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Permit File 3910 Cottage Place
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' rf • ,,'N ' - - �a • V.:. c ". 1 M M4 • t A O Y` tr , Design Criteria for Commercial Building Job 05115 Isles Building Patos Design Criteria: December 5, 2005 Wind: 85 mph Exposure B Design References:ASCE 7-02 Chapter 6 2003 IBC Snow: 25 psi Ground 2003 IRC ASCE 7-02 Chapter 6 Balanced: 18 psi Roof ANTS 1997 NDS AF&PA WFCM-2001 Unbalanced: 22 psf Roof Eave: 36 psf Roof 3 /jj nisi-lay., Construction: 20 psf Roof Floor 40 psf Hall 40 psf Partition 20 psf Seismic Site Class D Seismic Group 1 Material Strengths: Concrete: 2500 psi Footings 2500 psi Foundation Stem Walls 2500 psi Slab on Grade 3000 psi Retaining Wall 4000 psi Elevated Deck Slab Soil Bearing: 2000 psf ;r r Reinforcing: 60 ksi #4 Bars & Smaller A<)• • • "4D0 c 60 ksi #5 Bars & Larger u i t ` 1, 0 / S x Z`. Wood: ✓ i is t Beams: #2 DF Unless Noted Otherwise �o%R1L�mar' , =V Posts: #1 HF Unless Noted Otherwise EXPIRES/0/0 7/0 F' Headers: #2 HF Unless Noted Otherwise GLB: 24F-V3 Unless Noted Otherwise Studs & Framing: HF Stud or Better Unless Noted Otherwise Shear Wall Sheathing Placed Directly on Framing, 7/16"Sheathing Except Group 5, Studs 16"oc Isles Buildings Date and Time: 8/13/2005 3:20:36 PM MCE Parameters - Conterminous 48 States Zip Code - 98221 Central Latitude = 48.465409 Central Longitude = -122.615369 Data are based on the 0.10 deg grid set Period SA (sec) (%g) 0.2 117.4 Map Value, Soil Factor of 1.0 1.0 036.5 Map Value, Soil Factor of 1.0 MCE Parameters x Specified Soil Factors 0.2 120.9 Soil Factor of 1.03 1.0 061.0 Soil Factor of 1.67 MCE Parameters - Conterminous 48 States Zip Code - 98221 Central Latitude = 48.465409 Central Longitude = -122.615369 Data are based on the 0.10 deg grid set Period SA (sec) (%g) 0.2 117.4 Map Value, Soil Factor of 1.0 1.0 036.5 Map Value, Soil Factor of 1.0 MCE SPECTRUM x SOIL FACTORS Fa = 1.03 Fv = 1.67 Period SA (sec) (%g) 0.000 048.4 0.4FaSs 0.101 120.9 To 0.200 120.9 T=0.2, FaSs 0.505 120.9 Ts 0.600 101.7 0.700 087.2 0.800 076.3 0.900 067.8 1.000 061.0 T=1.0, FvS1 1.100 055.5 1.200 050.8 1.300 046.9 1.400 043.6 1.500 040.7 1.600 038.1 1.700 035.9 1.800 033.9 1.900 032.1 2.000 030.5 Lateral Design 2003 IBC Code Job 05115 isles Building Catala December 5,2005 Seismic Evaluation Base Shear(V)=Building Wt 10.044lSds>=Sds/(R/I)a Sd1/(TR/p I 0.044 0.154 0.308 Seismic Zone 3 Site Class D Stiff 600 ft/s a vs a 1,200 ft/s Table 16-J I= 1 Building importance Factor Ss= 1.5 Mapped Acceleration Short Period<1' Fa= 1 Seismic Coefficient Table 1615.1.2(1) S1 = 0.5 Mapped Acceleration 1 Second Period Fv= 1.5 Seismic Coefficient Table 1615.1.2(2) To= 0.10 0.2'Sd1/Sds Ts= 0.50 Sd1/Sds Sds= 1.00 T a Ts Max Earthquake Short Period<1" Sd1 = 0.50 Max Earthquake=1 Second Sa= 0.70 Ta To Sa= 1.00 To>=Ta Ts Sa 2.00 T>=Ts Spectrum Response 1.00 R= 6.5 Response Modification Coefficient Table 1617.6.2 T=Ct(hn)^3/4 = 0.250 Fundamental Period of Structure a 1.4 sec Ct= 0.02 Frequency Coefficient 1617.4.2 hn= 29.0 ft 3rd Story Mean Roof Height 18.0 It 3rd Story Floor Height 9.0 ft 2nd Story Floor Height Seismic Coefficient Cs= 0.154 Simplified Analysis Cs= 0.185 Material Weights Roof WI Trusses @ 24"oc= 2 psf 5/8"APA Sheathing 2 psf Composite Shingles 4 psf insulation 1.5 psf o- 5/8"Gypsum 2.75 psf 12.25 psf Interior Walls 5/8"Gypsum,Two Sides 5.5 psf 2x4 @ 16"oc 2 psf 7.5 psf Exterior Walls 5/8"Gypsum 2.75 psf 2x6 @ 16"oc 2 psf 5/8"Plywood Sheathing 2 psf Siding 2 psf Insulation 1.25 psf 10 psf Floor Above Crawl Space 2x10 @ 16"oc 2.75 psf 3/4"Plywood Sheathing 3 psf Floor Coverings 3 psf Insulation 1.25 psf 10 psf Floor Between Stories 2x12 @ 16"oc 3 psf 3/4"Plywood Sheathing 3 psf 5/8"Gypsum 2.75 psf Floor Coverings 4 psf Gyperete Sound Barrier 0 psf Insulation 1.25 psf 14psf Partition Wt Based Upon Mean Roof 8 psf Partition Wt Based Upon 2nd Story Floor 20 psf Partition Wt Based Upon 1std Story Roof 8 psf Building Weights 2nd Story Roof Area 714 sq ft 2nd Story Floor Area 531 sq ft 1st Story Roof Area 828 sq ft 1st Story Floor Area 654 sq ft Weight for Roof System 14,459 lb Weight for 2nd Story Floor System 18,054 lb Weight for 1st Story Roof System 16,762 lb Weight for 1st Story Floor System 22,219 lb Total Building Wt for Lateral Design 71.493 lb Design Building Wts Base Shear Force to Design For= 10,999 lb Distribution of Lateral Forces 2nd Story Roof Force 33.65% 3,701 lb 1st roof 2nd 6r 2nd Story Floor Force 50.30% 5,532 lb 2663 2869 1st Story Floor Force 16.05% 1,765 lb 100.00% 10,999 lb Redundancy Calculations ASCE 7 2nd Story Roof Max Shear Load Redundancy Factor Rho 1 Mln Length of Shear Wall= 2 ft rmax= 0.75 Story Area= 714 sf Story Shear Load= 1851 lb Max Allowable Shear Wall Load= 277 lb v=21w'V/A^(1/2) 2nd Story Floor Max Shear Load Redundancy Factor Rho 1 Min Length of Shear Wall= 2 ft rmax= 0.87 Story Area= 531 sf Story Shear Load= 4617 lb Max Allowable Shear Wail Load= 801 lb v=21w*V/A^(1/2) 1st Story Floor Max Shear Load Redundancy Factor Rho 1 Min Length of Shear Wall= 2 ft rmax= 0.78 Story Area= 654 sf Story Shear Load= 883 lb Max Allowable Shear Wall Load= 138 lb v=2Iw*WA^(1/2) Shear Wall Design 05115 Isles Building Patos Dale 12/05/05 2nd Story Roof Support Uso shear wall SW1 typ. Unless noted opthorwlse Lateral Load 3701.0 lb Roof Area Total= 714 sf H(ft) Length Tributary Area Shear Shear(elf, Holdown HD HD Shear Wall (It) Calculation(so Load(la Above Total (Ib) rom above total r.max Length(ft) Width(ft) Area(sf), A 8.0 11.0 25 13 325 1685 0 1685 153 1225 0 1225 0.413802 6 8.0 9.0 26 12.5 325 1685 0 1685 187 1497 0 �w,1497 0.455182 C 8.0 9.0 25 13 325 1685 0 1685 187 1497 0 \r A497 0.455182 D 8.0 8.0 16 4 64 332 0 332 41 332 0 tAt32 0.089638 E 8.0 21.0 26 13.75 357.5 1853 0 1853 88 706 0 V /e//06 0.238429 F 8.0 4.0 4 8 32 166 0 166 41 332 0 NlJ32 0.044818 0.455182 P. 0.355644 2nd Story Floor Support Lateral Load 2869.0 lb Floor Area Total= 531 sf H(It) Length Tributary Area Shear Shear(pIN Holdown HD HD Shear Wall (II) Calculation(sQ Load(Ib) Above Total (Ib) -rom above total r.max Length(ft) Width(ft) Area(sQ H'+B 8.0 7.0 22 11 242 1308 1685 2992 427 3420 1497 See H 0.455744 J'+C 8.0 8.0 21 11.5 241.5 1305 1685 2989 374 2989 0 See J 0.454802 K+F 8.0 4.0 4 8 24 130 188 296 74 591 332 v923 0.045198 L+D 8.0 12.0 12 4 48 259 332 591 ' 49 394 332 /'726 0.07533 M'+E 8.0 17.0 22 11.75 258.5 1397 1853 3250 . 191 1529 706 See M 0.286363 N'+,5A 8.0 13.0 21 11.5 241.5 1305 842 2147 165 1321 1225 See N 0.349848 0.455744 P. 0.095584 1st Story Roof Support Lateral Load 2663.0 lb Roof Area Total is 828 sf H(ft) Length Tributary Area Shear Shear(pit, Holdown HD HD Shear Wall (8) Calculation(al) Load(IbL Above Total (lb) tom about total r.max Length(ft Width(ft) Area(sf) G 80 9.0 21.5 8.3 135.45 436 0 438 48 387 0 Lic87 0.151841 J Li.- Hi-H' 8.0 7.0 17 8.5 110.5 355 2992 3348 478 3826 1497 \45323 0.123872 1 8.0 4 0 17 5.75 97.75 314 0 314 79 629 0 \J629 0.109579 1,77 J Z J+J' 8.0 8.0 9 12.75 114.75 369 2989 3359 420 3359 0 t 33359 0.128636 J Z. M+M' 8.0 17.0 26 14 384 1171 3250 4420 280 2080 706 ,{;786 0,240028 C N+N' 8.0 13.0 17 4.5 76.5 246 2147 2393 184 1473 1225 'l'122696 0.065987 Vir\\r O 8.0 3.0 6 6 36 116 0 118 39 309 0 309 0.040356 P 8.0 19.0 25 11.58 269 929 0 929 49 391 0 N1391 0.170512 O 8.0 5.0 17 13 221 711 0 711 142 1137 0 1?137 0.247744 R 8.0 18.0 25 8.5 212.5 883 0 883 43 342 0 ti 42 0.1488.64 0.247744 P.. -0.80551 1st Story Floor Support Lateral Load 1785.0 lb Floor Area Total 854 st H(ft) Length Tributary Area Shear Shear(plf Holdown HD HD Shear Wall (ft) Calculation(sp Load(lb) Above Total (lb) tom above total r.max Length(ft Width(t) Area(sf) NA 6+0 8.0 17.0 21 5.75 120.75 326 436 762 45 358 387 746 0.066815 Y'" / Grp T+H 8.0 6.0 22 14.5 319 861 3348 4208 701 NA NA 5.E/.� , 0.300073 U 8.0 7.0 28 11 308 831' 0 831 119 950 0 -N'7950 0.289726 V+I 8.0 8.0 13 7 91 246 314 560 70 560 629 C\Y 1169 0.085601 W+J 8.0 7.0 28 6.5 182 491 3359 3850 550 4400 3359 \`.}��7758 0.171202 X+L 8.0 8.5 12 4 48 130 296 425 50 400 923 Y 1323 0.045152 Y+M 8.0 24.0 26 10 260 -702_.. 4A^0_--6422 - G l 1,.... -1ZOL--- p�_.aa94. 0.101906 G . ZA.,,1l' 0.300073 • -0.60624 c,.,,4-4,L. /3, /t) r / /G� _ / 63Cx 2 _ /34 o [ui(,3i•Exio)K,z 4 ��4 K9 = 97so tih 3�ty nr✓ltl /3u2o}K33�F 'x' R� /3 6/Z Melt '91$"D laxq K, fg r ) - /303/ /-/z-r- 3ossri rk, t = 43c/Z a-Cz°E-x /)- S/flint Mat = 13031i °xi)-i-0r </°�x-9x�=/has lb•FT Ci/F,4= 6Z SSL lh-Fr (/r� llsr_ 6zP90 ' C9S-3 0S /i;-- z7 r. fns sa BF ^ / 1 1.1 t F-MNO TA K'-:5 OR S1 FNAE e 2 UL / /O////O&/////// Ow///%/%1 0 xa -6SY 1.• .5 a, y0 I 4aww i I Lv".• tett! it - \ /1 0 1 I J 146F I 1 t- }-—.—.—.-c - _„:„....e /m//w.NF -_ I a 9 nr I $ 4 — ` O ENGNEERID TRUSSES N OE. z ` \/ 'A II^. W �J -}T- - 1 ©1 y/o�rmd \./ eNl I �� ` M10 BATH �- vu3 1 q Iz 2-64-3 rT to ///iio/a/a///////i/i//iiin///h 4./l//////.Ya90/47/i/nvww/v.07/4 n - Y 'i r f tJ 1 J f, /� I i 4 y � .'l tic w —� � 1 ";; MASTER�EDROOM z` l "� '1 —x ii a " / —I— I ENGnEFPFDI ®N'QE- ol v 541_ ;1 fit` --1 --Jc . - a ' ( j// cc.-T_ ° I 11 +1a I - iv Op1_ . / ''I j,WEauz a; ' i i( ♦ I N { ' - I - ' tf 0 kv / r a5' 1 s _ vs _y Upper Floor Plan with Roof Below 23.d , Itd �J/ , 16d , 6d d M1 1 rDv - 1 S!✓y .q I\-415- 69" IJw1T /js Ij)) �/ 011r(--y fM1N11)MUYW = J\ c✓�i% jl L_ _ — asp y"l 1� I\I I ii V I : eh. I / SLOPE2%TO DOOR e I I I Ic II t' <'IE 9A9 YrtN i1'4 ' ri, \ 6 N LI -r- I` -O IEEKSEE CRAMS MYd ' § z,EI\I I I F I _��_ SHOW r lug L�IIrJ 4•CONCRETE SUB NTIN FIBER /`" ' 1 I I - - Be ski 03.E.�)H 16 r 11.%I rd• ,I I MEWL FREE OPTING CAAVfl I\�4 , J y�✓} II BELOW 'i O I I NS 1 y \ I I l ) N 44.1'� . L10 PI 11 • • 'o�iarE�uaw nu. rn �����I/• rr, /�� �'\� I��I S✓VhLhYrt�3cx R4c137--- - I%1 1 NYIPKEESSPTEL 'I 'IV E.�11(4 pfosr ly pr&s:-- VI 10 ' n ,l ro GW.niSPI[2:-1 I fr' p +/, ' * o I m <^ �.d lyl at1 I i I i4F •R4/o../�i I�= r ,:L., oll a i I c umsPACE I\ VW _ / - / IxF� L�J Fran " � I I I n I1• — in.J\ I I I I 11— +..:• 31. ._fidR POST \ I 1— EH — 1 - - - " ill (/�, kb II IYAVt. a L J • .� 11 i r r i I I I I ', • I I g airi-Lc%CC2 L S CL='-- L i-�-�aoGt-E — N 1I.1 T-ti n vim/C J i ,,LL @0'0.C. iI ht Pf ®160L /'�i,'„ ��IlG{7/'✓ /"� N9dAlE 0.XH SFWS4 P3 Yt• ( p-2 a"-d �CT.II UIRRSCE Of WWII 12414' L666 lie .1 II'2• , fl'4p , 26-06 , Rd Main Floor Framing Plan sra / 2/2r / 17s 16s 6s / / SIT .417 / „ ° rL '/ 1 68 q Mado�e •i 14R C�7� . ye/ S lw� 3 WALL REWIRES IAMM!. p '.�n-.. • 4 ENGINEERING,TYP BOTH SDES ®___ 0,2,,„pc p L/ i 5 yl Sao is �- bo ^%/.,%////////// -A 1111 'A%/m/m/iY//D///////////////m/////mFH/p/////% I 3 6 '�3 7 c �y :,Site F1 ,-„-, w i 1 s ,.2 .F.,? c m Q.;:,G u GARAGE 4 , ' h LIVING ROOM s $41 0 DINING $ b >i� .0- tx• rs - rbx ///m/m/m/mew/o//m/mm/.. i- 1 .. e 0 i p� �, s, R&64. R LT ENTRYsma \ f \ // -i `-- FOYER \53�"- ,- B,N/ 1' Q 9'. WALI REQIFES LATER/V. CONCRL Ih PATIO i. !. t 1 EtiGo L. m =a;IIre `"ec 3 m miiomi 9 u; w..v DECK 1 is ea • i'! _ Fi -_ __= KITCHEN ! C 6Th&ow FF §' 1 F 1 m e, A 41 NO0I t-I t g py; rF L5�J� 4' -Y /o, e Y/✓/m/vim/mom, a_ >/mioiainz.-. - • ]E A]L'a0 4 p ��ii MSi 6-0BV lT 6s Go % 6s S-1P i TE / CZ /1 �11'8 Ad / Main Floor Plan DRAG STRUT AS CALLED OUT ENGINEERED FLOOR BEAM IN PLAN. NAIL TO TOP PLAT A BEAM BRACKET ANDD BEAM 'EAR WALL. TOP PLAT AND SHEAR WALL NAILING PER SHEAR WALL SCHEDULE }1_II II _1_ • • RAG STRUT NAILED TO BOTTOM OF BEAM • • ® Floor Beam to Shear Wall Connection HOLD DOWN SCHEDULE MK, SIMPSON MODEL 9 HOLD DOWN TYPE POST SIZE HOLD DOWN/POST POST TO SHTG. CAPACITY NAILING NAILING V MSTI36 STUD TO STUD DOUBLE 2x 16-10d IV 8d 0 6' O.C. 1260 LB CENTER ON RIM BOARD 8 EA END EA. 2x POST ✓ MSR48 STUD TO STUD DOUBLE 2x 28-100 x lWT• 8d 0 6' 0.C. 2205 LB CENTER ON RIM BOARD 14 EA END EA. 2x POST ✓ STUD TO STUD 68-IBd SINKERS 8d 0 4' O.C. MSTC66 CENTER ON RIM BOARD DOUBLE 2x 34 EA END EA. 2x POST 5075 LB ✓ STHDID CONCRETE TO STUD WALL DOUBLE 2x 28-I6d SINKERS 64 02 6'OST 2990 LB V STHDIDRJ CONCRETE TO STUD WALL DOUBLE 2x 28-16d SINKER$ 8d 0 6' O.C. 2990 LB with RIM BOARD EA, 2x POST vSTHD14 CONCRETE TO STUD WALL DOUBLE 2x 38-16d SINKERS EA. 2x POST 4160 LB ✓ PSSTBL28 HDB-SDS3ANCHOR W/ CONCRETE TO STUD WALL 4x POST 24-SOS Y'x3' (2) ROWS 8d • 3. 0.C. 6295 LB NOTES* I. INSTALL ON SIDE OPPOSIT OF SHEATHING or OVER SHEATHING 1, BEGIN NAILING AT PLATE AND WORK OUT. 0-Z-I-EA 0-0-L 0-9-L t. 0-0 I--L.IA 0-0-0 E >_< 1 01 s 0 1?) hiljlialat\ I ! l'fi e e N "- , 1 zt- 1 0 L 0",.. 1) Anclinati > Eias ,,, 1°61 [ 0 y_ irlinaliti g 0 r. i 1-00 LER j II li Era 0 r 9) 1 , I__ 9 1 1 . Goa_ , 0 0 L. 1 i • 1 ; LA II£3 0 r C 171,- , 'stir g OS i.1.1.1. ;27 i / 0,c . .•-‘ : • / _. I •ceGO_L 1 len A I iimimi immoraam lii. - riall..."1 lim a , r II/NJ Z CI I ; F. WgeS OS , I • 1 . l'E 1 111 Z• 11/11 . ' a 1' 1, . Am 9 • 1 ,...es 0_1_ 1I ma 9 n M vm 15 o a• 1 "vs O_L 1 I Z• 1 SS O_L t 1III 1 r. ffermar'''" ' 4 Ir S S ID_L ill 1 1 4..,, f. oArata !, 1 ,z)ao I c) ° ariwva. oil I rinrelilWao • Is 10_i el 0 _414) Irv— 4 N N 9 O_L: 4 4 4 i 0) N N N N N V coo 1 a.z.ot_ > > 03 0) CO > l• < ,.., . 0-0-2. 0-0-6 0-0-Z IL - 0-0-Et i NY Id gni vid L;110 i . a • Multi-Loaded Beamf 2003 International Building Code(01 NDS)I Ver: 6.00.2 By: Hayden H.Watson . Northwest Datum& Design, Inc. on: 12-05-2005 : 3:14:14 PM Project: PATOS-Location: B1 -Under master bed. Summary: 3.5 IN x 9.5 IN x 17.0 FT(6+ 11 )/Versa-Lam 3080 Fb DF-Boise Cascade Section Adequate By: 99.1% Controlling Factor:Area/Depth Required 6.93 In Left Span Deflections: Dead Load: DLD-Left= -0.01 IN Live Load: LLD-Left= -0.02 IN=L/3124 Total Load: TLD-Left= -0.03 IN=L/2251 Center span Deflections: Dead Load: DLD-Center- 0.09 IN Live Load: LLD-Center= 0.12 IN = L/1102 Total Load: TLD-Center= 0.21 IN = L/619 Left End Reactions (Support A): Live Load: LL-Rxn-A= 807 LB Dead Load: DL-Rxn-A= 282 LB Total Load: TL-Rxn-A= 1089 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-A-min= -293 LB Bearing Length Required (Beam only,support capacity not checked): BL-A= 0.35 IN Center span Left End Reactions(Support B): Live Load: LL-Rxn-B= 3372 LB Dead Load: DL-Rxn-B= 2919 LB Total Load: TL-Rxn-B= 6291 LB Bearing Length Required(Beam only.support capacity not checked): BL-B= 2.00 IN Center span Right End Reactions (Support C): Live Load: LL-Rxn-C= 1360 LB Dead Load: DL-Rxn-C= 1141 LB Total Load: TL-Rxn-C= 2501 LB Bearing Length Required (Beam only, support capacity not checked): BL-C= 0.79 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 6.0 FT Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 6.0 FT Center span Length: L2= 11.0 FT Center span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center span Unbraced Length-Bottom of Beam: Lu2-Bottom= 11.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Left Span Loading: Uniform Load: Live Load: wL-1= 295 PLF Dead Load: wD-1= 245 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-1= 550 PLF Center span Loading: Uniform Load: Live Load: wL-2= 295 PLF Dead Load: wD-2= 245 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 550 PLF Properties For: Versa-Lam 3080 Fb DF-Boise Cascade Bending Stress: Fb= 3080 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 3027 PSI Adjustment Factors: Cd=1.00 CI=0.96 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= -6261 FT-LB Over left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s) 1,2 Controlling Shear: V= 3173 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)1,2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 24.82 N3 S= 52.65 N3 Area(Shear): Areq= 16.70 N2 • A= 33.25 N2 Moment of Inertia(Deflection): Ireg= 96.98 N4 1= 250.07 N4 Multi-Loaded Beamf 2003 International Building Code(01 NDS)1 Ver: 6.00.2 By: Hayden H.Watson . Northwest Datum& Design, Inc. on: 12-05-2005 : 4:54:47 PM Prolect: PATOS-Location: B2-Under master bath Summary: 5.25 IN x 9.25 IN x 12.5 FT /Versa-Lam 3080 Fb DF-Boise Cascade Section Adequate By:31.3% Controlling Factor: Moment of Inertia/Depth Required 8.45 In ° Center Span Deflections: Dead Load: OLD-Center= 0.23 IN Live Load: LLD-Center= 0.25 IN =L/600 Total Load: TLD-Center- 0.48 IN =L/315 ° Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1969 LB Dead Load: DL-Rxn-A= 1782 LB Total Load: TL-Rxn-A= 3751 LB Bearing Length Required (Beam only.support capacity not checked): BL-A= 0.79 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1969 LB Dead Load: DL-Rxn-B= 1782 LB Total Load: TL-Rxn-B= 3751 LB Bearing Length Required (Beam only,support capacity not checked): BL-B= 0.79 IN Beam Data: Center Span Length: L2= 12.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 315 PLF Dead Load: wD-2= 270 PLF Beam Self Weight: BSW= 15 PLF Total Load: wT-2= 600 PLF Properties For:Versa-Lam 3080 Fb DF-Boise Cascade Bending Stress: Fb= 3080 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb'(Tension): Fb'= 3170 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adlustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 11722 FT-LB 6.25 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 3301 LB At a distanced from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 . Comparisons With Required Sections: Section Modulus(Moment): Srea= 44.37 N3 S= 74.87 N3 Area (Shear): Areq= 17.37 N2 A= 48.56 N2 Moment of Inertia(Deflection): Ireg= 263.71 N4 1= 346.26 N4 Multi-Loaded Beamf 2003 International Building Code(01 NDSI 1 Ver: 6.00.2 - By: Hayden H. Watson , Northwest Datum& Design, Inc.on: 12-05-2005: 3:34:08 PM Proiect: PATOS-Location: B3-interior beam Summary: 3.5 IN x 9.25 IN x 21.0 FT(13+8 )/Versa-Lam 3080 Fb DF-Boise Cascade Section Adequate By: 11.8% Controlling Factor:Moment of Inertia I Depth Required 8.91 In o Left Span Deflections: Dead Load: DLD-Left= 0.13 IN Live Load: LLD-Left= 0.39 IN =L/402 Total Load: TLD-Left= 0.52 IN =L/299 • Center span Deflections: Dead Load: DLD-Center- -0.01 IN Live Load: LLD-Center -0.09 IN =L11085 Total Load: TLD-Center -0.10 IN = L/977 Left End Reactions(Support A): Live Load: LL-Rxn-A= 2417 LB Dead Load: DL-Rxn-A= 921 LB Total Load: TL-Rxn-A= 3338 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.06 IN Center span Left End Reactions(Support B): Live Load: LL-Rxn-B= 6053 LB Dead Load: DL-Rxn-B= 2409 LB Total Load: TL-Rxn-B= 8462 LB Bearing Length Required(Beam only,support capacity not checked): BL-13= 2.69 IN Center span Right End Reactions(Support C): Live Load: LL-Rxn-C= 1592 LB Dead Load: DL-Rxn-C= 347 LB Total Load: TL-Rxn-C= 1940 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-C-min= -488 LB Bearing Length Required(Beam only, support capacity not checked): BL-C= 0.62 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Left Span Length: L1= 13.0 FT Left Span Unbraced Length-Top of Beam: Lu1-Top= 0.0 FT Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= 13.0 FT Center span Length: L2= 8.0 FT Center span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT ' Center span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 • Live Load Deflect.Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Left Span Loading: Uniform Load: Live Load: wL-1= 440 PLF ` Dead Load: wD-1= 165 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-1= 615 PLF Center span Loading: " Uniform Load: Live Load: wL-2= 440 PLF . Dead Load: wD-2= 165 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 615 PLF Properties For:Versa-Lam 3080 Fb DF-Boise Cascade Bending Stress: Fb= 3080 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb'(Compression Face in Tension): Fb'= 2999 PSI Adjustment Factors:Cd=1.00 CI=0.95 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= -9919 FT-LB Over right support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: V= 4361 LB At a distance d from the right support of span 1 (Left Span) Critical shear created by combining all dead loads and live loads on span(s) 1,2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 39.69 N3 S= 49.91 N3 Area(Shear): Areq= 22.95 N2 A= 32.38 N2 Moment of Inertia(Deflection): Ireq= 206.49 N4 1= 230.84 N4 - Multi-Loaded Beaml 2003 International Building Code(01 NDS)1 Ver:6.00.2 • By: Hayden H.Watson , Northwest Datum& Design, Inc.on: 12-05-2005 :4:02:46 PM Project: PATOS-Location: B4-@ stair landing Summary: 1.75 IN x 9.5 IN x 7.5 FT /Versa-Lam 2800 Fb DF-Boise Cascade Section Adequate By: 101.4% Controlling Factor:Section Modulus/Depth Required 6.79 In • Center Span Deflections: Dead Load: DLD-Center= 0.04 IN Live Load: LLD-Center= 0.09 IN = L/988 Total Load: TLD-Center= 0.13 IN =L/710 • Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1200 LB Dead Load: DL-Rxn-A= 469 LB Total Load: TL-Rxn-A= 1669 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.06 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 1200 LB Dead Load: DL-Rxn-B= 469 LB Total Load: TL-Rxn-B= 1669 LB Bearing Length Required(Beam only,support capacity not checked): BL-B= 1.06 IN Beam Data: Center Span Length: L2= 7.5 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 7.5 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 320 PLF Dead Load: wD-2= 120 PLF Beam Self Weight: BSW= 5 PLF Total Load: wT-2= 445 PLF Properties For:Versa-Lam 2800 Fb DF-Boise Cascade Bending Stress: Fb= 2800 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb'(Tension)" Fb'= 2874 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 3130 FT-LB 3.75 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 1336 LB At a distanced from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 13.07 N3 S= 26.32 N3 Area(Shear): Areq= 7.03 N2 A= 16.63 N2 Moment of Inertia(Deflection): Ireo= 45.56 N4 1= 125.03 N4 Multi-Loaded Beam(2003 International Building Code(01 NDSI 1 Ver:6.00.2 By: Hayden H.Watson , Northwest Datum & Design, Inc. on: 12-05-2005 :4:02:28 PM Proiect: PATOS-Location:B5-under kitchen Summary: 5.25 IN x 11.25 IN x 10.0 FT /Versa-Lam 3080 Fb DF-Boise Cascade Section Adequate By:30.1% Controlling Factor: Area/Depth Required 9.65 In • Center Span Deflections: Dead Load: DLD-Center= 0.08 IN Live Load: LLD-Center= 0.19 IN =L/631 Total Load: TLD-Center= 0.27 IN =L/446 o Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 6440 LB Dead Load: DL-Rxn-A= 2671 LB Total Load: TL-Rxn-A= 9111 LB Bearing Length Required(Beam only,support capacity not checked): BL-A= 1.93 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-6= 3413 LB Dead Load: DL-Rxn-B= 1429 LB Total Load: TL-Rxn-B= 4842 LB Bearing Length Required(Beam only, support capacity not checked): BL-8= 1.02 IN Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 380 PLF Dead Load: wD-2= 143 PLF Beam Self Weight: BSW= 18 PLF Total Load: wT-2= 541 PLF Point Load 1 Live Load: PL1-2= 6053 LB Dead Load: PD1-2= 2485 LB Location (From left end of span): X1-2= 2.5 FT Properties For:Versa-Lam 3080 Fb DF-Boise Cascade Bending Stress: Fb= 3080 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb'(Tension): Fb'= 3102 PSI Adjustment Factors: Cd=1.00 Cf=1.01 Fv': Fv'= 285 PSI Adiustment Factors:Cd=1.00 . Design Requirements: Controlling Moment: M= 21085 FT-LB 2.5 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 8623 LB At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Srea= 81.56 N3 S= 110.74 N3 Area(Shear): Area= 45.39 N2 A= 59.06 N2 Moment of Inertia(Deflection): Ireq= 355.24 N4 1= 622.92 N4 Multi-Loaded Beam(2003 International Building Code(01 NDS)1 Ver: 6.00.2 • By: Hayden H.Watson , Northwest Datum& Design, Inc.on: 12-05-2005 :4:13:08 PM Project: PATOS -Location: B6-under shear wall H Summary: 3.5 IN x 9.5 IN x 12.0 FT /Versa-Lam 3080 Fb DF-Boise Cascade Section Adequate By: 110.5% Controlling Factor:Section Modulus(Depth Required 6.88 In • Center Span Deflections: Dead Load: DLD-Center= 0.18 IN Live Load: LLD-Center= -0.15 IN = L/947 Total Load: TLD-Center= 0.18 IN =L/811 • Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 1742 LB Dead Load: DL-Rxn-A= 1142 LB Total Load: TL-Rxn-A= 2884 LB Bearing Length Required(Beam only. support capacity not checked): BL-A= 0.92 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= -1742 LB Dead Load: DL-Rxn-B= 1142 LB Total Load: TL-Rxn-B= 1142 LB Design For Uplift Loads(Includes Uplift Factor of Safety) Rxn-B-min= -980 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 0.36 IN Beam Data: Center Span Length: L2= 12.0 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 12.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: L/ 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 180 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 190 PLF Point Load 1 Live Load: PL1-2= 3800 LB Dead Load: •PD1-2= 0 LB Location(From left end of span): X1-2= 2.5 FT Point Load 2 Live Load: PL2-2= -3800 LB Dead Load: PD2-2= 0 LB Location(From left end of span): X2-2= 8,0 FT Properties For:Versa-Lam 3080 Fb DF-Boise Cascade Bending Stress: Fb= 3080 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fcjrerp= 900 PSI Adjusted Properties Fb' (Tension): Fb'= 3161 PSI Adjustment Factors: Cd=1.00 Cf=1.03 Fv': Fv'= 285 PSI Adjustment Factors:Cd=1.00 Design Requirements: Controlling Moment: M= 6587 FT-LB 2.52 Ft from left support of span 2(Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2884 LB At left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus(Moment): Sreq= 25.01 N3 S= 52.65 N3 Area(Shear): Areq= 15.18 N2 A= 33.25 N2 Moment of Inertia(Deflection): Ireg= 95.06 N4 1= 250.07 N4 Columnl 2003 International Building Code(01 NDS)1 Ver:6.00.2 - By: Hayden H.Watson .Northwest Datum&Design, Inc. on: 12-05-2005 :3:41:36 PM Prolect: PATOS-Location: P1 -under B3 mid-span Summary: 5.5 IN x 5.5 IN x 9 FT/#1 -Douglas Fir-Larch-Dry Use Section Adequate By: 16.4% . Vertical Reactions: Live: Vert-LL-Rxn= 6053 LB Dead: Vert-DL-Rxn= 2485 LB Total: Vert-TL-Rxn= 8538 LB • Axial Loads: Live Loads: PL= 6053 LB Dead Loads: PD= 2409 LB Column Self Weight: CSW= 76 LB Total Loads: PT= 8538 LB Eccentricity(X-X Axis): ex= 2.00 IN Eccentricity(Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length(Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 5.50 IN Area: A= 30.25 1N2 Section Modulus (X-X Axis): Sx= 27.73 IN3 Section Modulus(Y-Y Axis): Sy= 27.73 IN3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 19.6 Properties For#1-Douglas Fir-Larch Compressive Stress: Fc= 1000 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress (X-X Axis): Fbx= 1200 PSI Bending Stress(Y-Y Axis): Fby= 1200 PSI Adjusted Properties: Fbx': Fbx'= 1200 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fby': Fby'= 888 PSI Adjustment Factors:Cd=1.00 Cf=1.00 Cfu=0.74 Fc': Fc'= 761 PSI Adiustment Factors:Cd=1.00 Cp=0.76 Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+ D) Compressive Stress: fc= 282 PSI Allowable Compressive Stress: Fc'= 761 PSI Eccentricity Moment(X-X Axis): Mx-ex= 1410 FT-LB Eccentricity Moment(Y-Y Axis): My-ey= 0 FT-LB Bending Stress Lateral Loads Only(X-X Axis): fbx= 0 PSI Allowable Bending Stress(X-X Axis): Fbx'= 1200 PSI Bending Stress Lateral Loads Only(Y-Y Axis): fbv= 0 PSI Allowable Bending Stress(Y-Y Axis): Fby'= 888 PSI Combined Stress Factor: CSF= 0.84 ' Column!2003 International Building Code(01 NDS11 Ver: 6.00.2 By: Hayden H.Watson , Northwest Datum& Design, Inc.on: 12-05-2005 :4:14:26 PM Project: PATOS-Location: Pi-under B5 Summary: 5.5 IN x 5.5 IN x 9 FT/#1 -Douglas Fir-Larch-Dry Use Section Adequate By:6.9% ▪ Vertical Reactions: Live: Vert-LL-Rxn= 6440 LB Dead: Vert-DL-Rxn= 2747 LB Total: Vert-TL-Rxn= 9187 LB • Axial Loads: Live Loads: PL= 6440 LB Dead Loads: PD= 2671 LB Column Self Weight: CSW= 76 LB Total Loads: PT= 9187 LB Eccentricity(X-X Axis): ex= 2.00 IN Eccentricity(Y-Y Axis): ev= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 9.0 FT Maximum Unbraced Length(X-X Axis): Lx= 9.0 FT Maximum Unbraced Length(Y-Y Axis): Ly= 9.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 5.50 IN Column Section (Y-Y Axis): dy= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X-X Axls): Sx= 27.73 IN3 Section Modulus(Y-Y Axis): Sv= 27.73 IN3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 19.6 Properties For:#1-Douglas Fir-Larch Compressive Stress: Fc= 1000 PSI Modulus of Elasticity: E= 1600000 PSI Bending Stress(X-X Axis): Fbx= 1200 PSI Bending Stress(Y-Y Axis): Fby= 1200 PSI Adjusted Properties: Fbx': Fbx'= 1200 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fby': Fby'= 888 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Cfu=0.74 Fc': Fc'= 761 PSI Adjustment Factors: Cd=1.00 Cp=0.76 ▪ Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+ D) Compressive Stress: fc= 304 PSI Allowable Compressive Stress: Fc'= 761 PSI Eccentricity Moment(X-X Axis): Mx-ex= 1519 FT-LB Eccentricity Moment(Y-Y Axis): My-ey= 0 FT-LB Bending Stress Lateral Loads Only(X-X Axis): tbx= 0 PSI Allowable Bending Stress(X-X Axis): Fbx'= 1200 PSI Bending Stress Lateral Loads Only(Y-Y Axis): fby= 0 PSI Allowable Bending Stress(Y-Y Axis): Fbv'= 888 PSI Combined Stress Factor: CSF= 0.93 Footing Design f 2003 International Building Code(01 NDS)I Ver: 6.00.2 • By: Hayden H.Watson , Northwest Datum & Design, Inc. on: 12-05-2005 :4:16:01 PM Proiect: PATOS- Location: Ftg1 -Under B5 Summary: Footing Size:3.0 FT x 3.0 FT x 10.00 IN Reinforcement:#4 Bars @ 9.00 IN. O.C.EM I(4)min. • Footing Loads: Live Load: PL= 6440 LB Dead Load: PD= 2747 LB Total Load: PT= 9187 LB • Ultimate Factored Load: Pu= 14794 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 60000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.0 FT Length: L= 3.0 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 4.00 IN Baseplate Length: bsl= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1021 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Area= 6.68 SF Area Provided: A= 9.0 SF Baseplate Bearing: Bearing Required: Bearing= 14794 LB Allowable Beadnq: Bearing-Allow= 47600 LB Beam Shear Calculations(One Way Shear): Beam Shear Vu1= 4007 LB Allowable Beam Shear: vc1= 19125 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear Vu2= 13595 LB Allowable Punching Shear(ACI 11-35): vc2-a= 65344 LB Allowable Punching Shear(ACI 11-36): vc2-b= 88188 LB Allowable Punching Shear(ACI 11-37): vc2-c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 52600 IN-LB Nominal Moment Strength: Mn= 251888 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 IN Steel Required Based on Moment: As(1)= 0.16 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.65 IN2 Controlling Reinforcing Steel: As-read= 0.65 IN2 Selected Reinforcement: #4 Bars @ 9.00 IN.O.C.EMW 1(4)Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 13.00 IN Note: Plain concrete adequate for bending,therefore adequate development length not required. 9 CONCRETE REINFORCING STEEL 1 get � , H W T a b c d e f CLR . 9'_1," 0 q _ I 10'0" 6'-10' 12'" #5 0 7" #5 0 7" #5 0 15" #5 0 15" 2'-2" 10" 0'-l0"" ° =111=111L1 B9'-10"TO 5'-10 ' 10" #s 0 7" #5 0 7"" #5 0 15" g5 ® 15" 2'-2" 10" 0'-l0" • d I I� I I—III- 78,0"ro 5'-2"- 70" #5 0 7" #5 0 7" #5 0 15" #5 ® 15" 2'-2" 10" O'-1O" 7 �� s7,�,ro 4'-4" 8" #4 ® 6'" #4 0 12" 1d14 12" #4 ® 12" 1'-10' 10" 0"-8" o '�72s4�� s610".TO 3'-6" 8" #4 0 8" #4 0 8" ,Y4 0 12" #4 0 12" 1'-10' 10" 0•-8" o `" C�C)o 5_6,, 2 -10 8" #4 @ 13" #4 ® 13" #4 0 16" #4 0 12" 1'-8" 10" o'-8" S c 34,10" 2'-4" 4" #4 ® 18" J/4 ® 18" #4 0 16" #4 0 12" 1'-6" 10" 0'-8" x • T ° �qjo 23l 0' 2 -0- nTO " 4" #4 0 18" #4 0 18" #4 0 18" #4 0 12" 1'-6" 10" O'-8"" * b 3�� i LESS 2'-0" 4" #4 ® 18" #4 ® 18" #4 0 18" #4 0 12" 1'-6" 10" O'-8" ° DO�'P,O( 4" CONTIN. PERF �o '. CONN TO STORM F:t]i:.,..:.:.:.:•:.':!:.:.:::!!::::::::. �' �� C SET IN FILTERED Till La .�rr�p°� GRAVEL TO W/I_ -0- c 6" FIN GRADE_ 10 ° b n I W 0 RETAINING WALL NO SCALE TO BE USED WHERE FLOOR JOISTS ARE ABOVE TOP OF CONCRETE WALL. I . u • • ••••finiseli fis sai,000001"usto 05 1,t,_* yr 9 9' AA S9tM4 ' SoPStP a y L::2Vett:: • eY Ina' fie,af 1 4: , ° 1?; ( t( 5 01 I ( AI � -e, e SEA WStit es x y 2.- Wr 1t'1�3 n 1t% Cod BI !'+ 134° te6Lt( f�� S°14* 5 \, 4 °car/ t h f,3l N� $° Zvi °R r7i �. �.n o EXq REy II a r, a �'�-0 N vigouG VOA- ...----- \rsyj .----r---I P®s-c lGsecto 5�le.1(4 Lep C®�NEG tIOSS 08 N '-O e.. r, _ 1J / ) fll [ //. S/Gl� fe.( ..id / • it . - 1,.4. e✓ 5 -!yrez-e-/ - .�.:•Ore' `6ea ,Z ( ) C•,.en./ y. Lr � / j :1: 1_ : ,'. 6, 5 / {„J J / Y� -1 1 t / L ..le, ♦ 4- ..4.5.Ir ' +I .tc.if TM^ /,1; t, /Fr'r " -'' J �; /' "4 , •Iv; may' J r / / + 1. ; > t*/ .. .. . : ,:•F r ,.) ;-..../ �'' ... O :"< . . ,s• r `. .F:• + -/ •: / f ! -_- -',./�. _ �. -{ • r"" I tr. *-41 if 4.2:" t 411- e C21 3 • ..... dr" -ye -7 ..)e, e(:<{, /c e t.••.:5 <":.5) c0, • , I I' SHEAR WALL SCHEDULE - AIM RATED STRUCTURAL SHEATHING SHEATHING SHEAR +gm PLYWOOD TYPE NAIL MINIMUM NAIL SPACING BOTTOM PLATE DOUBLE BOTTOM PLATE DOUBLE TOP PLATE RIM JOISTS TO BUILT-UP SHEAR WALL SHEAR WALL WINDOW RE STRAPS++ ALLOWABLE LOAD ALLOWABLE LOAD I, TYPE WALL FLOOR SIZE PENE 7RA DON ANCHORS FACE NAILING FACE NAILING TOP PLATE STUDS AT HOWDOWN CHORD WINDOW WINDOW DESIGNATION IN FRAMING EDGES FIELD HOLDDOWN STRAP DES $ �£N7NC /rfNINC, SEISMIC WINO SPF FRAMING SWl 7/16' DSO OR 80 1 7 2" 6" 12" 1/2'O ®36' O.G 4-16d/FT 3-l6d/FT SST LPT4 024' at 1-2x PH024509 OR 2 - 2X LSTA9 LSTA30 260 260 239 PLYWOOD / TYPE G INSTALL SRO J 12 - Y2X SW2+ T/t6" OSB OR act 7 7/2' 4" t2• 55-16d/FT 4-l64 FT T LPT4 020' aC 2-2x PFS1D2 SDS3 2 - 2X LSTA18 LSn49 380 380 350 PLYWOOD "o ® ' • at TYPE G INSTALL S7HOfORJ 2 - 2X C _ _ MSTC66 GIB_ 2 - 22 APACRATED SW3+ - 7/16- OSB OR 8d 1 1/2" 3" it "• 6-16d/FT 5-16d/FT SST LPT4 ® 16" O.C. 2-2x PHDS-SDS3 2 yX LSTA30 LSR49 490 490 450 PLYWOOD sins ®29' O.G TYPE G INSTALL OR STH014 2 - 2X SHEA ZING MSTC66, 2 - 2X SW4+ - 7/16" OS8 OR 8d 1 1/2" 2" 12 "" 8-16d/FT 6-16d/FT SST LPT4 4 O IF G 3-2x STHD14 OR 2 - 2X LS1I49 LS7773 640 640 590 PLYWOOD 5/8"4 0 22" O.G PH06-SOS3 2 - 2X + OSB OR12" •" 8-76d/FT _._.. 6-16d T 3-2x PMH08 OR 2 - 2X LS1749 LS7773 SW5 19/32" 10d I5/8" 2" 5/8"w 0 16" aG /F SST LP 4 INSTALL 9"0.0 870 870 800 PLYWOODH08A 6 X 6 042 5W6 - DOUBLE 1/2' Sd COOLER 1 I/g- 4" 4" — 5-76d/FT 4-16d/FT 3-16d BOX/FT 1-2x MSTC28 2 - 2X — — 150 150 150 GYPSUM GYPSUM WALLBOARD 9/32 HEAD ^ WALLBOARD SW7 5/8'GYPSUM 6d COOLER 1 3/8" 4" 4" — 5-16d/FT 4-16d/FT 3-16d BOX/FT 1-2x MSTC28 2 - 2X -- — 175 175 175 _ - WALLBOARD BOTH SIDES 19/64 HEAD NOTE: * FRAMING FOR SHEAR WALLS SHALL BE DEL STUD GRADE •'••• SHEAR WALLS SHALL BE TYPE NOTED IN THIS TABLE U.N.Ct ON THE PLAN. HOLDOOWN STRAPS FOR SPECIFICS NOTED SHEAR WALLS SHALL MATCH DIE STRAP OR I'I4 +•• ANCHOR BOLT SPACING DESIGNED FOR 1/2 DESIGN STRENGTH FOR SEISMIC ZONE 3 ANCHOR SPECIFIED IN THIS TABLE. MAX STUD SPACING 16" aG + 3 BY FRAMING MEMBERS AT VER7ICAL JOINTS OF SHEARING FOR SHEAR WALL STRENGTHS OVER 350 PLF ++ DE STRAPS AND 2X BLOCKING AT TOPS AND BOTTOMS OF WINDOWS WHEN CALLED FOR ON PLAN. •'+' 3R0 STUD IN LOWER STORY SHEAR WALL IS FOR COMPRESSIVE LOADS AND IS NOT +++ SHEERWALC BOTTOM PLATE NAILING AND ALL NAILING AT PRESSURE TR£A7E0 PLATE/MEMBERS SHALL Bf TO AD£O FOR SHEAR WALL TENSION .C.FORCES. ARE STUD SHALLTBE FACE NAILED HOT-DIPPED ZINC-COATED GALVANIZED STEEL OR STAINLESS STEEL NAILS PER IRC 319.,E II TO ADJOINING CHORDS W/16d ® 6' O.C. AND NAILED TO SHEATHING THIN 1/2 THE SPECIFIED SHEAR NAILING. • _ REVISIONS: BY: ® mw — w 21`0" 2 TO 1 9'0" t_ Note: Blocking may be required at intermediate bearings , • , r-1' F forfloor diaphragm per IRC, consult with local building official. 6 11 w ar UPPER s� 114 11 Y Framing Schedule-Nominalized _ T. o 10l— ' _ 0/ — _ I�� Mark Oty Description Length Mark Qty Description Length 11 1 I 1 3 9t2'BC1®450-1.9f)F tTP 7 1 j1Y[,1/2., . re'/� ?2'0" 2 9 91YYBCS450.19 OF 13'0. B 1 5 fL 1 7„it_ 1@U' en o .mot 3 2 9112'BCI®450.t9DF 1PP 9 t Cad/ 4�//�2� 14•P ZW0 4 13 91/TBc,®450-19 of PP f0 1 I <' yf A�ri°'� i� W w W 6 . 7`34dc , Bc - ., w uui_ '�2'�• 2 II 5 3 9 V1'BOB 4501.9 OF TP 11 11 I .- _ 11(B'BC RIM BOARD.OW 5$p f ja Ww LI- II g n 6 2 13/4'x91/TVERSA-IAM028000F 5'0' Z¢pow2 i UPPER Al - Fig) f I'.. rOml" 9 V16""00510-1977 �5y - O 1Oi UPPER Mfr 4 Accessary Schedule + N I it r - ;I.1,1_� d_ 1r 1 ix Mark Dly Manufacturer Product Description —°f i -$r f 1 Y% T:Hr-- 1H�1S� H1 46 Simpson Strong-To Inc. HIM I1-3/4 xa112 iota BCt%Face Mewl 3 I 11 REVIEW DESIGN WITH ENGINEER OF RECORD y 13 3 ° i 11 PRIOR TO CONSTRUCTION. 0 V.2 can i11 NOTE:ALIGN FLOOR JOISTS TO ALLOW FOR s m PLUMBING&MECHANICAL INSTALLATION. e a y 9 w I a " om�c$ FLOOR LOADS QD 40# LIVE LOAD co mn2. 10# DEAD LOAD `...2c2 .6 c mmalti zt me ISo t is UPPER FLOOR FRAMING 50# TOTAL LOAD co @- =. za.. H_ 9-112" BCl/450 Ch "a �ry 3 n N 9Edmt @ 16" o/c — ;a=E = • 0`on 3 NOTE: CONTRACTOR/BUILDER TO W ®t; E 2 m r VERIFY ALL DIMENSIONS, LOCATIONS to �~ VERIFY FRAMING & BEAMS WITH DESIGNER QUANTITIES, AND CONNECTORS NO STRUCTURALS WITH PLAN BEFORE SHIPPING. co SIGNED .---___ w F. o 1 r=a aF� D3 cow o m a= ZZ Joist hanger Load beed overwal above loe K O— 2]50IbIR Vertical - 1 gCi Joist Blocking. (stacked wall below). W i0 1 0 Load Capacity. 20001Wft vertical load 1— n ‘ Li.F Q p U BC FRAMER®2002 • • SCALE: N.T.S. Ned BC Rim Board to' DATE: 7/15/2005 BC'Joist wnhan Nan ✓' versa-Lam [BY: C.KUCHERA to each flange LVL beam — 1 CI BCI Joist BC Rim Board ® LVL Header D C aci Joist with Mid-Span Blocking FILE: 19136.btf ni n• 5a F06 DWG: 1 of 1 SHEET: 2/2 Last Saved Date'8/16/2005 3.08 PM Print Dete:._ __8/16/20053.09 PM___ _ _________ __ REVISIONS: BY: Note: Blocking may be required at intermediate bearings w for floor diaphragm per IRC, consult with local building official. 2 0 z 39'10" t. MAIN III Y Framing Schedule-Nominal'2ed /A it 11'10" I 12'0" i 16'0" ¢ �/ ¢ Mad Qty Description Length Mark Dty Descdpg Length gth 15 0 1 2 912Bp9450-190F 232 9 2 ty4"x912VER5A.LM, 2900DF 50• - inI • el 3.,1 - 2 10 912 B019450-19132 250" 10 1 13/33912 VERSA-IAME2800 DR CO- 9 15 ® < 3 1 912B09450-1.9DF 132 ii t BEAMBYOTNERS IF 0- _ 4 2 912B210450.190F 132 12 1 ur9 { fj�/� L IL tTP 5 5 91Y['aC1645619DF tYP 13 I d SA'{ /1,IA- - NO 6 9 91!2"BGIe4SOIaDF l9P 19 ELK L,........w:.u. -33'P Z W 0 15 , CID 1 IaIrx912VERSA-IAMfl28J0 OF 19'P 15 IL 11/3x9121119'BC RIM BOARD^'OSS 1120" I--CZ Lij • IDa IfriII Gy 1))J tu to LL 1'2I S Z (O In t a1F • 5 b MAIN .2 z MAIN Ai 7 Accessory Schedule 2 1-_ 91/2"BC/450-19 I Foe 16'OCS{Ii 15 _ I - is I in Ht 3 Sanpso7aVwgirmIm Product Description ¢rzmu BC2Fare Mount 2 I Mark Qty Manufacturer Ea ile I ,, .2:;.,7) IM fi N i / Tt __:I_i-:.E.t_:-- .,_, mid-15. _ • li 11 it ` I REVIEW DESIGN WITH ENGINEER OF RECORD o`, • I I I rt PRIOR TO CONSTRUCTION. -o Ss 15 4 4 l: 1 - d �. 6 li, lb NOTE:ALIGN FLOOR JOISTS TO ALLOW FOR a - ® PLUMBING&MECHANICAL INSTALLATION. cs o f 14 B U' o.V.v ul Ii ^ In,mr>‘ 40# LONE OLOAD lV �� —._ N LL O T ,5'4 I ,T6" I 7•B' 10# DEAD LOAD ¢m 39`i Worm = 0 50# TOTAL LOAD co W a m a -'m a G QL I W d a u `� BEd 94it y v S E w NOTE: CONTRACTOR/BUILDER TO 09 § N arc N5 MAIN FLOOR FRAMING . a� 2 3 �t 9-1/2" BCl/450 VERIFY ALL DIMENSIONS, LOCATIONS a9 I qt7 16o O/C QUANTITIES, AND CONNECTORS Z BEFORE SHIPPING. SIGNED N 0 N z on./ o FW F¢ OF 0nW ZQ (7� 275011Nh Vertical Joist hanger = -> 1 Load Capacity. i'' I Loan beann911'elt above i m 'J O r f}; BCI Joist Blacking (stacked over wall below). 0 m0 i f, 2di �000 INR vertcal bad 00 0 N capacity U. m a BC FRAMER®2002 SCALE: N.T.S. Nag BC Rim Boats to" DATE: 7/15/2005 BC]WWI With BE Nail 3 LW. RIM to each Hangs �' Versa-lam BY: C.KUCHERA N.T.S. FS4 EMI Jai St BC Rim Board LVL beam — Nam. F19 LVL Header DpeTing FILE: 19136.bcf N S O BCI Joist with Mid-span Blocking DWG: 1 of 1 N.T.S. SHEET: 1/2 Last Saved Date.6/162005 3:08 PM Print Date:,___8/1620053:08 PM -' ----- - - - ---- --- -- - - 1$ -- 1111/41 4 061404 CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 3910 Cottage Place Owner: Habitat Construction Constructed by: Habitat Construction Building Permit#: BLD-2012-0094 Date issued: September 11, 2012 Occupancy Group: R-3 Use Zone: R2 Dated: December 18, 2012 Authorizing Official: 0-3a," 61e,-- - p(/(/-- 1 N - j Public \/\Iorks Engineering and Development Services Residential Inspection Address: "?yet to co 'C ik cvl.w��� Date: z t Owner: 1-1AzikTita CO v0 Slr tri_a,c.-n OLO Contractor_ t. lyzticrtivr ('.,e 6i1Q1 icx 10 Inspected by: 1. Water Meter Box et firm and level to finished grade or backside of sidewalk elevation. id and box undamaged. [later meter and customer shutoff installed. ohs. [accessible—no landscape obstruction. Driveway installation has drive-over box and lid. ustomer gate valve intact. ea s at connections. 2. Curb and Gutter / ❑ No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. If road frontage improvements: ❑ Expansion joints every 15 feet and at driveways. ❑ Concrete has broom finish. No low spot at curb line, especially at driveway cut. Maximum grade change in 20 feet is %inch. 3. Sidewalk Ni ❑ No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. ❑ ADA compliant— 1 percent slope to curb. If road frontage improvements: D Expansion joints every 15 feet and at driveways. ❑ Concrete has broom finish 4. Driveway Approachesrr- - o cr s, damage, graffiti, footprints, finishing blemishes, or other objectionable rks_ ADA compliant_ 5. Streets _ ❑ No cracks,blemishes. If road or alley improvements: . D " Received proctor and sieve analysis of ballast, crushed rock, and asphalt. QReceived passing materials testing reports for sub-grade, ballast, crushed - rock, and asphalt. ❑ n Received tonnage tickets consistent with required thickness per approved_ plans. - - 6. Sanitary Sewer ❑ Inspection card signed off and/or verified in Building Department database. -built record filed in the address file. - - cr w cap(s)-installed on clean-out(s). • " lean-out(s)set at finished grade.. 7. Storm Drainage ❑ ins ion card signed off.and/or verified in Building Department database. s-built record filed in address file. otblocked or diverted to adjacent parcel. . 8. Public.Utilities Out of Traveled Way D Concrete collars around City utilities. V ❑ Final grading ok. . ❑ Restored to prior condition or better. 9. Landscape D Bonded for completion at later date. Verified against approved landscape plan: 1 i I 1 7 Installation. - Type and quantity of plants. . DSod or seed in place. - ❑. Root barrier(receipt filed). • 10. Erosion Control Measures - 1 mil' 3 removed. 1181rAll is removed. Site clean. ermanent vegetation established. V , . ::,•-,,,a.-„.,i.„:,i: ...,.,z,.. , :ii. -i,:ii n „.,...........,.,...,,..... .. , __ _ .; _ .. -... ' ""-',,-,:-., -i-- ---- ,ii:- : .ii.i....i.i:i:ii .iii:iiiiiiii-i:,ii,,,i,-ii:i:ia,:a:iii..--:, :: :. ..,,,,, i]:,,iii]-...:!:i.....,.,i,.,i,:,- - ....::,...:.::::„. ... - „„„.„„:„..„„ „ . • .,,,,.. „,,,„ ,,,,,,,,„„....,. . .„„ -,....... Cm -141 ---..• NEK Gale Contractor Services A Masco Contractor Services Company 16910 59th Ave.NE,Suite 100 Arlington,WA 98223 10111111111 Installed Insulation Certificate "We certify that insulation material listed here and installed at the following residence surrounding conditioned space meet applicable federal,state,and local specifications." Loose Fill Kraft Unfaced Rigid Foam Cellulose R-Value Thickness CAFLAT E 0 0 0 r1 0 R-49 16.25" 27 i:Iiiiii.:.:!!:•::j. CAV 0 ri 0 0 ri 0 FOG 0 L 0 0 0 0 EW 0 1-1 E 0 0 0 R-21 5.5" .'-.. .'. r. CRAWL.;„,,,,....„.... . 0 0 0 0 CI 0 R-30 10" Contractor Laura Halgren Address or Lot Number 3910 Cottage Place (Signature) City,sr,zip: Anacortes,WA Title Office Manager December 13,2012 1 --1ir c; Cityof Anacortes Permit#: BLD-2012-0094 •. 904 6th Street Issue date: 09/11/2012 P.O.Box 547'. Expire date: 03/10/2014 •G 0,1 Anacortes, WA 98221-0547 �� (360) 293-1901 Job Address: 3910 COTTAGE PL Permit Type: Single Family Residence Permit ANACORTES WA 98221-1274 Project: APN: P124392 Remarks: New Single Family residence per approved plans. Foundation in place constructed with permit: BLD-2006-0282 Owner: HABITAT CONSTRUCTION Contractor: HABITAT CONSTRUCTION Address: 2012 0 AVE Address: 2012 0 AVE APTA APT A ANACORTES WA 98221-2584 ANACORTES WA 98221-2584 Phone: (360)293-8215 Phone: (360)540-8215 License#: HABITC1*969KE General Information: Fees: Occupancy Group r-3 Plan Review Deposit 100.00 Use Zone R2 Building Permit Fee 1,348.10 Building Valuation 224000 Plan Review Fee 382.95 # Forced Air Furnace<=1,000 1 Mechanical Permit Fees 114.65 #of Bathtubs 1 Plumbing Permit Fee 111.00 #of Clothes Dryers 1 State Building Code Fee 4.50 #of Clothes Washers 1 Sewer Inspection Fee 50.00 #of Dishwashers 1 Storm Drain GFC-Residential 1,268.00 #of Gas Fireplace 1 Sewer GFC-Residential 7,428.00 #of Gas Piping 1 Park Impact Fee 615.00 Traffic #of Gas Water Heaters 1 Impact Fee 900.00 #of Water Piping 1 Total Calculated: 12,322.20 #of Hose Bibbs 2 Deposits/Receipts: 0.00 #of Kitchen Sinks 1 #of Range Hoods 1 Total Due: 12,322.20 #of Showers 2 #of Slop Sinks 1 -V 1,.4 r,? #of Ventilation Fans 4 #of Water Closets 3 ,.°• xa rt- CD -.ri i IT. NI ifs c C:) t} c C' tp til '•'' ql — r,? r;i THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OI • F= CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCEDr APR ���• HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. �4--1 PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN'3R-" NOT, THE GRANT PE DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE 0 LO _ LAW R ING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. tit SIGNATURE OF OWNER OR AUTHORIZED AGENT ISS D BY CITY OF ANACORTES I Y - C),s, 0 , e,„, BUILDING DEPARTMENT Itl9I ` INSPECTION CARD ,,I.,../ (360)293-1901 ',...., (Card to be on job site at all times) Job Address: 3910 COTTAGE PL APN: Permit#: BLD-2006-0282 Issue date: 04/20/2006 Permit Type: Foundation Permit . Expire date: 04/20/2007 Remarks: Install foundation for single family residence unde BLD-2006-0225 per approved plans as noted. Applicant: Contractor: Owner:. ' Lender: HABITAT CONSTRUCTION HABITAT CONSTRUCTION HABITAT CONSTRUCTION 12940 SUNSET LN 12940 SUNSET LN 12940 SUNSET LN „ ANACORTES,WA 98221-8525 ANACORTES :WA 98221-8525 ANACORTES WA 98221-8525 (360)293-8215 „ : (360)540-8215 (360)293-8215 „ License#... HABITC1'*969KE ,. , ,,„„„ „„ , „ „ „ • '', : „„„ „, Inspection :: Date „ Inspectors"InspectiOn :: '' ,, '' Date " Inspector's :' : : : ,-:Comments',,,„:„,..„,• :•,, :,:•,,: :::::,,,:„ ; •- .1 • : Initial , '7 : - ' 1 • ' ' Initial 1" - • " : :„ 1 :: 1:' '::::::;',"'"::':''' '''. -• I: • :: • : • : i'•:' ,: , : -: -., :: . .„ „ ' . . „Site&Soil/Footings* -c16 :)'': '': , "'Sewer COhrieotion:"! ,„: , ': c......'2 06 ,.c5 ) ,i,.,,./.. 1 , " : '; : ''''‘' : :' : ',,.'.: '''. E '''' ' , c:'''.,' :: ':1••' ' ','' : , ', : . 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':::::::::::::::',::::•:.;':::':''..::' ',.'',',".::',;:::$!'Z,,,::::::.n. .i'•?,:li;.,J',;;;;.T2,; ;N;;;Ii;,',:f•i;,,;':;, 9" ;'.: ';:`,;:,';;;;;•Y'';;; ;t;S;;';•`:,'',;4''',';:n"':',°;'5':;',E'°':::::',;',1'; ','"':"‘,1.;;;;;;;',;: ::,;;';' ',,',t;'!:'1,:: :;',;:i Page 1 of 1 Ingalls, Paul From: PETE PETERSON [habitat?@msn.com] Sent: Thursday, March 22, 2012 11:35 AM To: Ingalls, Paul Subject: FW: Patos areas for lot 5 Attachments: Patos shower re-arrange 3-22-2012 Model (1).pdf Pete Peterson > From: xany@comcast.net > To: habitat7@msn.com > Subject: Patos areas for lot 5 > Date: Thu, 22 Mar 2012 10:37:51 -0700 > Hi Pete... > Here you go: > Basement area = 588 sf(does not include stairwell) > 1st floor area = 710.5 sf(includes stairwell) > 2nd floor area = 765 sf(does not include area of stairwell) > Garage area = 275.5 sf > Concrete entry patio area = 72 sf > 1st floor deck area = 227.6 sf > Patio area underneath deck at basement level = 227.5 sf(don't know if you need this, but you might) > Okay, that should do you. I put a 6" chase with a 2x4 wall at the shower. Will that do you? > If so, let me know&I'll send the sheet to Bayshore for printing. > Thanks... > Shannon > Shannon Good Design LLC > 403 South 11th Street > Mount Vernon, Wa. 98274 > 360.336.9700 > https://sites.google.com/site/gooddesignllc/ 3/22/2012 AS-Li LI i L i , r Storm , CONTRACTOR: PLAT/DIVISION: ,,,L„sie.A. BLOCK ...* LOT ADDRESS: .5 IVO (;"*"'li*XVQ-- //ere DATE: PERMIT# SCALE 8k)TC . . S TREET f 41 , , . . ..., ' r 4 Vii, . _ 1 * ,,,, c 4 sso N „ , — = IL—oopeogiv ... , . ) INIRI 1 , LOCATE STREET(S)ON GRID MAP _ 0:73,0 .-'/23;200c. s01 Pr_`;. : ,. , __= 00557_ 1x X Q City of Anacortes Permit#: BLD-2006-0282 904 6th Street Issue date: 04/20/2006 P.O.Box 547 Co Anacortes, WA 98221-0547 Expire date: 04/20/2007 Job Address: 3910 COTTAGE PL Permit Type: Foundation Permit ANACORTES WA 98221 Project: APN: Remarks: Install foundation for single family residence unde BLD-2006-0225 per approved plans as noted. Owner: HABITAT CONSTRUCTION Contractor: HABITAT CONSTRUCTION Address: 12940 SUNSET LN Address: 12940 SUNSET LN ANACORTES WA 98221-8525 ANACORTES WA 98221-8525 Phone: (360) 293-8215 Phone: (360)540-8215 License#: HABITC1*969KE General Information: Fees: Building Valuation 10000 Building Permit Fee 80.50 Plan Review Fee 52.33 State Building Code Fee 4.50 Total Calculated: 137 33 Deposits/Receipts: 0.00 Total Due: 137.33 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE '•NTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL T PROVISIONS OF ANY OTHER STAT .- LO' • r•n - GUL; G CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. _ 41! se- SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY `, .'r_ jji I �::ri�I _ - _ � �... .a aL.LJii 1 l��} 1-k���SJiL 1" r Storm CONTRACTOR: ([kh 4-414}- c 4. PLAT/DIVISION: 541A BLOCK LOT ADDRESS: 39/v is� /I-r e L-4,j 5— DATE: — ` -O 6/ PERMIT# SCALE IV 7-3' ___ T S T R E E T , a- i a 1 i \ 1(14115-3 - -----7 5- --4----( , r- rNO y � r ___. _______ _ giklY-' - //q (i.-e , . ._.! , , . , i , i , . LOCATE STREET(S)ON GRID MAP CITY OF ANACORTES "AS—BUILT" r Sewer r Storm CONTRACTOR: /`l ,7�4 I'`- ('~"-5 off PLAT/DIVISION: k- BLOCK LOT ADDRESS: 3 iV i - 1-v1- 4, DATE: 1 - )-g- 147 . PERMIT# SC/SLE IV'f = STREET 0_,--- 4ki , , 0 Ul -)' , - I . - - ii>iriti: _r. 1)/Cre--'4- . .00ATE STREET(S)ON GRID MAP CITY OF ANACORTES "AS-BUILT" r Sewer ( � r Storm CONTRACTOR: /76�� Y , PLATIDIVISION: 2-51e__ BLOCK LOT ADDRESS: y/ //er--e_� DATE: 9 .--a Cz . PERMIT# SCALE iv ` . t. k _: ,• .. . v 4.- S T R E E T , , , 0 4tc= t/cr_ r. , _ I CA:6)4- Ef „ . _ _ --'‘�a - - .,11 ~ _ 0 ✓�� . _ ,.,, e...0 . _ ., -..\4 1 ', . _ . _ -\\..), , ___ - i . ._.._ . . . ____. Ct --_______,________cr---- ,___. . _ _ _ _ --IL,. c L--, _, . . . . ..1 . ,-?_it -II- _ ,____ , . . , . 4 i 1 ,OCATE STREET(S)ON GRID MAP CITY OF ANACORTES "AS-BUILT" rr Sewer CONTRACTOR: /444-4— 1 Storm 5te_ BLOCK LOT ADDRESS: 3'j �/ l'i` 7 DATE: PERMIT# SCALE I V -775 = S T R E E T .. ] I _ , ig :"..- I ;NI) 4, .._ i _ L . . _ _ ._ . _ __. , . _ L.... . . t a...„.... , , _. T .. . , - - - — ,_ _ _ ._ . J 3 ` _ . , { i ! -, ___.. . ..___:„ , ...., _ _ _ _ -1 _ _ „ r..,---,.---o- ____ „..._______ (1,VC f 1,'JJF i,/(14 .,}r- - , „ - _ I 1 LOCATE STREET(S)ON GRID MAP r rs Residential Building Permit Application Building Department P.O. Box 547 Anacortes, WA 98221 Phone No.: 360-293-1901 FAX: 360.293.1938 SITE ADDRESS: 3 9/0 60 ..;.;....,.na:xa leF:..mn:M.::.:�;.::.zi... :.• ... . ... .,tii5,: "Fb rvs.auno., .. :.4t.1s�e.t�i%:•€4': GttN'- �� 'i:::1 C's '.��olt::>:,�...::....:..::.:: :.�I��'PJ� '�:,s�,'��s�`F�.�` �+�`. . ���`,:::?`-�c:�::^;'a��`i'�w� :,;.'�`'�` e::':.:x::r: Name�i�e' i deelit'✓.i eth9- -1+.� 5" t ,�Q �V Address /i4.09 J City/State/Zip 4fCaa PhoneC4D -ram-PS FAX _2 73 fa1S State License# HAM ire-L%%/'t4xp S-O L alteaLASOtR City of Anacortes License 5 3-3 7 5- -�j�: Name Sq/VW.e Address City/State/Zip PP45+1$ C vWLUATIONr S V c-t Phone FAX Number of Dwelling Units E-Mail Address Number of Stories .2- Building Area: ilrghi[egE I;D"esignerp.I7hpginleer44P*4.t I"Floor -s.f. 2nd Floor 44 � s.f. Name 60� & t5 3`d Floor s.f. Basement Aka- s.f. Address 4(4""��E t sL � 5 4 Gara e �'""q s.f. Carport s.f. y�var 9�.tti.w.._ ctJ I (kL !`�! .., . '` s.f Lot Area s.f. City/State/Zip f /� _�P .- 1 at . 9 '0 C: .5'-'-' Phone 3 34. 7 7 el) FAX � -II 02CC6 E-mail Address ii^ LENDER INFORMATION MUST BE PROVIDED FOR,• �n PROJECTS OVER$5,000 Name ( �f-ru.S��� IN VALUATION PER RCW. nil • Address Name // ;oily rs1iti✓) City/State/Zip Address -24C ��'"�`'�^tom` / Phone s'/ LS— FAX 1' `/`3$P'S City/State/Zip 44--`49%-r 5 '' H E-mail Address Phone No. I 9 5 w '7 - b Bio_avots, _ Of>>-cr-- CONTINUED ON THE BACK fa r-ve - (e 042o c' ' ``_>7c- Residential Mechanical Fixtures Fuel Type IlNatural Gas 0 Electric 0 Wood 0 Propane Gas 0 Other Type of Equipment Number of Type of Equipment Number of Fixtures Fixtures Furnace<=100K BTU Clothes Dryer Boilers/AC/Heat Pump Gas Water Heater t Gas Outlets Gas Fireplace i $ Ventilation Fans 4 Fireplace Insert Stove,Appliance / Other Units 1 Etc 5r-- Range Hood A Residential Plumbing Fixtures Type of Fixture Number of Type of Fixture Number of Fixtures Fixtures Toilet Clothes Washer I Bathtub ( Electric Water Heater Shower `2-- Utility Sink i Dishwasher t Hose Bibb 2- Hand Sink I Water Piping / Kitchen Sink w/Disposal I Additional Fixtures I HEREBY ACKNOWLEDGE IF HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS dip LICEN O' I'I' •RDE'. LL BE ISSUED ON JOB SITES WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PRO -/I/I� -�� ) (f�'j 6APPLICANT'S SIGNATURE DATE -I 0 /� i r .J7.a 2..0 _.1LJ LJ LJ L 1 Lr — - � I- i deck r i r 1 I II LJ sTJ f•ii , I — ��947 ---1 ' I , L v1 I L1J LJ I tI r I 1 r-_I LOT 5 U"ri I 111 I 2781 SQ. Ff. 1 I ; 1 ��J J I I I _ I �_- --�I I I LL , r 1r—_— J I^ — I -——1 I , r. I I , i I I L_-__ 17..2 I It) B.7 L J I111111/ ll 1"- Ls edge of pay' . COTTAGE PLACE sion will be controlled by existing straw and hydoseeded north a will create bio-filter. Rolled edge of road way will force any scale: 1" = 10' Doff to hay waggle and silt fence, CB's have filter socks. �/ / / it �/ /� / Addendum to T cy / /� LOT 17 1 /; / /, //, /// // / I / O W //' �j' ;�'%///�� - I %/// /I 0 ///// Revised Final E j �j/ j/�//�/�i,� //�/�/////�-//_ /// w w for clarification // '�/ �/// / /tfi1G'/ L I 6I.2 ,S - / /' ' ' /_/ ///// i r� • j/;// 5' SIDEWALK _ .,, / ISLE �YAY / y�0/ f '/ ISO (�_ 531 _ SSI _ _, __ N\ tSJ� 9/ i9, \ 7: j r( 1 0 89z"s�/ 5,1� •' //• AI N. LOr 13 \\ �,''� LOT 12 � i j/ ,!j�� . 15 3022 sf 1 3166 sf I / ,2 LOT 11 / EXIST. 3 sf ' '1--1 1 / /�' 1 iPAno \\y .2S54 5f POWER Ano �i o-� '. \ POLE 114. _ ; ram, �l�.� aEmil" sti` LOT 1435SOs 10. I r 6\LOT10 av \ LOT 16\ \, ` �/ 3550 sf 1 , t 3617 s ,•ett ✓ , 2794 , r -_I 1 � i1 / .7 ,, Apr / LOTS ' 2ND STREET / \�\., PAn0 • ■ - ( / Ana ja_ .,j,2489 sf LSN "ram �//%'�// �/p // / / mF // 63 ' assiorairsairnamrsobisearrin/ / Eris / / / /A r / - �v:_ �L: I, ' 1_/ yL.. �� ar)By 1 • f: as//.9/i:::. 0 j. ar— 11 l ifi LOT 3 �1 �Z - L�'T S li o 1 b4 �I — LOT 24942sfb.1 2822-sf _1 LI p-�4 i 2781 sf LO 6 1 LOT 7 1 e' I a LOT - - ,I 1, e 1 2494 sf - _ 2505 sF ! `-I 2503 sf LOT 8 1 ' 1�\ �! 2670 sf J I- it, 1 • ,_ _1 1I e n , n I n ti l n e 1 I. 1 y i_, 2559111 I J66 , JLB - \ ,-I_„ MI '�1 JGB / PLAT MAP SCSLE I.=20' _COTTAGE PLACE ______-:„/ _ _ 5 SDEWALK 11 — SSMH I niC cCMlnnl O_O �L �oo.o�' I 1\, ,a _ ■ Jdio NI ` ENV 6'-0" 5'-10' 3'-0' B'-0' 11'-0" 13'-0' B'-03f4" 6-0" k °� O)' £� aG) 2 EA 2-0x40 SH 2-6x3-6 5H ii NNl til 2-0x3-6 SH A r+ - __I us L N CO H Iling �� _-_ \- 0 /` N P \ f50 anll I 1 6" below FFrC: ` • a ,_ M m ��` .'I \ I 6x4POST o , ° DECK 0�, w> DER \ PANTRY DF#1 ��� M ?? 0 y v o- `� arched opening C x ro a w�� sKv2-To a�`` e 03 o � p �s ta KITCHEN I �► (�) CONCRETE PATIO — 1 . HALF-WALL j TIE HOLD DOWNS TO BEAM .........fr.) co I FOYER t4 100 ern Pa C I smoke alarm •••, •;�• � - 3-Ox7-0 cZa (an •�� •��• L� 112 LT ENTRY O A ' I I �► 1R©6" s► \ \ a1/4 i�\\\`ice\\\\`i�`l�\\\\\\\\\\`l�\\\\\` `aS`aBBBS� � \\\\\\\\\\\\\\\\\\\`�\\\"�:Ba\C�\\\,,, E� ��\�•I: \ P4 �, w 5.0 x 7-0 a? 10'•8114' '-03f4' l,.jl" FRENCH GLIDER iv x \a \\, s A r 6 allo co M 6x6 POST ir 1- SsDINING DF#1 Nl� LIVING ROOM O a) CO G o �I 3� a U O 0 GARAGE s J c LO � CI � r C N Novo 7] C 0 C th ci? \ °I reQ is L4. U Cn m n �I ` \ Tq zv RI ,� �& \\ \\\\ _III_ III„ \\\\\` \\.\\\\\\\`�Ntk..`��\\\\\\\\\\\\\�\\\ ��� ��`�O\\\\\\\\\\\\\\\ %\`,R \\\\\\\\\\\\` \�a` :..\'Cl\\\\���•--- r' (3)2-0"2-0 PIC 1\ Z (PIC2-9 x 2-0 SW3 2-6 x 5.0 Tkij C L PIC A Z !_ Q CL g,6" line of wall below ,,mitt t L. N . ,, c\c\ Revision Date A A 5'-10" 4'-0 err 23'-0" / 12'-0' 16'-0' 6'-0" / / 51'-0' Main Floor Plan -a a) U) 45 T.8' 13'$ m IL r , 3� i HOLD DOWN SCHEDULE ; I' ' O HOLD DOWN POST POST TO SHTG. 1 MK. SIMPSON MODEL # HOLD DOWN TYPE POST SIZE NAILING / NAILING CAPACITY I ~Q W 4x6 H I ', W STUD 70 STUD 16 10d x 1Yz" 8d 6" O.C. M a" W 4xBHDR }_ • — C— -- — MSTI36 DOUBLE 2x 1260 LB 1 f �I I I CENTER ON RIM BOARD 8 EA END EA. 2x POST J HDR I I I I (3)2-0x2-OPIC-AWN-PIC I — STUD TO STUD 28-10d x 11,2' 8d 06" O.C. ~ ` MSTI48 CENTER ON RIM BOARD DOUBLE 2x 14 EA END EA. 2x POST 2205 LB U) 4x6 BERM r • a� \ ' - I I I I \ r 7 \�& STUD TO STUD 68-16d SINKERS 8d @ 4" O.C. *}�' LL i� 1ENGINEREDTRUS$faS�24'O.C. O I moN © MSTC66 DOUBLE 2x 5075 LB c m o CENTER ON RIM BOARD 34 EA END EA. 2x POST l•,,'',i",,I sd s" o.c. 9n: ka STHD10 CONCRETE TO STUD WALL DOUBLE 2x 28-16d SINKERS EA. 2x POST 2990 LB N ! �$ - N r Z o�1 Li L—_ _ n � a' CONCRETE TO STUD WALL C Q <I I \ & V STHD1ORJ DOUBLE 2x 28-16d SINKERS 8d @ 6" O.C. 2990 LB with RIM BOARD EA. 2x POST l a) —J — — — — — — _N I . E-7, lIn 11c) � \ ` 7EA. 2xPOST a� s` C]�/ \ \ 6/ Sd ® 4' O.C. STHD14 CONCRETE TO STUD WALL DOUBLE 2x 38-16d SINKERS 4160 LB 0 P N MASTER BEDROOM ( 44 HJy,, L _ __ �\ I W.I. CL o — —HEIR \ PHDS—SDS3 W/ (2) ROWS 8d I I -1co II VSSTBL28 ANCHOR 3r, (2) O.C. 6295 LB }- C J ICP— i m w CONCRETE TO STUD WALL 4x POST 24 SDS Yq x smo-1 coke alarm I n IIII 1'T " I ie. ow it pl t.J,G NI I:a J !i,Wr�� .p - ..1t ��s.� ir-' u•-%,a ' ) � d 3 p!!y", .l',II : ^�41,' v.,�,.: O LL L — — a f — 1�1-I iti .Wl l rloili l'm I .w ' 'I m��l Tula l I I Imuiumli� � ., I rytin lull l i 'I{nail . �I' hV-Nia. r'W Il r 11 . I ; R I'I l 'I I b I ,I it -, i - I N _ _ L \ I NOTES: 1. INSTALL ON SIDE OPPOSIT OF SHEATHING or OVER SHEATHING cc Z n WW — \ I ks \\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\ \\\\\\\\\\/\\\\\\\\\\\\\\\\\\\\\///\\\\\\�\\\\\\\\�� ! 2. BEGIN NAILING AT PLATE AND WORK OUT. CL CL =o - . D 50 din 2-6x6-5 by \ 0 V L • — - -0 5 D — — — — — Er, Z fen sc snake — ( I - _ _ J C WC3 ' m \ - - t Z U N \\\\\\\y\\\\U\\\ \ O N 3 O m I \ ` II) BATH 150 cfm 1 - o H - - I A WCD $ Q /y�` ENGINEERED TRUSSES 34"O.C. O � p N ` fan �;1 �V) — _ I i 7 N A I� i11 Wes./..// m m a� T I \ linen � � �• . I SEE STRUCTURAL ENGINEERING PACKAGE FOR SHEARWALL SCHEDULE — — • — — —L I I . \��\\\\\�=--- \� \ — c‘—4-4 \ \ SW2 _ DENOTES SHEARWALL DRAWN: SLG / I 4x6 HDR I P Ox6-S c 4x8 UDR'/ I 1111 AI I ( I I A I I _ — ALL EXTERIOR WALLS, UNLESS NOTED OTHERWISE,ARE SW1 MARCH 30, 06 \ LN \ \\\\\\\\\\\\ r