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Specifications (37)
G \\S cck\s SVJ � �� S� a LYVER ENGINEERING AND �DESIGN 7950 SE 106th, Portland, Oregon 97266 Ph: 503 705 5283 Fax 503.482.7449 TroyL@Lyver-EAD.com www.Lyver EAD.com Design for; Mark Stewart Home Design For: H&H Homes w„ APR 2 3 2018 Greensward LOT #15 ea. V`..auZ Lateral Force Analysis ' 9 ` �° ` Tigard, Oregon 97224 These calculations are for the design and detailing of a new SINGLE FAMILY RESIDENCE in Tigard, Oregon. We have performed the complete lateral load design only for the proposed custom residence. The information contained is for the sole use of MARK STEWART to provide a new framed RESIDENCE. All other work performed by others is outside the scope of this design. ��\�• GIN /CP 01, A 'EGOM `7iCY9��1 yd.LYVE�; RENEWAL:DEC,31,201$ Job Number 18-152 April 22, 2018 E 1 LYVER ENGINEERING AND DESIGN , a lit 7950 SE 106th, Portland, Oregon 97266 Ph: 503.705.5283 Fax 503.482.7449 TroyL@Lyver-EAD.com www.Lyver-EAD.com General Information: The structural calculations contained herewith are for the new proposed single family custom residence. Mark Stewart Home Design H&H Homes - Greensward LOT#15 - Residence Lateral Design TIGARD, OR Code Used: 2014 Oregon Structural Specialty Code Design Loads: Dead Load: Roof Roofing(Arch Comp) 5.0 psf 5/8" Ply Sheathing 1.8 psf 5/8" Gypsum Board Ceiling 2.8 psf Insulation (Batt or blow-in) 1.0 psf Mechanical 1.5 psf Miscellaneous 2.9 psf TOTAL 15.0 psf Floor Flooring(linoleum/carpet/tile) 5.0 psf 3/4" T&G ply sheathing 2.3 psf 2x Joists 2.8 psf Insulation 1.0 psf 5/8" Gypsum Board Ceiling 2.8 psf Miscellaneous 2.1 psf TOTAL 15.0 psf Live Load: Roof Ground Snow Load 25.0 psf Roof Snow Load 25.0 psf Wind Load: 130MPH (ult) 100 mph (ASD) Exposure B - Simplified Seismic Load: Ss = 0.9497 &S1= 0.4183 (TIGARD, OR 97224) aral„E--- •Nor .4100011 ,. 12 PITCH i II II III II 12 ,i 41 II i I I! II II i 842 Pc.. 60 an 4 F09.9 ----- 2x4 CORNER BD- isalopi.4, , 8r''• L-------111111111(16t 11111 111111.! I railli— I 4.......................11 1....." il .....w...". 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I j I LIP .. . !RIGHT ELEVATION 1.....I 1......1 2 w mbli. --- RIGHT ELEVATION SCALE I/4'."-0' ----- i 10101.111.11lwar: hi allint=11.11 i try•PR IR I in ISkir,l lAeNkr ,00E10,fet‘ n -,- a i IT EVeATIN '16. 4.1.111*._I ! ri 1 1M4-mt-mer:1 Lml I."ai ,.e,I• .,C.:•-,U•.1i1L7 110d..10110,0"0.I,0EX 6T.0IP1.,I T1F• _ LEFT ELO c,L 1/4.•I'cj•----------------- PRE-ENG'D MONO TRUSSES•14.O.C. ._.._....-.......90'CORP.ROOF OVER BUILDERS FELT OVER Ur ROOF SHEATHING USING OVERBUILD AREA 8d NAILS•6'OL.AT EDGES W/7xe AT 24.OC. AND U.OC.M FIELD PRE-ENG'D TRUSSES_.---.. SCREENED BLKNCA- AT 14.OL. 0 It /TYP.) Br �S 0 INSTALL BRiPSpN N19' er -12-15 0 PRUN:0D. TR1/08E8 TRUSS CLIPS•14.OL 1 TiN T 14OL.1R R •a«..w.nu..«...1xFACIA BD fTt P.) ® 7x8 FASCIA _—R-48 AMC INSUL li .IIH' all., u %•...._...__PAE.ENG'P MONO TRUSSES.14.OC. TRENT'S!BEDROOM BOYS BATFI CARPET AND PAD/ )ON TATE BEDROOM 3/4'TIG COMP.PLYWOOD GLUED AND SCREUHD TO Sly TOO IEEE PLAN POR . _. UPPER PL TYPE,SPACING)WITH IQ• 13 GYP.BD.WEN BELOW �1 �'IAIII� 1x0 RAFTERS �.��,�.� ♦ AT 14.OL. L — 0-1-31313/10 GIB EXTERIOR - II l/8•TJ,1.FLR.1ST..I6.OL. IM-1)64X6 GLIB 'F BICE. E SHEATHMG.._.., M.16A)eltz 1 �w#4 b18 i/ RtORAr4p_FAMII.T P 62 0, PLAIN -VERIFY EXTENT-__ �� 6'LAP BIDING _ p��. (CAULK JOINTS STUN SIDING IRHL=E G/ SHALL BE COVERED CORKER BDS W/' �� WTN 5/ MTM' ,-1 VULKEH' PE'X'GYP.BD.fTYP) POLYURETHANE/ • INTERIOR GA FAMILY 4'MIN GARAGE WALLS,.ALL 4'"PERFORATED DRAM MINUS COMPACTED BLAB ON 4'MM.3/4' EXPOSED STRUCTURAL WOOD MEMBERS ROOM- TILE UV WASMED GRAVEL -BLAB TO SLOPETED ORMAILAR PILL. COVERED WITH VJ'/MIN/ 21.46111. SURRCUED WITH REAR TTO DRAM UB' MM. 7TPE X GYP BD.(TYP) INTERIOR WALL;10• COVER Pp8171YE DRAMEXPANSIONTOJOINTS FRONT WITH 1/1' OYPSU/BOARD FINISH TO DATLIGHi CODE. AS NEEDED PER ON EACH SIDE CP 1 X 6 STUDS AT b'O.0 TYPICAL FLOOR CARPET AND PAO ON I/1•PART.BD.CN I-1/e PLTWOOD ON 4 X 8 BEAMS AT 31'O.C.WTH BATT FI FGAR DE IS TO �� -- M&ILAtIGN WRING TO WDERSIDE i BUILDING PERIMETER 8'Y PROM CONC.STEMWALL x I2 I i 0 r I I '�' MAIN FF. f iTP) ON 18 x8 I 4x8 I 1 CONC.PTC. _" L CF2AUJL SP,ACE!!r' r-"-'-i 7 .I ,..., - le 8'CONC.STEMWALL T-"'t /._.._, ON K•xe'CMG.PTC. Me '-- 8'CONC.STEMWALL CN 16•x8'CONC.PTC. 0 BUILDING SECTION SCALE: I/4'•1'4D' D' • SOT COM'.ROOF OVER—. BUILDERS FELT OVER V7'ROOF SHEATHING UBRJG Ed NAILS•0'OC.AT EDGES 4T 14.O.C. Alm 17.OC.IN FIELD n 3(— 1 I -13 SCREENED BLKNG. \ I 7 GIRDER TRUSS YPJ I N INSTALL SIMPSON'WS' I7 TRUSS CLIPS•14.OL. NigroulienialZ I / I /�--PRE-ENGD TRUSSES U AT 74.OL. CON'TIN GUTTER OVER .4;71 " rornuuansvxanawarmeso asesp.irmnmx�arft ' 7x FACIA Bb. 1.0' t I TTP 1 R-4S ATTIC MEAL, 7x3 FASCIA .- I' MP./ s MASTER WALL ,t a s a n !BEDROOM � PRE-ENGb MONO TRUSSE6 AT 14.OL. TYPICAL FLOOR. 1 CARPET AND PAD WHO/oN UPPER FL. GLUED AND SCREWS TX'S(SDEE PLAN FOR -.J'lAM j; 1{ r.'■r I I TYLEe SPAC N, UTH I/1'GYP.80.FMLN (� TOMP. i777 2 ENGD TRUSSES / AT 14'OL. y II 1/8.TM FLR Jsy•W'OC. •Mailli l.j.: 11 a�11"L°A1'iux _of�ICE.Faie ` 0x0 STORAGE.FAMILY 9 I Q �REAAST NOOK -----EXTERIOR OHEATHMG It I PANTRY POWDER STORaE —-YERIFt'EkTENT. WDER .'" b'LAP SIDING TYPICAL FLOOR CARPET AND PAD !CAULK JOINTS 6TIW SIDMCa CN I/7'PART.Bp.ON I-V0 STdIR9 CORHE, .. R SDS.W/•VIAKEM' LN 1 PLYWI'7pp ON 4 X 3 BEAMS AT 97' POI-TUBE THANE) - OL.WITH BATT ... TO IsTT • BATT 10N BTR - rJ:ER9!CE �� 9B'TTPE'X' "�` "L' .4 .� GYP.FINISH , ,, „, STET-WALL Ll 1., 3 11 t r'{ I S ' I ...BELOW BiAIRB j -Id_ I I i i 4x 1 1 .. R I r •� LL 11 11 11 II 11 II., , .,, . t 0'CONC.9i Ll f 1 f- 1 f_lA-1 f t f-LI-1 f'YLi f'LA'1 it 'll-11' 1 i-LI- ..Ll i gL 11 I 1 f 1 1 I I `I ;I 1 I® __t'WM FF ON W'nS'CCNC.FTG t'F'fel f-Ll-t ( 1 f'f'f't f,yl_t f-LL.t f J I .___4.f PERFORATED DRAIN .. �` TILE WI WASHED GRAVEL 4'MM.CONCRETE SLAB WITH SURROUND WITH CLOTH BROOM FINISH ON PIIRt, __ 3'CONC.$'fEfLA4LL COVER POSITIVE DRAIN UNDISTURBED OR _,.. ON 10'x3'CONC.FTG. TO DAYLIGHT COMPACTED 901E-SLOPED TO DRAM V4'/ft'. AWAY -.....--• FROM BUILDING FACE. n BUILDING SECTION {J� Ar.-Ai C 7/d I_T so.,comp.ROOF BUILDERS FELT OVVE R 1/2'ROOF SHEATHING USING Sd NAILS•8.00.AT EDGES IQ.It- AND 12'O.C.IN FIELD PRE-ENG'D TRUSSES SCREENED BL , /TYPI - AT 24.O.C. @ - INSTALL 81MPSg0'312.5.y, 3 TRUSS CLIPS•24'OG. r 12 —13 • STORAGE.FAMILY�- �.��Y�" �" ---- CCNTM.GUTTER OVER .y`' 1--- 2x FACIA BD. 6x8 n R-49 ATTIC MSUL. ,I 'A' I-g 2x8 FASCIA (TYPI ON. 11 • (TYPI S ' STORAGE (M-3)64ex104 GLB 6 ROOM FOYER 0'MIN,CONCRETE SLAB WITH TYPICAL FL BROOM FINISH ON nem, FLOOR:CARPET AND UNDISTURBED OR PAD ON 1/2'PART.BD.ON I-I/8 CCI"IPACTED SOIL- MAIN FF. PLYWOOD ON 4 X S BEAMS AT TO DRAIN V4•/F'f, AWA OPED / 32 O.C.WITH BATT INSULATION _.._ FRiOrT TILDING FACE. STRUNG TO UNDERSIDE FINISHV 1111.1.111111111 GRADE IS TO r".'-.1 jjCRAWL SPACE 1 4,42 4x8 i i y� .__....__ MO OPE AWAY FROMT u_T BUILDING PERIMETER S'GONG,STEMWALL (TYPI ON 16'x8'CONC.FTG. 8'CCNC STEMWALL CN I6'48'CONC.FIG. © 5UILDING SECTION SCALE: 1/4.=l'-0. r Ahl roil 5 I..4: I —7=1.-3' - ' —0a G'2-,4'.- -.D,... 6tt_73t-itii '-': ES'S;SC_WS •ci ,..ct."- 133 HS •N.LO (:)icl lir 2733NION3 91 .12 ihIt 99e,..6 Liage,10 Puell.lod L41901 3S 0Sot N9IS3C1 aNv DNI833N19N3 83AA1 , :,11.111111111111111111111 „. _5 I --1-Q1 -titt- -1 Eiminimuilim . .11:10930 .1.orod .., .-y 4t _ ---z -1 I" ).C.44 Ans,, vfrow _(.,7Sor._-:- 1 -1-4101Pill- 7.14 ( itiP 1 / , 1 ‘‘lAtt Oli-00)--+Ijitliks-2 -', 41e/ a faro (7t.: )`1-"L - . '4 ) /C( /) = (- / /1-zz_ ' - °' i 4._ • -:-...- ., ii: ,• 4 4 4- , , ; --2-lir-1 t -•••eici 4 ..t „Ick. 40 _2_ \i / 0-a..0.2. 7--- I., 0 . . , 1 ' '11 'ci- k 1-------i----1 1 7/ ---err--7—f-rS-L-----rf----------------------_______________.___.______ , ; (PEAG)Z, Ii ----I (45)(V(Itoi)0-1 4 ---) • 1 ' --I.-7 4 v Yr', CO ih '0 .4.- 1S JLjosc i'l Z Z. L 6 , ---tfo _cevi -/ u, --)i14151-445 -47144/1 ID i-LL---0-1 i 1 (\i'll7ci . "w cam...rt--i'.?u•'Sicle:),‘Asi "if. lam!+ L-t„V ... .-... .. .- _- .. -.. C t w 1-_-_ *1 0.1....„) ',.f-)klit t 0) iii.':i'r)p if LIS .-"'—' ZI„.1/0/1„. tqC),A,) '-'''. ?1 0 P/ F ' f1"V ... em .--2_0. Vi-=--; 7-Lo (z-q i- I'&(0--f 0) 49 0 ' V3 ---- 7-1---0 (/6'12;f; 14'k) -• - 7? S-2 0 - - - -- i r 1/4 ----- 7-2- 0 (1'OA) =--' 177 U �= Z : vco '7-=.- Z-7,0 11°/L) =" 3 P8)0 'tttL *Ot 111 jar nay f.-14._ ±-14,) ,....- 3 vi'-` 7,10[17-11, I- —,4.):— s�179 _.1 coo-0179 u 4:*,,) --z- s-3 7.-I" , r0 (411) 10001* PROJECT: 1-4 l .0 T— i DESCRIPTION: �r `, CLIENT: rjt LYVER ENGINEERING AND DESIGNS DATE* ATE ENGINEER: 950 SE 105th. Portland. Oregon 9725 . ZL 4 t: L - PR• CT NO. SHEET: F- . —,D7_,-:.3 Fm 503.15 �iJ4 .. -. c 0 c:,-- . t _,•.e--E-‘D.co-, t 0 01 1 1 Project Title: Engineer: Project ID: F-77,-) ii.Sl ill t. VER ENG VEERING v.:DESIGN Project Descr: 2::,:-Pg',::; 6 249' eismic ase ear - - File=Calsers1LEAD-11DropboALEADF1-1\2018J0-1t18-152:i.k&HVI8-152-1-.EC6 ASCE SBSh ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#: KW-06009286 . . ...Z;'- 'Hi Licensee:Lyver Engineering and Design,IIc SEISMIC FORCE GENERATION . . .. . Risk Category 1 Risk Category of Building or Other Structure: "Ir .AN Buildings and other structures except those listed as Category i ili and IV ASCE 7-10 Page 2. Table 5-1 Seismic Importance Factor = ,. ASCE 7-10.Page 5 Table 1.5-2 Gridded Ss&Slvalues ASCE-7-10 Standard ASCE 7-10 11 4.1 Max Ground Motions,5%Damping: Latitude = 45 406 deg North S = 0.9497 g,0.2 sec response Longitude = 122 784 deg West S1 = 0 4183 0.1.0 sec response Location: Porttand OR 97224 SiteClass,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec 0 ASCE 7-10 Table 20 3-1 Site Coefficients Fa&Fv Fa = 1 12 ASCE 7-10 Table 11.4-1&11 4-2 (using straight-line interpolation from table values) Fv = 1.68 Maximum Considered Earthquake Acceleration S =MS Fa*Ss = 1 064 ASCE 7-10 Eq. 11 4-1 S M1 =Fv*S1 = 0.662 ASCE 7-10 Eq 11.4-2 Design Spectral Acceleration S DS S MS213 = 0.709 ASCE 7-10 Eq 11.4-3 SD1=S '2/3 = 0,441 ASCE 7-10 Eq 114-4 M1 Seismic Design Category = D 4SCE 7-10 Table 116-1&-2 Resisting System ASCE 7-10 Table 12 2-1 Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed%Mood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits System Overstrength Factor 'Wo' = 3.00 Category"A&B"Limit No Limit Category Limit: it Deflection Amplification Factor "Cd' = 4.00 No Lim Category°D"Limit: Limit= 5 NOTE!See ASCE 7-10 for al,applicable footnotes Category"ELimit Limit=65 Category 7°Limit Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure'is being used according to the provisions of ASCE 7-10 12.8 Determine Building Period (Ise ASCE 12.8-7 . _ _ . Structure Type for Building Period Calculation: Alt Other Structural Systems "Ct"value = 0.020 "tin':Height from base to highest level = 30 0 ft "x"value = 0.75 'Ta'Approximate fundemental period using Eq.12.8-7 : Ta=Ct*rhn 5 x) = 0.256 sec 'TL':Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8,000 sec Building Period'Ta°Calculated from Approximate Method selected = 0.256 sec "Cs"Response Coefficient ASC.,_--7-10 Section 12.8 1 1 -— - -- - - - — S Ds:Short Period Design Spectral Response = 0 709 From Eq.12.8-2, Preliminary Cs = 0 109 "R':Response Modification Factor = 6 50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.265 Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.031 Cs:Seismic Response Coefficient = = 0.1091 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1091 from 12.8.1.1 W(see Sum Wi below) = 119 10 k Seismic Base Shear Vs Cs*W = 12.99 k Project Title: 'I I LIVER ENGINEERING DESIGN Engineer: Project ID: Project Descr: File=C:iUsers1LEAD-10ropbox1LEADF1-112018J0-108-152-1.H&H 18-152-1.ECfi ASCE Seismic Base Shear Lic.#:KW-06009286 ENERCALC,INC.1983-2017,Build:10.17.12.10,Vet:10.17.12.10 Licensee:Lyver Engineering and Design,Iic Vertical Distribution of Seismic Forces k':hx exponent based on Ta= 1 00 ASCE 7-10 Section 12.8.3 Table of building Weights by Floor Level._ Level# Wi.Weight HI Height xJ (Wi*Hi^k) Cvx Fx=Cvx*V Sum Story Shear 2 ry Sum Story Moment 1 75 I 00 19.00 874.00 0.5445 08 ry _..0 10.00 731.00 0.4555 0' 0 00 Sum bVi= 119.10 k 2.99 03.58 Sum Wi*Hi = 1.605.00 k-ft Total Base Shear= 2.99 k Diaphragm Forces : Seismic Category to'F" Base Moment= 193 6 k-ft Design "B" Level# Wi ASCE 7-10 9.70. 7 1 Fi_ Sum FI Sum Wi Fpx:Calcd Fpx:Min F x•Max 2 45.00 7.08 P Fpx Ds n.Force 7 08 46.00 52 13.05 7.08 1 73.10 5.92 12.99 119.10 �08 98 3 Wpx Weight at level of diaphragm and other structure elements attached to it. 20 74 10.37 1^.37 Fl Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force*of current level plus all levels above MIN Req'd Force @ Level 0.20 S I*Wpx MAX Req'd Force Level * Ds Wpx @ 0.40'5 DI*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level g Project Title: norT Engineer: Project ID: ,ER ENGNEERiNG DESIGN Project Descr: ASCE 7-10 Wind Forces Chpt 28, PtF2 & Chpt 30, Pt2 CUserstLEAD-1\DropboxlLEADFh112018J0-it18-152 1.H8,11118-152-1.EC6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009286 # , : Lr - .. .L .. E . r... i . . . D i• ,11 Description: Wind Force Generation, Analytical Values V;Basic Wind Speed per Sect 26.5-1 A,B or C 130.0 mph Roof Rise:Run Ratio >7 12 Occupancy per Table 1.5-1 II All Buildings and other structures except those listed as Category I,Ill,and IV Exposure Category per 26.7 Exposure B MRH:Mean Roof Height 30.0 ft Lambda:per Figure 28.6-1,Page 305 1.00 Effective Wind Area of Component&Cladding 10.0 ft^2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 26.8 1.00 LHD:Least Horizontal Dimension ft a=max(0.04*LHD,3,min(0.10*LHD,0.4"MRH)) 3.00 ft max(0.04'LHD,3,min(0.10*LHD,0.4*MRH)) Design Wind Pressures Horizontal Pressures Load Case#1... Zone: A = 30.10 psf Zone: C = 24.00 psf Zone: B = 20.60 psf Zone: D = 16.50 psf Load Case#2.. Zone: A = 30.10 psf Zone: C = 24.00 psf Zone: B = 20.60 psf Zone: D = 16.50 psf Vertical Pressures Load Case#1... Zone: E = 10.00 psf Zone: G = 10.00 psf Zone: F = -18.30 psf Zone: H = -15.70 psf Load Case#2... Zone: E = 11.60 psf Zone: G = 10.00 psf Zone: F = -10.00 psf Zone: H = -10.00 Overhangs psf Load Case#1... Zone: Eoh = -10.60 psf Zone: Goh = -12.10 psf Load Case#2.. Zone: Eoh = -10.60 psf Zone: Goh = -12.10 psf Project Title: Engineer: Project ID: LNNER ENGINEERProject Descr:ING Ak.: DESIGN ,, ff,;nteC 2 ;-PP, ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 File=okusers- 1"E NTRCt.Ci ENAC",91-813.11TBulild.8-1011727 Lic.#:KW-06009286 Licensee Lyver Engineering and Design,lk • Description: Wind Force Generation Component&Cladding Design Wind Pressures Design Wind Pressure Lambda*Kzt*Ps30 per Eq 30.5-1 Roof Zone 1 Positive: 12.400 psf _ . "jas-,--,Le' = Negative: -30.400 psf - Roof Zone 2: Positive: 12.400 psf Negative: -51.000 psf Roof Zone 3: Positive: 12.400 psf Negative: -76.800 psf Wall Zone 4: Positive: 30.400 psf Negative: -33.000 psf Wall Zone 5: Positive: 30.400 psf Negative: -40.700 psf Roof Overhang Zone 2: -43.800 psf Roof Overhang Zone 3: -72.100 psf • VL . • _ ,,,711 uSEHsEET ANDT I,!,,,E1.2 ALL LCIONSUDEL AT "I t .,.. • _ ABLE .- ._ .,.. MISCELLANEOUS NOTES , 41._ . Lk)%.L.C;/...............„......... .....4r1 I '''''H lt,\I: 'ir:Filirrie::41:4:'*r.""irri:tTfr.AT:r kjj 9 17 •., " 11 IIK 09 9.v 00,79,I.1110 9991941 729999,11.1110 at AIM. MARK STEWART icrar . t,. ,,,,,,,-.. 9.,9 HONE DESIGN I qr.ZZT"'"In...t...."•°""%t1;41.= 1.---4' n---------,,Itma. 17----121-----`7,74;4;;itraI i 09910,91 MO,I.111•TOM WX4exED 10.1 I 14 :47'.‘ j:, , I ' : .WEI Y....JAPE,IIN MN.OWE 1.1..1 ? ,9 99,13.110 MO MICOVOI EXMOoNNE•NM,0 NE NI,ITX ..._ ____________ . _ __. - L._ _ n X.EMI,Ma. COVEPIED PATIO /. D 4u.Gemot ewoove um es oe 00,8Ellt........ i 94/0 X PO 7.11 6TORAGE 41.EIXENION DOME..70 NI 1909.0 COM aXx t VAULTED CEILING - -4-14 " ” ---- ------J -'.„ _ i,01 011,90 WI,K.. 0.n. ,::: , .....,.._XXXI IN X 0'991999 2'AU CV.0.•,..,' t peeves X.Xx011. Ex X.4.,te ON X ne. 1 ex Xxxxx w xinx rxx. V 't o i •etIeete,er.mxe oneverem.Pt XL.FOE • XXX EWE.. D 1.,..,,,N2 VD WINE EACTINCAL 11.0,11+.0•0 WEE. ‘411 + - A. __ VAULT F-,-.E .....,-•,:h". ,s'--..":,..c, '',4 .1 • Ntxx10 XX,q..94.9.110,A9, '? --........ . , 9 . T.... „ ' . . IIP , ,, ; 4 ,, ,.,' !,:, ,,Ii FAMILY ROOM CU I, CY, 1=99.9.C.4.91090409.4:491,7,4961 11.9.74.9.91:10...., I lit 20/4 X 11M AIT...1.10.•xxx,a.N pp.,.41,•111, C.,., ,L , ,;k T 1:: ;:---:'t.. AL 1,". is CEILING "a...1""`"'-.T" .7.1' ; ; 'P' 0 i X14-ENOWNIAINEE.N1 r o , .. 4 •• f t1 .,OLE AM 40010 NE',TOM,/0 Mil MENDE . • KITCHEN .4- -.1 ef..-.I--14--- It ....‘ .... ,...,....... 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'I ;-•‘.. •.,•,•,":tt,,g•4••,!.'•=::'.zr`''''' v2.. 714feel"..." cere;e7ire.rxxx i I I, ' •,1 PANTRY •All hen x eve V.: • 191- l'-'7"- ' e, • q OSOP NE...XXXXA It 1 . IV GOWN" xIE ., I .,74:',t'.•.1.`,fr.:"'"'"E. ''''' ' i 1 Irx.o.• ''''.'"' •I-Wood!la& .., 2.1 1 " '''oTert.re..AT',•'-'‘.:4.-,,' n e. , ' ••• 1. • .. • ,. I ,_ , 1 § ... },. , -1 , . . ELECTRKAL NOTE, -- - , MEDIA ROG1 ' .. 'a L_ I t , Flv•,,J x. -I.e....e.,,, -.:f,f•,•••,..,_ 1,CC"Xt/L4f••vER.•.C• . ,••••"a IP,,, ,. 4 ",.. ,,C.,01,57.4.,,,,•,..,-",,..,,, A ,,ZE,,OPE.,...-1,,,,.,"P,'•V,-, 1 f 11 1 i., 1r.1 9.1:11. In, .,,...,„, 9 , ,', _ 1I -,--,.1.- 47 ELECTRICAl.LEGEND.. :I cam*, i ,,,r• .-.•••„ . • ...- --' I :: 47::,,,,..44•27.T...1.•.,:;:r.:4:I GARAGE 'I , • 'I 4,,,,,,, ....,4,,e ' . 21/6 It 32/3 ..' , cee.x.4.444....44Deemeeee . nNeNet, ...we ix...,ne•Xx No,row, V3 rr..7.2.1,1-.1.-'-..z...r.......-,-.", :-.......14 r .• I ' . .."••••111".•••• .•••••••••••0.e.X.r. . ,,. 4.,5, , 1 important Disclosure 19019,999 9•9999,9 Wm,909 99 2 WI Do .97.9.9999.69991 rivw•a en••••••••41,4*an I '''' 6/6>C4ter/de 'III 411 Please Reed: KioriLl'aii•..r .z......,...;=•:::--...,....... . i . ................. I (2) t 7, 4" ''''.'•'!'.., .........,..,47.--,-*=,,„ i.?.....1 , i ;Wa I r- --- --31 ,,,.. 14/6 X ANS le !' :I f4.'.74.-,.....-.. 11 I VAULTED CLG• il 1 4 If ' I 01 LLoars Vinyl Illo COVEREDIPATIO we x:ixvtal: r I 1 '`..:-„„,,,......... , ........ . ; i' i..i , ........,.,. VLA , II „ . I 11 1 ,4 ..... .....:.,J• 4 I-2I ... r-r- - ---- -. ,_, ' I ......... ', -- v-----4.--- - CSC, UR, 1 ' IIS 99 l.0.•1.99 15 Grt•••/Is ware/ MVP....117ell '2011I wrf l''''"."'' ..4,...,,..1 ..... 1 .... 1,..,.. , ;. ..,.. , .... r.••11 MAIN FLOOR FLAN , I I a MI i•SFE STIEET'I'POR ALL INSTIL A*CN I I, /4•LTIE5 AND ENERG1 CODE TABLE \I (1.;› t-IISGELLANEOUS NOTES t I 1 'I MARK STEWART 'tt.'4`,"..,'"?'.,=.."—":141,4=.1,":117:•:, 11014t OF SIGN 1,44.4.AO,0cass va...At nu...ci.e.WAN r:gl..Z.1:24.,.7.1141 tg.ta.r.wero TO A, .111111111111.11111.* I ALL NW°WAWA!WOW.MO TO 84 WAS. 1 ' LW WWI,&LW ; i k V I , •t.raz./.00•••••••414.olc,..,cx..to.+0, WORM amp...«oral h+a ovrirot.r"L'out. ----— gg...,won.Dor,.10..4.oac..10.1ViC•11.ALL .44",OA nntrwrme e. ...w..X4'..;0:11••••t.";;;' , ,..„„„.,......,_,..... , ... . . ,. •CO114,4,4.1.WWI ORRIR.,sr,1.4 MOW I ....461,TO RAW 41.11C1ROAL•••14•1 WO ORR 0004401 SAW Cm 40 NW WeN Ott CR 4 1 ------- RWO/LAR NA.•41.;km:. , k .1 poovot CORWTON AR v001.1.11 OCR./JO ! ; WY 44....46 or-WOW NW • r; MASTER INFDROOM V "It"="44:7,,,T."::... .4•"";;`..''"'•"1".4 *no x no *A It IVO , •S , 41,1,,a.•AN ROW,.Re RR WO. TROO-6 MO 444/0 SE NWItr,To $4 CO.* 1,/120.,(42 TWOTTRARI Li RT AOT.K1r0/0,11) 1 1 te) , Ao RR.WAR 041644114 4WD WerAT4*4.;;,:Alr4t4R CO A A A 44. 1- 4•A L. 4 AV-k ••.• ,...••....1.•••s• •••• •r P•PP.‘" ••••••••................1.001t 1 l' , 1.,,,111.011100 NOT ITROVOING 6'O.NORA&LAN,W Mow I WAR & ;.".." 44,, •• k 1 IIIIIIIIIIIIP Realzt.11.74.,k..1.4741 ----- ! k •t• Y ' , _ 04 4.514 RR wo 4,4 NM r i AVOW•ita WO IR WI 4044 4 HALL I,P ••••72 1111M VII.Z•• ,c.;,I wANI ON Tar. ,..• 4 i ^3, l''-'74 ,23= ieL)V ... ••!•••' i i • ••••••,..u.ww,porAwen r „,,, ; t , A • ;grigal ' 4• TATE*BEDROOM ,. 1 , :, •se.ALL e141.1.00 MOM PWRATOW .t ; , f I**/*A W. ft, . 14/0 X 019 NW PlArTret.ROW..WN 1 • VIRT NEWW,T Ai.ARRRIANI RN ' . RAWER CLOSET -:,.•'., 41wintr ARON TORONTIAL MIR, , • i L •ow.0464+.4,8 1410 X 14/0 6 ,LirTT-...3' 4-• •4 k a., •..,4•••,.ALL NWT AWL MOW R•4 0,9•3.4010.0[0,w2114 i 1 T,•ea.......,...nov. ---4. 7 L VT J j1 ----7-- —`‘-------- ,i, 1 4 g.4.gcTRICAL,NOTE: %t r ':, ROT&OAR..ir 4 1 " 4 4 .175 i ! 16). . .. 4 ,_______., L - . - 3 •••ELECTRICAL LEGEND... OP 01 1 s • I Cnowatio.wc•otaba•morale. LANWAR144...RR A•th.,P1., 1.., ' ' ........,.. , 4 ,. 1 ORR OW 4 WNW.4,0 4•444 4 I* •p I l',' ' TRENT'B MEORDOM IMper lat::::::::''i0OUr..: please Reach ww,hp..brn,.......y• • own.,we RRA•*AIR wo "'.."tn..7:M=.'"*.•ww I..,.2f I , ,LAINPITY ROOM munalotaim••.4.MY..wiwatmetal !... It ,„,„, ,,,„ •,, ; ; •;;; ; • ' ___,_ ' • LI - ' . v......, .r. .. . J tii . .. .,• I ;;,-, ;;,-"';N:Lft;;;;;A%:;A;;,7•Z •• •••'-'.. _J ••••••••-• ••. ,. HAI/ • ... ... ,.,......,•ha /5 Gr••,. 1 ...An.,4 PRI I. 21I I II UPPER FLOOR PLAN TWA , It .1C: ).. IBC Shearwall Design - PERFORATED SHEARWALL per 2305.3.7.2 Table 2305.3.7.2 Shear Resistance Adjustment Factor(Co) r:llll HEIGHT SHEATHING Maximum Opening Height %Full Hf 33% 50% 67% 83% 100% Sheathing H/3 H/2 2H/3 5H/6 H f 10% 1 0,69 0.53 0.43 0,36 20% 1 0.71 0.56 0.45 0.38 9 30% 1 0.74 0.59 0.49 0.42 z I 40% 1 0.77 0.63 0.53 0.45 o U 50% 1 0.8 0.67 0.57 0.5 z -,'r 60% 1 0.83 0.71 0.63 0.56 70% 1 0.87 0.77 0.69 0.63 80% 1 0.91 0.83 0.77 0.71 . 90% 1 0.95 0.91 100% 0.87 0.83 1 1 1 1 1 WALL IHNI'i II..t.. Iv= V/COL Li T (T TT`� � WInd(W)or Selmic(S)Controls? w = VII/C Maximum Shearwall Aspect Ratio 3.5 f/ L✓/ Full Height of Wall(ft) 8 Min.Width of Shearwall Segment 2.29 12 57l 2 .86 + 3.14 { 3'3 Shear Height of Total Length Sum of Full Max Opening %Full %Max Unit Uplift Uplift from Total Wall" of Wall Height Sheath. Height Height Opening Shear'' Wall V H L Well End Wall Above Uplift Identif EUHo Sheathing Height Co v Shearwall T Mt_ _ AI L) 2 (ib) (f9 (h) (ft) (ft) % % (pit) Type' (lb) _ (lb) Holdown2 (Ib) UPPER WALLS Wall IA 580 10 3.75 3.75 0.00 1.00 0.00 1 155 A Walt 16 870 10 4.5 4.5 0.00 1.00 0.00 1 193 1547 1547 MSTC40 Wall 1C 1,450 10A 1933 1933 MSTC40 6.25 6.25 0,00 1.00 0.00 1 232 - A 2320 Wall2 4,600 10 16.25 16.25 0.00 1.00 0.00 1 283 2320 MSTC40 Wall 3 3,500 i . , A 2831 2831 MSTC40 Wall4 1,800 10 0.83 0.67 0.83 281 A 2811 2811 MSTC40 29.83 26.83 6.67 0.90 0.67 0.83 81 A 808 808 Wall A 2,300 10 39,5 27.5 6.67 0.70 0,67 0.71 118 A 1178 -500 678 Wall Wall 13 _ 4,300 10 16 12 6.67 0,75 0.67 0.77 465 CCMST14 Wall C 3,900 10 14 14 4654 -500 4154 MST14 Wall D1 0.00 1.00 0,00 1 279 A 2786 -500 2286 MSTC40 285 10 5.25 3.25 6.67 0.62 0.67 0.71 124 A 1235 -500 735 Wall 02.03,04 538 10 12 6 6.67 0.50 0.67 0.67 134 A Wall 1339 -500 839 MSTC40 MAIN WALLS Wall 1A/1B 1,680 10 3.75 3.75 0.00 1.00 0.00 1 448 C 4480 -500 3980 Wall 2 7,768 10 17 17 0.00 1.00 0.00 1- 457 C 4569 -500 4069 HDU4SDS2.5 Wall 3 6,668 10 14,25 14.25 0.00 1.00 0.00 1 468 C HDU4SDS2.5 Wall4 3,560 10 28,75 25.75 6.67 0.90 0.67 0.83 167 - A - 1666 4679 HDU4-SDS2.5 Wall 5 3,080 10 42.75 18,75 6.67 0.44 0,67 0.63 261 A 2607 2607 HDU2-SDS2.5 Wall 6 3,080 10 9,17 6.17 6.87 0.67 0.67 0.71 703 E 7031 26071 HDU2-SDS2.5 4339 Wall A 5,830 10 13.5 13.5 0.00 1.00 0.00 1 432 C 4319 HDU8-SDS2.5 Wall 81/82 385 6 2 2 0.00 1.00 0.00 1 193 A 1155 1155 HDU2SDS2.5 Wall B3 7,380 10 16 164113 HDU2-SDS2.5 Wall C1/C2 2 010 6 2 0.00 1.00 0.00 1 1005 C 4613 -500 4530 HDU4-SDS2.5 Well C35,910 10 6.5 2 0.00 1.00 0,00 1 F 6030 -500 6530 HDU4-SDS2.5 6.5 0.00 1.00 0.00 1 909 F 9092 -1000 8092 HD118S1352.5 Wall F..1 2,688 10 15.5 9.5 6.67 0.61 0.67 0.71 398 B 3984 -500 3484 ` 1688 10 Wall E2 , 10.75 7.75 6.67 0.72 0.67 0.77 450 C 4504 -500 4004 HDU4SDS2.5 Wall F 14.5 5.5 6.67 0.38 0,67 0.59 308 B 3082 -500 2582 H0U4SDS2.5 SHEARWALL SCHEDULE • I) SHEATHING SHEAR(PLF) NAIL SIZE EDGE NAILS FIELD NAILS BOT.PLATE TOP PLATE A35 5/8"x 10" (O.C.) (0.C) NAILING(OZ.) (O.C.) A.B.(O.C.) REMARKS A 7/16"AFA RATED,ONE SIDE 260 8d 6' '2' 16d'16d g 9" 2•-0" 6-0" 8 7/16'AFA RATED.ONE SIDE 380 ad 4" 2" 164 g 4" 1,-0' 3.-6' C 7/16"APA RATED.ONE SIDE 490 86 3" '2" 16d 3" 0 10" D 7/16"APA RATED.EACH SIDE 520 84 6" '2" 164 3' 0.10" 7-6- E 7/16"APA RATED,EACH SIDE 760 ad 4" '2" 164(I)1.5' C'-7' 1'-66' STAGGER PANEL EDGES&NAILING F 7/16"APA RATED,EACH 5126 980 84 3•' -2• 2 ROWS SDS 1/4x4 12 A 8" C•-6" 1-4" STAGGER PANEL EDGES&NAILING 1 ALL PLYWOOD TO BE APA RATED CC-CD EXTERIOR SHEATHING 2. ALL NAILS TO BE GALVANIZED BOX OR COMMON. 3. ATTACH RIM JOIST AND/OR BLOCKING TO SHEAR WALL AS INDICATED IN TABLE ABOVE 4 ALL WALL SHEATHING TO EXTEND FULL HEIGHT OF WALL TOP PLATES TO BOTTOM PLATE. 5. ALL SHEARWALLS AND HOLD DOWNS MUST HAVE A CONTINUOUS LOAD PATH TO FOUNDATION 6 USE SIMPSON BPS/8-3 PLATE TYPICAL AT ALL ANCHOR BOLTS 7 ALL VALUES LISTED FOR 86 NAILING ARE FOR WALL STUDS a 16"O.C.OR PANELS APPLIED W/LONG DIRECTION TO STUDS 8. 3x NOMINAL FRAMING IS TO BE USED FOR SHEARWALLS NTH PLYWOOD APPLIED TO CNE SIDE WITH NAIL SPACING 2 INCHES OR LOSER AND WHEN PLYWOOD IS APPLIED TO BOTH SIDES OF THE WALL W9TH NAILING APPLIED TO THE SAME MEMBER WITH A NAIL SPACING CLOSER THAN 6 INCHES ON CENTER. 9. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3x NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPACED 2-1/2"O.C.AND 2"O.C. 10 FRAMING AT ADJOINING PANEL EDGES SHALL BE 3x NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE BOTH OF THE FOLLOWNG ARE MET. (1)10d NAILS SHALL HAVE A MAX PENETRATION OF 1-12"AND(2)NAILS ARE SPACED 3'0.0 OR LESS. 11 WHERE BOTTOM PLATE TRANSFER IS THROUGH SIMPSON SDS SCREWS.BLOCKING SHALL BE A MINIMUM OF 2-12"AT(2)ROWS.1-1/2 AT(3)ROWS WITH MANUFACTURED LUMBER(MICROLLAM LVL,OR PARALLAM PSL). 12 WHERE TOP PLATE FASTENING IS LESS THAN 12"0 C USE MINIMUM BLOCKING OF 2-1/2"MANUFACTURED LUMBER(MICROLLAM LVL.OR PARALLA PLS) HOLDOWN SCHEDULE ALLOWABLE MINIMUM Y SIMPSON MODEL LOAD(LBS.) POST FASTENERS ANCHORS THICKNESS REMARKS MSTC40 2695 (2)2x STUDS 28-16d SINKERS APPLY OVER SHEATHING(A.O.S) 2 CMST14 6490 (2)2x STUDS 76-104 - APPLY OVER SHEATHING.LAP 3T ABOVE&BELOW.RIM 10 HDU2SDS2.5 3075 (2(2x STUDS 6-SIDS 1/4 x 2 12` SSTB16,MIN 11 HDU4S052 5 4565 (2)2x STUDS 10-SOS 1/4 x 2 112' SSTB20,MIN. 12 HDUB-SDS2S 7870 4x POST 20-SOS 1/4 x 2 12" SSTB28 MIN. 1. NAILS ARE TO BE COMMON WIRE NAILS.U.N.O. 2 HARDWARE IS TO BE SIMPSON.U.N.O 3 HOLDOWN HARDWARE CAN BE EXTENDED WITH A307 THRD ROD AND COUPLER 4. ALIGN ALL HOLDOWNS FOR THE FULL HEIGHT OF STRUCTURE. 5. ALL HARDWARE TO BE INSTALLED PER MANUFACTURE'S SPECIFICATIONS. • 6. HOLDOWN ANCHOR BOLTS ARE IN ADDITION TO TYPICAL SILL PLATE ANCHOR BOLTS. 7 EXTEND THREADED ROD TO WITHIN 3"CLEAR OF BOTTOM OF FOOTING. 8. STRAP HOLDOWNS(MSTC ETC.)LOADS ARE BASED CN FLOOR TO FLOOR CLEAR SPAN TABLES W/A CLEAR SPAN OF 18"(1 1 7/8-12 DEPTH). • 1-L.I1.11,4 .•1 ILAN NIL,ea __....._ _ . WWI.AM/0 MAR M O.4,1.40 LINO,WA 1.00 OP NO MN*.MTV*.4.OMR.,M -,.• 40.1,10.0 MM.Mt 1111.3.0 011.1.4 MOM To*•AlAo odtA0 o I Mo nem.rom..4**••••O To.MM 1. 't.;;OZO•fIrr".'044.,=='1101,OPMA 1 • 4 r.0.11410 MOVIDif IMOLA...41 0,0 ' , MOT WoOMO•0 MATO.• 1400 1,4 wannn d NM.. i KO 1 1> , ... S 4/E,CO,.0".. kAys.om wove. 2.9.0e PI . e.......11•TWOOT0111 26111, T MAHRU(p.4 ESTI)FSI OA:RI 1444' 1/.4.0 TO fo•MM.• sewn,rs, MN.MA...r 4WWM.0 110OAsMeA.ttOMte M . , _ 1. .e ,Ais,',dam,orol.coom..m 14m.A...n• i , •GO...11,,.Ir...COMM.Jowly Al yr•PT M.o.,L*14TrAl•*A say o oloo MC..41,.. 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ROOF LIVE 25 PSF SNOW LOAD WITH SNOW DRIFT b. ROOF DEAD 15 PSF c. FLOOR LIVE 40 PSF d. FLOOR DEAD 15 PSF e. GROUND SNOW LOAD: 25 PSF f. WIND LOAD: 100 MPH(ASD)130 MPH(ULT) EXPOSURE B Iw=1.0 g. SEISMIC LOAD: SEISMIC DESIGN CATEGORY:D SEISMIC SITE CLASS:D SS=0.9497 Si=0.4183 V=12.99 K(R=6.5) 3. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS PRIOR TO COMMENCING WORK. 4. SPECIFIC MANUFACTURERS AND MATERIALS DEPICTED ON THIS PLAN SET ARE AN INDICATION OF QUALITY AND STRENGTH. VERIFY ALL CONSTRUCTION MATERIAL SUBSTITUTIONS WITH ENGINEER OF RECORD PRIOR TO CONSTRUCTION. 5. ALL FEATURES OF CONSTRUCTION NOT FULLY SHOWN SHALL BE OF THE SAME TYPE AND CHARACTER AS SHOWN FOR SIMILAR CONDITIONS,SUBJECT TO REVIEW OF THE ENGINEER OF RECORD. 6. THE GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND GRADE CONDITIONS,(BOTH NEW AND EXISTING)REPORTING ANY DISCREPANCIES TO THE ENGINEER OF RECORD PRIOR TO ORDERING MATERIALS OR PROCEEDING WITH ANY PHASE OF WORK. 7. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND METHODS. RESPONSIBILITY SHALL INCLUDE BUT NOT LIMITED TO DEMOLITION AND CONSTRUCTION MEANS AND METHODS.TECHNIQUES. SEQUENCING,AND SAFETY REQUIRED TO COMPLETE CONSTRUCTION. 8. THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY AS A COMPLETED STRUCTURE. APPLICATIONS OF CONSTRUCTION LOADS TO THE PARTIALLY COMPLETED STRUCTURE SHALL E CONSIDERED BY THE CONTRACTOR AND SO INCLUDED IN THE DESIGN OF SHORING,BRACING,FORMWORK AND ANY THEIR SUPPORTING ELEMENTS PROVIDED FOR CONSTRUCTION OF THE STRUCTURE. DURING ERECTION AND UNTIL ALL PERMANENT CONNECTIONS ARE MADE,ALL ERECTION BRACING,TEMPORARY SHORING AND CONSTRUCTION SEQUENCING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 9. DO NOT SCALE DIMENSIONS FROM DRAWINGS OR DETAILS. THE CONTRACTOR SHALL REQUEST,FROM THE ENGINEER. NECESSARY DIMENSIONS NOT SHOWN ON THE DRAWINGS. FOUNDATIONS: 1. FOUNDATION SIZES ARE BASED ON TOTAL LOAD BEARING PRESSURE OF 1500PSF. NO GEOTECHNICAL EVALUATION WAS PERFORMED.CODE MINIMUMS ARE USED FOR DESIGN. G.C.SHALL COORDINATE EFFORTS TO VERIFY ADEQUATE SUBGRADE PRIOR TO CONSTRUCTION. 2. ALL FOOTINGS SHALL BE PLACED ON FIRM,NON-ORGANIC,UNDISTURBED NATIVE SOIL,OR ON ENGINEERED FILL COMPACTED TO MINIMUM OF 95%OF THE ASTM d 1557 DENSITY. 3. BOTTOM OF ALL FOOTINGS TO BE EMBEDDED BELOW FROST DEPTH. 4. MAXIMUM SLOPE OF CUTS AND FILLS ARE TO BE TWO(2)HORIZONTAL TO ONE(1)VERTICAL FOR BUILDING, STRUCTURES.FOUNDATIONS AND RETAINING WALLS. REINFORCING STEEL. 1. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A 615 GRADE 60. 2. PLACE 2-0 X 2-0 BARS AT CORNERS AND INTERSECTIONS. 3. ALL REINFORCING STEEL SHALL BE DETAILED,FABRICATED.AND PLACED IN ACCORDANCE WITH ACI DETAILING MANUAL 315. 4. LAP ALL REINFORCING BARS MINIMUM 30"(UNLESS NOTED PER ACI 318-08). 5. SECURELY TIE ALL REINFORCING PRIOR TO PLACING CONCRETE. ALL TIE WIRE SHALL BE Min.#16 ANNEALED STEEL. 6. PROVIDE 3"CLEARANCE FOR ALL REINFORCING IN CONCRETE CAST AGAINST EARTH,2"FOR CONCRETE EXPOSED TO AIR,AND 1 112"FOR ALL INTERIOR EXPOSURE. 7. ALL REINFORCING SHALL BE SUPPORTED ON WELL CURED CONCRETE BLOCKS OR APPROVED METAL CHAIRS,AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE,MSP-1. CONCRETE: 1. ALL CONCRETE SHALL DEVELOP A MINIMUM 28-DAY LAB CURED COMPRESSIVE STRENGTH OF 3,500 PSI. ALL FOOTINGS WERE DESIGNED WITH ft=2,500 PSI,THEREFORE NO SPECIAL INSPECTION IS REQUIRED. 2. ALL EXPOSED CONCRETE TO HAVE 5%PLUS OR MINUS 1%AIR,BY VOLUME,CONFORMING TO ASTM C 260. 3. ALL CONCRETE SHALL HAVE A MAXIMUM SLUMP OF 4'. 4. ALL CONCRETE SHALL BE CURED PER ACI 315-08 STANDARDS. FRAMING LUMBER: 1. ALL FRAMING LUMBER SHALL BE DOUGLAS FIR-LARCH AND SHALL BE GRADED UNDER THE MOST RECENTLY ADOPTED RULES OF THE WEST COAST LUMBER INSPECTION BUREAU(WCLIB). 2. ALL BEAMS AND JOISTS SHALL BE NUMBER 2(UNLESS NOTED OTHERWISE). 3. ALL STUDS AND BLOCKING SHALL BE NUMBER 2. 4. ALL LUMBER IN CONTACT WITH CONCRETE OR EXPOSED SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA STANDARD C-2 AND SHALL BEAR THE AWPA QUALITY MARK. FIELD CUTS,NOTCHES AND DRILLED HOLES OF PRESSURE TREATED MEMBERS SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4 5. ALL FRAMING CONNECTIONS TO BE MADE WITH SIMPSON FRAMING HARDWARE. COORDINATE SELECTION W/ENGINEER PRIOR TO CONSTRUCTION. FASTENERS FOR PRESSURE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. PLYWOOD SHEATHING: 1. ALL PLYWOOD SHALL BE C-D GRADE WITH EXTERIOR GLUE MANUFACTURED IN ACCORDANCE WITH THE UNITED STATES PRODUCT STANDARD PS 1-83/ANSI A199.1"FOR CONSTRUCTION AND INDUSTRIAL PLYWOOD"AND SHALL CONFORM TO UBC STANDARD 23-2 AND SHALL BEAR THE APA TRADEMARK OF THE APA. 2. PLYWOOD SHALL BE LAID WITH END JOINTS STAGGERED. 3. BLOCK ALL SHEAR WALL SHEATHING WITH 2X BLOCKING AT ALL EDGES. 4. ALL EXTERIOR WALLS ARE TO BE CONTINUOUSLY SHEATHED. 5. OSB MAY BE SUBSTITUTED FOR PLYWOOD WITH SAME SPAN RATING. TIMBER FASTENERS: 1. ALL TIMBER MATERIAL SHALL BE FASTENED PER OSSC TABLE 2304.9.1,"FASTENING SCHEDULE"U.N.O.