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21809 87TH PL W.PDF111111111111 8302 21809 87TH PL W x P/x&S CITY OF EDMONDS SIDE SEWER PERMIT 9 0 19" PERMIT 44 2. Address of Construction: 2,15�oS) 93' Property Legal Description (Include all easements): *; —Ztb- 'AN_1 ', Owner and/or Contractor: -T -Q 3\1) State License No. Building Permit No. _27_aoco i,�� )Lingle Family Multi -Family (No. of Units-) Commercial 1:1 Public .r: Invasion into City Right -of -Way: &c, 13 Yes RW Construction Permit No. Cross other Private Property,,Vf, No El Yes Attach legal description and copy of recorded easement I certify thal4l haff reV_qD_�,shall comply with all city requirements as indicated on Me back of the_NeV�it Card. Iol) Date i i * CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION * OFFICE USE ONLY FOR INSPECTION CALL 771-3202, PUBLI� VVO�KS_DEPT. Permit Fee: Issued By ILI/ Trunk Charge:- Date Issued: Assessment Fee: Receipt No.: Lid No.: Partial Inspection: Date -Initial - Comments Reason Rejected: Date -Initial - Final Inspection Approved: Date _EZL-3_00�nitial ** PERMIT MUST BE POSTED ON JOB SITE ** White Copy: File Green Copy: Inspector Buff Copy: Applicant Revised 3 90 The City of Edmonds Side Sewer Drawing EASEMENT NO . ... .... ........ .......... . NEW CONSTRUCTION Z REPAIRS F� LID NO . .................. . ASMT. NO . .................. OWNER ................................................................................................ CONTRACTOR ... ��ft.y .. 44,n4e�7-4.4 ............................. PERMIT NO. JOB ADDRESS .. W ................................... LEGAL DESCRIPTION: LOT NO . ............... - .................... BLOCK NO . .................................... NAMEOF ADDITION ....................................................................................................................... p )01 EAO- Approved: 4Q:l - " 0 - PWW-0001-1 1/75 (REV.1 1178) DATE ...... . ....... By nio� -!� -- -- --- --- ----- /', -, .......... 0 ;j I w y.'q 'o � 140— UMCHMAR,4— lDporl --'s MAMDL�t IN 2-l-6nI-5T. Sv4. kc. 41� DEC VIAL., b FA�k 219 "p '99 C/ r 'A4"-� T q, " , OF V/ lCK4704fRsS CTfL .Ap APPROVED BY PLANNING MA^A. PUIW. -44+4--4 PLANNImr-, DATA NAME: :Z,fn L&.1( SITEADDRESS: ZI '09- '7" DATE: 2- ZONING: 0-s-g PLAN CHK#: PROJECT DESCRIPTION: V V CORNER LOT-_LL!�.(Yes/No) FLAG LOT —(Yes/No) SETBACKS: Required Setbacks: Front: Left Side:-7,5' Right Side: Rear: ActuaLSetbacks: Front Z5' Left Side: -7,5- .Right Side:- -7, Rear:__LI_L_ Street map checked for additional setback required? -At-- -Iw,., (Yes/No`)""� LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED Al —(Y/N) LOT COVERAGE: Maximum Allowed: 3" Actual: 7-13 4 7Z BUILDING HEIGHT: Maximum Allowed: Actual Height: P-4. Datum Polnt:j.�C-04 1;0�'t!sa 4,219' Datum Elevation: 57 A.D.U. CREATEW: No SUBDIVISION: P-9-7.7,1- CRITICAL AREAS #: 91, -it SEPA DETERMINATION: - LOT AREA: goo') OTHER: Plan Review By; ARCHITEL.01111= Plan : 2115t�MG Lateral Analysis: NORTHWEST Date: 9/30/98 Lateral Analysis: 1997 UBC page 1 of 11 P: Max Ht -upper-- 26.0; Ridge; :Use P = 15.35 ave psf See sheet 10 for sail areas. See sht 5 for Shearwall Schedule P: Max Ht -main = 20.9 Ridge; :Use P = 14.28 ave psf See sht 4 for Design Criteria P: Max Ht-lower = 15Z :Use P= 13.22 ave psf Total Wind Loads Compute Mind Load X-X, Y-Y' a y-y, upper-- 7.00 ftwx 7.00 It h= 49.00 sf x 15.35 psf = 752 lbs TWL y-y upper 4897 lbs b y-y, upper-- 16.00 ftwx 10.00 ft h= 160.00 sf x 15.35 psf = 2456 lbs C Y-Y = upper-- 11.00 ftwx 10.00 It h= 110.00 sf x 15.35 psf = 1689 lbs d y-y = upper-- 0.00 ftwx 0.00 It h= 0.00 sf x 15.35 psf = 0 lbs e y-y = upper-- 0.00 ftwx 0.00 It h= 0.00 sf x 15.35 psf = 0 lbs 1 X-x = upper-- 0.00 ftwx 0.00 It h= 0.00 sf x 15.35 psf = 0 lbs TWL x-x upper 5987 Itis 2 x-x = upper-- 6.00 ftwx 12.00 ft h= 72.00 sf x 15.35 psf = 1105 lbs 3 w = upper-- 9.00 ftwx 12.00 ft h= 108.00 Sf x 15.35 psf = 1658 lbs 4 x-x = upper-- 11.00 Itwx 12.00 It h= 132.00 sf x 15.35 psf = 2026 lbs 5 X-x = upper-- 6.50 ftwx 12.00 ft h= 78.00 sf x 15.35 psf = 1197 lbs a Y-Y = main= 8.00 ftwx 9.00 It h= 72.00 sf x 13.22 psf = 1704 lbs TWL y-y main 12848 lbs b y-y = main= 16.00 ftwx 9.00 ft h= 144.00 sf x 13.22 psf = 4360 lbs C Y-Y = main= 16.00 ftwx 9.00 It h= 144.00 sf x 13.22 psf = 3592 lbs d y-y = main= 17.00 ftwx 9.50 It h= 161.50 sf x 13.22 psf = 2135 lbs e y-y = main= 10.00 ftwx 8.00 It h= 80.00 sf x 13.22 psf = 1058 lbs 11867 lbs I x-x= main= 6.50 ftwx 14.00 ft h= 91.00 sf x 14.28 psf = 1299 lbs TWL x-x main 2 x-x = main= 9.00 ftwx 11.00 It h= 99.00 Sf x 13.22 psf = 2414 lbs 3 X-x = main= 10.00 ftwx 9.00 It h= 90.00 sf x 13.22 pst = 2848 lbs 4 x-x = main= 11.00 ftwx 9.00 It h= 99.00 Sf x 13.22 psf = 3335 lbs 5 x-x = main= 6.50 ftwx 9.00 It h= 58.50 sf x 13.22 psf = 1971 lbs Check Seismic: V = 0.1964 x(W) w lbs. full strength values for overturning caics. WOAup=( 1098 sf /rf + 1064 sf/ wi + 0 sf / fir )x 10 psf = 21620 lbs V roof= 4246 lbs. W a Y-Y 279 sf /rf + 232 sf/ W + 0 sf / fir )x 10 psf = 5110 lbs V a y-y = 1004 lbs. W b y-y 496 sf /rf + 480 sf/ vd + 0 sf / flr)x 10 psf = 9760 lbs V b y-y = 1917 lbs. W c Y-Y 323 sf /rf + 352 sf/ YA + 0 sf / flr )x 10 psf = 6750 lbs V C Y-Y = 1326 lbs. W d y-y 0 sf /rf + 0 sf/ wi + 0 sf / fir )x 10 psf = 0 lbs V d y-y = 0 lbs. W e y-y 0 sf /rf + 0 sf/ wi + .0 sf / flr )x 10 psf = 0 lbs V e y-y = 0 lbs. W I X-X--( 0 sf Irf + 0 sf/ wl + 0 sf / fir )x 10 psf = 0 lbs V I X-x = 0 lbs. W 2 X-X--( 142 sf /rf + 172 sf/ wi + 0 sf / flr )x 10 psf = 3140 lbs V 2 x-x = 617 lbs. W 3 x-x=( 324 sf /rf + 192 sf/ vA + 0 sf / flr )x 10 psf = 5160 lbs V 3 x-x = 1013 lbs. W 4 x-x--( 396 sf /rf + 428 sf/ wi + 0 sf / flr )x 10 psf = 8240 lbs V 4x-x = 1618 lbs. W 5 x-x--( 236 sf Irf + 272 sf/ wl + 0 sf / ffr )x 10 psf = 5080 lbs V 5x-x= 998 lbs. WOAmain= 2500 sf /rf + ____T727 _sf/ wi + 817 sf / flr )x 10 psf = 70440 lbs V total = 13834 lbs. W a y-y 425 sf /rf + 752 sf/ wi + 210 st i fir )x 10 psf = 13870 lbs V a y-y = 2724 lbs. W b y-y 706 sf /if + 1361 sf/ wi + 388 sf / flr )x 10 psf = 24550 lbs V b y-y = 4822 lbs. W c Y-Y 676 sf /rf + 1200 sf/ W + 219 sf / flr)x 10 psf = 20950 lbs V C Y-Y = 4115 lbs. W d y-y 399 sf /rf + 204 sf/ wi + 0 sf / flr )x 10 psf = 6030 lbs V d y-y = 1184 lbs. W e y-y 294 sf /rf + 210 sf/ wl + 0 sf / flr )x 10 psf = 5040 lbs V e Y-Y = 990 lbs. W 1 X-X--( 248 sf /rf + 220 sf/ wi + 0 sf I flr)x 10 psf = 4680 lbs V 1 X-x = 919 lbs. DEC 0 2 1999 W 2 X-X--( 408 sf /rf + 532 sf/ Yd + 56 sf / flr )x 10 psf = 9960 lbs V 2 x-x = 1956 lbs. DEVELOPMENT SERVICES CTR. W 3 x-x--( 571 sf /rf + 841 sf/ wl + 206 s ' I / flr)x 10 psf = 16180 lbs V 3 x-x = 3178 lbs. CITY OF EDMONDS W 4 x-x=( 789 sf Irf + 1155 sf/ wl + 363 sf / flr)x 10 psf = 23070 lbs V 4x-x = 4531 lbs. -1 - _11- - 4 el'5 �4 1 f1r Nv In n�zf = 16550 lbs 'V 5 X-x = 3250 lbs. *04 b- I 4W# 18915 - 142NO AVE. N.E.1 SUITE 100 WOODINVILLE, WA 98072 PHONE: (425) 485-4900 FAX: (425) 487-6585 AIRCHITE& . S �oRTHWIEST Date: 9130198 Plan: 211512/3SG page 2 of Compute sum'Q1,Shear-Resisting Walls & Compute V x-x, V Y-Y upper noor: - 4.00 11.67 15.67 t1 If shear wall tI sw Y-Y 18,50 tl If shear wall 44.67 10.50 tl If shear wall 0.00 tI If shear wall 0.00 tl If shear wall 0.00 tl If shear wail tl sw X-X 14.00 tl If shear wall 63.67 15.00 ti If shear wall 13.17 tI If shear wall 21.50 1:1 If shear wall S�m Sw a '-, Sum SW b Y-Y Sum SW C YT� Sum SW d y-Y � sum Sw e y-y = Sum SW 1 X-X = Sum SW 2 X-X = Sum SW3x-x= ( Sum SW 4 x-x = ( Sum SW 5 x-x = 12.50 6.00 7.0 M 3.50 - 0 ---- 0 14.00 15.00 8.50 4.67 12.00 main noor: 2.67 3.00 3.00 3.001 11.67 ti If shear wall tI sw Y-Y 14.00 tI If shear wall 69.84 22.34 tl If shear wall 4.33 tI If shear wall 17.50 tl If shear wall 18.67 tI If shear wall tI sw X-X 8.67 ti If shear wall 113.10 14.26 ti If shear wall 15.50 tI If shear'wall 56.00 tI If shear wail = Sum SW a Y-Y ( Sum SW b y-y = Sum SW c y_y = Sum SW d Y-Y = Sum SW e y-y = Sum SW I X-X = Sum SW2x-x= Sum SW 3 x-X = Sum SW 4 x-x = SumSW5X-X=( 14.00 2.67 ---5.67 3_5o 10.50 4.25 4.50 4.50 4.25 2.67 16.00 1 -A 8.67 1.88 - 1.88 5.50 5.00 9.50 6.00 a; I 39.bul 1 Compute V x-x max. and V y-y max. max upper floor: = 752 lbs 1004 lbs 1004 Ws/I = 64 pif seismic Use SW P1-6(198pIQ a y-y b y-y = 2456 lbs 1917 lbs 2456 WsA = 133 plf wind Use SW P1-6(198pIQ C Y-Y = 1689 lbs 1326 lbs 1689 fti = 161 plf wind Use SW P1-6(198pIQ d y-y = 0 lbs 0 lbs 0 #sA = 0 pif wind Use SW not applicable e y-y = 0 lbs 0 lbs 0 #sA = 0 pif wind Use SW not applicable 1 X-X = 0 lbs 0 lbs 0 #sA = 0 pif wind Use SW not applicable 2x-x = 1105 lbs 617 lbs 1105 #sA = 79 pif wind Use SW P1-6(198pIQ 3 x-x = 1658 lbs 1013 lbs 1658 Ws/I = 111 pif wind Use SW #: PI-6(198p[Q 4 x-x = 2026 lbs 1618 lbs 2026 #s/l = 154 plf wind Use SW P1-6(198pIQ 5 X-X = 1197 lbs 998 lbs 1197 Ws/I = 56 pif wind Use SW PI-6(198pin main floor a y-y = 1704 lbs 2724 lbs 2724 #sA = 233 pif seismic Use SW PI-4(304p[Q b y-y = 4360 lbs 4822 lbs 4822 #sA = 344 pif seismic Use SW PI-3(389pin C Y-Y = 3592lbs 4115 lbs 4115 #sA = 184 pif seismic Use SW A, Pl-4(304pin d y-y = 2135 lbs 1184lbs 2135 Vs/I = 493 plf wind Use SW P1-2(516pIQ e y-y = 1058 lbs 990lbs 1058 #sA = 60 pif wind Use SW P1-6(198pIq I X-X = 1299lbs 919 lbs 1299 #sA = 70 pif wind Use SW P1-6(198pIQ 2 x-x = 24114lbs 1956 lbs 2414 #sA = 278 plf wind Use SW P14(304plf) 3 x-x = 2848lbs 3178 lbs 3178 #sA = 223 plf seismic Use SW -PI -4(304pIQ 4 x-x = 3335lbs 4531 lbs 4531 #sA = 292 plf seismic Use SW P1-4(304pIQ 5 x-x = 1971 lbs 3250 lbs 3250 #sA = 58 pif seismic Use SW P1-6(198pIq Verity Capacity of Designed Shearwalls: Note: Seismic loads are strength loads, therefore include 1.4 F.O.S. for shearwall design.) upperfloor Sum SW cap y-y = 44.67 If x 198 pif + 0.00 If X 100 pif = 8845 lbs > 4897 F.O.S. = 1.81 1, OK. Sum SW cap x-x = 63.67 If x 198 plf + 0.00 If x 100 pif = 12607 lbs > 5987 F.O.S. = 2.11 1, OK. main floor. Sum SW cap Y-Y = 69.84 If x 304 pif + 0.00 If X 198 plf = 21231 lbs > 12848 F.C.S. = 1.66 1, OK. Sum SW cap X-X = 113.10 If x 198 plf + 0.00 If x 198 plf = 22394 lbs > 11867 F.O.S. = 1.39 1, OK Redundancy Factor Check: Vmax for "p = 1" Vmax = (2)xVt / sqrt A A= 1423 sq ft Vmax 733.48 Since 733plf > actual 493plf at main 4 x-x, no added redundany factor required. Horizontal Diaphragm Shear: Roof diaphragm: cy-y: 1689# 12ft of contin top plate = 140plf. Use continuous top plate. Roof diaphragm: 4 x.x: 2026# / 140plf max = 14.47. Use continuous blocking at top plate to truss, and total 15 linft sheathed truss above. Upper floor diaphragm: a y-y:. (2724# - 1004#) 11'.67 ft of shear wall = 147plf. Use continuous top plates. Upper floor diaphragm: b y-y: (4822#- 1917#) 18ft continuous= 161plf < Mpif OlKatkitchen. Use CS16-36 from top plate to 410 beam. Main floor roof diaphragm: dy-y:2235#/22ft=97pif<140pIf. Use CS16-46 top plate to either girder truss or GLB. Upper floor diaphragm: 2 x-x: (2414# - 1105#) / 14ft continuous top plate= 94plf. OK Upper floor diaphragm: 3 x-x: (3178#-1013#)/14ft'=155pif<IT7pif. Use CS16-36 top plat ' e to double joists at balcony. Upper floor diaphragm: 4 x-x: Use blocked sheathing between shear walls, w/ double blocking under the shear wall above. 18915 - 142ND AVE. KE] SUITE 100 WOODINVILLE, WA 98072 PHONE: (425) 485-4900 FAX: (425) 487-6585 ARCHITECTS NORTHWEST Date: 9130198 Plan: 2115013SG page 3 of 11 Clie�k 6vertuming for Holdown Selection Uplift = ((ht x plf x width) - (2/3 D.L.x 1/2 width)) width No roof dead load used to resist shearwall overturning, It is considered equal to any uplift force from wind. Note: v ht. M / width OL /if Uplift Ho Idowns selected Location width pif upper floor: 4.00 64 plf x 8.083 ft. h. 518 lbs - 80 lbs = 412 lbs. Use: 16d nails @ 5" o.c. a y-y 11.67 64 plf x 8.083 ft. h. .518 lbs; - 80 lbs = 210 lbs. Use: 16d nails @ To.c. 1Z00 133 pif x 8.083 ft. h. 1073 lbs - 80 lbs = 756 lbs. Use: CS1 6 strap-31TI w/(1 8)1 Od nails b y-y 6.00 133 pif x 8.083 ft. h. 1073 lbs - 80 lbs; = 915 lbs. Use: CS1 6 strap-361 w/(1 8)1 Od nails 7.00 161 plf x 8.083 ft. h. 1300 lbs - 80 lbs; = 1115 lbs. Use: CS1 6 strap-36"I w/(1 8)1 Od nails C Y-Y 3.50 161 plf x 8.083 ft. h. = 1300 lbs - 80 lbs = 1207 lbs. Use: CSI 6 strap-36"I w/(1 8)1 Od nails d y-y = 0.00 0 pif x 8.083 ft. h. = 0 lbs - 80 lbs = 0 lbs. Use: not applicable � 0.00 0 pif x 8.083 ft. h. = 0 lbs - 80 lbs = 0 lbs. Use: not applicable e Y-Y 1 X-x = 0.00 0 plf x 8.083 ft. h. = 0 lbs - 80 lbs = 0 lbs. Use: not applicable 2 x-x = 14.00 79 plf x 8.083 ft. h. = 638 lbs - 80 lbs = 268 lbs. Use : 16d nails @ 5" o.c. 3 x-x = 15.00 111 pif x 8.083 ft. h. = 893 lbs - 80 lbs; = 497 lbs. Use: CS 16 strap-361. w/(1 8)1 Od nails 8.50 154 plf x 8.083 ft. h. = 1244 lbs - 80 lbs = 1019 lbs. Use: CS 16 strap-36"I w/(1 8)1 Od nails 4 x-x = 4.67 154 plf x �.083 ft. h. = 1244 lbs - 80 lbs = 1120 lbs. Use: C S 16 strap-36"I w/(1 8)1 Od nails 5 X-x = 9.50 56 plf x 8.083 ft. h. = 450 lbs - 80 lbs = 199 lbs. Use: 16d nails @ 5" o.c. 1Z00 56 plf x 8.083 ft. h. = 450 lbs - 80 lbs = 133 lbs. Use: 16d nails @ 5" o.c. main "oor: 167 233 pif x 9.093 ft. h. = 2123 lbs - 90 lbs = 2043 lbs. Use: HPAHD22w/ (16)16d nails, I 1/Tedge dis a y-y 3.00 233 plf x 8.083 ft. h. = 1887 lbs - 80 lbs; = 1808 lbs. Use: CS1 6 strap-46"I w/ (28)1 Od nails 3.00 233 plf x 8.083 ft. h. = 1887 lbs - 160 lbs = 1728 lbs. Use: HPAH022 w/ (16) 16d nails, 1 1/Tedge dis 3.00 233 plf x 8.083 ft. h. = 1887 lbs - 160 lbs = 1728 lbs. Use: HPAH022 w/ (16) 16d nails, 1 1/Tedge dis b y-y 14.00 344 plf x 8.083 ft. h. = 2784 lbs - 160 lbs = 2045 lbs. Use: STHD14RJ w/ (38) 16d sinkers, 1 1/7'edge Notice: Stem foundation added to take horizontal shear at main floor. Holdown selected to also take upper uplift. Z67 184 pif x 8.083 ft. h. = 1489 lbs - 160 lbs = 1348 lbs. Use: HPAH022 w/ (16) 16d nails, I 1/Z' edge dis C Y-Y 3.50 184 pif x 8.083 ft. h. = 1489 ' lbs - 160 lbs = 1304 lbs. Use: H PAH022 w/ (16) 16d nails, 1 1 /Z' edge dis 10.50 184 plf x 8.083 ft. h. = 1489 lbs - 160 lbs = 934 lbs. Use: HPAH022w/ (16) 16d nails,*1 1/Z'edge dis 5.67 184 plf x 8.083 ft. h. = . 1489 lbs - 80 lbs = -- 1339 lbs. Use: HPAH022 w/ (16) 16d nails, 1 1/Z'edge dis d y-y 4.33 493 pif x 9.083 ft. h. = 4479 lbs - 90 lbs = 4350 lbs. Use: STHD14w/ (38) 16d sinkers, 1 1/Tedge di e y-y 425 60 plf x 9.083 ft. h. = 549 lbs - 90 lbs = 423 lbs. Use: 5/8" AS Min I Z' of panel edge 4.50 60 plf x 9.083 ft. h. = 549 lbs - 90 lbs 415 lbs. Use: 5/8" AS w/in 1 Z' of panel edge I X-x Z67 70 pif x 9.083 ft. h. = 632 lbs - 90 lbs 553 lbs. Use: 5/8** AS wrin I Z' of panel edge 16.00 70 plf x 9.083 ft. h. = 632 lbs - 90 lbs 157 lbs. Use: 5/8" AS w/in IT of panel edge 2 x-x = 8.67 278 pif x 9.083 ft. h. = 2529 lbs - 80 lbs 2300 lbs. Use: HPAH022 w/ (16) 16d nails, 1 1/Tedge dis 3 x-x = 5.50 223 pif x 9.083 ft. h. = 2024 lbs - 90 lbs = 1861 lbs. Use: HPAHD22 w/ (12) 16d nails, 1 1 IT edge dis 5.00 223 pif x 9.083 ft. h. = 2024 lbs - 160 lbs = 1760 lbs. Use: HPAH022 w/ (19) 16d nails, . >6' edge dist. Notice: Stem footing added to take horizontal shear at 5ft shear wall at main floor 3 x-x. 1.88 223 pif x 9.083 ft. h. = 2024 lbs; - 90 lbs; = 1968 lbs. Use: STHD10w/ (28) 16d sinkers, 1 1/2" edge di 1.88 223 pif x 9.083 ft. h. = 2024 lbs - 90 lbs = 1968 lbs. Use: STHD10w/ (28) 16d sinkers, 1 IIT edgedi Notice: OHGO side panels are LRP construction, there is no second floor bearing. 4 x-x = 9.50 292 plf x 8.083 ft. h. = 2363 lbs - 90 lbs = 2081 lbs. Use: MST48 w/ (34) 1 6d nails 6.00 292 plf x 8.083 ft. h. = 2363 lbs - 90 lbs = 2185 lbs. - Use: MST48 w/ (34) 16d nails 5 X-x = 39.50 58 plf x 9.093 ft. h. = 528 lbs - 90 lbs = -645 lbs. Use: 5/8" AS w1in 1 Z' of panel edge 10.00 58 plf x 8.083 ft. h. = 469 lbs - 220 lbs = -257 lbs. Use: 5/9' AS w/in I T of panel edge 6.SO 58 plf x 8.083 ft. h. = 469 lbs - 220 lbs = -3 lbs., Use: 518!* A B w1in 1 Z' of panel edge Holdown and Shearwall Summary Use (2) STHD14RJ wi (38) 16d sinkers, 1 1/Tedge dist. Use (2) STH014w/ (38) 16d sinkers, 1 I/Z'edge dist. Use (17) HPAHD22 Use (4) STHIDIO w/ (28) 16d sinkers, 1 1/Z' edge dist. Use(16) CS1 6 strap-36"l w/(1 8)1 Od nails Use (3) CS16strap-46-1 w/ (28)10d nails Use (3') MST48 w/ (34) 16d nails plate nailing and anchor balts per schedule - as indicated. 18915 - 142ND AVE. N.E./ SUITE 100 WOODINVILLE, WA 98072 PHONE: (425) 485-4900 - FAX: (425) 487-6585 ARCHITECTS NORTHWEST Joe 'PL"2.'t3 11J!5P1-3Sq_ CALCULATED BY DATE SHE=_7 NO. Design criteria per 1997 Uniform Building Code: 80 mph / exposure "B" 0nd per Section 1615: Design Wind Pressure: P = Ce x Cq x Qs x Iw Ce= Exposure Factor; Cq= Method Factor, Qs=Wind Stagnation pressure; lw=lmportance Factor Site/Project Specific Values: Ce = 0.62 ( ' Exposure B @ < 15' H); Cq = 1.3 (Projected Area Method per section 1621.3) Qs = 16.4 (Basic Wind Speed = 80 mph); Iw = 1.0 (Standard Structure Importance) Calculated Wind Pressures at Prescribed Building Heights: P = 13.22 psf < 15'H; 14.28psf < 20'H; 15.35 psf < 25'H; 16.20 psf < 30'H; 17.91 psf < 40'H Earthquake per Section 1626: Base Shear V =3.0 x Ca x W / R (Simplified Static Method equation 30-11) Ca = Soil profile type Sd, Seismic Zone 3 in table 160 R = Rotation value from Table 16N ; W = Tot . al Seismic Dead Load Vertical Distribution: Fx = 3.0 x Ca x w / R (Simplified Static Method equation 30-12) Site/ Project Specific Values: Seismic Zone 3; Soil Type Sd; Ca = 3.6: R for wood structural panels =5.5 (plywood shearwalls) R for all other structural panels = 4.5 (gypsum shearwalls) V(plywd)=0.1964W-,' V(gwb)=0.240OW Redundancy Factor p (Equation 30-3) combined with r max equation (Section 1630.1 .1) creates a design condition to attempt to keep p= 1 or less. Vmax is determined to verify if additonal redundancy factor.(p) is needed. (VMax = 2(Vw)/sqrt A Standard Design Information (Unless noted otherwise on Plans): Lumber grade: HF#2 or better, HF#3 @ studs Glue -Lam beams: uBC Combination 24fV4 Horizontal roof sheathing: 1/2" COX-7116" OSS w/ 8d @ 6" oc at edges (1 40plf allowable diaphragm shear w/o blocking) Horizontal floor sheathing: 3/4" T&G COX plywd w/ 1 Od (g 6" oc at edges( 177 1pif allowable diaphragm shear w/o blocking) Shear walls: See shear wall schedule: Note: gwb shear wall capacities are halved when resisting seismic forces. Anchor Bolts: 518"dia x10"L@ 48" oc, typical, unless noted otherwise. A307orbtrw/7" min. embedment. 18915 - 142nd AVE. N.E.,/ SUITE 1 CC WCCCINVILLE, WA 9SC72 PHC �E: (425) 4e5-4900 FAK (4251487-6585 ARCHITECTS NORTHWEST JOB CALCULATED BY I CAT E 1!&.3 1,9 —SHErt NO. OF SHEAR WALL SCHEDULE (see 1997 UBC tables 23-11-1-1, & 23-11-1-2) P11-6 v = 198 Plf 1/2" plywood or OSS equal, w / 8d (gun) nails @ 6" o.c. Anchorage: 16 d @ 5" o.c. OR 5/8" AS @ 48" o.c. to conc. P1 -4 v = 304 Of 1/2" plywood or OSB equal, w / Eld (gun) nails @ 411 o.c. Anchorage: 16 d @ 4" o.c. OR 5/8" AB @ 36" o.c. to conc. p1_3 — �38 9 p 7Ff 1/2" plywood or OSB equal, w / Eld (gun) nails 0— 3" o.c. Anchorage: 16 d @ 3" o.c. OR 5/8" AB @ 24" o.c. to conc. Use min. 3" nom. Studs Q adjoining panel edges. P! -2 v = 516 Plf 1/2" plywood or OSE3 equal, w / 8d (gun) nails g 2" o.c. Anchorage: 16 d @ 2" o.c. OR 5/8" AS @ 24" o.c. to conc. Use min. 3" nom. Studs qP adjoining panel edges. P2-4 v = 608 Of 1/2" plywood or OSS equal, (2 sides), w / 8d (gun) nails @ 4" o.c. Anchorage: 3/8" lag screws @ 8" o.c. or 5/8" AS @ 24" o.c. to conc. Use min. 3" nom. Studs @ adjoining panel edges. P2-3 v = 778 pit 1/2" plywood or OSB equal,(2 sides) W / 8d (gun) nails @ 3" o.c. Anchorage: 3/8" lag screws @ 8" o.c. or 5/8" AS @ 24" o.c. to conc. Use min. 3" nom. Studs @ adjoining panel edges. 1 . The shear values in this table are based upon the use of 8d, pneumatically Tnven nails with a minimum shank diameter of 0. 113"; into hem -fir grade studs. 2. Nail spacing is for all panel edges. Block all panel edges. 3. Spacing of nails along intermediate framing members is 12" o.c. 4. Sheathing to be ABA rated, EXP1/EXP2/EXT or C-C/C-D/Struct 11 plywood. 5. At double sidid shear walls, offset sheathing jointy by one bay min. Also provide 4x blocking beneath sill plate, with nails staggered. HOLDOWN SCHEDULE' updated 7130198 # listed for 1197 Simpson Strong -Tie cat ST HD10RJ w/ (28) 16d sinkers, 1 1/2* edge dist. STHD10w/ (28) 16d sinkers, 1 1/2* edge dist. STHD14RJ wl (38) 16d sinkers, 1 1/2" edge dist. STH D 14 w/ (38) 1 6d sinkers, 1 1 /Z" edge dist. HPAHD22 w/ (12) 16d nails, 1 1 /Z* edge dist. H P AH 022 w/ (16) 16d nails, I - I Z edge dist. HPAH022 w/ (19) 16d nails, >T edge dist. Sir AB Win 1 T of panel edge CS 16 strap-36"I w/(l 8)1 Od nails CS 16 strap-46-1 w/ (28)1 Od nails MST37 W/ (24) 16d nails MST48 w/ (34) 1 6d nails MST60 wl (48) 16d nails MS772 w/ (56) 1 6d nails H010A W17/T SSTB28 A.B.W/ (4) 7/8- bolts H 08A W/ 7/8- SSTB28 A.B. W/ (3) 7/8- bolts HOSA W/ SSTS20 AB w/ (2) 5/8- bolts HTTZ2 w/ SSTB-20 A.B.w/ (32) 1 Od nails. A35 F.A. wl (12) 8d nads 2746# 257W@G"r— hem -fir table 2745# 2676# hem -fir table 4430# 4=0#@S-r— hern4ir table "30# .4=0# hem -fir table 1664#@6 nails added for hem fir z24o# @8"curb (16) nails max at rim joist 2607#@6 nails added for hem fir. 500# 1353# nails added for hem fir 1650# nails added for hem fir 1850# hem -fir table 2945# hem4r table "16# hem -fir table 6150# hern-fir table 7823# value reduced for Hem Fir 5301# value reduced for Hem Fir 3039# value reduced for Hem Fir 4086# value reduced for Hem Fir 450# value reduced for Hem Fir 18915 - 142nd AVE. N.E. / SUITE 100 PHONE: (4251485-4900 WOODINVILI E, WA 98072 FAX: (4251487-6585 JOB ARCHITECTS CALCULAME) By CHE-7t NO. co F NO HVJEST OATE )PIP c) P I—r.;. 3 :55 0. la r�LI-159117-SaF15 tt. 16 Its I an CL Ll ,u 7 P -5 w,crew m-,JYsrr . ..... ... . 12 ty 7p� al u" IF Al cr y -3 cs. I I( I I i!U WOODINVILI P. WA 98072 18915 - 142nd AVE. N.E.,/ SUITE PAY- raPc;l dQ7-6E585 JOS FLA ARCm"HITE S CALCUL-aMID By NORT�f+JVEST CATE —SH.E--7 NO. F &16 t4r) X 4.3 -r. 13 W-Y Ics �4-r—l; --,,j 'c,-1 ig '3 vo~ Ll mstr bdrm Mst 46 -.4 F- aw OF .000, 0 cl I b rm 3 onion to babo 3 b( - di FL* s000 !-7 0 1 E39 15 - 142nd AVE. N.E. / SU17E 100 cur,irlic rl-cl lrl= Arr1r, DINVILLE, WA 96072 F-AX- (AP51 dS7-C-5e5 FLA S ('5; t7 15 r�i ARCHITE JOB CALCULATI ED BY HE-r NO. FINORTHWEST OA�E 3 moo b C) I F4 11� 1 114 F" I " 5. .. 3 14 LL. / _I otk U"CT M aL5 4 tm�� he 'ZI A/ . r IW 'L -2 . I � - L r I C. n 0.2 MpTfcwl� T.v wicr4a j�d oil L 7 I nj I L , , 41 1, wt. W -Tbv-' ft- 140 51. T 4-10 I%STAS V, M .. i i ;. A Q X. L c sm, _%r -3 4), 0 How. 1.0. a - - IQ— 01 T er ry 7 P I. p 4 ej erki. TI; laun L Li P Wvj Ailw C14 3)i L 7� F-A co -.Cov pdrc�l -if 1.9 OL Win 1 11 1 0, Li ,a —,z -Z..6. L it le 2�Lcar garage 09 1. 2e .000. 41 \A :DoCnNVILI E WA 98072 18915 - 142nd AVE. N.E. SUIJ 1 Go I I I . I-,=, �,T- cmo= 0000 JOB 'Put) lzw5p ARCHITES CALCULAM) By i:-,o FLA Al NORTHWESTCATE ct ID SHEET NO. INS N 1 s &\vi iw� or \Y. s 0 00 L. —11. cFaM-spai 7-7--" ja ;a ilk ;-. 0. I -ild 6.5 (7.) 444P v 00 ,lab on grade 5. (3 P- WOODINVILLE. WA 98072 18915 -142nd AVE. N.E. / SUITE 100 FAX: r4251 487-6585 ounf\lc rA,ml At== qrmrlr-1 &,qm 01= qCIII sail: Oslo', vk� dW7 - -10 M vs F L'C'� P CL JOB L;HITECTS CALCULA110 BY NORTHWESTOATE 9 1-3 D 1'7 F) _SHE7E NO. Ol. TYPICAL END CONDITIONS ponall 4x POST_ SULAR % r G1. S Typi=l SPAN 'V HTT22 Installation as a Holdown Typical Fioor- to-Ficor Tle Z Installation IN SIMONE 'r�� . : ' . ITMIN. LENGTH WMIN, REBAR showing a FROM LENG Clear Span MRNER MST37 W/ (24) 16d nails 1850# MST48 w/ (34) 16d nails 2946# MST60 w/ (48) 16d nails "15# Typical STHD14RJ MST72 w/ (56) 16d nails 6150# Rim Joist Installation ,AM— END CNG114 CuT L eNGTH L o o V1. ONE P4 RSAR IN SHEAR CONE lTMIN Typi=1 CS REIIAR LENGM Installation as a Floor -to- Floor Tle Ty pical HD5A Hoidown installation with 30' 5:' E0 SST B anchor bolt. I-MTH LeoGo Washers are not req ired pmvi at the base. Eaual numm suendlea 11 in earn H010A wf718" SSTB28 A.B.w/ (4) 7/8" bolts Typical STHD CS16 s1rap-36"I w/(18)10d nails 1353# H08A w/ 7/8" SSTB28 A.B. w/ (3) 7/8" bolts Corner with Installation 3-Zx studs CS1 6 slrap46"l w/ (28)1 Od nails 1660# H05A w/ SSTB20 AB w/ (2) 518- bolts I STHDIORJ w/ (28) 16d sinkers, 1 1/Z' edge dist. 2745#@8"c. 2675#@6-c. STHDI 0 w/ (28) 16d sinkers,. I 1 /2' edge dist. 2745# 2575# STH D1 4RJ w/ (38) 16d sinke rs, 1 112" edge dist. "30# (g8"c. 4220#@6-c. STH01 4 w/ (38) 16d sinkers, 1 1 /Z' edge dist. 4430# 4220# NOTE. ALL VALUES ARE TAKEN FROM SIMPSON CATALOG, Form T-HEMFIR-2 11/97 exp 1/99, OR CATALOG C-98, VALUES APPLY TO HEM -FIR LUMBER, UNLESS NOTED OTHERWISE. 18915 - 142nd -AVE. N.E. / SUITE 100 WOODINVILLE, WA 98072 PHONE: (4251485-4900 FAX: (4251487-6585 . -IrARCHITECTS JOB CALCULA -ir:) BY NORTHVVEST OA SHE-7 NO. oF s ol �2 C, 11 0 p;E:,-;TAl\ I L, —rl*,\ d-LE" C.-Er- P�A N rOR dAll- Sc*)UL-F �4 J - -o� Cz, Z 2r tidi 0 A jo SL-) STI, s IrR A wa PCs- DE-r-AIL ll� Nl,fs, 18915 - 142nd AVE. N.E. / SUITE 100 PHONE: (425) 4e5-4900 WOODINVILLE. WA 9807 FAX: (4251 487-65E Water Service Drawing The City of Edmonds EASEMENT NO . ................................. . NEW CONSTRUCTION REPAIR',; IID NO . .................. . ASMT. NO . ........ ......... 0 %4N E R CONTRACTOR .......................... . ........... .................................... PERMIT 1,40 . .................... JOB ADDRESS ..... ...... ......................... LEGAL DESCRIPTION: LOT. N ) . ...................................... BLOCK NO . ................................... ................................ ........................ ....................................................................................................... NAMEOF ADDITION ............... .................................. ......... ........................................ .. .............. 4� CC -1 Approved: I--L(O- 00 va .21-6 pal 5j, 01 lull ION s t .5 oasis Is A 31-V & F Irl 30b His 141V ISE N Ali 1) 3.!�E:R a SIC tj_ tEi AC �? �- Z3 =2 to V4 44 %= WAN-00U1.1 1175 (REV.1- 1178) DATE .... ................... By ................................................. NOTICE: -Nb ... Wa r-ral n y. The information . shown on the cattached map(s) was compiled for use by the City of Ed . monds,-, its Employees and Consultants, Th.e City of 'Edm.onds does not. wa rra nt the accuracy of anything set for.th on these ent-ty -requesting a Map(�-). Any person or copy should conduct an independent inquiry regarding the inform�atlon shown on tHe -map(S)i including, but not limited to, -h the lociation of any sewer stub shown, Suc sewer stubs may or may- not exist and may or may not exist at the location shown. ,�ity of Edmo-nds nor its Neither the %I-. emp],o*yee's o*r offi-ce-rs -shall be l--ja-b1--e for the informatio . n given' on this map(5), nor for any one representation provided based upon said map(s). "JAL E RECEIVED arsasas--� CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS MAILING ADDRESS 110,5"117- 1<�"Na4f. f. CITY ZIP TELEPHONE !!SIA IT L-� 6)q 5S 1 1 NAME ADDRESS 11 5 1 L4 CITY ZIP —TTELEPHONE ZIP V-) oOD1wV ILL -E S< - q9M NAME A wolm itc ADDRESS CITY ZIP I TELEPHONE STATE LICENSE NUMBER EXPIFAJION DATE Tt R mef)lo (4 k4 fm � PROPERTY TAX ACCOUNT PARCEL NO. �,_NEW K, RESIDENTIAL 0 PLUMBINJ/ I`Iic� AUDITION f—] COMMERCIAL o COMPLIANCE OR CHANGE OF USE REMODEL E:] APARTMENT E] SIGN C] REPAIR G D G = Ei +ENCE CYDS FT) DEMOLISH 151 C] ;fNTK1'y,%) C3 OTHER GARAGE E] RETAINING WALL RENEWAL CARPORT ROCKERY fTYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN: Ec 0 Ithusiluc-T AKLAJ C.If- fz f- >. w NUMBER CRITICAL 0 OF a hG AREAS to 0 _STORIES UNITS NUMBER DESCRIBE WORK TO BE DONE C. GLAZING % LOT SLOPE % 1 1 40,2— 4 PLAN CHECK NO: IVESTED DATE TH�� PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT-APPLJ,CATION:. 180 DAYS PERMIT LIMIT. 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS SEE BACK OF PINK PERMIT FOR MORE INFORMATION 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS IN INTEREST. AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES. AND AGENTS FROM ANY AND ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED To MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.. I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- TION; AND IN DOING THE WORK AUTHORIZED THEREBY. NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. -M S1614-AT-Ulsif (7rNER 4R AGENT) DATE SIGVED ATTENTION I I . IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 5/9B "FPERMIT EXPfRe"g., H4 0 1 USE PERMIT ZONE NUMBER 2000:13 JOB ADDRESS P ,WAg(SUBDIVISIP 101 NO LID NO. 0EVQ0PE-& NO. LID FEE $ TEIC::�=tdi A/. (30 PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP R. P 0 EXISTING 0 k-- Street Use Permit Req'Wj3 PROPOSED— Impaction Required Sidewalk Required P94 0 R REQUIRED DEDICATION— FT Underground Wiring required METER SIZE INE.SIZE NO. OF FIXTURES PRV REQUIRED YES NO 0 EMARYK Are- z z OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAG9 a z -',v6 ,A/5 W 3 3 S .4- dJ Al e-� ,,o ENGINEERING REVIEWED/DATE 9(,// / 2 A; i FIRE REVIEWED BY DATE Lu cc LL VARIANCE OR CU SHORELINE OR ADB# INSPECTION BOND REO'D POSTED C] YES GKO SEPA REVIEW SIGN AREA HEIGHT COMPLETE EXEMPT ALLOWE.D PROPOSED ALLOWED PROPOSED EXP 5 LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) ALLOWED PROPOSED FRONT SIDE REAR FRONT UR SIDE REAR -7 z -7 15 3 315 al, 2- 7 Or Z'5' 5' 15 Z-'5 -5 z PARKING LANNING REVIEWED BY DATE REO'D I PROVIDE 17/n 1 -3 CHECKEDBY I TYPE OF C(')tL-,TR CTION C OCCUPA N T -U-A I I 6E� I GROUP P SPECIAL INSPECTOR CUPANT _a�REQUIREDE] Yp CAD REMARKS PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REO'D VALUATION I FEE PLAN CHECK FEE —/ I *> . BUILDING I G -7 -72 PLUMBING MECHANICAL GRADING/FILL STATE SURCHARGE -4sb ENG REVIEW FEES 'So ENG. INSPECTION FEE LANDSCAPING INSPECTION FEE PLAN CHECK DEPOSIT RECEIPT y TOTAL AMOUNT DUE RECEIPT I Ll (10 C) -5 Q�C>� 0 7 0� - APPLICATION APPROVAL CALL This application is not a permit until signed by the Building Official or his/her Deputy: and Fees are paid. and FOR INSPECTION receipt is acknowledged in space provided. OFF C GNAYOF3 E D TE I;& 771-0220 �Qxf& RELEASEfB)Y jr DATE EXT 333 J OU 771-0221 (INSPECTOR FAX UORIGINAI - Fit F Yll I OW PINK - OWNER GOLD ASSESSOR -