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Specifications At 5T tS —c i20 I 1 ef?U SC-ti �� REcEimit4 SE Comanche Court ifICE e Clackamas, OR 97015 Jut4 7 7 6}13 503-557-1600 (o) West Coast * OF TIGARDfir, 503-557-1607 (f) A.„11 Engineering, PC ` „ ►, ' , 503-680-5784 (m) Structural Engineering f 11 j seanwce@gmail.com 2009 IBC STRUCTURAL CALCULATIONS PROJECT NAME: TANG RESIDENCE DECK PROJECT LOCATION: 11876 SW ASPEN RIDGE DR TIGARD, OR 97224 FOR: DECKS BY JRW DESIGN CRITERIA: cc3‘,1 fit Off/j, WIND - 95 MPH / EXPOSURE B SEISMIC DESIGN CATEGORY D •03 ' SNOW LOAD - 25 PSF dm— teA3-+ 3 OREGON • )OB# W13-118 N� qy 13 2°0 QQ qti M. RAW June 13, 2013 Expires 12/31/20 tet ONE-STORY LATERAL ANALYSIS GOVERNING BUILDING CODE: 2009 INTERNATIONAL BUILDING CODE WITH OREGON AMENDMENTS • PROJECT DESIGN CRITERIA: SEISMIC DESIGN: SPEC.ACCELERATION,Ss: 0.96 (SECTION 11.4.1) SITE COEFFICIENT, Fa: 1.12 (SECTION 12.4.8.1) SEISMIC DESIGN CATEGORY: D (TABLE 11.6-1) OCCUPANCY CATEGORY II (TABLE 1-1) SOIL SITE CLASS(ASSUMED): D (TABLE 20.3-1) WIND DESIGN: SNOW LOAD: BASIC WIND SPEED(MPH): 95 (SECTION 6.5.4) ROOF SNOW LOAD: 25 PSF EXPOSURE CATEGORY: B (SECTION 6.5.6.3) ADD'L SEISMIC WT: 0 PSF SEISMIC DESIGN REQUIREMENTS FOR BUILDING STRUCTURES(ASCE 7-05 CHAPTER 12): (SIMPLIFIED ANALYSIS,SECTION 12.14) DIRECTION: FRONT-TO-BACK F(ONE STORY BUILDING) = 1.00 (SECTION 12.14.8.1) SMS= FA Ss: 1.07 (EQUATION 11.4-1) SDS= (2/3)SMs: 0.71 (EQUATION 11.4-3) STRUCTURAL SYSTEM, R: 4.5 (TABLE 12.14-1) V= F SDs W/R: 0.16 W (EQUATION 12.14-11) E(ASD) = E/ 1.4: 0.11 W W: 5000 LB (EFFECTIVE SEISMIC WEIGHT) E(ASD): 565 LB (SEISMIC LOAD EFFECT) DIAPH DIAPH DIAPHRAGM H(i) TRIB WALL WALL WEIGHT MISC.WEIGHT TOTAL LEVEL (FT) AREA WEIGHT AREA(SF) (PSF) (LBS) WEIGHT(LBS) V(i) (SF) (PSF) MAIN 15.5 500 10 0 10 0 5000 565 LBS 5000 DIRECTION: SIDE-TO-SIDE F(ONE STORY BUILDING) = 1.00 (SECTION 12.14.8.1) SMS= FA Ss: 1.07 (EQUATION 11.4-1) SOS= (2/3)SMs: 0.71 (EQUATION 11.4-3) STRUCTURAL SYSTEM, R: 4.5 (TABLE 12.14-1) V= F SDs W/R: 0.16 W (EQUATION 12.14-11) E(ASD) = E/ 1.4: 0.11 W W: 5000 LB (EFFECTIVE SEISMIC WEIGHT) E(ASD): 565 LB (SEISMIC LOAD EFFECT) DIAPH DIAPH DIAPHRAGM H(i) AREA WEIGHT TRIB WALL WALL WEIGHT MISC.WEIGHT TOTAL V(i) LEVEL (FT) (SF) (PSF) AREA(SF) (PSF) (LBS) WEIGHT(LBS) - MAIN 15.5 500 10 0 10 0 5000 565 LBS 5000 • 6/13/2013 TANG RESIDENCE DECK LATERAL PAGE t. WIND LOADS(ASCE 7-05 CHAPTER 6): (SIMPLIFIED PROCEDURE,SECTION 6.4) . Ps=T. KzT Iw Ps3o (EQUATION 6-1) BLDG HT AND EXP. FACTOR,a.= 1.00 (FIGURE 6-2) BASIC WIND SPEED(MPH): 95 TOPOGRAPHIC FACTOR, Krr: 1.00 (SECTION 6.5.7) EXPOSURE: B IMPORTANCE FACTOR, Iw: 1.00 (TABLE 6-1) ROOF PITCH (X:12) X= 0 BUILDING PLAN DIMENSIONS: MEAN ROOF HEIGHT H(FT)= 15.0 PLAN INT. ZONE END ZONE END ZONE FRONT-TO-BACK L(FT)= 14.0 LOCATION (PSF) (PSF) NET(PSF) SIDE-TO-SIDE W(FT)= 30.0 WALL 12.35 18.66 6.31 a(FT)= 6.00 ROOF 10.00 10.00 0.00 DIRECTION: FRONT-TO-BACK DIAPHRAGM TOTAL INTERIOR END PROD. TOTAL INTERIOR END WALL INTERIOR END ROOF P INTERIOR P END ZONE PRO).AREA PROJ.AREA WALL AREA WALL AREA ROOF AREA LEVEL (SF) (SF) AREA(SF) (SF) (SF) AREA(SF) (SF) AREA(SF) ZONE(LBS) (LBS) MAIN 158 96 62 158 96 62 0 0 1186 1157 TOTAL DESIGN WIND FORCE= 2342 LBS DIRECTION: SIDE-TO-SIDE DIAPHRAGM TOTAL INTERIOR END PROD. TOTAL INTERIOR END WALL INTERIOR END ROOF P INTERIOR P END ZONE PRO).AREA PRO).AREA WALL AREA WALL AREA ROOF AREA LEVEL (SF) (SF) AREA(SF) (SF) (SF) AREA(SF) (SF) AREA(SF) ZONE(LBS) (LBS) MAIN 57 0 57 57 0 57 0 0 0 1063 TOTAL DESIGN WIND FORCE= 1063 LBS 6/13/2013 TANG RESIDENCE DECK LATERAL PAGE L ti West Coast Engineering Project Title: TANG RESIDENCE DECK 13224 SE Comanche Court Engineer: SMR Project ID: W13-118 Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com I` Printed:13 JUN 2013,3 35PM Dltl le SI t'1, le Beam File=CilusersrCE1DOCumE--IIWCEv413J0-11w11..?C 11 01,GR -1.EC6 Lic.#:KW-06006141 EN�I�CALC,INC.19$3-20,18;:Buil(i.,6;13 5 2 ver�13!6,2 ,' Licensee:WEST COAST ENGINEERING,PC , Description : MISC. DECK FRAMING Wood'Beam Design . TYP. DECK JOIST Calculatiorts per 2005 NDS,IBC 20tl ,et-:0- 10-:61,ASCE 7=0 ' - n BEAM Size : 2x10,Sawn, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads • Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.559. 1 D(0.01995)L(0.05320) fb:Actual: 508.86 psi at 5.000 ft in Span#2 Fb:Allowable: 910.80 psi l .. `' 4.ti , ',.'' .. c,f At �,gild ., Load Comb: +D+L+H, LL Comb Run(*L*) ,,= ti � 1� Max fv/FvRatio= 0.252: 1 fv:Actual: 36.32 psi at 2.000 ft in Span#1 1 2.0 fl 10.1 ft, 2x10 2.0 n Fv:Allowable: 144.00 psi Load Comb: +D+L+H,LL Comb Run(LL*) Max Deflections Max Reactions (k) IP IL Lr S w E H Downward L+Lr+S 0.076 in Downward Total 0.103 in Left Support 0.16 0.38 Upward L+Lr+S -0.048 in Upward Tt tal -0.064 in Right Support 0.16 0.38 Live Load Defl Ratio 990 >360 Total Defl Ratio 750 >240 god Beam Design D1 - PT 4X8 -- Calculations per 2005 NDS,IBC"2Q0¢,CBC 2007,ASCET,05. BEAM Size : 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations,Major Axis Bending • Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=7.0 ft Design Summary D(0 1051 L(0 280) Max fb/Fb Ratio = 0.638. 1 r- ,. .I fb:Actual: 597.63 psi at 2.863 ft in Span#2 I ;( � w Fb:Allowable: 936.00 psi �_- _ ° t �f aw,,Y Load Comb: +D+L+H, LL Comb Run(*L) ,. ; Max fv/FvRatio= 0.381 : 1 j A fv:Actual: 54.90 psi at 1.250 ft in Span#1 Fv:Allowable: 144.00 psi 1.250 ft 5.670 ft, 4x8 Load Comb: +D+L+H, LL Comb Run(LL) MaxDeflections Max Reactions (k) P L Lr s W E H Downward L+Lr+S 0.037 in Downward Total 0.050 in Left Support 0.47 1.18 Upward L+Lr+S -0.026 in Upward Total -0.034 in Right Support 0.30 0.79 Live Load Defl Ratio 1160 >360 Total Defl Ratio 888 >240 Wdod Beam Design D2 - PT 4X8 T Calculations per 2005 NDS,IBC 2006 CBC 2007,ASCE.145 BEAM Size: 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D.=0.0150, L=0.040 k/ft,Trib=7.0 ft Design Summary Max fb/Fb Ratio = 0.656. 1 o(oloso>L�zao) fb:Actual: 614.44 psi at 2.835 ft in Span#1 r M 'i ' s r J- Fb:Allowable: 936.00 psi E ,,; �.�,. r «,* "...3. : � wti �"€!. ,. Load Comb: +D+L+H , Max fv/FvRatio= 0.361 : 1 t , /~C Iv:Actual: 51.94 psi at 0.000 ft in Span#1 , Fv:Allowable: 144.00 psi 5.670 n, 4x8 Load Comb: +D+L+H Max Deflections Max Reactions (k) P L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.051 in Left Support 0.31 0.79 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.31 0.79 Live Load Defl Ratio 1848 >360 Total Defl Ratio 1324 >240 West Coast Engineering Project Title: TANG RESIDENCE DECK 13224 SE Comanche Court Engineer: SMR Project ID: W13-118 • Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com V it --- -- __ - Printed 13 JUN 2013,3 35PM 4t. ' Slmp1n Bead') FII C1U rs1WCE1o0CUME t1WCEV20t0.)0-411Wt1300 1)TANGRE 1 C6 _- Lic.#:KW-06006141 . B., ,.�E E(CALe IIJC 1'983 t#3,M ild�6, ,i i-Vgrb4g`512,tai Licensee:WEST COAST ENGINEERING,PC 'ood'Beam Design D3 - PT 4X8 Calculations per 2005' NDS,IBC 2006,CBCw2007,ASCE 7 EGS'! BEAM Size: 4x8, Sawn, Fully Braced -" - _ --- Using Allowable Stress Design with ASCE7-05 Load Combinations, Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=5.0 ft Design Summary Dj0 0750)L(0 20) --- �------------ Max fb/Fb Ratio = 0.180; 1 , r § fb:Actual: 168.21 psi at 1.750 ft in Span#1 ,' F1 " x,,1 4 �' ���,ff 4, j Fb:Allowable: 936.00 psi p �a r'g, .fir' ,illy i t,r`,�_A,1,441.3*.$ Load Comb: +D+L+H , Max fv/FvRatio= 0.133: 1A fv:Actual: 19.16 psi at 2.905 ft in Span#1 Fv:Allowable: 144.00 psi 3.50 ft,4x8 Load Comb: +p+L+H ----------__ _ _--__. Max Deflections - Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.004 in Downward Total 0.005 in Left Support 0.14 0.35 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 0.35 Live Load Defl Ratio 11002 >360 Total Defl Ratio 7839 >240 wood.Beam.Design D4 - PT 4X8 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASte,7-05 BEAM Size: 4x8, Sawn, Fully Braced - --- -- -- Using Allowable Stress Design with ASCE7-05 Load Combinations, Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.040 k/ft,Trib=8.0 ft Design Summary Max fb/Fb Ratio = 0.285. 1 '51t.:''''1'-'1 ��� �� w � af, � I fb:Actual•: 267.09 psi at 1.750 ft in Span#1 •i I•••04:41.'• � -1�� •4• ".'1 1og Fb:Allowable: 936.00 psi ..� �ar ii4" iti -51414'.s Load Comb: +D+L+H Max fv/FvRatio= 0.211 : 1 j\ fv:Actual: 30.43 psi at 2.905 ft in Span#1 Fv:Allowable: 144.00 psi 3.50 ft,4x8 Load Comb: +D+L+H Max Deflections -- ----------____-- Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.006 in Downward Total 0.009 in Left Support 0.22 0.56 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.22 0.56 Live Load Defl Ratio 6876 >360 Total Defl Ratio 4937 >240 TY -1650Ib 1650Ib 5861b M3 5861b �1 4 `1 -527.4 448.7 2 -644.6 2851.3 - Loads:LC 2,D+L+1.3W(16-14) Results for LC 2,D+L+1.3W(16-14) Reaction units are lb and lb ft • 4______ Wood Braced Frame West Coast Engineering, P Sean M. Ramstead June 13, 2013 at 3:37 PM W13-118 ! F-B DECK BRACING.r2d • West Coast Engineering,PC Wood Braced Frame June 13, 2013 Global Display Sections for Member Calcs 1 5 Max Internal Sections for Member CaIcs i 97 Include Shear Deformation I Yes Merge Tolerance (inl ' 12 1P-Delta Analysis Tolerance 10.50% Hot Rolled Steel Code [Cold Formed Steel Code AISAISI ASD 9th 1 99: ASD Wood Wood Code I NDS 91/97: ASD Wood Temperature 1<100E Concrete Code i 1 _..1AC1 19CI 99 Number of Shear Regions L 4 Region Spacing Increment(in) 4 Concrete Stress Block 1_Rectangular Use Cracked Sections Yes ---__ Bad Framing Warnings 1 No Unused Force Warnings f Yes Wood Material Properties Label Species _ - GradeCm _ ___Emod _ Nu__ Therm(M.. Dens[Ib/ft^31 1 DFL#1 Douglas Fir-Larch I No.1 7 1 r .3 I .3 ' 35 2 1 DFL#2 1 Douglas Fir-Larch No.2 I ; 1 .3 I .3 35 Wood Section Sets Label Shape Design List Type Material Design Rules A int _ I.90 270 i... I al 8_0 in4 1 POST1 , 4X6 IRectangular Column r DFL#2 Typical 19.25 {19_651 ' 8.526 I L 2 _ BEAM � - 1, 3 -- ._ 6X8 ;Rectangular Beam DFL#2 Typical F 41.25 103.984 I. 193.359-__ _.— --BRACE 3X6 LRectangular _-.BeamDFL#2 Typical 13.75 L 4 � POST2 { --— 7 161_. _.._34.661.__ -._. 6X6 (Rectangular D... Columni DFL#2 1 ._Typical ..- 30.25 i76.255i 76.255__, Wood Design Parameters Label_ 1 Shape M1 POST1 r Length[ft_Le-out[ft] Le-inft[ 1 le-bend to... le-bend bo..._K-out.., K-in i..._CH .___.Cr Out sway In sway .__.i -._ 2 I M2 POST2 15 � I 3 M3 BEAM 12 II 4 M4 BRACE 15 1 8.5 1 8.5 ----.1 _ M5_ - BRACE 19,209.1_.----_10 __--110 Member Primary Data Label IJoint J Joint Rotate(deg.) Section/Shape.e- Desi n List T_ e 1 M1 P-7 g Type Material Design Rules N1 N3 90 1 POST1 Ili Rectangular Column DFL#2 1 Typical__ 2 f _ M2 N2 , N4 t I-_ 3 fi M3 ..._ -N3 t---- I� POST2 Rectangular D._.LColumn_i DFL#2 Typical N4 j . I BEAM L Rectangular i Beam DFL#2 ' Typical _4 1 . M4 -_ N1 N4_- BRACE , Rectangularg - _ 1 -- + ypi --- F j � Beam � _DFL#2 � Typical-,.. -5 M5 N3 N2 1 BRACE , RectangularBeam DFL#2 L_Typical__.._.I • Joint Coordinates and Temperatures Label X[ftl Y ft 2 i N2 i.----- ---- -0 ------ 6� ---Temp[Fl----------� • I 12 1 0 0 3 N3 I 0 15 0 0 RISA-2D Version 6.5 [C:\...\...\...\...1...\W13-118 TANG RESIDENCE DECK\F-B DECK BRACING.r2d] Page 1(,,(p West Coast Engineering,PC Wood Braced Frame June 13, 2013 Joint Coordinates and Temperatures (Continued) Label X fftl. Y[ft] Temp_jEl_ N4 12 , 15 1 Joint Boundary Conditions Joint Label X_[_1</ir_11 Y[Win] Rotation[kFooting 1 T N1 1 Reaction Reaction , -ft/radj 1 1 2 N2 1 Reaction 1 Reaction Joint Loads and Enforced Displacements (BLC 1 : DEAD) n i i JoinNt L3abel 1 L,D,M Direction Magnitudejlb,lb-ft in.rad lb*s^2/ft] h2 L L Y -470 N4 L -1 11 Y -470 Joint Loads and Enforced Displacements (BLC 2 : LIVE) Joint Label L D,M Direction Magnitudellb,lb-ft in,rad lb*s^2/ft] 1 i N3 [ L i I Y r -1180 2 N4 1 L Y -1180 Joint Loads and Enforced Displacements (BLC 4 • WIND) Joint Label L D MDirection Magnitude[lb,lb-ft in.rad lb*s^2/ft] 1- 1 1 N3 L I X 586 [ 2 1 N4 1 L I X Basic Load Cases BLC Description Categ_o X Gravity Y GravAy Joint Point Distributed 1 DEAD 1 DL ! 2 -1- 2 LIVE 1 LL 2 3 SNOW I SL I r 4 WIND 1 1 5 EARTHQUAKE 1 EL I Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor,BLC Factor BLCFactorBLC Factor BLC Factor 1 i D+L(16-13) Yes 1 DL I 1 LL 1 T 2 ID+L+1.3W(... Yes DL 1 LL 1 WL! 1 f 3 1D+L+1.3W+...1yes , DL ' 1 LL 1 SL 1 .5 WL 1 4 D+L+S+1.3... !Yes ' DL 1 LL I 1 SL 1 iWL .5 1 5 D+L+S+E/1....Yes 1 DL 1 LL 1 SL 1 .2 EL 1 I 6 0.9D+E/1.4(.. Yes! I DL 1 .9 EL , 1 1 ! Joint Reactions LC Joint Label X[Ibi y flbl MZ[Ib-ft] 1 2 N1 -527.39 448.695 0 2 2 N2 -644.61 2851.305 0 t 3 2 Totals: -1172 3300 — 4 1 2 COG Mr, X: 6 Y: 15 Member Section Forces LC Member Label Sec AxialK Shear[lb] _ Momengb-Itj__ 1 1 1 2 M1 1 L 844.238 ; 0 f RISA-2D Version 6.5 [C:\...\...\...\...\...\W13-118 TANG RESIDENCE DECK\F-B DECK BRACING.r2dj Page 1,1 West Coast Engineering,PC Wood Braced Frame June 13, 2013 Member Section Forces (Continued) LC Member Label Sec.._ MIAMI_ ___.__ Shear[Ibj __ Moment[Ib ftp_. ...___ 2 844.238- _. _....._ - -...... . - 3 -i 3 844.238 -.__.- - --- 0 -_ ---�------0 ---- 4 4844.238 -- 0. 0 - 6 2- j 5 844.238 0 - --- 0 M2 1 2045.543 0 -- - 0 2 i- 20455.543 { 0 0 - { 3 2045.543 0 09 10 a_.- 4 { 2045.543 0 5 2045.543 0 11 2 M3 1 58.61 0 2 - 58.61 0 0 -- 3 3 - L - -58.61._. 0 ._.. 0 14 t - -. - - 4 -58.61 0 5 - -58_61 6 --- 0 16 ._ 2 M4 1 -659.238 0 017 2 _ =659.238 0- 018 - t_ .._. - 3 -659.238 0 0 - . 4..__ 659.238 5 1 -659.238 0 0 - 21 2 M5 1 ._1031.879 0 22 2 ._1 1031_879 ! 0 0 - _23 fi ._ 3 1031.879 0 0 ._ 4 .._ 4 1031.879 . .__r 0 0- 5 -f- - 5 1031.879 • Member Wood Code Checks _ LC Member.._--Shame UC MaxLoc[ft]Shear,..Loc[ft]F si Fapsi FbjpsiFv'[�si RB_ .--CL__. CP Eqn 1 2 I M1 4X6 F .091 r 0 .000 i 0 479.8...F119611965.6 152 6.9631 1 .202 13.6.3 2 2 M2 6X6 .212 0 , .000 I 0 318.2... 760 11120 136 5.721 ' 1 .419 3.6.3 3 21 M3 6X88 .002 0 .0001 0 444.0...' 760 1120 136 5.975 1 i .584 3.9-1 4 ;2 M4 1 3X6 .040 0 .000 I 0 280.8... 1196 1809.... 152 12.586 .967 .118 3.9-1 - 5. 121 M5 I _3X6 .367 -_-- 0 .000 + 0 204.4_.1.1196 1777....E 152 14.243 I .95 L.086 ,3.6.3 RISA-2D Version 6.5 [C:\...\...\...\...\...\W13-118 TANG RESIDENCE DECK\F-B DECK BRACING.r2d] Page g • ' 'V _ -22001b -22001b 2661b M3 2661b 1,7 40 4 265,..., 6, -13.7 1 -260.6 2 -271.4 792.6 3607.4 Loads:LC 2,D+L+1 3W(16-14) . Results for LC 2,D+L+1 3W(16-14) Member Bending Moments(lb-ft) Reaction units are lb and lb-ft f West Coast Engineering, PQ Wood Braced Frame , Sean M. Ramstead June 13, 2013 at 3 39 PM W13-118 S-S DECK BRACING(tall).r2d A-Cr aLcl - • West Coast Engineering,PC Wood Braced Frame June 13, 2013 Global • rDisplay Sections for Member Calcs 1-5 -; 1 Max Internal Sections for Member Calcs "f 97 Include Shear Deformation ;Yes Merge Tolerance ON P-Delta Analysis Tolerance j0.50% Hot Rolled Steel Code AISC: ASD 9th 1- Cold Formed Steel Code ,AISI 99: ASD Wood Code - NDS 91/97: ASD Wood Temperature < 100F Concrete Code I ACI 1999 'Number of Shear Regions '4 Region SpacingIncrement(in) Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warngs No Unused Force Warnin_g_s Yes -1 Wood Material Properties Label Species Grade . Cm Emod Nu Therm(W.. Dens[lb/ft^3] r 1 1 DFL#1 Douglas Fir-Larch [ No.1 1 T 1 F .3 .3 35 2 I DFL#2 Douglas Fir-Larch 1 No.2 i 1 i 1 I .3 .3 35 Wood Section Sets , Label Shape Design List Type Material Design Rules A[in2] .1(90,270)[i... I(12.180)[in4J 1 POST1 I 4 x 6 [-Rectangular Column DFL#2 ! Typical 19.25 19.651 48.526 2 11 BEAM 1 6X8 Rectangular Beam DFL#2‘ _1 Typical 41.25 103.984 193.359_ 4, BRACE ; 2X6 'Rectangular Beam DFL#2 1 Typical 8.25 1.547 20.797_ 4 i POST2 1 6X6 Rectangular D.L Column DFL#2 I Typical 30.25 76.255 76.255 Wood Design Parameters Label Shape Length[ft1._,e7 [Jt ft] 1 Le-in[ft le-bend to... le-bend bo.. K-out K-in CH , Cr Out sway In sway 1 M1 POST2 15 -1 . 1 ; F 2 M2 POST2 15 1 I I1 3 M3 BEAM 5.67 I 4 M4 BRACE 9.402 5 5 5 j M5 BRACE 1 9.402 5 _ 5 6 I M6 BRACE ' 9.402 1 5 5 7 1 M7 _ BRACE i 9.402 j__ 5 5 I _L I jd 1_ Member Primary Data Label 1 Joint J Joint Rotate(dea) Section/Shape Design List Type MaterialI Design Rules 1 M1 N1 N3 POST2 ;Rectangular D... Column DFL#2 T sical_ 2I . M2 N2 .1 N4 __ POST2 iiRectangular D... Column DFL#2 Typical H . M3 N3 1 N4 ' BEAM Rectangular Beam DFL#2 T •ical_ 4 M4 N1 tr N6 BRACE ; Rectangular Beam DFL#2 T .ical 5 M5 4 N5 f N2 BRACE ,_i Rectan•ular Beam DFL#2 T •ical - 6 M6 N5 7r N14 BRACE ' Rectangular Beam DFL#2 -1 T •ical_ 7 .1 M7 N6 ; N3 BRACE i Rectangular Beam DFL#2 _i_ Typical RISA-2D Version 6.5 [CA...\...\...\...1...1...\S-5 DECK BRACING (tall).r2d] Page 1.4° • West Coast Engineering,PC Wood Braced Frame June 13, 2013 • Joint Coordinates and Temperatures -' Label X(ft] _._ Y[ft] -- - Temp[F] T • 1 I . N1 - — 1 --0 0 0 2 1 N2 .. + 5.67 .-- 0 0 3 I N3 ... ! 0 I 15 0 4 _ N4 5 67_ 15 0 .51 5I NS 0 7.5 0 — . 6_...................... ................ ........................N6 ±.N6 - 5.67 7.5 0_._ _—J Joint Boundary Conditions Joint Label - XIk/in] — Y[k/in] Rotation[k-ft/rad]—___ Footing _ 1 1 N1 1Reaction Reaction T 2 I N2 Reaction I Reaction Joint Loads and Enforced Displacements (BLC 1 : DEAD) Joint Label LL M I_.._ Dir ction _.Magnitude[Ib.lb-ft in,rad-Ib*s^2/ft1 r 1 N3 —_ �. -620 1 2 1 N4 -- L L iY -- --- - --- __ -620 Joint Loads and Enforced Displacements (BLC 2 : LIVE) Joint _. .L D,M----_.__ Direction .---- ----.-- * n r Maanitude[Ib.lb ft in,rad Ib s 2/ft] 1 N3 L Y 1 -1580 -I 2 i N4 1 L Y -1580 Joint Loads and Enforced Displacements (BLC 4 : WIND) Joint Label L.D.M Direction Magnitude[Ib.lb-ft in.rad Ib*s^2/ft] 1 N3 I L X 266 2 I N4 _..- ! L_.. i _266 Basic Load Cases BLC Description Category X Gravity Y Graves... Joint _ Point_ Distributed I 1 1 DEAD _- DL LIVE LL — — — SNOW SL T 2 3 , — — + WIND i t -1— 4 WL 2 ' 1-5 .-._ EARTHQUAKE EL 1 =1— — Load Combinations Description Solve PD.._SR.._..BLC Factor..BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor_BLC Factor BLC Factor 1 o+L(16-13) 1Yesr 1 DL' 1 LL 1 T —� 1 I 2 ID+L+1.3W(... Yes I DL f 1 f LL 1WL f 1 3 D+L+1.3W+... Yes, DL 1 LL 1 I SL .5 WL i 1 i I , ' 4 D+L+S+1.3... Yes DL ; 1 . LL 1 SL ' 1 I WL I .5 _i 5 D+L+S+E/1....Yes ' DL 1 LL 1 SL .2 EL , 1 6 0.9D+E/1.4(.. Yes DLI .9 ELI 1 I I I Joint Reactions (By Combination) • LC _._ Joint Label X jib] Ya]) MZ[Ib-lit 2 i N 1 I -260.583 I792.593 10 2 1 ._-2 I N2 271.417 3607_.407 4 . 0 - -- L3 , 2 } _ Totals' 532_ __. , .___ 4400 1 2 COG ft _.._. - —.._ 4 X: 2.835 Y- 15 ; RISA-2D Version 6.5 [C:\...\...\...\...\...\...\S-S DECK BRACING (tail).r2d] Page tM • West Coast Engineering,PC Wood Braced Frame June 13, 2013 • Member Section Forces LCi Member Label-- _-.-- Sec Axial Ibj.___.--------_--Sh_ear[Ib] .-- Moment[Ib-ft] _-, 1 2 M1 1 E 1141.955 .r- ---- -3.535 0 2_ i 2 ._ 1141_955 -3.535 13.256 .__ _. 3 r 1845.82 -- t 3.535 26.512 . 4 1845.82 3.535 1 - 13.256__... - 6 5 i 1845.82 3.535 0 f_- + 1__-- . 3250.799 1.821 8 C 2 -. 3250,799. f . _- 1 821 + -6.828 _ 9 3- ; .... 3250.799 .__ 1 1.821 -._-� _13.657 _ - 4 2547_257 ._. _-1.821 -- -6.828 _ - 10 5 ,- 2547.257 -1.821 0 11 2 -- i M3 __ 1 -5.295 0 0 12 __ 2 -5.295 0 0 - 3 -5.295 0 14 0 - 115 - 4 -5.295 f 0 - 0 2 5- -5.295 0 16 - -_. - 4 1 -437.964 0_-- 017 2 . -437.964 p 18 _ . i_ 3 -437.964 0 19 ) 4 -437.964 0 - - 20 5 ____ ------ -'- ---- - - =437.964 0 p 21 2 M5 1 447.048- - 0 2 2 447.048 0 23 ----- -- 24 j i -i 447.048 0 447.048 0 _ - 25 , 5 447.048 p 1 f--26 2 M6 2 -4.35.324 0 0 28 3 { -435.324 1 0 _.. 0 29 4 -435.324 0 30 , 5 -435.324 0 0 31 2 M7 1 -._ 444.003 - - 0 0 32 2 444.003 0- I 3 444.003 0 L 0---- 34 { 4 + 444.003 0 i_._. 5.-_ _ 5 444.003 0 L Member Wood Code Checks LC 1 2 MM1 6XI 6X6 6 ember Sh_aRe �. UC MaxLoc[ft1Shear...Loc[ ]Fc[ si Ft'[ si Fb'[psi] Fv'fasil RB CL CP -Eqn - •192 I 7.5 .001 7.5 318.2... 760 _ 1120 136 5.721 ' 1 .419 3.6.3 2338 0 _ .001 0 '318.2... 760 1120 136 5.721 1 .419 3.6.3 3 12 f M3 i 6X8 .000 I 0 .000 0 705.9...1 760 1120 136 4.107 1 I .929 3.9-1 4 I2 M4 2X6 .044 0 .000 0 291.8... 1196 1872 152 '116.607 1 .123 3.9-1 5 12 M5 2X6 .186 1 0 .000 ' 0 291.8...' 1196 1872 152 116.607 1 I .123 3.6.3 6 121 M6 2X6 .044 0 ' .000 0 291.8...1 1196 1872 - 152 16.6071 1 .123 3.9-1 7 12._I.._ M7 .. 2X6 .. =184 1 0 _.000 1 0 2918... 1-1 , ._96 .1872.__152 118.607; 1 i .123 3.6.3 • RISA-2D Version 6.5 [C:\...\...1...1...\...\...\S-S DECK BRACING (tall).r2d] Page tn.- TY I .._o - I 22001b -22001b • 2661b /, •3 M3 2661b 4 Os (Ni 22.8 . 1 '?2 -554.8 I I 1449.4 2950.6 Loads:LC 2,D+L+1.3W(16-14) - Results for LC 2,D+L+1.3W(16-14) Member Bending Moments(lb-ft) Reaction units are lb and lb-ft - I West Coast Engineering, P Wood Braced Frame Scan M. Ramstead I June 13, 2013 at 3:41 PM I _-_-__ W13-118 ; S-S DECK BRACING(short).r2d _L • West Coast Engineering,PC Wood Braced Frame June 13, 2013 Global 'Display Sections for Member Calcs f 5 Max Internal Sections for Member Calcs ' 97 Include Shear Deformation Yes Merge Tolerance (in) 1.12 P Delta Analysis Tolerance i 0.50% Hot Rolled Steel Code 1 AISC: ASD 9th Cold Formed Steel Code 1 AISI 99: ASD Wood Code I NDS 91/97_ASD Wood Temperature < 100F Concrete Code CACI 1999 'Number of Shear Regions 4 -I Region Spacing Increment On) 4 Concrete Stress Block i Rectangular Use Cracked Sections t'Yes Bad Framin_g Warnings I No Unused Force Warnings Yes Wood Material Properties Label Species Grade Cm-_ Emod -_- Nu Therm(\1... Dens[Ib/ft^3] 1 1 DFL#1 Douglas Fir-Larch F No.1 1 j1 .3 I 3 35 2 DFL#2 Douglas Fir-Larch i No.2 1 .3 .3 35 Wood Section Sets __ Label Shape Design List Type 7 Material Design Rules A[int] I(90270)_[i,_,I_(Q 180)[in4] . 1 1 1 POST1 4X6 Rectangular Column i DFL#2 4 Typical 19.25 19.651 48.526 2 C BEAM 6X8 Rectangular Beam DFL#2 .3ypical_. . 41.25 103.984__ 193.359 3 BRACE I 2X6 Rectangular Beam DFL#2 Typical 8.25 .1.54720.797 [ 4 POST2 1 6X6 [Rectangular D..j. Column � DFL#2 Typical 30.25 i .76.255 76.255 I Wood Design Parameters LabelShape ,Lengthift Le-out[ft] Le-in ftp___le-bend to... Ie-bend bo... K-out K-in CH__.___ CrOut sway In swami r_.1 M1 POST1 8 T I I 2 M2 j POST1 j 8 3 M3 BEAM _1 5.67 4 M4 BRACE 9.806 5 5 5 M5 .-.i-BRACE x.__9.806 .... 5 5 —_. i Member Primary Data Label I Joint f_...__J Joint .Rotate(deg) Section/Shape, Design List _ Type Material Design Rules 1 M1 i -._N1 ! N3 I i- POST1 Rectangular JColumn —DFL#2 Typical ! 2 r _-_ M2 N2 } N4 1 +___ POST1 t Rectangular DFL � Typical [ 3 4 M3 f N3 N4 ;. BEAM _tRectangular+ Beam _ DFL#2 -___ T •ical 4 _I M4 _._N1 t�_-_ N4.__ BRACE �Rectangular1 Beam DFL#2 �M L + _5 i M5 N3 [_ N2 BRACE _Rectangular [Beam -_ DFL#2 Typical _ - Joint Coordinates and Temperatures Label..__.. XU —Y.jft1] Temp E] i 1 N1 0 0 0 2 1 N2 5.67 0 1 0 a 3. N3 -- 0 1 — $ — 0 —i RISA-2D Version 6.5 [C:\...\...\...\...\...\...\S-S DECK BRACING (short).r2d] Page uk West Coast Engineering,PC Wood Braced Frame June 13, 2013 Joint Coordinates and Temperatures (Continued) Label..._ X[ft] Y��_ — ... Temp[F-1- 4 N45.67 8.__ 0 -- - Joint Boundary Conditions Joint Label X Win _ — -- ----------. —_.._ I ] Y k/inl__-- Rotation[k-ft/radl__—_--- Footing_-__---] 1 1 Ni Reaction Reaction 2 1 N2 I Reaction Reaction Joint Loads and Enforced Displacements (BLC 1 : DEAD) Joint Label_ L D M Direction Magnitude[Ib,lb-ft in.rad Ib*s^2/ft] — 1 N3 LY - -- 620 - 2 N4 L f ._ Y -620 Joint Loads and Enforced Displacements (BLC 2 : LIVE) Joint Label _ L,D,M _ Direction Magnitude[Ib Ib-ft in,rad Ib"s^2/ft] --___ r 1 N3 L __._.. `` Y T -1580 1 2 ' N4 L Y -1580 Joint Loads and Enforced Displacements (BLC 4 : WIND) Joint Label_ L D M Direction , MaI nitude[Ib,Ib-ft in.rad Ib*s^2/ft] y 1 N3 _._. X 266 N4 L LL X ---- 1 266----------- Basic Load Cases BLC Description Category X Gravity rYGravity_ Joint Point Distributed _1 DEAD DL _—_ _2 L 3 LIVE SNOW LL SL + - 4 WIND WL 1 2 EARTHQUAKE EL —1 — Load Combinations . Description_._Solve PD.,.SR._._BLC_Factor.BLC Facor.BLC Factor_BLC Factor BLC Factor BLC_ Factor BLC Factor BLC Factor [ 1 D+L(16-13) 'Yesi DL 1 LL 1 ' ! 1 ; 1 ' j 2 D+L+1.3W(,., Yes i DL ] 1 LL 1 WL 1 3 D+L+1.3W+..,'Yes j DL 1 LL 1 SL .5 WL 1 4 D+L+S+1.3... Yes1 . I DL 1 LL 1 1SL 1 WL .5 , 1 I 5 D+L+S+E/1....Yes I DL 1 LL _ 1 i-SL .2 1 ELI 1 6 O.9D+E/1.4(.. Yes DL .9 EL 1 i Joint Reactions (By Combination) LC Joint Label X[Ib] ..— Y[lb] ------_ MZ[Ib-ft] 1 __.._2 I__ N1 22.813 1449.383 0 2 2 N2 __-- -554.813 —_-- ._-- 2950.617 0 3 2Totals:--- r ---_ -- -532 -----...- -------- 4400 --- ------ ---- 4 ? COG (ft)_ X: 2.835 __i Y_8• Member Section Forces LC .. Member Label Sec Axialjlb] Shear[bl Mome_ntjlb-ft]--.___— 1 2 M1 1417195. ..__ - RISA-2D Version 6.5 [C:\...\...\...\...\...\...\S-S DECK BRACING (short).r2d] Page$,k5' • West Coast Engineering,PC Wood Braced Frame June 13, 2013 Member Section Forces (Continued) 2 LC Member Label Sec.-- Axia[lb1 Shearjlbj Momentfb-t] ------ 3 2 T1417.195 0 0- 3 __-- , 1417.195 _-- 0 6 4 1_.._.. 4 I 1417.195 0-_. 0 5 i _. 5 _ 1417.195 0 0- 6 1 2 M2 1 1 2167.813 0 I 0 ._.- 7 l 2 2167.813 6 0 8 I 3 - 2167 813 0 0 9t 1 -- - 4 21.67.813 ... 0 10 5 2167.813 0 - 0 11 2 -+ M3 r 1 -288.813 0 0 12 , 2 L 288.813 13 3 -- -1 -288.813 1 0 0 - 14 , _. 4 + -288.813 { 0 15 fi I-- 5 -288.813 0 0 16 1 2 M4 - i1 39A52 0 0 17 1. 2- - 39.452 18 L - -- 3 I- 39.452. 9 - - 0 - 19 t 4 39.452 0 0 - 20 2 M5 5 f 39.452 0 02_1 --- - - 1 959.479 0 0 - 22 L 2 959.479 - - 0 23f i.. 3 1 959.479 0 0 24 4 . -; 959.479 0 0 25 5 959.479. 99.,479.......... ..............................0 . 0 Member Wood Code Checks LC_._Member_-.-Shape_-._ _UC_Max Loc[ft]Shear...Loc[ft Fc'[psij. r[p ij Fb'[os"i]_Fv'[psi RB CL__.._._CP Eqn - ' 1 2 M1 ` 4X6 r .123 0 .000 i 0 597.8... 1196 1872 152 6.565 1 , .252 3.6.3 2 2 , M2 4X6 .188 0 .000 1 0 597.8... 1196 1872 152 6.565 1 .252 3.6.3 3 2 M3 , 6X8 .009 0 .000_ 0 705.9... 760 1120 136 _4.107 1 .929 3.9-1 4 12I M4 2X6 1 .016 0 .000 0 _291.8... 1196- 1872 152 16.96, 1 1 .123 3.6.3 5 2...,_ _M5 ,.__2X6 I _399 0 _000 ;--0__-291.81196 1872 152 16.96 1--_1_123 3.6.3 RISA-2D Version 6.5 [C:\...\...\...\...\...\...\S-S DECK BRACING (short).r2d] Page,(V 1322Clackama OR 9704 SE Comanche Court s 15 West Coast 503-557-1600(o) _ Engineering, PC w , 503-557-1607(1) i -th,°, 503-680-5784(m) Structural Engineering !! seanwce@gmail.com SQUARE SPREAD FOOTING DESIGN PROJECT NAME: TANG RESIDENCE DECK PROJECT NUMBER: W13-118 LOCATION OF FOOTING: . MISC. SPREAD FOOTINGS ALLOWABLE SOIL PRESSURE(PSF) 1500 • PSF CONCRETE STRENGTH (PSI) 2500 • PSI COLUMN LOAD, P: 3607 LBS REINFORCING STEEL STRENGTH (PSI) 60000 • PSI COLUMN WIDTH, W: 3.5 IN SQUARE FOOTING DEPTH OF FOOTING THICKNESS, BAR SIZE REBAR Pnet Mu #OF a (IN) PHI Mn P MAX(LBS) WIDTH, B(FT) H (IN) # (IN) (PSF) (FT-LBS) BARS (FT-LBS) 1.50 12 4 8.75 1350 591 2 0.616 14918 3038 2.00 18 4 14.75 1275 1488 4 0.924 50498 5100 2.25 10 4 6.75 1375 2373 2 0.411 11565 6961 2.50 10 4 6.75 1375 3353 3 0.554 17158 8594 2.75 10 4 6.75 1375 4570 3 0.504 17224 10398 3.00 10 4 6.75 1375 6051 3 0.462 17280 12375 3.25 12 4 8.75 1350 7680 4 0.569 29920 14259 3.50 12 4 8.75 1350 9727 4 0.528 29992 16538 3.75 12 4 8.75 1350 12110 4 0.493 30054 18984 4.00 12 4 8.75 1350 14852 5 0.578 37381 21600 4.25 12 4 8.75 1350 17979 5 0.544 37456 23707 4.50 12 4 8.75 1350 21518 5 0.513 37522 25102 4.75 12 4 8.75 1350 25492 5 0.486 37582 26496 5.00 15 5 11.69 1313 29096 7 1.011 108066 32813 5.25 15 5 11.69 1313 33881 7 0.963 108298 36176 5.50 15 5 11.69 1313 39164 8 1.050 123286 39703 5.75 15 5 11.69 1313 44969 8 1.004 123538 42842 6.00 15 5 11.69 1313 51321 8 0.963 123770 44705 USE 2.00 FT SQUARE X 18 IN THICK FTG WITH 4 # 4 BARS EACH WAY 3" CLEAR OF BOTTOM OF FOOTING 6/13/2013 WCE-CONC SQUARE FOOTING PAGE 1-0 0 PT 4X6 POST r PT 4X8_ WITH SIMPSON 'AC6Z(MAXJ' POST CAP I (TYP.(4)PLCSJ 04-PT 4X8 r I I 0) h XW h a: o Existing Deck L L D4-PT 4X8 PT 4X6 POST B WITH SIMPSON 'AC6Z(MAXJ 51.1 POST CAP (TTP.(4)PLCS.) D3-PT 4X8 L CRC_= PT 4X6 POST WITH SIMPSON DI - PT 4X8 D2 - PT 4X8 02 PT 4XS PT 4X8 DI PT 4X8 'CGTZ'POST GAP PT 4X6 POST WITH SIMPSONX-BRACING 'CCTV CAP PT 4X6 POST WITH -\_. SIMPSON'H2.5A' 0SIMPSON'GC46Z' • 2 U EAGH JOIST,TYP. PAST CAP Y p D O ITYP.(4)PLACES) W• Q ® VW 9 0 Q F 10 nF QNto X •11 INSTALL PT 2X X a 0 BLOCKING AT JOIST �p I BEARING,TTP. j 01 •PT 6X8 D2 - PT 6X8 02 - PT 6X8 02 - PT 6X8 SDI - PT 6X8 DK 13 ..--. 11\__. X-BRACING PT 6X6 POST WITH SIMPSON CGT'POST CAP PT 6X6 POST WITH PT 6X6 POST SIMPSON'CC66Z' WITH SIMPSON POST CAP 'CCTV POST CAP (TYP.(4)PLACES) A A MAIN LEVEL DECK PLAN 510 SCALE • I/4' • 1'-0' NOTE:SEE ARCHITECTURAL SHEETS FOR INFORMATION NOT SHOW.. • 4J LJ I IT-1 roll SIMP' J'PB846Z' J L® POST BASE (TYP.(8)PLACES) 113 X 18'X 12'THICK FIG W/(2)'4 BARS EACH WAY, 3'CLEAR OF BOTTOM (TYP.(8)PLACES) Existing Deck J L1J SIMPSON'CB64Z' 24'X 24'X 18'THICK FIG POST BASE W/(4)'4 BARS EACH WAY, (TYP.(6)PLACES) 3'CLEAR OF BOTTOM it 1- L (TYP.(2)PLACES) L®+J I- —-� 24'X 24'X 18'THICK FTC' II ® I 1 r r— �- r— U 4)'4 BARS EACH WAY, I L J I ® I I ® I ® I 111 I 3'CLEAR OF BOTTOM J �-— X-BRAGI —-� J L (TYP.(2)PLACES) I cal I18'X 12'THICKFTG W/(2)'4 BARS EACH WAY,3'CLEAR OF BOTTOM (TYP.(4)PLACES)91MPSON'CB66Z' XI xx'POST BASE I(TYP.(6)PLACES) I _ r-1 r-1 rIj I L®J I ® I I ® I ro I ® 24'X 24'X 18'THICK FTG J L_ X-BRACT LJ L_ WM4)'4 BARS EACH WAY, 3'CLEAR OF BOTTOM L } J (TYP.(2)PLACES) 24'X 24'X18'THICK FTG W/(4)'4 BARS EACH WAY, 3'CLEAR OF BOTTOM (TYP.(2)PLACES) B DECK FOUNDATION PLAN 5I.0 SCALE . 1/4' . I'. NOTE.SEE ARCHITECTURAL SHEETS FOR INFORMATION NOT SHOV.N.