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HomeMy WebLinkAboutPermit File 5003 Macbeth Drive G,t r o CITY OF ANACORTES WASHINGTON D � ycop's`' BUILDING DEPARTMENT CERTIFICATE OF OCCUPANCY This is to certify that the 1Descnption of Building or Structure) Sin,gla Family Ras dance Located At: 5003 -MacBe.rh Drive S-REE-&RIUMREP Owner: Rodney Thompdcrt Constructed By: emirs r OWNER OR CONTRACTOR Bldg.Permit# (3O114:-d1C40 Date Of Issue: 1-26-94 Occ.Group: R7 Use Zone- ').`' Has Been Inspected And Occupancy Is Hereby Authorized, This 7L}1 Day Of Juiy 19 94 AUTHORING OFFICIAL SEE REVERSE SIDE FOR SPECIAL REQUIREMENTS 4 COMBINATION PERMIT CITY OF ANACORTES PERMIT NO. : COM94-0010 P.O. BOX 547 APPLIED: 01/26/94 ANACORTES, WA 98221 ISSUED: 01/26/94 (206) 293-1901 EXPIRES: 01/26/95 SITE ADDRESS: 5003 MACBETH ASSESSOR'S PARCEL NO. : 3824-000-111-0004 PROJECT DESCRIPTION: new sfr — OWNER — CONTRACTOR — LENDER RODNEY THOMPSON 5003 MACBETH ANACORTES WA 98221 — FEES TYPE OF WORK NEW AREA (sf) VALU...$: 147000 Code Amount---- By- Date---- Receipt TYPE OF USE •SF LOT • 9000 REQUIRED SETBACKS---- PLCK $ 357.83 DM 01/26/94 1918 CENSUS CATEGORY •'' 1ST FLR • 1201 FRONT • 20 ft PRMT $ 550.50 DM 01/26/94 1918 ZONING 2ND FLR • 1642 SIDE(1)..: 10 ft PMEC $ 66.50 DM 01/26/94 1918 :RM BASEMENT 0 SIDE(2)..: 5 ft PPLM $ 146.00 DM 01/26/94 1918 OCCUPANCY GROUP GAR/CARPORT...: 806 REAR • 20 ft STBC $ 4.50 DM 01/26/94 1918 :R3 •? •? •? OTHER • 0 REQUIRED PARKING-- SEWR $ 3121.00 DM 01/26/94 1918 TYPE OF CONSTRUCTION TOTAL • 2 IMPT $ 400.00 DM 01/26/94 1918 :5N •? •? :? : NUMBER OF UNITS • 1 ACCESSIBLE.: 0 INSP $ 50.00 DM 01/26/94 1918 OCCUPANT LOAD STORIES • 0 COMPACT • 0 MISC $ 20.00 DM 01/26/94 1918 . 0: 0: 0: 0: BUILDING HEIGHT.: 0 ft IMPRV SURF.: 0 sf ESPL $ -100.00 DM 01/26/94 1918 FUEL TYPES BOILERS/COMPRESSORS- DOMES. INCIN •0 :/GAS/ / /: 0-3 HP • 0 COMML. INCIN •0 FURN < 100K BTU: 0 3-15 HP • 0 RELOC/REPAIR...: 0 TOTAL $ 4616.33 FURN >=100K BTU: 1 15-30 HP • 0 CLOTHES DRYERS.: 0 FURN - FLOOR...: 0 30-50 HP • 0 GAS WTR HEATERS: 1 — NOTES UNIT HEATERS...: 0 50+ HP • 0 STOVE, APPLI...: 0 VENT FANS • 4 AIR HANDLING UNITS-- FIRE LOG/LITE..: 1 VENT SYSTEMS...: 0 <= 10000 cfm.: 0 WOODSTOVES • 0 VENT W/O APPLI.: 0 > 10000 cfm.: 0 OTHER UNITS • 0 EVAP COOLERS...: 0 GAS OUTLETS • 2 HOODS • 1 WATER CLOSETS...: 3 WASHING MACHINES: 1 FLOOR DRAINS • 0 BATH TUBS • 2 ELEC WTR HEATERS: 0 WTR PIPING/TREAT: 1 SHOWERS • 1 LAUNDRY TRAYS...: 1 HOSE BIBBS • 3 DISHWASHERS • 1 URINALS • 0 GREASE TRAPS • 0 LAVATORIES • 4 WASTE INTERCEPT.: 0 ADD'L FIXTURES..: 0 KIT SINKS W/DISP: 1 DRINKING FOUNT..: 0 I hereby acknowledge that I have read this permit and state that the above information is correct, and agree to comply with all ordinances and laws regulating activities covered by this permit. t. t y Issued by Applicant or Owner's Signature 24 Hour Notice Required For All Inspections com_prmt, Rev: 11/04/93 r INSULATION CERTIFICATE 027811 • R.E, TURNER CONSTRUCTION 5003 MACBETH 4904 HEATHER DR. ANACORTES ANACORTES, WA. 98221 "THOMPSON" RESIDENCE 1 STORY WJBSMT. Tye of Material Manufacturer Thickness Sg Ft Covered R Value Width 3 Bags Wt/Baa AIR SEAL 44"CORRUGATED CARDBOARD BAFFLES @ 50 PKSNOT APPLICABLE 99.99 HER BACKER ROD 318" NOT APPLICABLE Total Sq Ft installed: 99.99 STAIR WELL WALLS OWENS-CORNING 165.99 Total Sq Ft Installed: 165.99 WRAF WATER PIPES R-8 UNFACED CERTAINTEED CERTAINTEED 2.50 60.00 8 7/8" ID 6' FOAM PIPE WRAP @ 262 FIECENOT APPLICABLE 18.00 Total Sq Ft Installed: 78.00 WRAP ATTIC VENT DUCTS R-8 UNFACED CERTAINTEED CERTAINTEED 2.50 30.00 8 Total Sq Ft Installed: 30.00 BASEMENT WALLS R-19 UNFACED CERTAINTEED CERTAINTEED 6.25 609.99 19 Total Sq Ft Installed: 609.99 EXTERIOR WALLS R-19 UNFACED OWENS-CORNING OWWENS-CORNING 6.25 1145.00 19 Total Sq Ft Installed: 1145.00 GARAGE WALLS R-19 UNFACED CERTAINTEED CERTAINTEED 6.25 619.98 19 Total Se Ft installed: 619.98 KNEEWALLS 9-19 KRAFT OWENS-CORNING OWENS-CORNING 6.25 608.CO 19 Total Sq Ft Installed: 608.00 RIM OUSTS R-19 UNFACED OWENS-CORNING OWENS-CORNING 6.25 175.00 19 Total Sq Ft Installed: 175.00 SOUND WALLS R-11 UNFACED CERTAINTEED CERTAINTEED 3.50 620.00 11 Total Eq Ft installed: 620.00 FLAT CEILING-BATT.S R-30 ;RAFT OWENS-CORNING OWENS-CORNING 9.50 1120.00 20 Total Sq Ft installed: 1120.00 GARAGE CEILING-BATTS R-19 KRArT OWENS-CORNING OWENS-CORNING 6.25 802.98 19 Total Sq Ft Installed: 802.98 SLURED CEILING R-30 KRAFT OWENS-CORNING OWENS-CORNING 9,50 560.00 30 Total Sq Ft installed: 560.00 BETWEEN FLOOR R-li UNFACED CERTAINTEED CERTAINTEED 3.50 1085.00 11 R-19 UNFACED CERTAINTEED CERTAINTEED 6.25 525.00 19 Total Sq, Ft Installed: 1610.00 CANTILEVER FLOORS R-19 UNFACED CERTAINTEED CERTAINTEED 5.25 30.00 19 Total Sq Ft installed: 30.00 Remarks: Sono-Therm Insulation, Inc. SO NO II 4 264QE I RN, ABLE ENGINEERING CO. JOB N 940µ- 2120 Tenth Street PAGE / 0f S Anacortes, WA 98221 (206) 293-5814 LATezAL Loup GA,LcuLa -no -1S RED 2CCOMts-le lDA-no+..Ss Fore_ MAIM oc ?RoPO`,TD ' ES"'DENCE A� Soo3 MAcee-n-1 A t1t\COCTE. S \4/A Fo. ZoD -7140MPSohl, at16-i N A , +�' P-e-se -i r Ture-t4t.2_ CONTSNTs PAGE SA/I lafJ LOADS SHEAtv/Ak_Ls - 05\1\-1Ukozs 3 AiJU-IOt S, IA), St DE LOAD PA I-u s TrCAP 5- A1''PE►-4) \ 0 7 DETAtLi"D CALc`s curs (A - IA . oc= 2CLoM c1.DA7-10rI5 -5l—IaA-t- *- h1kI L. \OALLS As LJorJN N P4-E s 3 , 2 , tLL5TALL FLOLDOVJK'S A5 $ onJ 1 oi� p4,6;E 3 AN `r-. 3, L.04e --A-n-( .1)E T,t�1Ls A, SHocJN ON t?A6G S., 41 1-t- 5TALL F3LoCKr1ttC 4,.�.D Ar4C44o2s 75ETN)E JJ 2.. ' Nc WALL AtS 51-IoWj1 s, 1,IAt A-7)4 t QC Sd @ C 06-&5, a "c-76,v (uN&acceo) tr't2 EtirnR-G 2ooP, 1NCLAJDth1K Co1EQED ARc4s MuI4ERE. ROOFS t NTa2_SELT EA,C.I.1 oTHt S 6BJOB r 99-o z71- / PAGE 2 0f S Los ; U13 C % cc I S 'Do(2EMEN i s APES', 2 S •P s r" s n tO 2304-1P(i/ k%2v0 .s6(5'1,C ENE 3 -_ 5,re t a"xPosuC& "8 ii A✓ii✓p ,P,Qassu,c, 4_ = cc ci U q 5 .. Ct. @ o.G7 CC /. 3 5 /6. 5/P5A re D .. (n, ra.7)(i 3)(/�. , )(/, I v ) I f /f27 psi-- os& i9,SPsF I 1 @ uPP62_ t_eve L ' 3 7 1,. 'fd. /' - -- y --� ! I I A-T(2_, 6. Ae (IO,)- X)(37) + ((.S- $) `fv. S + ( $4)(,-1 - .5) 4= 7cf6.35 so r Wt mo Focc_c (�Nogr41 45oc u) Fv)(o_s> = A ° /o, Si /</P, S ,4= -FP 8 , ARM- _ (57Xs,C)+ ("7X ) �/ 62. 1, C sQ Er" 2, W rW cE-W) - 71. A i q, 0 /<rPs Zs,S ( 54(2-- 4 PPL./fl/sC t'2 Der/FILED G ge_edi ,4P ws 6v2 SNFA2ialinLs , m'D Atelie7e . 1 - • Wl tD, I-(ot SG(St-oh L GoJEf- S 'P LL.5cMENI Mtn S -Pr vsC2tP-t PT? RCS6? u( RaMC�(S • . _ 1 - — ALL EXTE21o2 WALLS Ati10 \iYqi-LS ii 15 4 ZD A i 9'+o µ JOB N -I _ _ W. END OF GARM,E : Sww-t-1 'AV/4 CDX a'c iocD, (I SIDE) PAGE 3 OF S bLOCK EDGES) NAIL Bd @ C'EDG�S, 12" FIELD EXCEPT WLL 41 of E., END or 6ARAG.) sPacE NAIL-S z{'@Eta&S, ® INptcATe-S AFJCe4ofZ "Ke6p Per U9PER_ i-C_oofz, c4flJE0 DoWU Io FoUtMDATtoN1 , USE SiMPSotii (4P2_,av iFAsrow,44- ,vop067 B A - — 3 O VI I - %) 2 t 1 Q 0 2 1 g a. J iii A NIC) - - J em W - _ _. U I ® © W hi: 1 Q ® C) 0ei to i Q O 1 . ci -- --1- SO a 1 Q (wE JOBN 9'/0'J- ' PAGE q OF S - . . _.,_1._„ . -------------- Thr--- • r west EA/b -_-_ y 341 • _ ° s - tu(. I- ._- .. .. 1/45 r---- ND7_A 'S Tr) f-000w in,/ L_.. .. - .. __,../.. ....... _("(. 1.1‘, --- --- r , A...-.--.^......nit-> _ WEST SIDE C LSV AT-1 oN PLA►J ,01 Y4 = e Alg- F0 07" • PAGE 1 Joe. M 4404— PAGE S OF S (5) i0Q/ NAILS EACH SIDE OF RIDGE. DR.tLL BLOCK 4, : R ~IRIMO/D FO � VE►JToloor 11RAFTER. Pieal H10stallation _k - € ATR RA EACFTTERH Ru35 RIDGE O . up 4----F, . .. ROOF MEMBER TO WALL +/2 REQUIRED NAILS EACH )1,11 SIDE OF ROOF OR FLOOR PLATES, (6) lad REG t, �4 In NOTE:CORROSION-RESISTANT STEEL TIE STRAP 1+/e" x 0.036"(No.20 Gauge) AT 4'-0"ON CENTER, PICAL.E ( SIMPSON C5 ZSO) e*cat pT Ar IP I 4014WMN S FLOOR TO FLOOR 2-10d NAIL, I II EACH SIDE _• • • �•• -IW • 1 a • • ♦ • • , • • I• .` . 0 • I h I► • • SLAB ON FOUNDATION GRADE CRIPPLE WALL LOAD PATH DETAILS 1 AOPEMDIX EC JOB # gii-0 4-i Coi-tflsin PP6E PAGE I A OF 9A DIARNRpAM FORCE DIS-RAW-nob-1 2A SNEARWALL DES1Gz1.1 k-ANALCSIS 3A-7A CATALOG Cvt-S BA-qA I I i (i) I ©1 1 1 5 © 5 I ® I ! 1 IY ® (642Ait ) ID KITE I-IEU) (D. Q.IA) N 1 1 ims K I 9k K) 1 ® 1 m n ; O O m 1 1 (DEA) ( B, a M) I I 1 ! o ! ® ! 0 1 1 <-. 14- 1 1 i i SPE.ARWALL- NUM SEElk16 MAKI FOR_ ANALYSIS UPPER. LEVEL . LATERAL/TORSIONAL FORCE DISTRIBUTION FOR RIGID DIAPHRAGMS Page q /9 A DESCR. )> Upper Floor 1 4d 4 -f )) Turner Res. 0 Skyline, 5003 MACBETH DESIGN DATA LATERAL SHEAR FORCES: DISTANCE TO CENTER OF MASS: Along Y-Y axis = 10.8 kips ..X Dist from datum = 29.87 ft ... Along X-X axis = 9 ..Y Dist from datum = 25.5 ... Do These Forces act together ? N yin MAX 'X' DIMENSION = 77.5 ft MAX 'Y' DIMENSION = 47 • I WIN 'X' Axis Ecc. = 5 t WIN 'Y' Axis Ecc. = 5 t CALCULATED DATA enter of Rigidity: Accidental Eccentricity: X Dist from Datum. 14.88 ft .05 * MAX 'X' = 3.88 ft Y Dist from Datum. 21.73 ft .05 ' MAX 'Y' = 2.35 Torsional Forces From '9-V' Shear... Xcm + 51 Max X - Xcr = 18.87 ft Torsion = 203,763 ft-k %cm - St Max X - Xcr = 11.12 ft Torsion = 120.063 ft-k Torsional Forces From 'X-X' Shear... Ycm + 51 Max 9 - Ycr = 6.12 ft Torsion = 55.0492 ft-k Ycm - 54 Max Y - Ycr = 1.42 ft Torsion = 12.7492 ft-k ;(--- Y-Y Shear Values ---);--- X-% Shear Values --->; NALL WALL WALL WALL DATUM DIST. WALL FIXITY 'E' ; Governing Direct Total ;Governing Direct Total : Maximum IuN,T ID THICK LNGTH HEIGHT 'X' 'Y° ANGLE I:FF ELAS. ; Ecc. Shear Shear : Ecc. Shear Shear ;Force To ;Lo#D LABEL (in) (ftl (ft) (ft) (ft) (deg) 2:FP MOD, ; (ft) (k) (k) (ft) Ikl (k) Wall ;(Plr) 1 26 34 90 ; 11.1169 6.53921 6.53921 ; 6.11658 0.03107 0.03426 ; 6.539299 252 2 24 11.75 47.25 ; 11.1169 0.09497 0.09497 ; 6.11658 3.11103 3.77650 ; 3.777699 /S7 3 3.5 28.75 47.25 ; 18.8669 0.01385 0.01652 ; 6.11658 0.18619 0.22602 : 0.226628 /5' 4 6 30.5 44.25 90 ; 18.8669 1.17874 1.43552 : 6.11658 0.01066 0.01268 ; 1.435576 2 3'7 5 2 31.7 44 ; 18.8669 0.00531 0.00656 ; 6.11658 0.03316 0.03935 ; 0.039898 zo 6 5.5 38.3 44 ; 18.8669 0.01462 0.01940 ; 6,11658 0.35745 0.42418 ; 0.424627 77 7 1.5 61.5 15.3 90 ; 18.8669 0.12004 0.19808 ; 6.11658 0.00722 0.00722 ; 0.198213/.32. 8 7 63.3 14.2 ; 18.8669 0.01861 0.03118 ; 6.11658 0.54828 0.54828 ; 0.549171 747 9 5 75.25 14.2 ' 18.8669 0.01329 0.02448 ; 6.11658 0.29719 0.29719 ; 0.198205 (o 10 3 77.3 12.75 90 18.8669 0.21160 0.39579 ; 6.11658 0.00358 0.00358 ; 0.395807/3 2 11 4 77.3 2 90 18.8669 0.41433 0.77498 ; 6.11658 0.00478 0.00478 ; 0.774995/4Y° 12 14.5 70.4 18.8669 0.03855 0.06841 ; 6.11658 1.52212 1.52212 ; 1.523662 /06 13 13 51.4 18.8669 0.03457 0.05217 ; 6.11658 1.33107 1.33107 ; 1.332098 /02 14 2.5 40.8 18.8669 0.00664 0.00905 ; 6.11658 0.05999 0.05999 ; 0.060672 211 15 10.5 31.3 ; 18.8669 0.02792 0.03431 ; 6.11658 1.00173 1.00773 ; 1.008317 Ye 16 4 26.3 2 90 ; 18.8669 0.41433 0.48032 ; 6.11658 0.00478 0.00478 ; 0.480347 /20 11 4 26.3 11.8 90 ; 18.8669 0.41433 0.48032 ; 6.11658 0.00478 0.00478 ; 0.480347/20 18 4 28.2 13.7 ; 18.8669 0.01063 0.01261 ; 6.11658 0.18619 0.18619 ; 0.186623 517 19 4 30.2 22.3 90 ; 18.8669 0.41433 0.50285 ; 6.11658 0.00478 0.00480 ; 0.502879 /le 20 5.5 30.2 35.3 90 ; 18.8669 0.79543 0.96538 ; 6.11658 0.00657 0.00732 ; 0.965412/2e 21 4 25 21.2 ; 18.8669 0.01063 0.01213 ; 6.11658 0.18619 0.18619 ; 0.186591 *7 22 3 1.3 21.2 11.1169 0.00797 0.00797 ; 6.11658 0.09509 0.09509 ; 0.095426 32 PLYWOOD SHEAR WALL DESIGN & ANALYSIS PageWcbq DESCRIPTION >> WALL NUMBER 1 >> Turner Res . @ Skyline, 5003 MACBETH LOADS LATERAL: #1 : LAT . SHEAR APPLIED TO WALL= 252 plf x Length = 6552 lbs #2 : LAT. SHEAR APPLIED TO WALL= plf x Length = lbs #3 : STRUT FORCE APPLIED TO TOP OF WALL = lbs #4 : STRUT FORCE APPLIED TO TOP OF WALL = lbs #5 : MOMENT APPLIED @ TOP OF WALL = ft-# Load X-Left X-Right VERTICAL: #1 : CONCENTRATED = lbs ft #2 : CONCENTRATED = lbs ft #3 : CONCENTRATED = lbs ft #1 : UNIFORM = 90 plf 26 ft #2 : UNIFORM = plf ft DESIGN DATA PLYWOOD APPLIED TO ONE OR BOTH SIDES ? 1 ,2 --->> 1 <<PLYWOOD GRADE : STR I : 1 , STR II : 2 --->> 2 «NAIL SIZE: 6d, 8d, 10d --->> 8 «SHEATHING THICKNESS : . 3125" , . 375" , . 50" , . 594" --->> 0 . 5 << STUD SPACING = 16 in WALL LENGTH = 26 ft LEAST DIM. OF END POST = 3 in WALL HEIGHT = 8 ft SEIS . FACTOR FOR WALL WT= 0 . 15 WALL WEIGHT = 15 psf NOMINAL SILL THICKNESS = 2 Ht/Width Ratio=0 . 30769 SUMMARY USE 0 . 5 in Plywood Applied To --->> 1 Side/s Required Nail Size = 8 d Req'd Nail Spacing = 4 in Req' d Field Spacing= 12 in Shear Wall Capacity = 380 plf x # of Sides = 380 . 00 plf ; Actual Total Shear = 7020 lbs Required = 270. 00 plf ; UPLIFT CHECK Moments about lower: . . Left. . . .Right . . Overturning Moment on Wall = 54288 ft-# 54288 Resisting Moment From Vert . Loads = 70980 ft-# 70980 Uplift @ End w/o D.L. reductions = lbs lbs ; (No Holdown Needed) @ Left Side of Wall : Capacity = lbs ; (No Holdown Needed) @ Right Side of Wall : Capacity = lbs s I PLYWOOD SHEAR WALL DESIGN & ANALYSIS Page #4/%4 DESCRIPTION >> WALL NUMBER 4 >> Turner Res . @ Skyline, 5003 MACBETH LOADS LATERAL: #1 : LAT. SHEAR APPLIED TO WALL= 239 plf x Length = 1434 lbs #2 : LAT. SHEAR APPLIED TO WALL= plf x Length = lbs #3 : STRUT FORCE APPLIED TO TOP OF WALL = lbs #4 : STRUT FORCE APPLIED TO TOP OF WALL = lbs #5 : MOMENT APPLIED @ TOP OF WALL = ft-# Load X-Left X-Right VERTICAL: #1 : CONCENTRATED = lbs ft #2 : CONCENTRATED = lbs ft #3 : CONCENTRATED = lbs ft #1 : UNIFORM = 90 plf 6 ft #2 : UNIFORM = plf ft DESIGN DATA PLYWOOD APPLIED TO ONE OR BOTH SIDES ? 1 ,2 --->> 1 <<PLYWOOD GRADE: STR I : 1 , STR II : 2 --->> 2 <<NAIL SIZE: 6d, 8d, 10d --->> 8 <<SHEATHING THICKNESS: . 3125" , .375" , . 50" , . 594" --->> 0 . 5 «STUD SPACING = 16 in WALL LENGTH = 6 ft LEAST DIM. OF END POST = 3 in WALL HEIGHT = 8 ft SEIS . FACTOR FOR WALL WT= 0 . 15 WALL WEIGHT = 15 psf NOMINAL SILL THICKNESS = 2 Ht/Width Ratio=1 . 33333 SUMMARY USE 0 . 5 in Plywood Applied To --->> 1 Side/s Required Nail Size = 8 d Req'd Nail Spacing = 6 in Req' d Field Spacing= 12 in Shear Wall Capacity = 260 plf x # of Sides = 260 . 00 plf : Actual Total Shear = 1542 lbs Required = 257. 00 plf ; UPLIFT CHECK Moments about lower: . . Left . . . .Right. . Overturning Moment on Wall = 11904 ft-# 11904 Resisting Moment From Vert. Loads = 3780 ft-# 3780 Uplift @ End w/o D. L. reductions = 1354 . 0 lbs 1354 . 0 lbs : Use Simpson HD2A @ Left Side of Wall : Capacity = 3270 lbs ; Use Simpson HD2A @ Right Side of Wall : Capacity = 3270 lbst PLYWOOD SHEAR WALL DESIGN & ANALYSIS Page 5/1/19,9 DESCRIPTION >> WALL NUMBER 11 (OR 10 ) >> Turner Res . @ Skyline, 5003 MACBETH LOADS LATERAL: #1 : LAT . SHEAR APPLIED TO WALL= 194 plf x Length = 776 lbs #2 : LAT. SHEAR APPLIED TO WALL= plf x Length_ = lbs #3 : STRUT FORCE APPLIED TO TOP OF WALL lbs #4 : STRUT FORCE APPLIED TO TOP OF WALL = lbs #5 : MOMENT APPLIED @ TOP OF WALL = ft-# Load X-Left X-Right VERTICAL: #1 : CONCENTRATED = lbs ft #2 : CONCENTRATED = lbs ft #3 : CONCENTRATED = lbs ft #1 : UNIFORM = 90 plf 4 ft #2 : UNIFORM = plf ft I DESIGN DATA 1 PLYWOOD APPLIED TO ONE OR BOTH SIDES ? 1 ,2 --->> 1 <<PLYWOOD GRADE: STR I : 1 , STR II : 2 --->> 2 «NAIL SIZE : 6d, 8d, 10d --->> 8 «SHEATHING THICKNESS : . 3125" , . 375" , . 50" , . 594" --->> 0 . 5 <<STUD SPACING = 16 in WALL LENGTH = 4 ft LEAST DIM. OF END POST = 3 in WALL HEIGHT = 8 ft V SEIS . FACTOR FOR WALL WT= 0 . 15 WALL WEIGHT = 15 psf NOMINAL SILL THICKNESS = 2 Ht/Width Ratio= 2 SUMMARY USE 0. 5 in Plywood Applied To --->> 1 Side/s Required Nail Size = 8 d Req'd Nail Spacing = 6 in Req'd Field Spacing= 12 in Shear Wall Capacity = 260 plf x # of Sides = 260 . 00 plf ; 1 Actual Total Shear = 848 lbs Required = 212 . 00 plf ; I UPLIFT CHECK Moments about lower: . . Left. . . .Right. . Overturning Moment on Wall = 6496 ft-# 6496 Resisting Moment From Vert. Loads = 1680 ft-# 1680 Uplift @ End w/o D. L. reductions = 1204 . 0 lbs 1204 .0 lbs . I Use Simpson HD2A @ Left Side of Wall : Capacity = 3270 lbs ' Use Simpson HD2A @ Right Side of Wall : Capacity = 3270 lbs : 1 PLYWOOD SHEAR WALL DESIGN & ANALYSIS Page 64/94 DESCRIPTION >> WALL NUMBER 16 >> Turner Res . @ Skyline, 5003 MACBETH LOADS LATERAL: #1 : LAT . SHEAR APPLIED TO WALL= 120 plf x Length = 480 lbs #2 : LAT. SHEAR APPLIED TO WALL= plf x Length = lbs #3 : STRUT FORCE APPLIED TO TOP OF WALL = lbs #4 : STRUT FORCE APPLIED TO TOP OF WALL = lbs #5 : MOMENT APPLIED @ TOP OF WALL = ft-# Load X-Left X-Right VERTICAL: #1 : CONCENTRATED = lbs ft #2 : CONCENTRATED = lbs ft #3 : CONCENTRATED = lbs ft #1 : UNIFORM = 90 plf 4 ft #2 : UNIFORM = plf ft DESIGN DATA PLYWOOD APPLIED TO ONE OR BOTH SIDES ? 1 ,2 --->> 1 «PLYWOOD GRADE: STR I : 1 , STR II : 2 --->> 2 <<NAIL SIZE : 6d, 8d, 10d --->> 8 <<SHEATHING THICKNESS : . 3125" , . 375" , . 50" , . 594" --->> 0 . 5 <<STUD SPACING = 16 in WALL LENGTH = 4 ft LEAST DIM. OF END POST = 3 in WALL HEIGHT = 8 ft SEIS . FACTOR FOR WALL WT= 0 . 15 WALL WEIGHT = 15 psf NOMINAL SILL THICKNESS = 2 Ht/Width Ratio= 2 SUMMARY USE 0 . 5 in Plywood Applied To --->> 1 Side/s Required Nail Size = 8 d Req'd Nail Spacing = 6 in Req'd Field Spacing= 12 in Shear Wall Capacity = 260 plf x # of Sides = 260. 00 plf ; Actual Total Shear = 552 lbs Required = 138 . 00 plf : UPLIFT CHECK Moments about lower: . . Left. . . .Right. . Overturning Moment on Wall = 4128 ft-# 4128 Resisting Moment From Vert. Loads = 1680 ft-# 1680 Uplift @ End w/o D. L. reductions = 612 . 0 lbs 612. 0 lbs ' I � Use Simpson HD2A @ Left Side of Wall : Capacity = 3270 lbs : Use Simpson HD2A @ Right Side of Wall : Capacity = 3270 lbs : PLYWOOD SHEAR WALL DESIGN & ANALYSIS Page 704 DESCRIPTION >> WALL NUMBER 20 >> Turner Res . @ Skyline, 5003 MACBETH LOADS LATERAL: #1 : LAT. SHEAR APPLIED TO WALL= 126 plf x Length = 693 lbs #2 : LAT. SHEAR APPLIED TO WALL= plf x Length = lbs #3 : STRUT FORCE APPLIED TO TOP OF WALL = lbs #4 : STRUT FORCE APPLIED TO TOP OF WALL = lbs #5 : MOMENT APPLIED @ TOP OF WALL = ft-# Load X-Left X-Right VERTICAL: #1 : CONCENTRATED = lbs ft #2 CONCENTRATED = lbs ft #3 : CONCENTRATED = lbs ft #1 : UNIFORM = 90 plf 5 . 5 ft #2 : UNIFORM = plf ft DESIGN DATA PLYWOOD APPLIED TO ONE OR BOTH SIDES 7 1 ,2 --->> 1 <<PLYWOOD GRADE : STR I : 1 , STR II : 2 --->> 2 «NAIL SIZE : 6d, 8d, 10d --->> 8 <<SHEATHING THICKNESS: . 3125" , . 375" , . 50" , . 594" --->> 0 . 5 <<STUD SPACING = 16 in WALL LENGTH = 5. 5 ft LEAST DIM. OF END POST = 3 in WALL HEIGHT = 8 ft SEIS . FACTOR FOR WALL WT= 0 . 15 WALL WEIGHT = 15 psf NOMINAL SILL THICKNESS = 2 Ht/Width Ratio=1 . 45454 SUMMARY USE 0 . 5 in Plywood Applied To --->> 1 Side/s Required Nail Size = 8 d Req'd Nail Spacing = 6 in Req' d Field Spacing= 12 in Shear Wall Capacity = 260 plf x # of Sides = 260. 00 plf ; Actual Total Shear = 792 lbs Required = 144 . 00 plf ; UPLIFT CHECK Moments about lower: . . Left. . . .Right . . Overturning Moment on Wall = 5940 ft-# 5940 Resisting Moment From Vert. Loads = 3176 ft-# 3176 Uplift @ End w/o D.L. reductions = 502 . 5 lbs 502 . 5 lbs : Use Simpson HD2A @ Left Side of Wall : Capacity = 3270 lbs ; Use Simpson HD2A @ Right Side of Wall : Capacity = 3270 lbs : I 1 ,M pA/9A TAPS rr�t�oa SIMPSON omuon -�-" Coe O - • s - CS STRAPS aa��e mar • .n o ao "- Newt Popular 18 gauge strap is available in 100'rolls—specify CS200S.gre ::-::::: ..A." Continuous utility straps can be cut to length on the Job site.Packaged in a Convenient Carry SIMPSON `�� lightweight(about 40 pounds),portable 2'square carton. Carton to Store, Transport,and UseIM�-- MATERIAL:See table FINISH:Galvanized.Selected products available in Z-MAX;see Corrosion `711 ��{T Resistant Connectors. r �'� cut INSTALLATION:•Use all specified fasteners(see illustration).See General Notes. Un every other nail hole eel LENGTH •Wood shrinkage after strap installation across horizontal wood members adoregrurto m vimume 1. 1EN01N may cause strap to buckle outward. center-to center •Refer to the applicable code for minimum nail penetration and minimum spacing for nails % wood edge and end distances. I •The table shows the maximum allowable loads and the nails required to ��' obtain them.Fewer nails may be used;reduce the allowable load by the code lateral load for each nail subtracted from each end. �P°R CODE NUMBER:BOCA,ICBO,and SBCCI No.NER-413. MODEL TOTAL END TOTAL ALLOWABLE P MATL CUT LENGTH LOADS ;; . NO. LENGTH LENGTH FASTENERS (100)r (133)2 , . . 7.\--.\\J CS150 18 ga 150' 13" clear span+26" 2d 1235 1650 ni 11" clear span+22" 22-lO-10d 1235 1650 Provide minimum{' Jo CS200 18 ga 1 ocr& 91/2' clear span+19" 20.8d 950 1270 end distance I 200' 9" clear span+18" 18-10d 950 1270 Typical CS 71/2" clear Installation as a CS250 20 ga 250'• span+15" 16-Bit 750 1005 f Equal number of Floor-to-Floor TI -. ._—7"_ clear span+14" 14-1(M 750 1005 9pMlfledfails 7" clear wan+ 14" 14-8d 620 825 in each end CS300 22 ga 300' "-S'/2" clear span+ll" 12-lad 620 825 Gauge stamped I.Allowable loads 100%value is the maximum steel capacity and may 2. 133%value may he used for on Pan for Easy not be increased for other load durations except as otherwise indicated. wind or earthquake loading. Identification 0 0 -1"O 0 D 0 50 CS1150 16D •USED 0 0 {" I r C pica) i itt ,. 2 I J j Hole Pattern t‘t . Hat \\ A.qt. NotShown \ , , � '^".r �, SAIHSA CONNECTORS J. rr 1/'I�tt!I1 HSA ��'lll A high value cross-member seismic tie used as a horizontal tie across Installation / intervening members.Allowable loads include a three-times safety factor proven by code performance tests MATERIAL:See table F - --11 A• '^ C.' Li -I FINISH:SA36—galvanized,all others Simpson gray paint INSTALLATION:•Use all specified fasteners.See General Notes. ,o.•- O---. .b.T La--I�i, , O - O •May not be suitable for use in floor diaphragms due to their protrusion above the beams. SA CODE NUMBERS:BOCA,ICBO,SBCCI No.NER-413;Dade County,FL SA34 STRAPANCHOR No.89-0131.4;City of L.A.No.RR 24948. '' � �� iA , FASTENERS MAX ALLOWABLE i MODEL STRAP DIMENSIONS (TOTAL) HORIZONTAL LOADS(133) A 1 NO. SECTION ,r _ Lr La NAILS BOLTS NAILS I BOLTS sit SA34 7 ga x 2'/16 34 9 — 4-3/4 — 3800 .l "' — SA36 12 ga x 2'//e 36 9 22-16d 4-1/2 1900 1900 SADDLE HANGER - HSA32 3 pa x 3 32 9 - — 2-3/4 — 2580 Typical io HSA 3 ga x 3 _ 5 9 _ - 4a4 - 5150 Lii= Installation with HSA5O 50 3 ga x 3 50 9 6-346400 Saddle Hanger HSA59 3 qa x 3 59 9 _ 8-3/4 9400 HSA68 3 ga x 3''4 68 9 — 10-3/4 , — 11000 1.Allowable loads have been increased for wind or earthquake loading with no further increase allowed. 2.Allowable loads assume a restrained member of 31/2"minimum thickness with bolts in single shear. 48 m Cepyrighl 1993 SIMPSON STRONG-TIE COMPANY,INC 3.Bolt and nail values may not be combined. As iN Fog_M ?iotii 9A/9A ' SIMPSON SEISMIC AND � H HURRICANE TIES ga„ • ® 1 ki9, --. Newt The Rio and H10R(for rough sized members)provide ° 14'1 excellent uplift and lateral load resistance parallel and perpendicular 1 ir m di to the top plates.Optional positive angle nailing,with Bd common �•—it • 2 B nails installed in double shear,connects shear blocking to rafter. (r nl w) I(H1pq.Z� Double shear nailing,with nails driven at an angle through two O m o members,distributes the load through two points on each nail for FOUR OPTIpNgI greater strength.Slot allows field-bending to accommodate shear 000BlEc blocking angle—bend one time only. " -'— 0 C\\6NEgq �� ," Designed to provide wind and seismic ties for trusses and rafters, �� \ NAZI 2 this versatile line may be used for general tie purposes,strongback „ ® N0�5 sI° attachments,and as all-purpose ties where one member crosses .; S1rp�50N ° another. " a ® H1 Hi rye• The H4 and H5 hurricane ties have unique shapes that require O S\ ° fewer nails.The designs allow for installation on the inside of the 64 gigs member without interlenng with the drywall,or on the outside of the a os' • l;" member without interfering with the sheathing material.The H5 is HIO _x designed to tie the top two wall plates to the rafter. s -° m\ The versatile H6 and H7 hurricane ties are designed and tested • for high load capacity.Use to attach studs,joists,trusses,plates, N4 a and other wood structural elements;see illustrations. H70~$"� 5� sot ° 'af H4 MATERIAL:See table (H10R similar) \\, q $tlO�a FINISH:Galvanized.Selected products available in stainless steel Patent Nos. ° ® lit or Z-MAX coating;see Corrosion Resistant Connectors. 4,291,995,4,480,941; t40- Patent No. INSTALLATION:•Use all specified fasteners.See General Notes. Canada Patent m 4,714,372 •The H1 can be installed with flanges facing outwards 1,193,418; i" (reverse of illustration#1).When installed inside a wall, other Patent Pending w 2• a birdsmouth cut is required. •H2.5,H3,H4,and H5 ties are shipped in equal quantities —I[ miniTT— of separate rights and lefts. `G'Za �y • °� mh,•,� •The H7 must be bent over and around the other side of the • top wood member,A minimum of four 8d on into the truss -f ° I a ° , must be used,Including two into the side of the truss at the 1� • end of Re strap. NE • Si" CODE NUMBERS:BOCA,ICBO,SBCCI Nos,NER-422 and 41Iw•I' NER-393;Dade County,FL Nos.89-0131.1 and 90-0914.2; Ilk ' r I . • HJ City of L.A.No.RR 22086. 31 H5 • ° �� H6 j if a y 7i / • Patent Na.4,714,372 19a 4 �2 \ �� • i H2 is` r' 0 P ,. Fi j i ��`'�/, -r • . �' O� O 110� 71' 62 . H7 Installation 2 �1 Costly Coy Raminate H2 Installation/ e\° to a U o tchi Ratter • \ Notching / .H2.5 20=' H2.5 Ties Ratter v. to TMro Plates 4 . ®/ I� if Typical H4 ® ' Stud to Bottom Plate QII,! • k1 { ' H3 Installation (H2.5 application smilerin 5 (see footnote 3) ) ��/,P PI tO l#; 6 52 . • • to Copyright 1993 SIMPSON H4 Installation STRONG-TIE COMPANY,INC . f LEGAL DESCRIPTION: (PER QUIT CLAIM DEED-AF#9304080009) L 0 T 1 1 0 tz I'LOT 111, SKYLINE NO.• 8t ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 72 THROUGH 74, . F . 1 •°,0 ' f� - i it S to RECORDS OF SKAGIT COUNTY WASHINGTON. ° O c z.o SUBJECT TO EASEMENTS, RESTRICTIONS, RESERVATIONS, ETC. taCI OF RECORDS." I 3 ' R8 co o • v zo 000 •Io GENERAL INFORMATION: o no 0 0 ° oJo £ 'rj1) RESURVEY OF SUBJECT LOT WAS BASED ON THE FOLLOWING SOURCES: ; •y N- (VACANT LOT b Ml• n w MI A) INFORMATION SHOWN ON THE SUBJECT PLAT OF "SKYLINE x'o NO. 8" ACCORDING TO THE PLAT RECORDED IN VOLUME- 9 • IF OF PLATS, PAGE 73, RECORDS OF SKAGIT COUNTY, WASHINGTON. 25' • F° N59'00 00 E - 130.00 S B) ,APPLICABLE STREET MONUMENTS FOUND AS SHOWN ON THIS I REBAR & CAP DRAWING. (LOT DIMENSION WAS ADJUSTED ACCORDING TO FOUND (LS#8992) 0 T 1 1 2 I MEASURED DISTANCE BETWEEN THE TWO MONUMENTS.) j C) INFORMATION SHOWN ON THE ABOVE "QUIT CLAIM DEED." 2) BASIS OF BEARING: PLAT OF SKYLINE NO. 8. C3 3) SURVEY EQUIPMENT USED: HEWLETT-PACKARD 3810-A C L (TOTAL STATION) . rr p a m • • Z Y_., 0 ,: 0 C -gyp '% p gym,®�®,��om®�„�m ODNEY E. THOMPSON 'i / e ���� PREPARED FOR: 2916 COMMERCIAL AVE. #103 a ,�0 t ?i? ., J. V40 ANACORTES, WA 98221 SYMBOLS : w f • :sx• A>. O De WM t 5° ♦�' N�y4 '9� SCALE: 1"=30' •t / �� Z; �� «� �o DRAWN BY: RE JOB NO: 1823-94 F/So = REBAR & CAP(FOUND/SET JJV) E+ + \r. I. i 1 *1 - ty • s• u DATE: 1/10/94 APPROVED BY: JV DRAWING NO: +� • = STREET MONUMENT (FOUND) • i1 A aj G 3 f *• �3�u��r �o DESCRIPTION: • „ii v •`urn, - °y H �� C PEA e "LOT 111 - SKYLINE NO. 8" • IKP;r2D 77:`lt74 6+1 C 1.1 JOHN J. VACAI d ASSOCIATES ,easmmnmmesoomw, MERIDIAN: PLAT OF Phone: (206) 293-9591 5809 SANDS WAY - SUITE F, Anacortes, Wn. SKYLINE NO. 8