE WORK WHICH MAY APPEAR +�• 5,3• •�• i i } ARE WITHIN hro NFUME AND UNDER HIS DRECTION. THE CONTRACTOR OHAU. A66UME Dl4tING A PERIOD OF ONE (0 YEAR AFTER FR.N6 N THE "NOTICE OF COMPLETION". S''D' b+'•�- I �---I , ' � i t I AU. R55PONOIB�JTY CONCERNNG THE OAME FOR WHICH THE OWNER OR ARCHITECT MAY I 1_ , IN6TAU. ALL FIXTURES, EQUIPMENT, AND MATERIALS PER MANUFACTURER'S RECOMMENDATIONS 4 _i i T T_._. -;__-+_--I___._ i...._. BE LIABLE, THE CONTRACTOR WEU. FILE AU. NF.GESSARY DOCUMENTS WITH LOCAL. AGENCIES � AND OTATE OF CALIFORNIA AO ReQt M BY APPUCABU: REGULATIONO DURING AND UPON THE REQUREMENTO OF THE CODEO. AU, APPLIAME6, FIXTURES AND EGXIPMENT A660CLATVD OF THE WORK. WiTH R4MBNG, ELECTRICAL, AND MECHANICAL SYOTEMS SHAD, Be DOTED BY A NATIONAU.Y ---------------------- COMPLETION M REGOGNIZE AND APPROVED AGENCY. I - � xNCH •,- ------------- - , EXAMINATION OF 511E 1 �A ��'` S\ ��`� AR �. 3. BEFORE 6UBMITTNG A BD, EACH BIDDER w�.l,CAREFULLY NOpF.GT THE 6TTE OF THE CONSTRUCTION SUPERIIISIDN �•. ss r , , , a I 7 I � I , r `C PROPOSED PR07ECT TO ARRNE AT A CLEAR UNDBR6TANDNG OP THE CANDITIDNS 9. THE CONTRACTOR WEU. GINE THE WORK HIS PEROONAL. OUPERVISION AND IN ADDITION HAVE `= UNDER WHICH THE WORK 16 TO Be DONE. THE BODER SHAD. BE HELD TO HAVE COMPARED A RE6PONO�LE FOREMAN AT THE 708 TO ACT FOR HIM THE CONTRACTOR W&.L Be 1 } I : 0. 83 THE PREMISES 11TH THE DOGUMENTO AND TO HAVE SATIOFIED HIMODLF A6 TO THE GONDiTION R55PONOOLe FOR THE COORDINATION OF THE WORK FOR ALL THE VARIOU6 OUBCONTRACTORO I Pr N9 N�C 15783 OF The PReMIOCO eXIOTWG OBSTRUCTIONS The ACTUAL ELOVATIONO AND ANY OTHER t CONDTTION6 AFFECTNG THE PERFORMANCE OF HIO WORK BEFORE DELIVERY OF HIO PROPOOAL. HE M.L GEE TO C( THAT NO WORK iO OMMTTED AND THAT WORK OF ONE TRADE 5 NOT 1 ® I ule a iabP,TTP SFO DAMAGED BY WORK OF ANOTHER. •� UP � '� i � o A� �0 � NO EXTRA GONSDERATION WILL, Be MEN BY ANY REA60N OF ERROR OR OVERSIGHT ON The CONTRACTOR SHAD. NO= THAT GUDLNE6 SET FORTH ON The CONSTRUCTION DRAWNG6 AND 4 " :------------------- --- ----------�-------------------: Q Ali PART OF THE BIDDER, 6PECFICATION6 ARE MAINTAINED DURNG CONSTRUCTION NOTAU.ATION AND I'MoHNG OF ALL t I " I 2M$Ecn+rd,TV.ar e � .� 'THESE DRAWINGS CONSTITUTE THE ASPECTO OF THIO PR07ECT. I I '" DRAWINGS AND COORDINATION ; S=p ` s=p 3 �MA NO BE� ARCHITECTS WITHOUTTHEIR• -`,. , 4. THE INFORMATION 61VEN HEREN AND OHOWN ON THE DRAWN* 16 A56EMBLED FROM AU, OF PROTEGTIDN OF TINE WORK Owne : Mr. & Mrs. Samuel & Joanne mgley " 1 i q '. �. ',, 1 THE DATA AVA.ABLE TO THE ARCHITECT AT THE TIME OF MOM BLIT THE ACCURACY CANNOT ;' I I 1 11150 ubb Road, Cupertino, CA 95014 10. The CONTRACTOR 6HAL, ADEQUATELY PROTECT THE WORK AND ADJACENT PROPERTY FROM "' Site rcel�#: APNW-05 W Zoned: R1 RESIDENTIAL SHEET TITLE: Be GUARANTEED. The DRAWINGS AND OPeCFICATKON6 ARE AL-60 NTENDED To BE FOR DAMAGE. HE SHAD,PROTECT ALL CORNERS, MILL-WORK, EXTERIOR EDGES CTG. BOTH N6De ' ' ' � '% 1 _ A6615TANGE AND GUIDANCE, BUT EXACT LOCATiON6, DIOTANCEO, LEVELS, CTG_ OHAU. bE ' -- --- - ----- -- -- ' Pro�ec Descrlphon: Existing home - remodel walls at family GOVERNED BY ACTUAL CONDITIONS FOUND ON GRE AND MOT BE RECHECKED BY THE Aw OUTSDD THE BULLRING. IF DAMAGE OGURR6 TO THE PROPERTY OR To TINE Buq,DING M DOVER SHEET / DURNG THE MR05 OF CONOTRUCTION, THE CONTRACTOR WILL MAKE ALL NEGe66ARY RePARb - ----- ------ - - • I room, itchen and nook. Relocate washer & dryer, add fireplace. CONTRACTOR . DATA WIU. BE TAKEN WiTH THIS UNDeR6TANDWG. LET T e DRNEWAT i ' THE CONTRACTOR SHALL BECOME FAMR.IAR WITH The ARCHITECTURAL., ELECTRICAL, PLUMBNG, TO THE 6ATIOFACTION OF THE OWNER AND ARCHITECT. Lot DI enslons. - -. 150- front lef �5d real��c� right 51TE PLAN / DET. DeTA.S, DRAWNG6 AND OPECFICATION6 AND PLAN THE WORK TO CONFORM WITH THE CONTRACTOR OHALL NO THAT GUDELNES GET FORTH ON THE CON6TRucTION DRAWINGS AND zsa• s's n �•a Lot S are Footage: - SF PROIEGT INFO. / GONDRION6 OHOWN AND OPaCFED, 60 A6 TO PROVIDE THE BBOT A665M�LY IRMID0 OF THE 6PECFICATIONO ARE MAINTAINED DURING CONSTRUCTION NOTALLATION AND FWIOHNG OF AU. COMBINED WORK OF ALL TRADES. AU. AOFDCTS OF THIO PROMT. S+'-+' { Lot Acreage: - Acres The CONTRACTOR SHALL, 5E REOPON65LE FOR COORDINATION BETWEEN ARCHITECTURAL, COVERAGE - No change (not applicable) VICINITY MAP 6TRUGTURAL, MECHANICAL, PUUMBNG, ELECTRICAL AND FRE PROTECTION, THIO NC=% ! Allows ble Lot Coverage ( %) SF REVEwN 7 AU. REQUREMENTO OF NDNDu4 OY6TEM6 5EFORe ORDERN6 AND NSTAU.ATION GARS AND CLEAN-UP ' " " - 2"° ' , B 5I-IEET INDEX OP ANY WORK. CONTRACTOR TO VERIFY AU,ARCHITECTURAL DETAXII.O AND AU. FINISH CONDITIONS 11, THE CONTRACTOR AND ALL, 6UBGONTRACTORO ORAL , Keep THE PROMIOEO GLEAN AT AU. ��AREA �aTa sa.TOT, � Existing Lot Coverage ( /o) SF (WHETHER DEPICTED ON DRAWN66 OR NOT) WITH GAME DIOCPLNE6. TOTAL BLDG AREA •21M CO. FT. 9 Proposed Lot Coverage ( %) SF ABBREVIATIONS DETAN,6 SHOWN ARE TYPICAL, 6MM.AR DETAlI.S APPLY IN 61MILAR GONDiTIONS. TIMES DURING THE CONSTRUCTION. ON COMPLETION OF THE 708, THE CONTRACTOR SHALL OMI6SIONO OR GONLAR DI FOUND W THE VARIOUS PARTE OF THE CONSTRUCTION REMOVE ALL DEBRIS FROM The BULPN6 60, CLEAN ALL WINDOWS AND FLOORS AND FAR- No change (not applicable) ANY ERRORS, LEAVE THE 5"NO ORE BROOM GLEANED. DOCUMeNT6 SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND The OWNER BEFORE Allowable Building Square Footage (Far) SF PROCEEDING WITH THE WORK Q TY bO-0• Existing Building Square Footage (Far) SF DATE: DESCRIPTION: ANY DIOCREPANCE6, OR WHERE A CONFLICT W REQUREMENTO OGCUR6 BETWEEN THE CHANGES SPEGFICATION6 AND DRAWNG6, OR ON THE DRAWING6, AND A REOOLUTION 16 NOT OBTAINED U. NO CHANGED OHAU, Be MADE W EITHER THE PLANE OR OWFIGATIONO WITHOUT THE i Proposed Building Square Footage (Far) SF lOdivdO GI'fl' �uBiHrr�ALl FOM THE ARCHITECT BEFORE THE BDDNG DATE, THE MORE E WLLL ' ' 20' F r Setbacks. Front: 20 Side: 10 min, Rear. O'COME THE CONTRACTUAL RMREMENTO. APPROVAL OF THE ARCHITECT. CHANGE ORDERS SHALL Be 15OUED BY THE ARCHTeGT PRCIV� AND NSTALL 2X FLAT WOOD BLOCKN6 FOR AU. 5 O � TTo Th CONTRACTOR. WHEN A CHAN(71E IN C06T 165 MOWED, REQUITED BEFORE THE WORK WRITTEN P OVA BY ThE BUBB STREET BldgH t Allowed, 36 Existing: 30' Proposed: No Change . h ItGABINET6,.T L BARS, WAD, MOUNTED FIXTURES AND ANY OTHER iTE ACHED TO WAU.S. � g p g _ , C Pctlt,r r 2 AU. CHANG W FLOOR MATERIALS OGGUR AT THE GENTERLNe OF FRAMED •(ITE CONTRACTOR SHAD. MAINTAIN ON THE 70B A Fp.E OF ALL APPROVED GRANGE ORDERS. � DAT 1-73-01 oPeNN66 LN 5S OTHERWISE INDICATED ON THE DRAWINGS. PROJECT INFORMATION - -�- -� i- VERIFY CLEARANCES FOR FLUES, VENTS, GHA6E5, SOFFTS, FIXTURES, FREPLAGE6, CTG., BEFORE /�GG �� GG I^ G /�� SIGs NEW PARTITIONS TO ALIGNRWITH ENTIN6 NTERIOR PART IONO WHEREOR NOTAUATION OF MY ITCM Of WOM OCGURO AND AD7ACENT 0. ARLL DRAAWNNVA✓ND WRITTEN M✓ATPER5IA�AIP�PDIAGR�NeREw A✓ND ��PPi4Rr oFvTI1IE coNTRACT _�----� ^. .__�..__ ._.i-_. r^ ® ARGHITEGTURAL: TO EACH OTHER. DOCUMENTS OHAU. CONOTifUTE THE IINPUBU6HED WORK OP THE ARCHTEGT AND THD GAME N i i 1 t.__'__.i.__r__. I,;vfi Neta PAARTITIONO TO Be 1/2 GYP.BD. o/2X4 WOOD 6TUD6 TYP, UNLEOO OTHERWISE NOTED. MAY NOT BE DUPUCATeD WITHOUT The WRITTEN CONSENT OF THE ARCHTeCT. ---•-----.-.-.-•-.- - - - ------------•---------------•-- AI SHEET INDEX, PROT. INFO., , PARGEI, VICINITY MAPS, ABBREV., GEN. NOTES SITE PLAN . the 1 T! DIMEN5iON5 SEPARATE; CONTRACTS AZ FLOOR PLAN, FIN., DOOR WINDOW SCHEDULES . ' t -_fi - 5. DMENOIOC�O ARE TAKEN FROM FADE OF OTUD, UNLESO OTHERWISE NOTED. 14, THE CONTRACTOR K REOPON6IBL.E FOR COORDINATION OF THE ENTRE PROJECT A6 OHOWN DO NOT {GALE DRAWINGS, WRITTEN DIMENOION6 GOVERN. ANY AND AU. DIMENSIONAL ON THESE PLANE, AND 6HAU. WSTAU, AND PROVIDE NeCESOARY U0UPMENT FOR A COMPLETE A3 EXTERIOR ELEVATIONS DRAWN 8Y: NICK CFE(�(ED BY: DMK DIOCREPANCES SHALL, Be BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT. AND OPERABLE SY6TEM. r THE CONTRACTOR OHALL REVIEW AND WRFY ALL DIMENOIONO OF BUILDING AND On AND I ^ A4 6UILDWG SECTIONS, DETAILS. 0 SCALE-NOTED JOB NO.: 1111120 NOTIFY The ARCHITECT OF ANY D16CREPANGE6 BEFORE PROCEEDING WiTH GON6TRUCTION. Al XWANCDS STR G URAL MING PLAN, DETAIL6. Q WNDOW AND DOOR 6RD6 ON DRAWNGS ARE NOMINAL DIMCNOIONO, ReFeR TO DXIOTNG ON SITE 15. CONTRACTORS 6HOULD PROVIDE ALLOWANCES FOR BATHROOM AGCESSORIEO - WINDOWS AND DOOR6 AND MANUFACTURER FOR ACTUAL ROUGH OPeNNG OIZEO. EMI EL T IGA� / MHANCAL /REFLECTED. GI,G. Al • GENERAL. NOTES 7 (E) elT` / ROOF PLAN411040 t ��1e'� ►=aN ' 5f1EET INDEX I �r. 1 2 3 4 5 8 7 0 9 10 11 12 13 14, 15 i t 1 � . .rte. HPWR AREA FLOOR WAU,6 CEILING H HEIGHT OWNER TO SELE T COLOR MARK WIDTH X HEIGHT FRAME GLA65 HEAD�iHT REMARKS MARK WIDTH X HEIGHT X THICK. DOOR FRAME GLA56 F.RATE GROUP TYPE REMARKS MATERIAL BASE MATERIAL FINISH MATERIAL FINIS DNNG /LIVING (WOOD) TOP5ET GYP, BD, PANT GYP• BD. PANT VARUS OFFERED GEILNG (E) 3'-0" x 6'-8" x 13/4" (E)W. (E) WD. (E) (E) (E) (E) ENTRY TO REMAIN (WOOD) (WOOD) ARPETO/PAD TOP6ET GYP. BD. PANT GYP. BD. PANT VAR5S OFFERED C5LW 2 x - " WD. 6'-8" AY WW OW 619DA O (E) 2'-8" x 6'-8" x 13/4" (E) WD. (E) WD, (E) (E) (E) (E) FAMILY RM. (WOOD) (Wool)) 61DE5 I -3 x 5 -O MIDDLE FIXED, 51DE5 OPERABLE POCKET TO REMAW NOOK VINYL TILE VNYI,/COVED GYP• BD. PAN GYP. BD. PANT 8'-0" 3O 3'-0" x 3'-8" MTL. 6'-8" GARDEN WINDOW 3O 2'-4" x 6-8" x 13/4" 16L.WD MTL. 20 MIN DOOR GL05ER (E) POWDER RM. PANT (SKYLIGHT) AT ROOF ABOVE KITCHEN $ NOOK O (E) KITCHEN VINYL TILE VNII./COVED GYP. BD. PANT GYP, BD. G NT 8'-0" PATCH 6 PANT TO MATCH NOOK 4 Z'-D"X4'-0" "VELUX" 5V -106 TYP. OF 2 4 Z'-8" x b'-8" x 13/4" S.G.WD MTL. 20 MW DOOR GL05ER AGGE55 TO GARAGE 6'-$" (6KYUGHT) AT ROOF ABOVE KITCHEN $ NOOK O I2"-0" x 6'-8" x 13/4 WD. WD. PANELED - - PAIR 6` I�E(FXD,5LD,5LD,FXD) TROP GROUP, INC SUDNG A R C H I T E C T S a'-O" 1204 6'-8" x 13/4 WD, WD, PANELED - - 1204 MUXEFELD ROAD, SUITE C (660) 299-M 6 5LIDNG REDWOOD CITY, CA 94063 (650) 299-1140 F kastrappratpmn O 2'-8" x 6'-8" x 13/4" WD. WD. PANELS - - SWINGING r t I 1� Gf�EDULE 4 WINDOW ' GCH5%U 5 3 DOOR 5G11EDULE 2 I I ; r 7-- wt , t T, i - �- Ell ; __. (E) M, BATH (E) COVERED PATIO fnlrrAt. / Q (E> CONCRETE LANDING I (E) UNE OF ROOF TO REMAW � t .G PzAd N/NO r I 2 - 2X/Z 7'XJM-4WLeAQu"D W/ J� o,cccx/N6 6 (REPLACE) (R ) EPLACE> REMOVE DOOR (E) O 75 TEP ( ! 09 4. Zjf4 In exrt � �i"i5N I '' v�VL I I 5 DSPLrA-Y- rEwes % i• / ` ; + - _..'t1. _1 _( .. - GO TI- - _- f _ DETAIL AT CAP ecc'JrIJrwic.rrst fLild I Q2H FP. I / I -m zt IW'N° 'oDININGAREA(E) LIVING ROOM N _ I _ rt 20" DEE(E) M. BEDROOM 4lG ' {ui -- .• clff SEE SHEETEMI $ 51 FOR COFFEREDCEILING GONFIGURA ION (N)FP.cavv nac Zx4 �PPi�t61 TV SEDC LNE OFfMOV WAWTYP.)--- H �p (L I f O z.t tip v I (B) ROOF RIDGE LINE w/ kyr v�rvo avwni� .cT�N' TUB/SHOWER r ' - - - - - - - - 2-x4 SJUDSI_ ,J � LL FILL OPENING 4,� ' ' I ` 5 DISPLAY 311ELVE5 DETAIL AT 1 I , swill I 4 o CONVENTIONAL ROOF FRAMING �./.rY+1'+N/Nb } . - - - - - - - - - - - - - - - - - - - - - - - - - ' (E) ., ai - - - - - ,- - - - - - un N 83 . 157 (E) B TH UILT-W I 1 - - - - - - - - - - - - - - - I ANTRY G - Q Q r - I�EF. (E) VEIN Q - Q REMOVE DOOR , 1 4 - , (E) ATTIC / I SOF rA..t DEQ "wc'o �' U'-b" 118.8• 1 T-2" I I 1 ,, m / LAV LAV t AGGE55 , ' 'THESE DRAWINGS CONSTITUTE TIE ' I / AND MAY NOT BE USED ITHOUTTTHEIR r , Q ORIGINAL WORI( OF THE ITPUELII ?KYi ' MTD�E r `� !r WRITTBV CONS�IT' oleo 2X4 r--)P FloAf i I O O ; zxy rieb � /NrtJzgecrxw DRYER (E) ENTRY tcAM � /' ' I i SHEET TITLE: W/ �d PJ.r MA'aC0 GVER I I I I 1 J / EXTtJVGR f/N/!W I , FLOOR PLAN NEW VINYL FLOORING FOR' ' .00 WASHER DRYER 01 DETAILS - - - - - — /' r O Q EPLAGE DOOR i" I (E) BEDROOM #1 GARDN WINDOW H. BAY-WINDOW 1'-0" II' 3'- " 11"1'-0" I /' ' r 2X4 . 2X G/.oc r Z N-a /NrEXwktb 7'-5" fikCf3�[S G�R�C'JNb,®/T 2X4 FiArSDS ' ` — - - - /N nQe'•GC6 .4T WD.S/O/MOP �crv� DATE: DESCRIPTION= ; G��T/c . - I I � ,I E'. . �i�t�rrcE /Ntin�.vr/c�y'wa 4'-_ __........ _._.._-_ __._._.... .._--- ---__..._.. ..,---..._ ----_ ....---- ..._ %' '� (E) i ;% A4 -' ,' f O 00 Cj F�RAN/c.d �A1 c ries nv�r�e%.r- , ' - - - - - - - - - - - - - - - II/l O F RE 1015 I N -' -- f N'1 MALI• Mff olA1.A GRL34r -0 ww /G GGKiY 7RO rAAA&jCAl.S 6�5 iF- I 2 1� I i I I WALL LEGEND I ! III of j• EXISTING WALL TO REMAIN ! I r 1 I , . i ■ EXISTNG WALL TO BE REMOVED ` 0 ■ NEW I-HR. WAU, UL DE5 U305 (I LAYER TYPE 'X' EA. SIDE) W/ RB BATT INSULATION DRAWN BY1 NICK DCS mm BY: DMK NEW EXTERIOR WALL SCALD A5 NOTED JOB NO.: 00120 HEARTHS SHALL EXTEND AT LEA6T 16 INCHES N FRONT AND AT LEAST 8 INCHES BEYOND EACH • NEW INTERIOR PARTITION 51DE OF THE FIREPLACE OPENNG. 5EGTION 3102.7.12 ICBG s 353 HEATILATOR A2 PREFAB FIREPLACE DETAIL NO SCALE 5 FLOOR PLAN 1/4" . 1'-0" I I 1 TI 11 I 21 T I 31 7 4► 1 51 I I�81 8 1 2 3 4 5 6 7 8 9 10 11 12 13 14, 16 's F44 VL THE KAASTR®P GRo , INC. Z A R C H I T E C T S A4 A4 1204 MMLEFI9A ROAD, SUITE C (850) 2990303 REDWOOD CITY, CA 94083 (850) 2991140 F kasVappro p aam (E) ROOF (E) GHI MIEY _.__._. _.._.�_.I..� _._..�_. ,_.. _._T.... �-._._r.._ NEW F�iEPLAGO GHUVINEY W/ SPARK ARRESTOR , - - ---1 -- -}__ I II ROOF PITCH MY) s i j I r . i TAP. i ! t aMxd. ssr AC6 vac as an rox m xc *AIR rr: m}+I{aaa. ,+A- 7+-a sm :var :aa eaa ,,x mcx ..� �a v.al�km. :zta an xu: :w rsc %r:. ms ua+ rxa .ax :a,x Lea sAi w. ac.: xos .ca% nax cv :aa � cA _..^ II I I r Cf PORCH ROOF I i EN F A GI.ARtTY I PORCH SUPPORT COI. (TYP) MR. LANE mTrrm MADE 114E tit REMOVE (E) DOOR I ; REPLACE SIDING DOOR AND WNDOW W/ REPLACE SIDING DOOR AND WNDOW W/ REPLACE / REARRANGE WINDOW5 ® UVNG ROOM-GEMENT PILASTER T _. I --a-_ �___. IL -._ '--_� - - SlDN6 DOOR AND FIXED DOORS 4 FAMtl,Y RM. WNDGrVV 8 DINNG RM. 0 MATCH (E) � -�- I , w ; i REAR 5L5VATION , _. i 111111 i i t 2 4� A4 � 5ED AR Cy� a� 1 83 * * 18783 (E) CHIMNEY (E) ROOF (N) 2X4 N N�9�F O �F�Q�\ c 'THESE DRAWINGS CONSTITUTE THE ORIGINAL WORK OF THE ARCHITECTS AND MAY NOT BE USED WITHOUT THEIR ' WRITTEN CONSENT" I � SHEET TITLE N, a W. 5I. VATi0N5 All ilj t , a x ' s r TAP. T., :bG R'.t TM YF K1'x F.`i 'X: OWl Y6 ':C: 9:A t_RY "S1r .T[I K'.2 CSr :.YfL' •L Y tY% :AL1' 6[.: �.J a 'Q i 'S % :i5•: 4"!:l F^.Y (2'A: SVA YTn `_%t R r3. Z•r 'N'r �4 A% . ')�•�Iw I (.^+. rr'u ,MN M F•1 +4M . 4¢Y N.Y II II j w iv* DATE= DESCRIPTION�— zc offloo I I ! 1 ` - - - - -- - - - - FLR. --- tl/1/0o , � c 2 i AAAAA _ (E) BEDROOMS (E) ENTRY (E) KITCHEN W/ NEW GARDEN WINDOW (E) NOOK W/ NEW BAY WINDOW (E) GARAGE L DRAWN BY= NICK, DGS CHECK® BY: DMK SCALE= M NOTED JOB NO.: OOW A3 FRONT ELEVATION ii4" . r-0" I I ' I 11 21 m I 31 4 5 I?81 1 2 3 A 81 51 81 71 91 T101 v 12 13 14, 16 r�. DEMOL.ITIDN NOTEf: L CONTRACTOR &I VERIFY FELD CONDITIONS AND NOTIFY ARCHITECT OF ALL DSCREPANCE6 BEFORE PROCEEDING WITH WORK 2. PREVENT MOVEMENT OR SETTLEMENT OF 6TRUCTURE(51. PROVIDE AND PLACE BRACN5 OR SHORING AND BE RESPONSOV FOR SAFETY AND SUPPORT OF STRUCTURE, A55UME LWBLRY FOR SUCH MOVEMENT, 5ETTLEMENT, DAMAGE,OR INJURY. 3. CEASE OPERATIONS AND NOTIFY THE OWNER "MIA ELY t` 6AFVTY OF STRUCTURE APPEARS TO BE eNDANGERED. TAKE jr D01 m' INC 1� PRECAUTIONS TO PROPERLY SUPPORT STRUCTURE, DO NOT RESUME OPERATIONS UJTL SAFETY S RESTORED. KA.Is ®rn UROUP, (E) ROOF II SHAKE A R C H I T E C T S 4. PROVDE, ERECT AND MAINTAIN BARRANTS f bul LIGHTAN AND GUARD RAILS A5 REQURED BY APPI ICABLe REGULATORY 1204 MICUHIELD ROAD SUITE C 1650) 299-0303 (E) ZX ROOF RAFTERS t FRAMING ADVISORY TO PROTECT OCCUPANTS Of BULDNG, AND WORKERS. REDWOOD CITY. CA 94063 (650) 299-1140 F 5. ARRANGE FOR DSCONNECTNG,REMOVNG AND CAPPING UTILITY SERVICES WITHN AREAS OF DEMOLITION. kastropgro4wn MCOUCT AND STUB OFF. NOTIFY THU AFFECTED UTLITY COMPANY N ADVANCE AND OBTAIN APPROVAL. BEFORE STARTNG THIS WORK. b. CONTRACTOR TO INSPECT ExII CONDITIONS OF FURNACE PRIOR TO DEMOLITION,AND DETERMINE WHETHER ANY COMPRESSOR REFRIGERANT LIES ARE PRESENT THAT MUST Be PROPERLY DRAII (TO EPA.STANDARDS)PRIOR TO DEMOLITION. 2X GLC. JST. FRAMING, SEE STUGT. SHT. 51 +$'-0" 7. PLACE MARKERS TO INDICATE L.oCATION OF PIOWNNECTED SERVICES. ADENTPY SERI Lt'ES AND GAPPING LOCATIONS I I ! I ON PROTECT RECORD DOCUMENTS. _;_._ t GROWN MIA., CONSULT WITH O ER N3. excePr wHeRe NOTED ottleRWl05. MAINTAIN F056C6510N OF MATERIALS BONG DeMOLSHED. IMMEDIATELY FOR SELECTED FROFI,E, TYP. REMOVE FROM On. GYP. BD. MATCH AM. WALL FN. 9. DEMOLI6H N AN ORDERLY AND CAREFUL MANNER A5 RMLOP TO ACCOMODATE NEW WORK. NCUDNG THAT RECXIRED FOR MATCH (. E) CONNCGTON TO THE EXSTING BULDNG. PROTECT CWTNG FOUNDATIONS AND SUPPORTNG STRUCTIRAI, MEMBERS,PHASE (E) EXT, WALL WALL FIN. DEMOUTIDN N ACCORDANCE WITH CONSTRUCTION SGHCDUI.E. b. PERFORM DEMOLITION N ACCORDANCE WITH APPUGABLE AUTHORITIES HAVING JURISDICTION. BAY WINDOW FRAMING, SEE 5T(IGT. SHT. 51 IL REPAIR AU.PCMOUTION PERFORMED N EXCESS OF THAT RMIRED,AT NO COST TO THE OWNER. R. BURNING OF MATERIALS ON SITE 5 NOT PERMITTED. i . j I B. REMOVE DEMOLSHED MATERIALS, TOOLS AND EQIR'MENT FROM SITE UPON COMPLETION Of WORK LEAVE GRE N A CONDITION ACCEPTABLE TO THE OWNER. _.. T. f CASEMENT WNDOW, 5EE WNDOW SCHEDULE 141 P�MIV_ 100 1400 3 ;fir 1 .-- . BAY WINDOW SEAT FRAMING. SEE STUGT. SHT. r I I b" WD. TRIM, MA' 4 l _�.. GYP. BD. MATCH ADJ. WALL FN. (E) WINDOW T EMI 6 I, 1 _ I I { i ' WD. BASE, SEE FN. SCHEDULE NL 5 1._ { I ' I i QA MATCH (E) E) (E) FLOORING, SEE FN. SCHEDULEWALL FN (E) WALKWAY T.O.F. _ ...... .....-j----r- -_I- __.. I I I • { _I 4 I I I ' _ (E) FOUNDATM r I I ! 1 ! i.__.. �... FLR. LINE _ AHC' y, 6RADE IME PATIO FAMILY_ KITCHENMOOK PORCH N No. ism Q FO CA�� SECTION BAY WINDOW 3/4" = r-o b BUILDING SECTION III i,�o" 2 q*SE DRAWINGS CONSTITUTE THE ORIGINAL WORK OF THE ARCHITECTS AND MAY NOT BE USED WIMUT THER WRITTEN CONSENT' (E) ROOF CEDER SHAKE SHEET TITLE: - (E) 2X ROOF RAFTERS It BUIO NO 'SECTIONS FRAMING. IGBO # 3710 © 4 / DETAll,S , 3 . \ EMI �5 _ 2X4 SKY UGHT, SEE iol SCHEDULE SHT. A2 - — — (E) COLLAR TIE I \ TOP. DATE: DESCRIPTION= \ MTL. FLASHING PER MFR. \ \ RECOMMENDATION. blit/ 0 \ iu4iob �-` __ ._ . 2 ._�E,...E_5j- N I ' r` I \ I NSUL. A5 REX. 4 I I I cA W cD �.. 71- ZX j - —T- 2X GLC. JST. FRAMING, Ii SEE STRUGT. SHT. 51 I I }I , 1 +8-0 FUR. LINE I I GRADE LINE ' GYP. BD. MATCH ADJ. WALL FIN. Ano ! I (N) 4X BEAM, SEE STRUGT. I BY= DMK 4.-0" � SNEET 51. DRAWN BY= NICK ` CHECKED PATIO DINING KITCHEN PORCH SCALE_ Ae; NOTED ,NOB NO.: 00120 A 4 SECTION 8 5KYU6HT 1140 r-o" 5 BU PING SECTION I/4" IV" I l ! ` Tl721 I 3I�T 4TH I 6 s� 1 2 3 4 5 8 7 8 9 10 11 12 13 14, 15 1 MN. 4 +5 DRIU, II MAY 7" INTO (E) TYP, ALA, AROUND _... ._. __- 4 J Sl Sl 3 RELOCATED W&L S1 ® TM ILASTROP GROUP, INC U2" PLYWD 0/ 2Xb A R C H I T E C T S RAFTERS a 24" O.C. 1204 MIDOI.ffIELD ROAD, SUITE C (850) 299-0303 EN rcii R®WOOD CITY, CA 94063 (650) 299.1140 F kasU cam LL EN. 4 - � - i - ; { _- T 1 i I ' 3/8" PLYWD BALLOON - - 3 - FRAME THIS WALL 2X8 C,J. • 16" O.C. si Sl I - - - i I _ 1 I i ;i 1 i (� QPpFESSIpN ... r I ; 1 g v-, rn m ® "' 6,161 L - F ; � I I" FRAMING DETAILS 1/4" 0" FOUDATION PLAN _ - 5 1/4" = 1'-0" I i I L ' I I i i i vN i j 1 i _ I (E) ROOF LINE, TYP. ir - - -PG'(', INFO, ' ;-' I REPLACE CL6 JOISTS THI5 AREA -- _--..i___ ' - I� , ? 1, GOHC, 5LA6 I ' ' s 4X4 P05T W/ CC TYP. (N) 4X12 HDR 115E CC ON BM BELOW (N) 4X12 HDR (N) 3 U2"XII 7/8" P5L I , �O I I I %• 1 , , , 1 . . , . , , 1 , . 1 , , , % 5 I/4" II I .rte, #�? � � @ $ RELOCATED WALL / �5o Tyr. 1 4 2 CJ TCP W`r`PH ,; 2-2 5MD 3 ' + �_-_ I / Cas a _ © i �u w�,e24- s2 Z 0 m -3-2X10 - ., (6M4) ►- f' ( ` 3© (N) G.B. OPEN CL6 3 (N) G.B. PEN LG & I / (VAULTED) ,. x (V TED) ip ^ -� o "THESE DRAWINGS CONSTITUTE THE LL �J - 101-0" HT. - ° a N O (N) G.B. OPEN L6 / ORIGINAL WORK OF THE ARCHITECTS " -0. HT. Z . (VAULTED) �� 5 AND MAY NOT BE USED WITHOUT THEIR 13/4 XII 7/8 PSL. © © N 3 '' I Sl I WRITTEN CONSENT" N © 10'-0" HT. 3 i' 4 2-2X8 r - , S2 (BMA m _ 4X12 (5M_4) �t► SHEET TITLE: F '� / 2-2x12 PURLN UNDER ROGE 4 P05T5 (TYP) FOUNDATION PLA FOUNDATION DETAIL, � 1/4X018TL (BM ) 2- .XIZ 4 KING " 5 ROOF / CEILING ' X16" OC. ' I N it a � ` � '• 1 � I 1 � 1 1 ' I I I 1 � � FRAMING PLAN52 , j 20d 4" O.C.- II/.fi ' u � (,4 Cc (p iPL, I ;% / E oc N I!Z" 17/ L NO WORK N HATCHED AREA, TYP. - -rt- r THROUGH PRE-DRILLED HOLES DETAILS • EN. i � / F.. I I EN. ADD �X FILLER OR ANOTHER 1'0C -(E) 2Xb ROOF RAFTERS, TYP. 71 JOIST IF REQ D. • N� � �o� t' E) 2X4 GEILWG 7015T5, TYP. " I DATE= DESCRIPTION= 04 E) BLOW-N INSULATION (b DEEP) 26106I/ZII PL`(' W IDJ @ 410C. e.N, f PLACE TOP PLATE 4 STUDS DIRECTI / / II /0 'Re* N51 I I FIELD NO WOR" NAT D AREA, TYP. / - .._. _ 5/8" 4 X I6" BELOW FLOOR WHERE POSSIBLE. ;•' .� ,� ; - 1 I Y1�20/OG� ItEV,ISI0N51 r-- EN. — >~ U0 E E9 2x loll .G, 1 C?7 T @PLY �� S�Ud O ' (N) ZX4 HT0 - - - - - - - - - - - - - - - - - - -- - - I I I f 8" MIN. STEM WIDTH �` I ` i r (MAY BE " ' OR "L" SHAPED) _, _ --5.0 TOP,: BOTTOM - — . _ . 1 3" CLR FROM EARTH I1 I II I I DRAWN 8Y= NIG , DG5 CHECI(ED BY, DMK CLR - - - - - - - - - - - - - - - SCALE AS NOTED JOB NO.= 00120 EN. • PLYWOOD EDGE NAILING 19d a 4" OZ. FOUNDATION DETAIL. 1/4" ' 1'-0" 3 STRUCTURAL, FRAMING PIAN 1/4" -0~ I si I I I 1' T 2► �7 31 I 41 I 51 I I BI 1 2 3 4M5 8 7 8 9 10 11 /2 13 14, 15 Win DO NOT SCALE THESE DRAWINGS FOR DIMENSIONS FPERMITT BY �J r � � r �..J A. � .JL * C) r 00 GENERAL PROVISIONS CONCRETE PORMA'ORK 4. TOP BARS OF BEAMS, JOISTS, AND SLABS SHALL BE LAP SPLICED AT EPDXY GROUTING MIDPOINT BETWEEN SUPPORTS, UNLESS DETAILED OTHERWISE. BOTTOM 1. THESE DRAWINGS AND SPECIFICATIONS WERE PREPARED EXCLUSIVELY FOR 1. FORMS SHALL BE CONSTRUCTED TO PROVIDE THE SHAPES, FORMS, LINES, REBAR SHALL BE LAP SPLICED AT POINTS OF SUPPORT, UNLESS USE ON THIS PROJECT ONLY. THE DRAWINGS AND SPECIFICATIONS, OR AND GRADES AS SHOWN OR INFERRED ON THE DRAWINGS. THE DETAILED OTHERWISE. STAGGER SPLICES OF ADJACENT BARS. STAGGER 1. EPDXY GROUTING WILL BE USED IN ALL LOCATIONS WHERE EITHER 5. THE CONTRACTOR SHALL MIX RESIN AND HARDENER PER THE PORTIONS THEREOF, SHALL NOT BE USED ON OTHER PROJECTS NOR FORMWORK SHALL PRODUCE FINISH CONCRETE SURFACES WITHIN THE STANDARD HOOK LOCATIONS OF ADJACENT TIES AND STIRRUPS. FULLY THREADED RODS OR REBAR ARE BEING EMBEDDED INTO THE MANUFACTURER'S SPECIFICATIONS. EPDXY GMT SHAM. BE ADDITIONS TO THIS PROJECT EXCEPT BY AGREEMENT IN WRITING AND TOLERANCE LIMITS OF ACI 347. FORMWORK SHALL BE DESIGNED AND EXISTING CONCRETE AS TENSION ELEMENTS. _'SET 1C80 j ER 8279 OR "En2' 9 + 4048 WITH APPROPRIATE COMPENSATION TO THE ENGINEER. CONSTRUCTED IN ACCORDANCE WITH PART 1926, SUBPART 'Q' OF THE ALTERNATIVES WILL BE CONSIDERED, IF REQUESTED, PROVIDED THE M FEDERAL CONSTRUCTION SAFETY AND HEALTH REFULATIONS AND ACI 347. 5. AT TIME OF POURING OF CONCRETE, THE REBAR SHALL BE FREE FROM 2. HOLES SHALL BE DRILLED WITH A ROTARY HAMMER. SIZES SHALL BE REQUESTOR SUBMITS ADEQUATE SPECIFICATIONS TO THIS 10 THE CONTRACTOR SHALL RETAIN A LICENSED PROFESSIONAL ENGINEER LOOSE RUST, OR ANY OTHER COATING OR MATERIALS WHICH WILL 1/8 IN DIAMETER LARGER THAN THE ROD OR REBAR. IMMEDIATELY ENGINEER FOR APPROVAL. 2. THE ENGINEER WILL MAKE PERIODIC VISITS TO THE JOBSITE TO OBSERVE TO DESIGN AND SUPERVISE THE INSTALLATION AND REMOVAL OF THE DESTROY OR REDUCE BOND BETWEEN THE CONCRETE AND REBAR. REBAR BEFORE APPLYING EPDXY GROUT, HOLES SHALL BE REAMED WITH A j THE PROGRESS OF THE WORK. THE ENGINEER SHALL NOT HAVE CONTROL FORMWORK, SHALL NOT BE BENT NOR STRAIGHTENED IN A MANNER WHICH WILL CIRCULAR WIRE BRUSH ATTACHED TO A DRILL MOTOR AND THEN MPEc"L NOTES OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION DAMAGE THE MATERIAL. THE REBAR SHALL BE ACCURATELY PLACED AND BLOWN OUT WITH OIL-FREE COMPRESSED AIR. �, CQ MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES, OR SAFETY POSITIVELY SECURED IN DESIGNATED LOCATIONS AGAINST DISPLACEMENT O ,, PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK FOR THE 2• PROVIDE VENTILATION LOUVERS AND ACCESS SYSTEMS TO ALL CRAWL BY CONSTRUCTION AND CONCRETE PLACEMENT OPERATIONS. 3. EPDXY GROUT FOR DOWNWARD HOLES MAY BE EITHER NON-SAG OR 1. STRUCTURAL ENGINEER IS TO INSPECT WORK PER SECTION 1702x ,.+ cq 0 SPACES. PROVIDE SLEEVES FOR ALL PIPES, CONDUITS AND DUCTS LIQUID TYPE, NORMAL SET. HORIZONTAL OR OVERHEAD HOLES SHALL ENGINEER'S INSPECTION REPORT SHALL BE SUBMITTED TO BUILDING U' ',4 0 to ACTS OR OMISSIONS OF THE CONTRACTOR, SUBCONTRACTORS OR ANY BE NON-SAG TYPE, NORMAL SET, LIQUID EPDXY SHALL BE POURED DEPARTMENT. (%n p� OTHER PERSONS PERFORMING ANY OF THE WORK OR FOR THE FAILURE PASSING THRU FOUNDATION AND STRUCTURAL ASSEMBLIES. INSTALL FOOD FRAMING SLOWLY INTO THE HOLE TO AVOID TRAPPED AIR. NON-SAG EPDXY AND SECURELY TIE IN PLACE ALL INSERTS, BOLTS, ANCHORS, AND 2. ALL SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO A OF ANY OF THEM TO CARRY OUT THE WORK IN CONFORMANCE HATH THE GROUT SHALL BE INJECTED WITH A CAULKING GUN WITH AN EXTENSION SLEEVES PRIOR TO PLACEMENT OF CONCRETE. CONTRACT DOCUMENTS. NOZZLE FITTED TO REACH THE END Of THE HOLE. IN BOTH TYPES, BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSPECTION. 1. HORIZONTAL WOOD FRAMING SHALL BE DOUGLAS FIR, NO. 1, UNLESS THE HOLE SHOULD BE FILLED APPROXIMATELY HALF FULL. 3. SPECIAL INSPECTION IS REQUIRED FOR WELDING PER UBC 1701.1.5. OTHERWISE NOTED. HORIZONTAL FRAMING OF LAMINATED JOISTS OR ,., 3. ALL WORK SHALL BE DONE IN CONFORMANCE WITH THE LATEST EDITION 3. APPLY FORM COATING AND COMPOUNDS WITH APPROVED MANUFACTURERS MEMBERS 4" OR THICKER, SHALL BE DOUGLAS FIR, N0. 1, UNLESS 4. REBAR OF THREADED RODS SHALL BE SLOWLY INSERTEDND TURNED 4. SPECIAL INSPECTION IS REQUIRED FOR EPDXY GROUT INSTALLATIONS r\t OF THE UNIFORM BUILDING CODE, AS WELL AS ALL APPLICABLE FEDERAL DIRECTIONS PRIOR TO PLACEMENT OF REINFORCING STEEL. PRIOR TO OTHERWISE NOTED. ALL EXPOSED WOOD SHALL BE SELECTED FOR A MINIMUM OF ONE ROTATION. DO NOT PULL UP AND DOWN ON PER UBC 1701.1.15 q STATE, OSHA, COUNTY AND CITY ORDINANCES, AMENDMENTS AND RULINGS. PLACEMENT OF CONCRETE, REMOVE DIRT CHIPS, SAWDUST, ETC. FROM APPEARANCE AND SANDED. PROVIDE DOUBLE JOISTS UNDER WALLS THE DOWEL WHEN INSTALLING. REMOVE ANY EPDXY GROUT AROUND p THE CONTRACTOR SHALL GIVE ALL NOTICES NECESSARY AND INCIDENTAL THE FORMS. PARALLEL TO JOISTS, AND SOLID BLOCKING FOR WALLS PERPENDICULAR THE HOLE BEFORE IT HAS SET. 5. STRUCTURAL OBSERVATION IS REQUIRED FOR SHEAR WALL AND TO THE LAWFUL EXECUTION OF THE WORK. THE CONTRACTOR SHALL TO JOISTS. PROVIDE SOLID BLOCKING AT ALL POINTS OF SUPPORT OF DIAPHRAGM NAILING AND ALL STRAPS AND HOLD-DOWNS. z �, M OBTAIN ALL LICENSES AND PERMITS AS REQUIRED FOR COMPLETION OF HORIZONTAL MEMBERS. BRIDGING FOR JOISTS SHALL BE SPACED NO H 4. FORMS ON VERICAL SURFACES SHALL NOT BE REMOVED UNTIL 72 HOURSa in THE WORK. AFTER PLACEMENT OF CONCRETE. FORMS FOR HORIZONTAL SURFACES MORE THAN 8'-0* ON CENTERS OR 8 FROM POINTS Of SUPPORT, UNLESS LAP PLATES AT ALL INTERSECTIONS LAP END TO OCCUR W C to SHALL BE LEFT IN PLACE FOR 21 DAYS. ALL FORMWORK SHALL BE OTHERWISE DETAILED. BRIDGING AT RAFTERS MAY BE 10'-Om ON CENTERS. & CORNERS & PROVIDE 3-16d AT EA LAP OVER STUD (TYPICAL) Tn - " 4. THE STRUCTURAL SYSTEMS HAVE BEEN DESIGNED TO CARRY THE REMOVED WITHOUT DAMAGE TO THE CONCRETE. AFTER STRIPPING OF p Q co N 4) y SUPERIMPOSED LIVE LOADS AS PRESCRIBED BY THE BUILDING CODE AND FORMS, PROTECT CONCRETE FROM DAMAGE FROM STAINING, WEATHER, 2. VERTICAL WOOD STUD FRAMING SHALL BE STUD GRADE OR DOUGLAS FIR 16 GA. 2" PLATE EA. SIDE OF TOP PLATE PROVIDE SIMPSON DTC CLIPS U U IN ACCORDANCE WITH STANDARD ENGINEERING PRACTICES, WITH NO TRAFFIC, OR OTHER CAUSES. NO. 2, U.O.N. ALL POSTS SHALL BE DOUGLAS FIR N0, 1. W/8-10 (TYPICAL) AT HOLES IN PLATE AT NON-BEARING WALLS SPECIAL PROVISIONS TO CARRY CONCENTRATED LOADS FROM STORAGE EXPOSED MULLIONS AND POSTS IN OUTSIDE WALLS SHALL BE FREE OF GREATER THAN 1" 0 AND HANDLING OF CONSTRUCTION MATERIALS OR FROM OPERATION OF BOXHEART. PROVIDE CRIPPLES, POSTS, OR BUILT-UP STUD COLUMNS AT 4'-0" MIN LAP FOR SPLICE OF CONSTRUCTION EQUIPMENT. THE CONTRACTOR SHALL MAINTAIN THE 5. ALL EXPOSED CONCRETE SURFACES SHALL HAVE SMOOTH SURFACES AS BEARING Of BEAMS HEADERS OR BUILT-UP SECTIONS. WALL FRAMING TOP PL�,TE S W 18-16d 16d AT i 6" O.C. MAX U.N.O. BY PROVIDED BY THE FORMS WITHOUT SEAMS, JOINSTS, UNEVEN TEXTURES, U.N.O.) EVENLY SPACED AT SHEAR WALLS. SEE SHEAR WALL INTEGRITY OF ALL SCAFFOLDING, BRACING, AND SHORING SYSTEMS AS SHALL COMPLY WITH SECTION 2320.11 OF THE BUILDING CODE. PROVIDE ( ETW SCHEDULE REQUIRED FOR INSTALLATION STABILITY AND SAFETY OF NEW WORK AS PROJECTIONS, FINS, OFFSETS, CORNER IRREGULARITIES, STAINS, OR BACKING FOR ALL FINISH SURFACES EDGES OF MATERIAL TRIM AS WELL B EEN STUDS WELL AS EXISTING STRUCTURES, PIPING AND FOUNDATION SYSTEMS; AND OTHER VISUAL DEFORMITIES. ALL EXPOSED CONCRETE SURFACE AS SUPPORT OF EQUIPMENT AND CABINETS. PROVIDE PROTECTION AS REQUIRED FOR THE SAFETY OF PEDESTRIANS AND IRREGULARITIES SHALL BE CORRECTED TO THE SATISFACTION OF THE In JOBSITE PERSONNEL. AT ALL TIMES, THE CONTRACTOR SHALL BE SOLELY ENGINEER AND OWNER. 3. SILL PLATES BEARING ON CONCRETE OR CONCRETE BLOCK SHALL BE rn AND COMPLETELY RESPONSIBLE FOR THE CONDITIONS OF THE JOBSITE, FOUNDATION GRADE REDWOOD OR PRESSURE-TREATED DOUGLAS FIR. 1 Q INCLUDING SAFETY OF PERSONS AND PROPERTY, AND SHALL RETAIN HIS PROVIDE GALVANIZED ANCHOR BOLTS AS DETAILED ((USE 2"x2"x3/16" " v V OWN CONSULTANTS TO REVIEW AND INSPECT ALL JOB CONDITIONS, THE PLATE WASHER PER UBC 1806.6.1)) WITH A MINIMUM OF 2 BOLTS PER 4-16d 2X4 STUDS AT 16 O.C. TYPICAL U.N.O. REMOVAL, CUTTING, DRILLING, ETC., OF EXISTING OR NEW WORK SHALL CONCRETE 1/ORK PIECE, AND SPACE NOT FURTHER THAN 9" FROM THE END OF ANY (TYP) (SEE PLAN 2X3 AT FURRED AND NON-BEARING INTERIOR PARTITIONS c BE PERFORMED WITH SMALL TOOLS IN ORDER NOT TO JEOPARDIZE THE PLATE. BOLTS SHALL CONFORM TO ASTM A307. USE 4X4 STDS MIN WHEN LONGER STRUCTURAL INTEGRITY OF THE BUILDING. THE CONTRACTOR SHALL 1. CONCRETE SHALL BE PROPORTIONED WITH CEMENT HAVING A PROTECT NEW AND EXISTING CONSTRUCTION FROM INCLEMENT WEATHER MIN. 5 1/2 SACKS PER CU. YD , HARDROCK AGGREGATES, AND 4. ALL FRAMING MEMBERS EXPOSED TO WEATHER, FROM ANY DIRECTION, THAN 14'-0". w AND FROM PHYSICAL DAMAGE TO FINISH SURFACES AND MATERIALS. ADMIXTURES TO PROVIDE STRENGTHS AS SHOWN BELOW. SHALL BE PRESSURE TREATED. 2-2X8 OR 4X8 THE REQUIREMENTS FROM TABLES 19A & 19B OF THE UNIFORM HEADER MIN. SEE 4 BUILDING CODE SHALL BE FOLLOWED FOR WATER-CEMENT RATIOS AND 5. MINIMUM NAILING AND FASTENING SHALL COM'LY WITH SECTION 2311.3 PLAN FOR 2X CRIPPLE TYPICAL ALL HEADERS U 5, THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE SCOPE AIR CONTENT. AND TABLE 23-11-8-1 OF THE BUILDING CODE. PROVIDE WASHERS FOR SPECIAL SIZES LESS THAN 5'-0 IN EXTERIOR WALLS (CONTRACTOR OF ALL WORK WITH EXISTING AND JOB CONDITIONS AND COMPARE ALL BOLTS, LAG BOLTS, AND NUTS BEARING AGAINST WOOD. ALL NAILS AND 4X AT GREATER THAN 5 -0 MAY USE LARGER STRUCTURAL DRAWINGS FOR COORDINATION WITH ARCHITECTURAL, DO NOT USE PEA GRAVEL SHALL BE COMMON NAILS. PREDRILL WHERE NECESSARY TO PREVENT PROVIDE BUILT-UP 3 STUD SIZES) SINGLE STUD AT CLEAR OPENINGS MECHANICAL, AND ELECTRICAL DRAWINGS BEFORE COMMENCING WORK. SPLITTING OF WOOD AND FOR INSTALLATION OF WOOD SCREWS AND LAG ASSEMBLY AT EXTERIOR CORNERS LESS THAN 5'AT IN EXTERIOR WALLS EXISTING CONSTRUCTION SHALL BE DETERMINED BY OBSERVATION WHERE �p sf7Rl11IOf'B SCREWS. METAL FRAMING DEVICES AND STEEL FRAMING CONNECTIONS & AT ALL WALL INTERSECTIONS u IaC1= 49mo IPI a4 m W/16d AT 24" O.C. INTERNAILING POSSIBLE OR ASSUMED WHERE NO ACCESS WAS PROVIDED. NOTIFY SHALL HAVE PRIOR APPROVAL BY THE I.C.B.O. THEY SHALL BE ARCHITECT-ENGINEER OF ANY DISCREPANCIES, SPECIAL OR CHANGED MANUFACTURED BY SIMPSON CO. OR BE FROM AN APPROVED EQUAL. 16d AT 16" O.C. DOUBLE STUDS AT CLEAR OPENINGS CONDITIONS BEFORE PROCEEDING WITH THE WORK. IF PREVIOUS PLACED SLAB-ON-GRADE 2,500 P.S.I. 3/4" 3" JOSTS HANGERS SHALL BE U SERIES UNLESS SPECIFIED ON PLANS. �'�TYPICAL AT ALL GREATER THAN 5'-0" FRAMING, ANCHOR BOLTS, PIPING OR DUCTWORK INTERFERES WITH FOUNDATIONS 2,500 P.S.I. 1-1/2" 4" ALL POSTS SHALL HAVE A POST BASE AND CAP CONNECTOR, BC OR PB, MULTIPLE PLACEMENT OF FRAMING, NOTIFY ENGINEER FOR CLARIFICATION OF METHODS PC OR CC, RESPECTIVELY, UNLESS OTHERWISE SPECIFIED ON PLANS. PROVIDE MULTIPLE STUDS OR STUDS PROVIDE STUD SHOES FOR ALL HOLES TO MODIFY THE STRUCTURAL ASSEMBLY. WALLS < 10'-0" BOLTS AT EXPOSED LOCATIONS SHALL EXTEND NO FURTHER THAN 3 4" POSTS UNDER ALL BUILT-UP z 2,500 P.S.I. 3/4 4 BEYOND NUT. ALL FASTENERS AND FRAMING DEVICES EXPOSED TO / JOISTS OR BEAMS TO MATCH GREATER THAN 1 4 WIDTH OF STUDS 0 P.S.I. 3 4" 4" WIDTH OF JOISTS, BEAMS, OR 2X SOLID ALL HOLES TO B� ON THE CENTER O WALLS > 10 -0 3,00 / WEATHER SHALL BE GALVANIZED. LINE OF STUD 44 6. UNLESS OTHERWISE SHOWN OR NOTED, ALL TYPICAL DETAILS SHALL BE RAFTERS ABOVE BLOCKING FOR COLUMNS 3 000 P.S.I. 3/4" 4" WALLS OVER USED WHERE APPLICABLE. IN THE EVENT CERTAIN FEATURES OF THE 8'-0" - '� CONSTRUCTION ARE NOT FULLY SHOWN OR SPECIFIED, " SIMPSON SS3 THEN THEIR SUSPENDED SLAB 3 000 P.S.I. 3/4 4 6. PROVIDE FIRE AND DRAFT STOPS AS PER SECTION 708 OF THE W 9 MAX END DISTANCE FOR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR SIMILAR » » BUILDING CODE. HOLES THROUGH SILL PLATE SHALL q GRADE BEAM 3,000 P.S.I. 3 4 4 ALL FASTENINGS MIN OF 2 - O ( 2-Bd TOE NAILS BE CENTERLINEO ON PLATE. WHEN CONDITIONS THAT ARE CALLED FOR OR DETAILED. DETAILS TAKE FASTENERS PER PIECE PRECEDENCE OVER GENERAL SECTIONS AND DRAWINGS. ALL REQUIRED OF SILL EA SIDE OR HOLE EXCEEDS 1 3 WIDTH OF SILL _ // 2 16d END NAILS ADD EXTRA ANCHOR BOLT EA SIDE. DIMENSIONS FOR CONSTRUCTION SHALL BE SUPPLIED BY THE 2. ALL EXCAVATIONS, FORMS, AND REINFORCING STEEL SHALL BE INSPECTED 7. ALL PLYWOOD SHEATHING SHALL BE C-D GRADE VdTH EXTERIOR GLUE, SIMPSON SS1 W (TYPICAL TOP >1111111 ARCHITECTURAL OR STRUCTURAL DRAWINGS. DO NOT SCALE DRAWINGS. BY THE BUILDING INSPECTOR AND ENGINEER PRIOR TO PLACEMENT OF WITH THICKNESS SPECIFIED ON PLANS, AND SHALL HAVE AN A.P.A. do BOTTOM) CONCRETE. SPAN IDENTIFICATION INDEX STAMP. PLYWOOD FOR FLOORS SHALL BE BP WASHER W/3x PL. TONGUE & GROOVE , UNLESS ALL EDGES ARE FIRMLY BLOCKED, U.O.N. q 7, PROVIDE TESTS AND INSPECTIONS AS REQUIRED BY THE BUILDING CODE MINIMUM NAILING SHALL BE 6" O.C. AT ALL EDGES, OR AS NOTED; AND ALr , AND THE APPROVED PERMIT SET OF DRAWINGS, THE CONTRACTOR 3. PROTECT FORMS, ANCHOR BOLTS, REINFORCING STEEL AND OTHER ITEMS 12" INTERMEDIATE (FIELD) NAILING, U.O.N. VERIFY NAILING ON PLANS �C W SHALL NOTIFY THE ENGINEER AND BUILDING INSPECTOR A MINIMUM OF EMBEDDED IN THE CONCRETE FROM DISPLACEMENT OR DAMAGE UN71L SPECIFICALLY. FACE GRAIN OF TYPICAL 48' PLYWOOD PANELS OF 24 HOURS PRIOR TO TIME OF INSPECTIONS. THE CONCRETE HAS FULLY CURED. ALL ANCHOR BOLTS AND "HOLDOWN" ROOF & FLOOR SHEATHING SHALL RUN PERPENDICULAR TO THE JOISTS O> BOLTS SHALL BE TEMPLATED IN PRIOR TO INSPECTION BY THE RAFTERS, OR TRUSSES. FACE GRAIN OF WALL PLYWOOD MAY BE " " " " NOTE: �.l ENGINEER. PLACED PARALLEL WITH THE STUDS, ALTHOUGH PREFERRABLE 5/8 0X12 LONG A.B. AT 4'-0" O.C. (TYPICAL) TO CONCRETE OR CONCRETE BLOCK OR 16d AT 8 O.C. (TYPICAL) TO E� 8, PROVIDE MIX DESIGNS AND/OR BATCH PLANT RECEIPTS FOR ALL ORIENTATION IS PERPENDICULAR TO THE STUDS. PLACEMENT OF WOOD JOISTS OR SOLID BLOCKING OR SEE SHEAR WALL SCHEDULE FOR SPECIAL SPACING AT SHEAR WALLS CUTTING, NOTCHING, OR BORING EC STUDS MARKED AS Q ON FLOOR AND ROOF PLANS. CONTRACTOR MAY USE 1/4"0 POWER DRIVEN FASTENERS W/ OR PLATES SHALL COMPLY WDI SECTION A ' CONCRETE AND GROUT INCORPORATED IN THIS WORK. PLYWOOD PANELS MINI M IN L STAGGERED JOINT PATTERN AS WASHERS & WW1 1 1/2" PENETRATION INTO CONCRETE AT INTERIOR NON-BEARING NON-SHEAR WALLS WITHOUT A 2320 OF THE UNIFORM BUILDING CODE, 1997 EDITION q U 4. CONCRETE SHALL BE MIXED AND PLACED IN ACCORDANCE WITH DETAILED, U.O.N. MINIMUM NAIL SIZES FOR PLYWOOD SHALL BE : CONCRETE CURB. SECTION 2605 OF THE BUILDING CODE, ACI 304, ASTM C94 AND THE 8d FOR 3/8" THICK PLYWOOD, AND 10d FOR 1/2" AND GREATER 9, PROVIDE SHOP DRAWINGS FOR REINFORCING STEEL, TRUSSES, AND SPECIFICATIONS. ONCE PLACING OF CONCRETE HAS STARTED, THE WORK THICKNESS PLYWOOD. TYPICAL WALL FRAMING DETAILS STRUCTURAL STEEL. ALL SUBMITTALS AND SHOP DRAWINGS SHALL BEAR SHALL BE CARRIED ON AS ONE CONTINUOUS OPERATION UNTIL THE THE STAMP OF THE CONTRACTOR AS EVIDENCE THAT THEY HAVE BEEN SECTION BETWEEN PREDETERMINED AND APPROVED CONSTRUCTION JOINTS 1 CHECKED AND COORDINATED BY THE CONTRACTOR BEFORE SUBMITTING IS COMPLETE. GLUED LAMINATED TIMBER BEAMSGLULAMS TO ENGINEER & BUILDING DEPT. FOR REVIEW. (E) ROOF SHT'G. I"�I 5. CONCRETE SLABS SHALL BE FINISHED TO A TRUE SMOOTH SURFACE 1. GLULAM BEAMS SHALL BE MANUFACTURED IN ACCORDANCE WITH CS253, (E) RF, RAFTERS rn FOUNDATION - EARTXIYORK WITHOUT DEVIATIONS IN EXCESS OF 1/8" FROM A TEN FOOT STRAIGHT AITC 117 AND UBC STANDARD 2303. ALL BEAMS SHALL BE CUT AS REQ, v 1 EDGE. SLABS SHALL BE KEPT COVERED AND MOIST WITH POLYETHYLENE ARCHITECTURAL GRADE, 24F-V8. THEY SHALL BE SEALED WITH OR OTHER SUITABLE MATERIAL FOR 14 DAYS AFTER PLACEMENT OF PENETRATING SEALER AND INDIVIDUALLY WRAPPED. 1. CONTRACTOR SHALL VERIFY DEPTHS AND LOCATION OF UTILITY SYSTEMS, CONCRETE. 401 PIPING, AND FOUNDATION SYSTEMS ADJACENT TO THIS WORK PRIOR TO (N) L30 (N) L30 (E) ROOF SHT'G, 120 o START OF CONSTRUCTION. AREAS TO RECEIVE FILL SHALL BE EXCAVATED 6, SLABS ON GRADE SHALL BE POURED WITH CONSTRUCTION JOINTS EACH STRUCTURAL STEEL TO DEPTHS REQUIRED TO PROVIDE FIRM BEARING FOR THE FILLS. (E) RF, RAFTERS O WAY, DIVIDING THE SLAB INTO AREAS NOT EXCEEDING 625 SQ. FT., ------ (N) CEIL G. BM, w NTH NO NO PORTION OF THE SLAB GREATER THAN 25 LINEAR FT. PER PLAN CUT AS REQ, 2. ALL STUMPS, ROOTS, AND VEGETATION SHALL BE REMOVED FROM THE CONTROL JOINTS SHALL BE PLACED IN LOCATIONS MIDWAY BETWEEN 1. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE AISC (SHAPED 1` MAX.) m SOIL TO A DEPTH OF AT LEAST 12" BELOW THE GROUND SURFACE CONSTRUCTION JOINTS, EACH DIRECTION. SPECIFICATIONS FOR DESIGN, FABRICATION, AND ERECTION OF (N) L30 (N) L210 IN THE AREA OCCUPIED BY THE BUILDING, PAVING, AND WALKS. ALL STRUCTURAL STEEL FOR BUILDINGS. (E) OR (N) 2X C. JST AT m WOOD CONCRETE FORMS SHALL BE REMOVED FROM THE SITE. BEFORE 7, CONCRETE NOT MEETING THE SPECIFIED STRENGTH OR NOT PROVIDING 2. ALL MISCELLANEOUS STEEL SHALL CONFORM WITH ASTM A36, U.O.N. 24' O.C. W/ L30 TYP, N COMPLETION OF WORK, ALL LOOSE OR CASUAL WOOD SHALL BE REMOVED A UNIFORM PLANE WITHOUT ROCK POCKETS, RIPPLES, ETC. SHALL BE (N) HDR PER PLAN FROM DIRECT CONTACT WITH THE GROUND UNDER THE BUILDING. REPAIRED AND/OR REPLACED TO THE SATISFACTION OF THE ENGINEER. 3. STEEL PIPE SHALL CONFORM WITH ASTM A 501. 124 (N) STUD WALL o" TYP. TYP, E 4. STRUCTURAL TUBING SHALL CONFORM WITH ASTM A500 (Fy - 46 K.S.I.) ;� ;� (N) CEIL'G, BM, 3. ALL MATERIALS RESULTING FROM DEMOLITION, EXCAVATION AND REINFORCING STEEL ( REBAR ) ALL STEEL-TO-STEEL BOLTS SHALL CONFORM WITH ASTM A325N, U.O.N. 1'-9` MIN, PER PLAN EARTHWORK SHALL BE REMOVED AND LAWFULLY DISPOSED OF OFF THE -T �� (SHAPED 1' MAX,) SITE. 1. REINFORCING STEEL (REBAR) SHALL BE GRADE 60, IN ACCORDANCE WITH 5' PAINT STEEL (EXCEPT PORTIONS TO BE ENCASED IN CONCRETE) ' L C,BM. 2x CJST. PER PLAN WITH ONE COAT OF RED LEAD OR EQUAL. E�� ASTM A-615. PROVIDE SUITABLE PROPRIETARY DEVICES TO HOLD P 4. ILII MATERIALS SHALL BE WITH IMPORTED MATERIALS THAT HAVE PRIOR REBAR IN ITS PROPER LOCATION. REBAR SHALL BE KEPT 3" FROM 6. ALL WELDING SHALL BE IN CONFORMANCE WITH THE AMERICAN WELDING SECTION SECTION e APPROVAL BASED UPON SAMPLES PROVIDED BY THE CONTRACTOR, EARTH IN OPEN EXCAVATIONS AND 2" CLEAR OF CONCRETE FORMS SOCIETY BY WELDERS HAVING A CURRENT CERTIFICATION; AND USING 2 3 SELECTED SITE SOIL MATERIALS SHALL BE UNIFORMLY GRADED, FREE OF WHEN BACKFILLED WITH EARTH. STIRRUPS, TIES, AND SPIRALS OF BEAMS E70XX ELECTRODES. WELDING OF REINFORCING BARS SHALL BE SCALEI 3/4'=1'-0' SCALES 3/4'=1'-0' _� Q i VEGETABLE MATTER, ROCK FRAGMENTS GREATER THAN 6 INCHES IN AND COLUMNS SHALL BE 1-1/2" CLEAR OF FORMS. REBAR SHALL BE DONE WITH LOW HYDROGEN ELECTRODES AND PREHEATING X. 2 1/ m DIAMETER, AND OTHER DELEGATED DELETERIOUS MATERIAL. 1 1/2" CLEAR OF EXTERIOR WALL FORMS. MAINTAIN A MINIMUM OF BETWEEN 200'-400' F. ; 3/4" CLEAR OF CONCRETE SURFACES IN OTHER LOCATIONS OR AS DETAILED. 120 �q CIVIL 5. FILL MATERIALS SHALL BE PLACED IN 8 INCH LAYERS WITH SUFFICIENT (10'►� �qc CPIIF� MOISTURE CONTENT TO BE COMPACTED TO 95% OF MAXIMUM DRY DENSITY CONCRETE BLOCK (C.�[.U. ) (E) RIDGE ° BY ASTM D1557 TEST METHODS. USE 90% COMPACTING AT AREAS MORE 2. REBAR SHALL BE PLACE IN ACCORDANCE WITH C.R.S.I. "MANUAL OF (E) RIDGE BOARD (E) ROOF THAN 5 FEET FROM BUILDINGS THAT ARE NOT TO RECEIVE PAVING. STANDARD PRACTICE" AND WITHIN THE SETTING TOLERANCES AND BOARD SHT'G. BACK FILL MATERIALS SHALL NOT BE PLACED AGAINST WALLS UNTIL THE OTHER REQUIREMENTS OF SECTION 1907 OF THE BUILDING CODE. REBAR 1. CONCRETE MASONRY UNITS SHALL BE GRADE N, AND CONFORM TO (E) R.R. ✓os No. WALLS AND THEIR BRACING SLABS HAVE DEVELOPED THEIR DESIGN SHALL BE LAPPED 30 BAR DIAMETERS IN CONCRETE MEMBERS AND UBC STANDARD 21-E & ASTM C90; AND SHALL OBTAIN A MINIMUM 00110 STRENGTH. 40 BAR DIAMETERS IN CONCRETE BLOCK (CMU) AND MASONRY COMPRESSIVE STRENGTH OF 2,500 P.S.I.' (E) ROOF HORIZ. VERT. ASSEMBLIES. UNLESS DETAILED OTHERWISE, PROVIDE STANDARD 90 SHT'G, BARS BARS ENGINEER DEGREE HOOKS FOR ALL HORIZONTAL BARS AT ALL CORNERS AND 2. MORTAR SHALL BE TYPE 'M', & CONFORM TO ASTM C270 AND MS 6. PROVIDE PERFORATED DRAIN TILE WITH DRAIN ROCK TO WITHIN 12" OF INTERSECTIONS OF WALLS, FOUNDATIONS AND CURBS. STAGGER ATTAIN A COMPRESSIVE STRENGTH OF 2,500 P.S.I. THE TOP OF FINISHED GRADE BEHIND ALL RETAINING WALLS AND WHERE SPLICES OF REBAR WHEREVER POSSIBLE, TO CONFORM WITH THE (N) L30 (E) R.R. DETAILED ON DRAWINGS. DRAIN TILE SHALL BE PITCHED TO DRAIN TO MAINTAINING OF STRUCTURAL CONTINUITY, 3. GROUT SHALL CONFORM TO ASTM C476 AND ATTAIN A MINIMUM (N) 2x12 PURLIN (N) 2-2X12 DRAWN h4 A SETTLEMENT PIT BEFORE TIED TO A SEWER SYSTEM. WHERE CALLED COMPRESSIVE STRENGTH OF 2,500 P.S.I. PURLIN K (20" MIN) - FOR ON DRAWINGS, PROVIDE WEEP HOLES AT 8'-0" MAXIMUM SPACING. � 32e IN CONCRETE (te' MIN) 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM 185. THE FABRIC 4. ALL CELLS SHALL BE GROUTED WITH MATERIAL PROPORTIONED PC46- f� (N) 4x4 K,P, ° CHECKED SHALL BE LAPPED A MIN. OF 8" AND WIRE TIED AT 12" APART ALONG IN ACCORDANCE WITH UBC SECTION 2103.1, AND REINFORCED (N) L30 (N) 2x6 BRACING AT 4'-0' O.C. I BEYOND MS 7. SOIL CONDITIONS SHALL BE REEVALUATED AT THE TIME OF EXCAVATION THE SPLICE. THE FABRIC SHALL BE LIFTED TO 1 1/2" FROM THE TOP AS DETAILED. , , i� ti AS TO THEIR CONFORMANCE WITH DESIGN CRITERIA. THE FOUNDATION HAS OF THE SLAB AT TIME OF FINAL PLACEMENT AND SCREEDING OF (N) CEIL G. BM, (N) 2X6 CJST AT 24 O.C. u 1 BEEN DESIGNED PER UBC 1997 FOR ALLOWABLE SOIL PRESSURE OF 1000 PSF CONCRETE. PER PLAN TYP. ----------T-6-- T------------- DATE L-----J . RRA DEC, 00 GYPSUM WALL BOARD AT-CORNERS• EBARS TYP. DEC I Q lI S_H_E__A__R__ W__A__L_L_ _B_E_L__OW 1. GYPSUM WALL BOARD AT WALLS AND CEILINGS SHALL BE NAILED WITH DWG10. WALL ABOVE - - WALL BELOW - COOLER NAILS TO ALL STUDS, JOISTS, BLOCKING AND TOP PLATES. --------- ------ ----- --------- ----- ----- ----'----- ---------------------- USE 5d 0 7" O.C. WITH 1/2" WALL BOARD, AND 6d 0 6" O.C. WITH CEILING BM, BEYOND 4 5/8" WALL BOARD. WIRE LATH AT STUCCO SHALL BE NAILED OR (E) C. JST. W/ (N) LUS ' © POST BELOW ■ POST ABOVE & BELOW STAPLED AT 6" O.C. TO ALL STUDS, BLOCKING, TOP & BOTT. PLATES. TYPICAL INTERSECTIONS OF GYPSUM SHEATHING BOARD SHALL BE NAILED 0 7" O.C. TO ALL STUDS EDGE NAILING [HOLD-DOWN BLOCKING, TOP & BOT. PLATES. SIZE OF FASTENERS SHALL COMPLY 4 SECTION 5 SECTION 6 HORIZONTAL REINFORCING F1 SEE SHEAR WITH TABLES 47G AND 471 OF THE BUILDING CODE. ,_ ,_ ,- , IN CONCRETE 0 POST ABOVE 4- UPPER LEVEL HOLDOWNS SHEAR WALL SCALES2 S 3/4 1 0 SCALES 0 PER PLAN TYP. SCH D. ABV. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS IN THE FIELD AND REPORT ANY DISCREPANCIES TO THIS ENGINEER PRIOR TO WORKING AFFECTED AREAS. 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