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2006, 03-10 Garage Structural Details & Calculations (TD&H)Structural Details and Calculations TYlt mas, - .r'e'f T SktflS.. 7i Engineering Submitted for Permit March 10, 2006 2012 S Adams Spokane Valley, WA 3 Z- 1 RDDF 44-- `t- I L2_4 /Co 17 /0, 3 2_00 /7 14 14csfs -)/ e c - k C .rzt a4 ..._ pc) y 57- 3,2(14) \ 41- - 24 , ep 73c> iLS QF-FI E.Lir a tot, k)S vt t-cpci,,) 4-1 1) - Sas?, PL > 200'4 L.2.7) `4- 3D3 Et 2nd Awry, Sdoxone, WA B92il2 Tel: OM 622.2888 Fax: (609 672 7669 Zo 1 2- 5 1-14057 SHT_L_OF_LL DATE JOB No •ctD(--,1( f IBC2003, EARTHQUAKE LOADS (Sec. 1615 Soil Site Class Response Spectral Acc. (0.2 sec) S. = 33.80%g Response Spectral Acc.( 1.0 sec) S; = 9.40 %g Site Coefficient Fa= Site Coefficient Fv = Max Considered Earthquake Acc. SMS = Max Considered Earthquake Acc. SMt = @ 5% Damped Design SDS = SDI = Building Categories Design Category Consideration: Seismic Design Category for 0.1 sec Seismic Design Category for 1.0sec St <.75g Since Ta < .8Ts (see below), SDC = Table 1615.1.1 ( Default =D) = 0.338g = 0.094g 1.530 2.400 F..S. = 0.517 Fv.S1 = 0.226 2 /3(SMS) = 0.345 2 /3(SMt) =0.150 0, Standard Flexible Diaphragm J C C NA C Figure 1615(1) Figure 1615(2) Table 1615.1.2(1) Table 1615.1.2(2) Eq. 16 -38 Eq. 16 -39 Eq. 16-40 Eq. 16 -41 = Seismic Use Group 1 Table 1604.5 &Sec.1616.2 Table 1616.3(1) Table 1616.3(2) Note a, T- 1616.3(1),(2) Control (exception of Section 1616.3 does not apply) Comply with Seismic Design Category C per ASCE -7, 9.5.2.2.3, 9.5.2.4.1, 9.5.2.5.2.2, 9.5.2.6.3 Equivalent lateral force procedure BEARING WALL SYSTEMS Basic Seismic Force Systems T- 9.5.2 .2 Light frame, wood structural shear panel Cr= 0.02 Building ht. H.= 19.33 Ca. 4:599 Approx Fundamental period, Ta = CAS' Cu.Ta 0.8Ts = 0.8(Soi /Sos) Is structure Regular & <_ 5 stories ? Response Spectral Acc.( 0.2 sec) S.= 0.338g Response Spectral Acc.( 1.0 sec) S-1= 0.094g @ 5% Damped Design SDS = %(Fa.Ss) SDI= 2 /a(Fa.SI) Yes Response Modification Coef. R = Over Strength Factor 0o = Importance factor IE = Seismic Base Shear V = C.- R/IE = 0.053 6.5 2.5 1 CsW SDs x = 0.75 T- 9.5.5.3.2 ft Limited Building Height (ft) = NL for S60.ef 0.150g Table 9.5.5.3.1 = 0.184 sec. , Eq. 9.5.5.3.2 -1 - 0.205 Use T =T.= 0.184 sec. = 0.349 Control (exception of Section 1616.3 does not apply) ASCE 9.5.5.2.1 Fa = 1.53 F„ = 2.400 = 0.345 = 0.150 or need not to exceed, Cs - SOt - 0.125 (R/IE).T Min Cs = .044SDS.IE Use Ca = 0.053 Design base shear V = 0.053(W) Control Simplified Seismic base shear, 1617.5 V = 1.2Sos(W) R = 0.064(W) Seismic force for Architectural, Mech and Elec components per 9.6 f _ P P 0.4a (Railp) SDS = 0.345 ap = 2.5 z= 10 ip= 1 fp= 0.414Wp Bearing wall, Shear wall and anchorage fp= 0.401ESDSWw = 0.138(W) or= 400SosIE Anchorage of Concrete or Masonry Wails (flexible diaphragm) Fp= 0.8SosIE(Ww) = 0.276(W) Max Seismic Load EM = S1QE +/- 0.2SDSD Where no = 2.5 0.2SDSD = 0.069(D) Deflection Amplification factor Cd = 4 Nonbuilding structures, Section 9.14.4 Response Modification Coef. R = 3 Importance factor I = 1 For flexible nonbuilding, Ca = SosI /R = 0.115 Min Ca = .14 SDS I = 0.048 or Cs 0.8 S1I /R = 0.025 V = 0.115(W) For rigid nonbuilding, Ca = 0.3 Sos I = 0.103 V = 0.103W = 0.015 =0 064 Rp = 2.5 h= 10 Eq. 16-40 Eq. 16-41 ASCE7, T- 9.5.2.2 foot note g Table 1604.5 Eq. 9.5.5.2 -1 Eq. 9.5.5.2.1 -1 Eq. 9.5.5.2.1 -2 Eq.9.5..5.2.1 -3 Eq. (16 -56) Eq. 9.6.1.3 -1 Category B,C,D,E,F 9.5.2.6.2.8 = 137.87 Category C,D,E,F Eq. 9.5.2.6.3.2 Eq. 9.5.2.7 -1, 9.5.2.7 -2 Eq. 9.5.5.7.1 Table 9.14.5.1.1 Table 9.14.5.1.2 Eq. 9.14.5.1 -1 Eq. 9.14.5.1 -2 Eq 9.14.5.2 Table 9.6.2.2 Ibs per linear ft of wall 303 Emil 2nd Averua Spokane. WA 99202 Tel: (509) 522 -2988 Fan: (609) 522 -2885 (Pal 5 if 1)/91115 DATE SHT__A.OF_L(L JOB NO '226'r BY dl 4 1„ejFi 232544 7-i •- : -,, .r •- '-, - '.,,..,," ,',•.71, . •-i4 _; .: .1 • . A, -1 ,,t4 i -.I,- .c......- • -.::.!:‘:-., ., :,:, ; • ,,,, „ 1 : - :17 .y:'-, -4 :.:, , i,r ' .-.1. ,,t,..,:.* .4, ' ' r 7 .'0 ' ! .' , ; '''.- .r kTi.' . , ' .' 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I •••,E.'-',7: qt. • L. , • • 7 ts -• • ,... - . . '''',: ,-.- I ;!..-:1,2,:,.-',7,,, .... . , :. ...t= .1 1 ,,,,,,•,' f I.! .--I II t, • 1: 42 '-,- :••-• ,*..,-,: ., :. , ., I 5 .. ?...., ' I , '1 --.: '-'•";- -.-:' ' - *., 4:i' , ..ji..-. ' ' -.---, il,. I • '-' • . .,,,, • • '' TI . • II s -mg.tiDa 4. 411.1,-1.1,4,1=0"-Sia.4141,42%=4.4S.4. 303 Eli3I 21d Aus Sposana, WA 09202 IC: (000) 622-2088 Fax: (508)622-2880 5 PI SHT__:,3_ OF la- 1 BY (2-4-04 DATE JOB NO. '1(i Y -2.8k 24 -2.8k 0.5 1 0.7 0.7 0.6 0.9 0.8 0.8 Loads: BLC 3, WIND Results for LC 4, 1.2D +1.6W Member z Bending Moments (k -ft) Reaction units are k and k -ft i I I ' 0.6Q.50.50. 410.40 .40.40.40.40.40.40.40.40.40.4© 2.8k 0-3- 0-3 -Q:-2 0.2 0.1 0.1 0 -22 2.8k Thomas, Dean & Hoskins, Inc. GGN FOOTING Mar 9, 2006 at 12:41 PM FTG.r3d Lo/UCtA„:. (2-) o 1 '2D --D.:" 4- tzt)L(L) = 1 a- z - .'(__) - --3 f214 - )00 ).---V),:y-orsi 3-) c.-kl_v-,..,3 -k.dt-y/ i5 Itit-04 L'(-144-4.. Vec7R-) waz- e)) Co & u \43 16( tc‘, TitC0- -P\O A a 1z:WretYre_ 9 c fS,S 10C + (2) V3— Do-rro 17- c3 p COau-mbc_ FT4 („24)(■.(;) = 4 , 9 usE, 2c) 301 East 2nd Avc,r,ve S;xmone WA 9P2112 Tel (E0E1E22-21%8 Fin: (50915V 20( z. 5 ADtrt, SHT -5- OF f& , DATE '7 9 JOB NO. p (A..)PvL 9r -2T r 12. )4-- L3) irejr_ Afg 'so* 303 Eas! 2nd Axtrus Sp,xarlx, WA 89202 lel' (909) 927-2988 Fax: (509) 822 MO POlt DATE 5 t 010;c:' SHT_Jb___ OF LO.— JOB NO. 626..i elf. Wood Works® SOFIWARE FOR WOOD DESIGN COMPANY Mar. 10, 2006 09:13 PROJECT LEE.wwc Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) V12 Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern Loadl Load2 Load3 Dead Snow Wind Axial UDL Axial UDL Full Area 225 (Eccentricity 633 (Eccentricity 15.00 (24.0)* = 0.00 = 0.0 in) in) No *Tributary Width (in) MAXIMUM REACTIONS (lbs): 0, 14' Dead Live Total 210 210 210 210 Lumber Stud, D.Fir -L, No.2, 2x6" Spaced at 24" c /c; Self Weight of 1.96 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 14.00= 14.00 [ft]; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection ( n) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Axial Axial Bearing Combined (axia= Live Defl'n Total Defl'n fv = 38 fb = 1166 fc = 211 fc = 211 compression + s 0.78 = L /215 0.78 = L /215 Fv' = 288 Fb' = 2153 Fc' = 478 Fc* = 1708 =de load bending) 0.93 = L/180 0.93 = L /180 fv /Fv' = 0.13 fb /Fb' = 0.54 fc /Fc' = 0.44 fc /Fc* = 0.12 Eq.3.9 -3 = 0.74 0.83 0.83 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 4 Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - Fc' 1350 1.15 1.00 1.00 0.280 1.100 - - 1.00 1.00 - 2 Fc'comb 1350 1.60 - - 0.206 - - - - - - 3 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4 Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 - 2 Bending( +): LC# 4 = .6D +W, M = 735 lbs -ft Shear : LC# 4 = .6D +W, V = 210, V design = 210 lbs Deflection: LC# 4 = .6D +W EI= 33e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC# 2 = D +S, P = 1743 lbs Combined : LC# 3 = D +.75(S +W); (1 - fc /FcE) = 0.66 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 303 East 2nd Av.nua Sp..., WA 99202 T4i. (009) 622.2088 Fax: (508) 522 -2088 B o'10 lci S )MI5 DATE ��- SHT__)____OF IC7 JOB NO ____ /t /11 I oo Wor SOF1WANE FOR WOOD s® DESIGN COMPANY Mar. 10, 2006 09:0' PROJECT ,'---) ---\ Beam2.wwb c.--_____---- Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) : Load Type Distribution Magnitude Start End Location [ft] Start End Pat- tern Loadl Load2 Dead Snow Full UDL Full UDL 255.0 633.0 No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A 0' 3' Dead Live Total Bearing: LC number Length 388 949 1338 388 949 1338 2 1.00 2 1.00 Lumber n-ply, D.Fir-L, No.2, 2x6", 2-Plys Self Weight of 3.92 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design fv/Fv' = 0.41 fb/Fb' = 0.59 0.17 0.19 Shear Bending(+) Live Defl'n Total Defl'n fv = 84 fb = 796 0.02 = <L/999 0.03 = <L/999 Fv' = 207 Fb' = 1345 0.10 = L/360 0.15 = L/240 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+S, M = 1003 lbs-ft Shear : LC# 2 = D+S, V = 1338, V design = 929 lbs Deflection: LC# 2 = D+S EI= 33e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 117:`,.1 • 303 E6I1 2nd Aeteeve Spoons. We N202 T e l (509) tL22-28Z,8 Fez: (5001 622•2899 BY I L a 5 Atidirn5 DATE SHT_Z_OF-122 JOB /II 11 WoodWorks® SOFTWARE FOR WOOD DESIGN COMPANY Mar. 10, 2006 09:10 PROJECT Beaml.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) : Load Type Distribution Magnitude Start End Location [ft] Start End Pat- tern Loadl Load2 Dead Snow Full UDL Full UDL 255.0 633.0 No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : v ,L 0' 6-1.8" Dead Live Total Bearing: LC number Length 808 1946 2754 808 1946 2754 2 1.00 2 1.00 Lumber n-ply, D.Fir-L, No.2, 2x8", 3-Plys Self Weight of 7.75 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design fv/Fv' - 0.49 fb/Fb' - 0.90 0.43 0.47 Shear Bending(+) Live Defl'n Total Defl'n fv = 102 fb = 1289 0.09 - L/828 0.14 = L/510 Fv' = 207 Fb' = 1428 0.21 = L/360 0.31 = L/240 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fv 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+S, M = 4235 lbs-ft Shear : LC# 2 = D+S, V = 2754, V design = 2213 lbs Deflection: LC# 2 = D+S EI= 76e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I-impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 3aa Em 2r:c1 ',true Spogh,u, WA R3202 (509)622-2E018 Fax: 522-2N38 O16 Ii0/4//)5 DATE SHT OF /0 JOB NO. dist WoodWorks® SOFTWARE FOR WOOD DESIGN COMPANY Mar. 10, 2006 11:22 PROJECT 6J AMB.wwc _` - Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or pif) : Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern Load3 Load2 Load4 Wind Dead Snow Full Area Axial Axial 15.00 (3.67)* 935 (Eccentricity 2323 (Eccentricity = 0.50 = 0.5 No in) in) *Tributary Width (ft) MAXIMUM REACTIONS (Ibs): 1 0' 14' Dead Live Total 385 385 385 385 Lumber n -ply, D.Fir -L, No.2, 2x6 ", 2 -Plys Self Weight of 3.92 pif automatically included in loads; Pinned base; Loadface = width(b); Built -up fastener: nails; Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 14.00= 14.00 [ft]; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (n) using NDS 2001 : Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Axial Combined (axia- Axial Bearing Live Defl'n Total Defl'n fv = 35 fb = 1070 fc = 201 + eccentric & s_de fc = 201 0.72 = L/234 0.72 = L/234 Fv' = 288 Fb' = 1872 Fc' = 478 load bending) Fc* = 1708 0.93 = L /180 0.93 = L /180 fv /Fv' = 0.12 fb /Fb' = 0.57 fc /Fc' = 0.42 Eq.15.4 -1 = 0.82 fc /Fc* = 0.12 0.77 0.77 ADDITIONAL DATA: FACTORS: F CD CM Ct CL /CP CF Cfu Cr Cfrt Ci LC# Fb'+ 900 1.60 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 4 Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fc' 1350 1.15 1.00 1.00 0.280 1.100 - - 1.00 1.00 2 Fc'comb 1350 1.60 - - 0.206 - - - - - 3 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 Bending( +): LC# 4 = .6D +W, M = 1349 lbs -ft Shear : LC# 4 = .6D +W, V = 385, V design = 385 lbs Deflection: LC# 4 = .6D +W EI= 33e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LC# 2 = D +S, P = 3313 lbs Kf = 1.00 Eq.15.4 -1 : Crit.LC #= 3 fb= 803 Fb'= 1872 FcE= 515 Pxe /S= fc(6xe /d)= 89 (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT -UP COLUMNS: nailed or bolted built -up columns shall conform to the provisions of NDS Clause 15.3. 3na East 2ntl Avarue want, N!A D)2J2 7a:. (576) 622 -2M88 Faz• (5'10) 822 -2888 E ,1 1 BY a- "- �t AO 5 13flit5DATE 3`/e, ) %, BHT !� OFJQ_ JOB N0.�110 • 32' —D" 6'• RECOMMEND SLAB CONTROL JOINTS) REVISE TO 2X4 PATTERN WITH REINFORCED SLAB STEM WALL OVER 12" FIG TYPICAL, SEE DETAIL 1/S SIMPSON HDU2— SDS2.5 WITH STTB16 ANCHOR FOUNDATION PLAN 703 Ea31 2nd Avenue Spoaana, WA 99202 1a. (509) e22.2am Far: (508( 5212888 20 I Z S A DHS DATE BY 100. SHT _L_OF.S.a... JOB NO. (.4 F 2' -0" J N O e I A I N (1)2X6 BRG + (2)2X6 KING (2)2X6 BRACE SEE 3/S \ (3)2X8 HDR RIDGE LINE (2)2X6 HDR I 4 :12 PREMANUFACTURED ROOF TRUSSES AT 24" OC ALIGN WITH WALL STUDS I 2X6 STUDS AT 24" OC, TYPICAL I I I L I SIMPSON H3,H1 OR 1-12.5 f HURR. CLIP AT EACH END OF TRUSS TO PLATE, TYPICAL (2)2X6 BRACE (2)2X6 HDR [SEE 3/S 2X4 OUTLOOKERS AT 24" OC SEE DETAIL 3/S /[(2)2X12 HDR 0 8' -0" 16' -0" 8'-0" _ _ R 0 FRAMING PLAN 303 E. 2nd Avenva SDOaene, WA 90202 Tel: (509) 822 -2668 Fax: (508) 622.2888 BY ±'G D(�L 5 i biAm5 DATE t(j� SHT_a_OF 6 JOB NO. 6'I GRADE 1/2"0 A.B. ©48" OC CONCRETE SLAB ON GRADE #4 VERT. AT 24" OC (3) #4 HORZ. IN WALL (2) #4 IN FTG 8" HOOK ROTATE AS NEEDED CO 1 -0" FOUNDATION SECTION UNDISTURBED SOIL FREE OF ORGANIC MATTER 963 East 2n1 Avertw S osane, WA 89202 Tel'. (&09) 622 -2888 F. (609) 622 -2686 BY-n ,Do la s A b V-mS DATE ,`3 /' / SHT-1_ OF tr JOB NO.5O6 4/ OSB OR PLYWOOD SHEATHING, BLOCK ALL EGDES SIMPSON HDU2- SDS2.5 SIMPSON HDU2- SDS2.5 WITH DOUBLE STUD 4. WITH DOUBLE STUD (2) #4 HORZ. IN WALL BELOW SLAB AT ENTRY WALL ONLY. SEE 1 /5 ADDITIONAL REBAR INFO. ,/- GARAGE SLAB FTG AND STEMWALL CONT. BELOW DOOR OPENING ENTRY WALL ELEV. 2X4 BLKG 2X4 OUTLOOKER 10 24" OC DESIGN TRUSS FOR 600# WIND LOADAT PANEL PT 10d ©3" OC ) Z. O I GABLE END TRUSS —(4) 10 TOENAILS (5) 10d 2X6 RIPPED TO 4" AT EACH BRACE, (4) PER GABLE, MATCH ROOF SLOPE AT TOP (2) 10d 2X6 BRACE EACH SIDE OF WEB N96" FROM END WRAP LSTA12 AT BRACE LOW END LSTA12 AT BRACE, NAIL TO UNDERSIDE GABLE END LUS24 GENERAL NOTES MISCELLANEOUS 1. 2003 INTERNATIONAL BUILDING CODE:30 PSF SNOW, 85 MPH EXP B, SEISMIC DESIGN B FOUNDATION 1. BOTTOM OF FOOTINGS MINIMUM 24" BELOW GRADE. 2. FOOTINGS TO BEAR ON FIRM, NATURAL, UNDISTURBED SOIL. CONCRETE 1. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: 3000 PSI TYPICAL, 2. MAXIMUM SLUMP 3" PLUS OR MINUS 1 ". 3. MINIMUM CEMENT CONTENT 517 lbs. PER YARD 3000 PSI, MAXIMUM 20 PERCENT FLYASH CONTENT IN CEMENT. 4. MINIMUM CONCRETE COVER: -CAST AGAINST EARTH 3" CLEAR, - CAST AGAINST FORMS AND EXPOSED TO EARTH 2" CLEAR, - EXPOSED TO WEATHER 1 -1/2" CLEAR, - NOT EXPOSED TO EARTH OR WEATHER 3/4" CLEAR. 5. PLACING TOLERANCE: - PLUS OR MINUS 1/4" TYPICAL -PLUS OR MINUS 1/2" FOR TOP BARS IN MEMBERS MORE THAN 8" THICK - MINIMUM 3/4" CLEAR BETWEEN BARS 6. REINFORCING STEEL: - DEFORMED BARS ASTM A615, GRADE 60 MIN, CARPENTRY 1. ALL SPECIFIED NAILS TO BE COMMON WIRE OR EQUIVALENT DIAMETER AND LENGTH. NO BOX NAILS ALLOWED FOR SPECIFIED NAILING. 2. ALL NAILING NOT SPECIFIED TO BE IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE CHAPTER 23 UNLESS NOTED OTHERWISE. 3. ALL FRAMING HARDWARE TO BE SIMPSON STRONG TIE, UNLESS APPROVED BY ENGINEER. INSTALL FRAMING HARDWARE IN ACCORDANCE W/ MANUFACTURER'S MAXIMUM SPECIFIED NAILS,SCREWS AND BOLTS UNLESS SPECIFICALLY NOTED OTHERWISE. 4. LUMBER GRADES: - ALL WOOD IN PERMANENT CONTACT WITH CONCRETE OR MASONRY TO BE PRESSURE TREATED, BURIED WOOD TO MEET AWPA C2 TREATMENT FOR WOOD IN CONTACT WITH SOIL. - ALL SAWN MEMBERS TO BE DOUGLAS FIR #2 EXCEPT WHERE NOTED OTHERWISE, 5. WHERE BEAMS AND HEADERS INTERSECT WALLS, CONTINUE INDICATED SUPPORT STUDS AND POSTS TO FOUNDATION LEVEL, OR FIRST INTERSECTING WALL HEADER. 6. DRILL BOLT HOLES 1/16 INCH OVERSIZE EXCEPT WHERE NOTED LARGER. 7. PLYWOOD: - WALL SHEATHING, 7/16" OR 15/32" APA INDEX 24/0 (MIN), EXPOSURE 1, TYPICAL NAILING 8d AT 6" ON CENTER AT ALL PANEL SUPPORTS, UNLESS NOTED OTHERWISE ON PLAN OR DETAILS. BLOCK PANEL EDGES FOR WALLS BETWEEN HOLDOWNS. -ROOF SHEATHING, APA INDEX 32/16 (MIN), EXPOSURE 1, TYPICAL NAILING 8d AT 6" ON CENTER AT ALL PANEL SUPPORTS, UNLESS NOTED OTHERWISE. METALS 1. MISCELLANEOUS STRUCTURAL STEEL TO CONFORM WITH ASTM A36, Fy =36 KSI,UNLESS NOTED OTHERWISE. 2. BOLTS TO CONFORM WITH ASTM A307 UNLESS NOTED OTHERWISE. 3. STEEL WASHERS TO BE USED AT ALL BOLTED CONDITIONS AGAINST WOOD. 303 Ens) 2nd Avarua 6poxana, WA 99202 TM: (609) 822.2888 Fax: (509) 622 -2888 BY aD la 5 ADI4111.5 DATE ,? SHT 0 OF JOB NO VW 817:60 90P- 'SO clad Cr) 6-3-11 AL 14-10-6 DO 16-11-11 AO 4-1 UR 0-4-11 0-4-11 APIA 16-0-0 7-1-5 29-7-5 1-.7-5 SPL 32-0-0 0-4-11 SI 16-10-6 DG 16-11-11 UO 4- 8 6 2-0-0, 1 EP W 508 A:1661 Et: 365 010 013506 0-4-11 Mark X2 i n EnIrhta bc N Ns 01 16-0-0 2 TR 32 -0-9--- ALL PLXTES SA OCK20 'Eng rx Span 320000 :125 PM Pag0 1 29-7-5 32- W;500 R:1667 U: 365 .249"z, MA** 1 X1 EP T0 6-3-11 6-11-1 EL 16-10-4 00 16-11-11 HO 4-1 EH 6 2-0-0 SL 16-10-6 00 16-11-11 BO 4-1 BR 6 1-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0] 4-0-0 6-0-0 8-0-0 10-0-0 12-0-0 14-0-0 16-0-0 18-0-0 20-0-0 22-0-0 24-0-0 26-0-0 28-0-0 32-0-0 5x5-z *2x311 Q 2x311 DCU *23H 82 *2x30 A234311 w"4 *2x3H 4x5= 0 Job 013506 a *2 *WU *2x I *2011 *2x311 42x3H *2x311 *2x311 *244311 '23U 2m311 '"477'''M=P:',WivwMA,:*14g4W,121131102IXIM:44P'ArxNfaVAtmW*MKJWVWM*X***4*046:3W110.ZZIMPEMWMIZI7K4W=WwahOwam*B.***:'41104** 1 2*0- 4-0-0 6-0-0 0- 12 0-0 16-0-0 16-0.q0 20-0-0 22-0- Bobbins Enolnarino, icJ0nIl Flue 2 ALL PLATEE AAR LOCE20 Span P1-111 320000 4 -0-0 Left OR 2- 0- 0 - -0 6-0-0 28-0-0 32- Right 011 2- 0- 0 S : 0.49 Single Drawing h,. '- 4 E,e-k H o ' s vE ' r ( 6` € tom 1. 4 Ltx ■------- t i . i N ... 1.....--*1 '... [ I Th pig I . -- • 111_,:.-...-..--,--J '174° h \ , 1 1 kri '9 5' Gpt .A9 45- .L„I J (e, I 2_ A PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS REVIEWED FO VODE COMPLIANCE . SPOKANE VALLEY B ILDIN