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Home My WebLink AboutPermit File 2101 37th Street (2) Permits arid In,.pe - OLD-2015-0540 - 2016 •-c Y ©.' City of Anacortes 016066-000i; CarlaB. 01,r26 '2016 01:52PM .,,A. rti'7: 904 6th Street 1 it immicg/PgrR1itntL BW,44'1I f�40LLC: i BLD-2cAppiiietid:atejaiq10i2©/2415esi.dle!lc e Perri-lit- - P.O.Box 547 Pas,'me n{_ Issue date: 11/12/2015 4,923.04 .'` 10 Anacortes, WA 98221-0547 1 r an .jc ; _, 29,538.24 _ 0164r ttat� 05/10/2017 4 ` ,r�, (360) 293-1901 CHECK 01 -44 ,.. O Job Address: 2103 37TH ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: West unit of new duplex constructed per approved plans. Owner: ALLEN FAMILY INVESTMENTS LLC Contractor: ALLEN CONSTRUCTION Address: PO BOX 817 Address: PO BOX 817 ANACORTES WA 98221-0817 ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: (360)293-7754 License#: ALLENC*872KP General Information: Fees: Occupancy Group it-2 Plan Review Deposit 200.00 Use Zone R-4A Building Permit Fee 1,144.95 1st Floor Square Footage 1216 Plan Review Fee 544.22 2nd Floor Square Footage 1180 Mechanical Permit Fees 77.20 Building Valuation 126400 Plumbing Permit Fee 104.00 #of Heat Pumps 1 State Building Code Fee 4.50 #of Bathtubs 1 Sewer Inspection Fee 50.00 #of Clothes Dryers 1 Storm Drain GFC-Residential 1,383.17 #of Clothes Washers 1 Park Impact Fee 615.00 #of Dishwashers 1 Traffic Impact Fee 900.00 #of Water Piping 1 Total Calculated: 5,023.04 #of Hose Bibbs 1 Deposits/Receipts: 100.00 #of Kitchen Sinks 1 #of Lavatories 2 Total Due: 4,923.04 #of Range Hoods 1 #of Showers 1 #of Ventilation Fans 3 #of Water heaters 1 #of Water Closets 2 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 GRANTING OF A PE IT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW R I CO T TION OR THE PERFORMANCE OF CONSTRUCTION. SIGNAT OF OWNER OR AUTHORIZED AGENT ISSUED BY X, q `.._. City of Anacortes Invoice/Permit#: BLD-2015-0538 904 6th Street `� Applied date: 10/20/2015 P.O.Box 547 Issue date: sO. 'C1�` Anacortes, WA 98221-0547 Expire date: 04/17/2017 ` 'f (360) 293-1901 Job Address: 2101 37TH ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: East unit of duplex constructed to approved plans. Owner: ALLEN FAMILY INVESTMENTS LLC Contractor: ALLEN CONSTRUCTION Address: PO BOX 817 Address: PO BOX 817 ANACORTES WA 98221-0817 ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: (360)293-7754 License#: ALLENC*872KP General Information: Fees: Plan Review Deposit /00 ee-06' State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,383.17 Sewer GFC-Residential 8,828.48 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 11,981.15 Deposits/Receipts: 0.00 Total Due: 11,981.15 • f'.., 1^Q •i:, I-1 •^"F' f n I Ii' IAI •.�, •_ 1— co V, xa r., r.' 1 it, ._ 111 m 1-1 r" THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS,AR'IF1., CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCE1111P•=1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PRbVI ,10NS:n OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR I'd17-21k41E,';, GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STAT ;gR a LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. m fG r- 1�1 cr•. r- •'1.I I 1 1 f l ID •n NI 41, CD CD c-I 1, x:. I... SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY _ `'-1' "Y Q``'..: City of Anacortes Invoice/Permit#: BLD-2015-0597 904 6th Street Applied date: 11/13/2015 w ox ry ;_ '-�'�►, P.O.B 547 Issue date: 11/13/2015 ' 'tJ Anacortes, WA 98221-0547 Expire date: 05/11/2017 Job Address: 2101 37TH ST Permit Type: Foundation Permit ANACORTES WA 98221 Project: APN: Remarks: Foundation only permit for duplex unit. Main permit#BLD-2015-0538 Owner: ALLEN FAMILY INVESTMENTS LLC Contractor: ALLEN CONSTRUCTION Address: PO BOX 817 Address: PO BOX 817 ANACORTES WA 98221-0817 ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: (360)293-7754 License#: ALLENC*872KP General Information: Fees: Building Valuation 5000 Building Permit Fee 111.25 Plan Review Fee 72.31 State Building Code Fee 4.50 Total Calculated: 188.06 Deposits/Receipts: 0.00 Total Due: 188.06 int J 0 h 4 5 l:7 e"C—r1 I? 445. of ;71e/ b u h fe-- i i--/'7 r.,& o•— T h e 'fa 144A , 'oY✓ ,ir'f r g lyr TI u V D ;A 72 I O, D "t ..F. .n D it D i ii : +' 0. , ',1 Z - -+ i1 D t. -� ': 3 a D t 7 -+ • ]. - I V { t :n+ THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DRYS.,-i OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENEp. 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 GRANTING OF ERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER*ST*Tq Q1t LOCAL LAW LAT G CONSTRU TION OR THE PERFORMANCE OF CONSTRUCTION. - - J f 0 - - 0 1 eiii h 1 rJ SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY y n yG1 ,Y C3 .: City of Anacortes Invoice/Permit#: BLD-2015-0598 904 6th Street Applied date: 11/13/2015 P.O.Box 547 Issue date: 11/13/2015 Anacortes, WA 98221-0547 ::;8. ,4.c, Expire date: 05/11/2017 Job Address: 2103 37TH ST Permit Type: Foundation Permit ANACORTES WA 98221 Project: APN: Remarks: Foundation only permit for duplex unit. Main permit#BLD-2015-0540 Owner: ALLEN FAMILY INVESTMENTS LLC Contractor: ALLEN CONSTRUCTION Address: PO BOX 817 Address: PO BOX 817 ANACORTES WA 98221-0817 ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: (360)293-7754 License#: ALLENC*872KP General Information: Fees: Building Valuation 5000 Building Permit Fee 111.25 Plan Review Fee 72.31 State Building Code Fee 4.50 Total Calculated: 188.06 Deposits/Receipts: 0.00 Total Due: 188.06 n -1 -vai ►- o - arc .A 1 f I I IA . ma 's p � 7 2 1 D a ]Q Z -` -+ j TI T7 D h r) •.7:1 r • y - I i — i THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR 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 PItOlSIGN.S OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN ORNC , H GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER-6TT C LOCAL ULATIN CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. i 1 r SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED$^t 1� Date Pge1/0`. _ !c )$'- Pm sQ��t� Co a�o c� TOcate of 1MsW �� structure located at: the s Ibis document assures that �` �-,� - " b -• ; Q- ~\_ u\: industry i;-\-standards Y . i compliance had insulation installed in atContra�•ing��C tal Insulation nvironrr'en 3003 Y,.ennett give ��g82�5 Bellingham,��V&RiCBAg,R® State license ents installed: Cornpon ilC r ��t �r [[yy 9 tt r. S�- _ � �`�t),1 . f _ Flat Ceilings R signed J_-' Vaulted Ceilings-. R J Walls.. �� .$ V_ erior W R title: t' �loors�Underheat: this certificate Should be passed onto the purchaser Sell this property eep this certificate with Your o then valued papers. if You ever K r • ■ ■ aillram.. ■ . ■ i I VINTAGE INVESTMENTS, INC. K- November 12,2002 r`t 6 0‘ :69/ Ian Munce C, htl Director of Community Development City of Anacortes r P.Q. Box 547 Anacortes,WA 98221 v j f-"" , lS(A Re: Connection Fee Waiver on Former Jones Property �II _ [b•y Dear Ian • It Iooks like I have gone full circle on the Ray Jones connection charge issue. Mr. . • Woolworth is expecting to move forward on the apartment project at the Ridge:: - e ould Bice:torconfirm the amount of sewer and water connection charges `ttvvuld'be waived under the Jones'.court•-decision and the amount remaining to bepaich,. - - .. GVhatliasbeetpe mitted are 90-93 apartment units consisting of approximately . six separate multi-family,buildings. My recollection'is that connection fees,general facilities charges,etc,but not 15 • peter charges.:or inspection fees,-are waived. Manic you for your help on this issue. \01' V6‘N Yours truly, Stephen E.Mansfield • Post Office Box 973 Anacortes, Washington 96221 Phone 360/293/2596 ' Fax 360/299/2I23 •- • ,.. . � : _ r. CJ et-LARD D.TAYLOR.Clerk g �uuz- Appals DIVISIONl of the • . - - One Union Square • . - 600 University Street • ' •• c5t�ctE of Pashittgtun (206) 464-7750 p t'MIE - • • • .98101.4170 . : . ' • . - - March 12, 1984 ' ''i1r. Stephen E. Mansfield fir. Paul .N. Luvera . • . - Attorney, at Law . Attorney -at Law . V • - P.O. Box 547 • .' . V -917 South Third Street •Anacor'tes,. WA • 98221 ' • . - Mount Vernon, WA . 98273 . N• . Counsel: - - - - _ Re: No: 11413-1-I, Jones v. City. of Anacortes, Skagit -County No. 39442 V • -- ' The opinion filed by. this court in the above-referenced case • • V ..today_ states in part as follows: - - - "The judgment is affirmed. " , • V - • - • ' _ • In accordance with RAP 14.4 (a) , -claiM for costs by the prevailing- - party must be supported by a cost bill filed and served within - - ten days after the filing of this opinion, or claim for costs will • • : be deemed to have been waived. In view of a RAP rule change effective as of September 1, 1983, a . . .party no 'longer must. -file a motion for- reconsideration of a Court of • Appeals decision terminating review as a condition of seeking review - by the Supreme Court. - ' - . Counsel may file a motion for reconsideration as explained in 'AP i2 .4 (b) -which states that the motion for reconsideration' must be : . . filed within 20 days after the• decision, is filed. If counsel does . - . . not wish to file a motion for reconsideration but does want to . -seek review by the Supreme Court, your attention is directed-tol - RAP 13.4 (a) which states •that if no motion for reconsideration is . . - made, a petition for. review must be filed within. 30 days after the decision is filed. • - Very truly your , ' - ? Rhar /. Ta ornU % elb Enclosure ' • • V j cc: The Honorable''walter J. -Deierlein . . Il I J �- MEMORANDUM To: George Khtaian g Finance Director ' Ray Iversen, Building InspectorAV"' From: Dave Ford, Director of Public Works Re: Sewer Hookup Fees a Horizon Heights Addition Date: ,.I ay 30., 1984 As,%you may or may not be aware an agreement between the City of Anacortes and Mr. Ray Jones was taken to court to determine whether or not ,the. City had =the right to assess sewer hookup charges to all property owned by Mr. Ray Jones. The City's contention was that under the. agreement the City did 'have the right to charge sanitary • sewer hookup fees. Mr. Jones' contention was obviously just the opposite® • An interpretation of the contract against the City by a Superior Court Judge was upheld by the Court of Appeals. The ruling was that>,Mr. Jones' property is exempt from paying connection fees for. sanitary sewer.. Therefore, all properties contained within the Present Horizon Heights Additions Noe 1 & 2 and all future Horizon Heights °ad d ,ti:ons may not be charged sanitary sewer hookup fees. Mr.:-:Jones' ioperty, however, is not exempt from payment of water hookup. fees.and the $15 sewer ection fee may also be charged. Please make a note of this exemption from payment of sanitary sewer hookup fees when discussing hookup charges with prospective builders within the Ray Jones properties. cc: Ian Munce Steve Mansfield Jim. Rice Jim Pemberton Alan Dutcher Permits and In_pe - BLD-2015-0538 - 2016 1 X �' ` Ci of Anac®rtes 016066•-COO7 =:a.rla, B. 01126„2016 01 i52P'P1 .;,''.6 '`:_ tY 1 toiRYoig �ern?i iffii2,81.fiP"?#�1 1f1 38LLC 9046thStreet BL.D-20 PPIt ,da#q��1e1Oi2Oi2015e_.idence Pernit :: \ P.O.Box 547 , .►"` Anacortes, WA 98221-0547 Payment Matte,date: 11/12/2015 4 e9'_?.04 Trans.?. pireirdate' . 05/10/2017 29,538.24 ,� ' ,`:; (360) 293-1901 ::HECK: 01646 Job Address: 2101 37TH ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: East unit of duplex constructed to approved plans. Owner: ALLEN FAMILY INVESTMENTS LLC Contractor: ALLEN CONSTRUCTION Address: PO BOX 817 Address: PO BOX 817 ANACORTES WA 98221-0817 ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: (360)293-7754 License#: ALLENC*872KP General Information: Fees: Occupancy Group • ir-2 Plan Review Deposit 200.00 Use Zone R4A Building Permit Fee 1,144.95 1st Floor Square Footage 1216 Plan Review Fee 544.22 2nd Floor Square Footage 1180 Mechanical Permit Fees 77.20 Building Valuation 126400 Plumbing Permit Fee 104.00 #of Heat Pumps 1 State Building Code Fee 4.50 #of Bathtubs 1 Sewer Inspection Fee 50.00 #of Clothes Dryers 1 Storm Drain GFC-Residential 1,383.17 #of Clothes Washers 1 Park Impact Fee 615.00 #of Dishwashers 1 Traffic Impact Fee 900.00 #of Water Piping 1 Total Calculated: 5,023.04 #of Hose Bibbs 1 Deposits/Receipts: 100.00 #of Kitchen Sinks 1 #of Lavatories 2 Total Due: 4,923.04 #of Range Hoods 1 #of Showers 1 #of Ventilation Fans 3 #of Water heaters 1 #of Water Closets 2 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 GRANTING OF., i ERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LA,W`Ft • •U TI TRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY Alc t•LµTO ... Bagis" ® 1.7OOR'sa Residential Building Permit Application City of Anacortes Building Department P.O. Box 547 Anacortes, WA 98221 Street Address: 904 6th Street Phone: (360) 293-1901 Fax: (360) 293-1938 SITE ADDRESS: 2 10 1 ? r2J 0 3 7 ' 5 < CONTRACTOR CS Applicant PROJECT DESCRIPTION Name_./3U Ce)i'k �s' ncS,A) .. i TZ-L' 45'-7t1/C r�A C%7 C C P. /179 Address e �L-'�.1�• 5f I'- e!! art L C. t '-'G/tvo foil I, City/StatelZip• ? _fr If Y Gf g I (✓L/!f f�� Phone 93 77 -( FAX OA . I '.j State License f tL -w L C/Y A PExp S� PARCEL NUMBER City of Anacortes Business License:1/0(es 0 No �.:jz I ' c PROPERTY OWNER 1l Applicant LEGAL ESCRIPTION f 1 fit L I C f2 17l,L�.� 41+ICI4 t;-?4 s ,7 - 6.? , , e_.0;/ . Name .j Address -S City/State/Zip _ PROJECT VALUATION y {cam 1 Phone FAX -.# / i �f (it.. ) — Number of Dwelling Units_. I E-Mail Ad ss , � } Number of Stories_ i t Lej C I J r;Tir /C:a l` )'1�1.(Y/guilding Area: g j f } •l ❑Architect I 'besigner Cl Engineer 0 A plicant l'Floor_ I iA (P s.f. 2"`t Floor f (A) s.f. i Name e'V/—/�b _. 3rd Floor s.f. Basement s.f. Address_3ti c 1 Garage s,f. Carport_ s.f. . f __ r �' '/_ d' 337t Via` City/State/Zi 1/#C'�J�' r, sj / 7-vil Deck �J�r s.f. Lot Area j Phone 2 93 -3�2? FAX Il E-mail Address CONTACT U Applicant LENDER I1 / Y Lf N[)ERINFORMATION MUST'na PROVIDED FOR PROJECTS OVER$S,O�(1Nam0.424 I i "� JN VALUATION PER RCW. n J,/ J. Address Name :, //_11 _- 0s-•— City/State/Zip Address/O/ _ Pint s1 Cf�✓"fir r�_1 Phone FAX City/State/Zip >lc i/ft 7 �� - / { E-mail Address Phone No..A 4 1 t, — 7 4 0 I CONTINUED ON THE BACK Residential Mechanical Fixtures Fuel Type Q Natural Gas Vilectric ❑ Wood 0 Propane Gas C] Other Type of Equipment Number of Type of Equipment Number of Fixtures Fixtures Furnace <=.100 BTU Clothes Dryer Boilers/AC eat Pum g - Gas Water Heater --g Gas Outlets Gas Fireplace Ventilation Fans Fireplace Insert Stove, Appliance Other Units Range Hood o% Residential Plumbing Fixtures Type of Fixture Number of ` Type of Fixture �' Number of Fixtures Fixtures Toilet Clothes Washer _ Bathtub - Electric Water Heater _ 4 Shower Utility Sink Dishwasher :� Bose Bibb _/ .. Hand Sink qr .. Water Piping 1 L Kitchen Sink w/Disposal "a, 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 ACITIV[ES COVERED BY THIS PERMIT APPLICATION. WITH THIS PERMIT ALI,CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT NVASHINGTON STATE CONTRACTORS LICENSE AN))A ClTY BUSINESS LICENSE. STOP WORK ORDERS WILL B' q D 0 ,IOB S ' S W ERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER LICENSE. APPLICANT'S SIGNATURE DATE~ Last Updated Nov.9,2012 u 1Z1 212 --,— ‘.,,,,,:k.4.- .i,,,s,; ,001.9 ' laVv_15'Jig '" "i , _ i, Itb"e 14 Kcgµ, , ,e,, '9�`arp' I 0� sae, 5Q1 st LOA f 4fr bard 1)t-t .+ 9/ pE I ..,,, , 1 _ _ ______. , _ o'- by 4_ 11 h ''S%crs q - ' pJ'19a v5 1,11-' / — - _ - — - - • A.1 i u-f • I1 t A ill • I .• . • _. .. ..... _ ..a .. .-..__ :lLr'•�`wTwT<'Q.""1-1.1 '- _-_..—�:L`lii.L a •��-:c�-'. . •.'r-�-f��i•.a-J+:..'.�e•-r n:�w,�n -nI .Z.r�a1Ei3h"_�� I. I ��pp L��'(•-y�rs..., _.L - &) 6tUOnOt4 . 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C� City of Anacortes Invoice/Permit#: BLD-2015-0540 904 6th Street Applied date: 10/20/2015 4 y P.O.Box 547 Anacortes, WA 98221-0547 Issue date: Expire date: 04/17/2017 w xr (360) 293 1901 Job Address: 2103 37TH ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: West unit of new duplex constructed per approved plans. Owner: ALLEN FAMILY INVESTMENTS LLC Contractor: ALLEN CONSTRUCTION Address: PO BOX 817 Address: PO BOX 817 ANACORTES WA 98221-0817 ANACORTES WA 98221-0817 Phone: (360)293-7754 Phone: (360)293-7754 License#: ALLENC*872KP General Information: Fees: Plan Review Deposit State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,383.17 Sewer GFC-Residential 8,828.48 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 11,981.15 • Deposits/Receipts: 0.00 Total Due: 11,981.15 ': -4 -v m r- r-i -� .. 2, a o'. ,-r. f, ,-h I-+ I I n ,-y Lri I I: r, . Ct f µ zi r 'x c. 0' Z . . n CI ,t, � =, 3• es. .-r .• w r-• ru rT THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 RA�_ CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENDED.._, I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALLPROM4I0.4IS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN Op tilt ;-'HE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER S -AT OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. W. CD ,ti• r en in i_ri t I. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY C �1 .T �j • rr % • • •j•. 7 • ° • J I I 1 .1 .. 1 4. . , : D ua ' , 1 •- ° .1• .I :a I> ♦•. ` ,I . ' � • > rl �f - . 1141> , t •e 4fK •°. : t ' e _ • 1 . 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Allen Duplex 9 & 10 1/26 Design Maps Summary Report 9/11/15 9:07 AN Design Maps Summary Report User-Specified Input Report Title Allen Duplex Fri September 11, 2015. 23:07:13 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 48.49259°N, 122.63174°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/II/III 5000m Ij • ,"NUR Anacortes l 20. • 9), n/`I NORTH• • -- , r AMERICA • {rn uest/or map quest @2015 Ma1p^Quest Soiiie dada @2015,Dii '; '. @Map Quest USGS-Provided Output Ss = 1.105g SMS = 1.169g S„ = 0.779g Si = 0.437 g SM1 = 0.683 g SD1 = 0.456 .g For information on how the SS and Si. values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP"building code reference document. Allen Duplex 9 & 10 2/26 Design Maps Summary Report 9/11/15 9:07 AN MCER Response Spectrum Design Ftesponse Spectrum 0.22 1.20 _ 0.20 0.96 -- 0.G4 0.94 0.5G - 711 0.!2 - 0.4E b �r 0.60 ro 40 ( IJ. 0.4E 0.32 ' 0.36 - 0.24 - 0,24 - 0.16 0.12 0,00 0.00 i f f f 1 f 0.00 0.00 0.20 0.40 0,60 0.90 1.00 1,20 1.40 1.G0 1.90 2,00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1,40 1,60 1.E0 2.00 Period, T (sec) Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 ___ ___—______. .-- ----Level 1 of 2 1 •. • . , ,... . . • I • , ' • . , 50' • • '. • . . . . '• • . I *I 1 '.. , . . . , Ii 45' iiitillifiliiiiiiiiiimiiiiiiiis 40 , • C &C 2U/29.1 tc-C=zQ..--N mz2smac2,--.4,C., _ (9,51 389a-' 62 i (5; '-2 . I , 1 • i - , . . I-- --r- : L ,Il • r- • o t, _ 7: I . 25' • ,--. 1- 0) . • (.1 . -.. 0 .c., . . (0"4 , . I ' ic) 20' _ to cO 1 7 .(„1 _ I I 1 .c.; CD N. 0 . . I 0 0. I [ •.05 0 i iI 15 1I . F .1 - 1 rit'" I i . 1 _ co (NI co . ... N 3898 i\sz) I - - ...1.-- -,-----.. . ' IF -411 ••• - O. QICZ) 707 '.?'. 6)0 C 2W 4344 aCgtp '96 Cl.' 7071 ° 6 > -5' (17 ilirilliitiii [1111111111111111, 11 . = I I ! 0 c , . 98.1 ' -0 (-IT ; . • , x • , (0 , I • ,-- • ' -151 (A) 90 — Factored shearline force (Ibs) LIB Unfactored applied shear load (plf) I' i i\.) •-x Factored holddown force (Ibs) (3)--0 Unfactored dead load (plf,lbs) • 0) 0 • C Compression force exists C 0 Unfactored uplift wind load (plf,lbs) s Vertical element required ---11 Applied point load or discontinuous shearline force (Ibs) Loads Shown:W; Forces: 0.6W+0.6D. -5' 0' 5' 10' 15' 20' 25' Omar=Sekmed wali{g) 45' . _ . I WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' • Elevation View Shearline A, at Y = 0 ft, Level 1. Flexible Diaphragm Seismic Design. _ ——_. _ -... --^ ._ .._— — _ .__.. _..._..._.. . .. . ..... _.... .._.. ...... .. 15' 2426 607 303 152 303 152 303 607 4 , i 122 .. ._ _._ _ _ _ ___ __ __ ___ 10' 4.93 123 370 1023 123123 123 370123 493 Factored out-of-plane A 1 force Fp (plf) Anchorage: 13.0 • Wall: 9.8 5' 2 • 3Ih_______----r46._.. 246.4 a �6. 246.4 t 46.� � 2�6.4 t � _ 1`4� • I A 7 N S 2194 S 2194 _..._.___t_30 t_79_... __ t--1 0Werforatteifi-Cot-76:62- _.._t-75 108_... ._-... _ __t 79 t 30 t 82 a' All shearwalls,Design group 1: Factored Forces Exterior surface: Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 4/12" Holddown force (Ibs) —►- Vs-Shearline force (Ibs) Shear capacity:217.5 plf 1 Compression force (Ibs) Vs/diaphragm length/Co (plf) Interior surface: f Anchorage force(t) (plf) V/full height sheathing/Co (plf) p 1/2"Frame: Gypsum it© 16"Board 1-ply blocked w/5d nails @ 7/7" S-Shear overturning (lbs) •—► Drag strut force (lbs)Frame: Hem-Fir 16", '0 D-Dead (Ibs . Factors: S =0.7 -5' Critical Segment, in Wall A-1 (cap. includes Co}: ) Design shear force: 151.6 plf D= 0.6 (tens); 1.0 (comp) X Combined capacity(strong or 2 weak):217.5 plf Combined: S- D+Ev(tens); S+ D+ Ev(comp) cc S divided by perforation factor Co. 90 Unfactored Loads 0) O i+i Dean i t t Wind uplift West 0' 5' 10' 15' 20' 25' 30' 35' East i WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' Elevation View Shearline B, at Y = 38 ft, Level 1. Flexible Diaphragm Seismic Design. . ,...-. .....- _ _�- _ _..... - - - -_ - _., - - --.-- , _ __---_- _ _ _- _ - _. _ ..__ 15' i 2426 6.07 1213 607 ` II I II 111.4 i — _. 1 O. 10 l3—4 0 1334 N Factored i out-of-plane B-1 ti force Fp (plf) 1 Anchorage: 13.0 Wall: 9.8 • 5' 2 .0 - --f -+•—i +.8—H; 16..f.Lit • ` s--Lc - I J _ I -17 2_ I : . S 1988 S 1988 . ........ ...... ....._ — — t .4.2.... ........ • t 42 ...t....42. .._.. ..- _ _...._.... .t 42 - - 0' Perforated, Co=0:68 � - All shearwalls, Design group 2: Factored Forces Exterior surface: Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 6/12" ► D Holddown force (lbs) —0- Vs-Shearline force (Ibs) Shear capacity. 164.6 plf (p Interior surface: Compression force (Ibs) — Vs/diaphragm length /Co (plf) 1/2"Gypsum WBoard 1-ply w/5d nails©7/7" f f f Anchorage force (t) (plf) — V/full height sheathing/Co (plf) Frame: Hem-Fir© 16", blocked S-Shear overturning (Ibs) S—► Drag strut force (Ibs) c Critical Segment, in Wall B-1 (cap. includes Co): D-Dead (Ibs) Factors: S[0.7 -5' cD Design shear force: 121.3 plf D = 0.6 (tens); 1.0 (comp) x Combined capacity(strong or 2 weak): 164.6 plf Combined: S - D + Ev(tens); S + D+ Ev (comp) (0 S divided by perforation factor Co. vi Q° Unfactored Loads R.3 --I d) O }{} : Dead 4 I f Wind uplift West 0' 5' 10' - 15' 20' 25' 30' 35' East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' Elevation View Shearline 1, at X = 0 ft, Level 1. i Flexible Diaphragm Seismic Design. ' • 2426 728 607 1092 68.3 r 1 I . 10' 164 109 27 246 Factored out-of-plane 1-1 force Fp (Of) Anchorage: 13.6 Wall: 9.8 5' 142.1 6 � t 142,1 86.6_16.6 14,2.1 f t ,' 14 .1 8866 6 242.1 I 1 71 1 ; S 1170 S 1170 till ' Perforated, Co=t0:-931. t 1111 .... ...... .. ........... ..... ... _ 0' All shearwalls, Design group 2: i Factored Forces Exterior surface: 1 Vertical Horizontal 7/16"Structural sheathing w/8d nails ©6/12" _ Holddown force (Ibs) - Bo- Vs-Shearline force (Ibs) Shear capacity:225.9 plf i Compression force (Ibs) Vs/diaphragm length/Co (plf) FD- Interior surface: 1/2"Gypsum WBoard 1-ply w/5d nails @ 7/7" 4}f Anchorage force(t) (plf) -•— V/full height sheathing /Co (plf) Frame: Hem-Fir @ 16", blocked S-Shear overturning (Ibs) 0-0- Drag strut force (Ibs) c Critical Segment, in Wall 1-1 (cap. includes Co): , D-Dead (Ibs) I Factors: S=0.7 -5' Design shear force: 80.9 plf D=0.6;(tens); 1.0 (comp) 0 Combined capacity(strong or 2 weak):225.9 plf Combined: S-D+ Ev(tens); S + D+ Ev (comp) S divided by perforation factor Co. ; rn Qo Unfactored Loads N . }i} Dead f f} Wind uplift t ' South 0' 5' 110' 15' 20' 25' 30' 35' 40' North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11,2015 16:03:40 20' • Elevation View Shearline 2, at X = 15.75 To 16.25 ft, Level 1. 1 . Flexible Diaphragm Wind Design. ....._._... _. _ _.- ._... _ .... - - -- -- .... ..,_...... .... ............ --- - - -W_ _., _, - _..,........ - - - 15' 3204 .1 1602 - - - - - - - .I.._,,,..., 8 Imo 4.3 • 10' 2-2 . 5, ; 42.2 S 1110 S 1110 ' I _.- _ ....._.,..._......__ _-- - - _ _-__- _ ..._ _ - - - -- -..__.-. ..._.. ...... 0' All shearwalls, Design group 2: Factored Forces Exterior surface: + Vertical Horizontal 5/8"Gypsum WBoard 1-ply w/6d.nails @ 4/4" ! Holddown force (Ibs) -DP- Vs-Shearline force (Ibs) D Shear capacity: 175.0 plf { Compression force (Ibs) - diaphragm Vs/ length (plf) Interior surface: = 5/8"Gypsum WBoard 1-ply w/6d nails @ 4/4" S-Shear overturning (Ibs) V/full height sheathing (plf) 0 Shear capacity: 175.0 plf U -Wind uplift (Ibs) t-► Drag strut force (Ibs) c Frame: Hem-Fir @ 16", blocked ' D-Dead (Ibs) Factors: S,U = 0.6 -5' Ts Critical Segment, in Wall 2-1: D= 0.6 (tens); 1.0 (comp) x Design shear force:42.2 plf Combined capacity(added):350.0 plf ! I Combined: S- D+ U (tens); S+ D- U (comp) Unfactored Loads -.1 Q° {i{ Dead I t t t Wind uplift N -1. ! I South 0' 5' 10' 15' 20' 25' 30' 35' 40' North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' Elevation View Shearline 3, at X = 32 ft, Leve 1.: Flexible Diaphragm Seismic Design. s ! I 2426 728 607 1092 — — — — —� 68.3 -- , -I I 10' 164:; 109 7---- j2 ,6 Factored out-of-plane 3-1 force Fp (plf) ' �!, Anchorage: 13.6 Wall: 9.8 5' 4 �1442.1 142 1 86.6 , 14�?.1 142.1 86 6 d 142.1 1 l' >3 _ r _ Y I 66 1- 1 _ i �` 7 1186'6 t l t -'1, ,,, , \ t ----4 S1170 S 1170 I -- - - - - -- -.-_._.._..-. '_- _ _.w Perforated, Co=t4.tV ---- ---_1 i 1.11.,_ .__ .... .---- -..._ _._._ _..... .._ ._. • - - 1 I All shearwalls, Design group 2: I; Factored Forces . Exterior surface; s Vertical Horizontal 7/16"Structural sheathing w/8d.nails @.6/12" ,. ► D Shear capacity:225.9 plf Holddown force(Ibs) Vs-Shearline force(Ibs) Interior surface: ' FD- i Compression force (Ibs) — Vs/diaphragm length/Co (plf) 1/2"Gypsum WBoard 1-ply w/5d nails @ 7/7" Anchorage force (t) (plf) C }}} g V I full height sheathing l Co {plf) CD • Frame: Hem-Fir @ 16", blocked S-Shear overturning (lbs) S-► Drag strut force (Ibs) z Critical Segment,in Wall 3-1 (cap. includes.Co): ! D-Dead (Ibs) Factors: S=0.7 -5' -0 Design shear force: 80.9 plf • ;• D=0.6,(tens); 1.0 (comp) FIT Combined capacity(strong or 2 weak):225.9 plf Combined: S-D + Ev,(tens); S+ D+ Ev(comp) CD S divided by perforation factor Co. coo 90 I Unfactored Loads ! I N . 1f� Dead }}} Wind uplift o South 0' 5' 10' 15' 20' 25' 30' 35' 40' North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11,2015 16:03:40 2 of 2 Level ___---------„...„,„ -" ,- : . •-__ • • 50' . , . . 27.5 -82.4 82.4-27.5 I• , . , . . . . : 4 -i- - i c..z,, ', , c•i r .17.07'.1976 •` . ' TT.--.... L:, .•. I , , • , , _,..., —...... i , •, -----„.... , ,), 25' = r. . ... . - — .---e. I P , C\ IL 20' cr) ,•-`:' — t.)'6 • , 1 - ._..i.. b • I 15' — , —..... . • —...... - - 1-• ' r. 1 0' _..... - , 5' —.... u) cbo 1976 t 4b : ' c-, • , .. ....*:- ..V.W..... ORM. .4.8...• 11,1, "I- ,-.‘,.•-•-x-,\--yr--,,,-x--6 !,-, c` -- -0' 6 L. c....e,c 2.3....u29.i : 01 N: .""1` . •. I I > FIT z . • 1 * ; 0 a . • I , -10' 73 43.9- 137.4 137.4-43.9 CT . x . . (.0 -151 cs) 520 — Factored shearline,force (lbs) UJJ Unfactored applied shear load (plf) • , its Factored holddown,force (lbs) &--,® Unfactored dead load (plf,lbs) . , ' 0) 0 •C Compression force exists C 0 Unfactored uplift wind load (plf,lbs) .. r i Vertical element required —II Applied point load ar discontinuous shearline fbrce (lbs) • / ! , i . Loads Shown:W; Forces: 0.6W+ 0.6D. -5' a' 5' ips 15' 20' 25' Craw= Sel'•:,;(led walgg) 45' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 , Elevation View 25' Shearline A, at Y = 0 ft, Level 2. Flexible Diaphragm Wind Design. 1976 453 1070 453 69.5 - - —-- - --- .., - • 20' 127 151 151 . 127 I • I Unfactored ' C & C A-1 Load Interior 23.6 End Zone 29.1 15' ....__t jf.g,__t ,_t t i.--t -,-t ,t ,t 82i ,t „--t !,-H -,-t t _ . , 1 s 1001 I s 1001 1 , , _ _ Perforated,-Co=0.89- 10' All shearwalls, Design group 2: . Factored Forces Exterior surface: Vertical Horizontal 7/16" Structural sheathing w/8d nails @ 6/12" 4 , Holddown force (Ibs) -- Vs-Shearline force (Ibs) > Shear capacity: 300.9 plf C&C sheath. load: 14.2/17.5 psf; cap. 37.5 psf 1 Compression force (lbs) — Vs/diaphragm length/Co (plf) FIT = Nail withdr. load 23.3 Ibs; cap. 72.3 lbs , i f f Anchorage force(t) (plf) -.—• V/full height sheathing/Co (plf) 0 Interior surface: . S-Shear overturning (lbs) 4k--0- Drag strut force(lbs) c 1/2" Gypsum WBoard 1-ply w/5d nails @ 717" I U-Wind uplift(lbs) , Factors: S,U = 0.6 73 Shear capacity: 111.1 plf . i.. D-Dead (lbs) D= 0.6 (tens); 1.0 (comp) a)-Frame: Hem-Fir @ 16", blocked 5 , ' X Critical Segment, in Wall A-1 (cap. includes Co): I i I Combined: S-D+ U,(tens); S + D- U (comp) _, cs) Design shear force: 82.3 plf I S divided by perforation factor Co. 0 90 Combined capacity(added):412.0 plf , Unfactored Loads K.5 —4. 4 11 Dead f f f Wind uplift 0) cp West 0' 5' 10' 15' 20' 25' 30' St WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 I I , , Elevation View 25' Shearline B, at Y = 38 ft, Level 2. Flexible Diaphragm Wind Design. I • 1976 494 988 i 494 1 1 71.4 - - _...- --- ---- -- - - -- -------• -- -_ --- - ............ ... I- 20 178 i 178 178 178 • Unfactored C & C • B-1 Load Interior 23.6 I End Zone 29.1 • 15' t -.,--L--1 -NJ 14-g-.,----t --.--t -..-L--t 1 . A A t __ t _..14.!_ 1 _ ,,__t _14.1 i ...„i . 1 . , 17 i S 1093 I S 1093 I 1 _. _._ .. .- - _- _.._ -- - -- --.... .............. L... -._.._. ......•..... ......Perforated;Co=-0.86- -- - -- - - 10' All shearwalls, Design group 2: Factored Forces Exterior surface: Vertical Horizontal 7/16" Structural sheathing w/8d nails @ 6/12" t Shear capacity: 292.8 plf Holddown force (lbs) --► Vs-Shearline force (Ibs) D C&C sheath. load: 14.2/17.5 psf; cap.37.5 psf I { Compression force (Ibs) — Vs/diaphragm length/Co (plf) N Nail withdr. load 23.3 lbs; cap. 72.3 lbs 1 tft Anchorage force (t) (plf) V/full height sheathing/Co (plf) Interior surface: S-Shear overturning (Ibs) 11--0- Drag strut force (Ibs) 0 1/2"Gypsum WBoard 1-ply w/5d nails.@ 7/7" U-Wind uplift(Ibs) ' Factors: S,U =0.6 Shear capacity: 108.1 plf I D-Dead (Ibs) D = 0.6 (tens); 1.0 (comp) I X • Frame: Hem-Fir @ 16 , blocked 5 Critical Segment, in Wall B-1.(cap. includes Co): I I Combined: S- D.+ U(tens); S + D-U (comp) Design shear force: 89.8 plf ! I S divided by perforation factor Co. _ Qo Combined capacity(added):400.9 plf I ; Unfactored Loads tw i i i Dead I}U Wind uplift CD o West 0' 5' 10' 15' 20' 25' 30' Fast 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 • Elevation View • Shearline 1, at X = 0 ft, Level 2. I ; 25' Flexible Diaphragm Wind Design. : 580 295 221 64 15.7 I 68 36 I I 87 15 1 Unfactored C & C 1-1 Load ' Interior 23.6 End Zone 29.1 15' 20 2 j0.2 i t'___j8:3 S 159 S 159 --- ---- -m__---- --�.-__ Perforated Ca= 0.97 ...__ ..._._ _ ....... .._._ 10' All shearwalls, Design group 2: Factored Forces Exterior surface: Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 6l12" r Holddown force Ibs Vs-Shearline force Ibs) Shear capacity: 329.3 plf ( ) C&C sheath. load: 14.2/ 17.5 psf; cap.37.5 psf ' ; 1 1 Compression force (Ibs) Vs/diaphragm length/Co (plf) Nail withdr. load 23.3 Ibs;cap. 72.3 Ibs f f f Anchorage force(t) (plf) V/full height sheathing/Co (plf) S-Shear overturning (Ibs) t-► Drag strut force (Ibs) D Interior surface: > 1/2"Gypsum WBoard 1-ply w/5d nails @ 717" • I U-Wind uplift(Ibs) ! Factors: S,U = 0.6 5 Shear capacity: 121.E plf D-Dead (Ibs) D= 0.6;(tens); 1.0 (comp) Frame: Hem-Fir @ 16", blocked i ; CD Critical Segment, in Wall 1-1 (cap. includes Co): Combined: S-D+ U (tens); S + D-U (comp) • Design shear force: 19.7 plf S divided by perforation factor Co. Combined capacity(added):450.9 plf Unfactored Loads x i}} Dead f f Wind uplift _, O N S?o 0' 5' _ .. ...__._.... ......... 10' --- - - 15' . - - 20, - - 25' 30, 35;_ _ .-. . - - 40' 0' O South North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks()Shearwalls 10.4 Sep. 11, 2015 16:03:40 I 1 I ! Elevation View 1 , 25' Shearline 2, at X = 15.75 To 16.25 ft, Level 2. Flexible Diaphragm Wind Design. i 1635 818 • I I 2-3 I � I i 15' I � 21.5 I i 1 I • S 347 I f I S 347 _._ _. _. __._ -.__ .... _.. — ..._. — — — .. ._... _. _ _ _..__.._......, _.... _ _ __ — -— — —_ _ 10 All shearwalls, Design group 2: Factored Forces • Exterior surface: , • Vertical Horizontal 5/8" Gypsum WBoard 1-ply wl 6d nails @ 4/4" Shear capacity: 175.0 plf - Holddown force (Ibs) —i► Vs- Shearline force (Ibs) Interior surface: } Compression force (Ibs) Vs/diaphragm length (plf) 5/8" Gypsum WBoard 1-ply w/6d nails @ 4/4" S-.Shear overturning (Ibs) V/full height sheathing (plf) D Shear capacity 175.0 plf U-Wind uplift(Ibs) I 4.--11. Drag strut force(Ibs) = Frame: Hem-Fir @ 16", blocked ! ! D-Dead (Ibs) Factors: S,U =0.6 5' FIT Critical Segment, in Wall 2-1: • • • D= 0.6 (tens); 1.0 (comp) p Design shear force: 21.5 plf ` ' Combined capacity(added): 350.0 plf • Combined:S-D+ U (tens); S + D-U (comp) 10 Unfactored Loads N }}} Dead I f f 1 Wind uplift x c0 W 90 • i IV ..._ .. ....... ..-— _. .. ___. ._ —— ...— _ _ —T ——— .._—.._ __ , — — — 0' 5' 10' 15' — - ._— _._ _.. 2v • ..._ — 25�_ 3.0�_.. 35' 40' 0' O O South North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 1 Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 Elevation View 25, Shearline 3, at X = 32 ft, Level 2.', Flexible Diaphragm Wind Design. 580 295 226 I . 59 _ oi 15.7 0.— 1 I. 20' 68 36 488 114 I Unfactored C & C. 3-1 I Load ' Interior 23.6 End Zone 29.1 I 15' 202 0.2 20.2 ,t ____t ___.1 � T 02� ,i ,i __I f ,i ,J, � ,F0 ,f ,f ,J , t 0_2 I S 159 S 159 I —! Perforated, Co=0.97 10' All shearwalls, Design group 2: Factored Forces • Exterior surface: Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 6/12" . Holddown force (Ibs) —Po- Vs-Shearline force (Ibs) Shear capacity: 329.3 plf , C&C sheath. load: 14.2/17.5 psf; cap. 37.5 psf i Compression force (Ibs) --- Vs/diaphragm length/Co (plf) Nail withdr. load 23.3 Ibs; cap. 72.3 Ibs j I I I Anchorage force(t) (plf) -- V/full height sheathing/Co (plf) D Interior surface: S-Shear overturning (Ibs) S-► Drag strut force (Ibs) — 1/2"Gypsum WBoard 1-ply w/5d nails @ 717" U-Wind uplift(Ibs) ! Factors: S,U = 0.6 5' U. Shear capacity: 121.6 plf b-Dead (Ibs) D= 0.6 (tens); 1.0 (comp) Frame: Hem-Fir @ 16", blocked i I ( p) p Critical Segment, in Wall 3-1 (cap. includes Co): . ! Combined: S-D+ U (tens); S + D- U (comp) ti S divided byperforation factor Co. Design shear force: 19.7 plf Combined capacity(added):450.9 plf Unfactored Loads x x }i i Dead f f f Wind uplift _ (.0 Qo _ _ 0' 0) O 0;...-— _—--—,_ � O�. __ ..__ ..........._.. .....__ 15,—— _ _ ......... __ ....... .2Q� _.._. ._..25� ... ..... ...... 30+ 35' — 40, South North 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 evel 1 of 2 I I ! k� 1 I I i cv I 40 ',,41 1 C✓ ..•-> .�._...;Erh�_ nti A 4v�."VAN /C^,avia�ox izemrs..74.-.► .- C' ..-a �79� 2426sr� i s'Q ! sty, 5� �-- :• I I' 35' I �--.... 1 I i I .o.-... I l I - 5' N .�-. '� q I I '� �' - I I I ; , to--� 1. I I . A ,....� ` I ; I 15' N • I. r . ! ' S K �11. C � , l426 I �1 ........ \Nr\ r,V 5 82 0 9 cp 1"t55 %zoo, 9 vo Q-� 275 Q D • MW : H # # # # : 11M # Mtt -5' 46.8 1 0 73 1 -'10' x I Factored shearline force (Ibs) LLD Unfactored;applied shear load (plf) , N s Factored holddown force (lbs) 0-0 Unfactored;dead load(plf,lbs) I ; f 0) o • C Compression force exists ----{I Applied point load or discontinuous shearline force(Ibs) 1 ■ Vertical element required 0' 5' 10' 15' 20' 25' 30' 35' Loads Shown: Qe; Forces: 0.7E+0.6D; E=pQe t 0.2 Sds D;p(NS) = 1.0; p(EW)= 1.0; Sds=0.78. Orange= Selected wall(s) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' Elevation View Shearline A, at Y = 0 ft, Level 1. Flexible Diaphragm Seismic Design. 2426 607 303 152 303 152 303 607 IMP i► ► 1 2 , . 10' 493 123370 t23 123123 123 370123 493 Factored out-of-plane A-1 force Fp (plf) Anchorage: 13.0 Wall: 9.8 5' 321. 246.4 21. 321.2 321.? 246.4 321.2 • '246.4 A 246.4 alt46.# i 246.4 f 46.4 • 246.4 ! 1246.4t T : _ 1 : 1 1 * J : 4 - S2194 S2194 ora$ Z Co- ( 62- -t-75 108_-. --..----t-79-- _t....82- ...._._ .......a.30_-_.t--.79_. _._. —--t--10 rf e � t=7 ; t-30---`---t-.-82..__..:,__ ._.._......_. _... .._ __.. _.. .._ _.0' All shearwalls, Design group 1: Factored Forces Exterior surface: Vertical Horizontal 7/16" Structural sheathing w/8d nails @ 4/12" ! > Shear capacity:217.5 plf Holddown force(Ibs) --10- Vs-Shearline force (lbs) i Compression force (Ibs) -- diaphragmCo(p- Vs/ length/Clf) Interior surface: = • 1/2" Gypsum WBoard 1-ply w/5d nails @ 717" }}} Anchorage force (t) (plf) — V/full height sheathing I Co (plf) 0 Frame: Hem-Fir @ 16", blocked S-Shear overturning (lbs) l--► Drag strut force(lbs) c Critical Segment, in Wall A-1 (cap. includes Co): D-Dead (lbs) Factors: S=0.7 -5' T3 Design shear force: 151.6 plf D= 0.6 (tens); 1.0 (comp) X Combined capacity(strong or 2 weak): 217.5 plf Combined: S-.D + Ev (tens); S+D+ Ev(comp) CO S divided by perforation factor Co. 0) 20 Unfactored Loads � -I.rl Dead }if Wind uplift West 0' 5' 10' 15' 20' 25' 30' 35' East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11.,2015 16:03:40 • 20' Elevation View Shearline B, at Y = 38 ft, Level 1. Flexible Diaphragm.Seismic Design. --- - _- ._w,..,..._ 15' 2426 07 1213 607 0. . 0 I 111.4 i 10 10' H �34 ill-. N i Factored I out-of-plane • B_1 force Fp (plf) • Anchorage: 13.0 Wall: 9.8 • 5' • 17 . 268 0 • ` _ t 17 .2 4 1 4 S 1988 S 1988 - _. ..._._.... . — _.. .t .42 _ _ ——— fi.42 _._— t 42_.__,._..--._—----... ... t .42.... - -- _.. ..- ._ _.. 0' —— Pefforafed,-Co= 0:68 All shearwalls, Design group 1: Factored Forces Exterior surface: Vertical Horizontal 7/16" Structural sheathing w/8d nails @ 4/12" ► > Shear capacity:240.E pif Holddown force (Ibs) —► Vs-Shearline force (lbs) } Compression force (Ibs) — Vs/diaphragmlength/Cof) Interior surface: o (p 1/2" Gypsum WBoard 1-ply w/5d nails @ 7/7" }}4 Anchorage force (t) (plf) -- V/full height sheathing /Co (plf) Frame: Hem-Fir @ 16', blocked S-Shear overturning (lbs) s-► Drag strut force (Ibs) c Critical Segment, in Wall B-1 (cap. includes Co): D-Dead (lbs) Factors: S = 0.7 -5' 75 Design shear force: 121.3 plf 1D= 0.6 (tens); 1.0 (comp) N Combined capacity(strong or 2 weak): 240.6 plf x Combined: S- D+ Ev(tens); S+ D f Ev (comp) co • S divided by perforation factor Co. —4 co Unfactored Loads — }}} 1 Dead f f} Wind uplift • West 0' 5' 10' 15' 20' 25' 30' 35' East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' • • Elevation View Shearline 1, at X = 0 ft, Level 1. ' • Flexible Diaphragm Seismic Design. ._ .__.. -- - - _ . ._ ...._. _... _..._ - - -i --- -- - - - _ _....- .......__ .._.. _. __... _.. ._- ..... 15' i • 2426 728 607 1092 1 68.3 , I I r► I I 10' 164 109 27 246 I Factored out-of-plane 1-1 I force Fp (plf) Anchorage: 13.6 Wall: 9.8 5' 6 • 1 1421 6.46 6 142'1 14 .1_` 8866 6 142.1 C 1 1 S1170 I S 1170 t. 111 . t. 111.. . .. __. -Perforated,-Co=AO:J ......_.................._.......t.:_11.1.._.. - - - 0' All shearwalls, Design group 1: Factored Forces Exterior surface: Vertical Horizontal 7/16" Structural sheathing w/8d nails©4/12" ► Shear capacity: 330.2 plf Holddown force (Ibs) --OwVs-Shearline force (lbs) i Compression Interior surface: force (lbs) Vsdiaphragm/ length/Co (p'lf) 1/2"Gypsum WBoard 1-ply w/5d nails @ 7/7" }+t Anchorage force (t) (plf) - -- V/full height sheathing/Co (plf) Frame: Hem-Fir @ 16", blocked S -Shear overturning (Ibs) •--s- Drag strut force(Ibs) c Critical Segment, in Wall 1-1 (cap. includes Co): D-Dead (Ibs) Factors: S= 0.7 -5' -a Design shear force: 80.9 plf D=0.6'(tens); 1.0 (comp) X Combined capacity(strong or 2 weak): 330.2 plf • • Combined: S- D+ Ev (tens); S+ D+ Ev(comp) S divided by perforation factor Co. co Ro Unfactored Loads N - },}} Dead . tit Wind uplift CD South 0' 5' 10' 15' 20' 25' 30' 35' 40' North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw Woodworks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 • 20' • Elevation View Shearline 2, at X = 15.75 To 16.25 ft, Level 1. I I Flexible Diaphragm Seismic Design. ._ . ._._,.. __... --- �___..._, _ ------ - -- 1 _.._.. - -- _ ... . _... -- -- .. ._ 15' • I ? I 10' • I ! Factored • ! out-of-:plane 2-2 I force Fp (plf) Anchorage: 8.1 Wall: 5.9 • 5' • I i ! ' � I - - -. _..._._... ....... ...... .._ ..... _ -_ .. _I... __ _- -- ------- _..._. ._. ... - - - - ..__ . .. - ..._ 0' • All shearwalls, Design group 0: i Factored Forces Exterior surface: Vertical Horizontal 5J8"Gypsum WBoard 1-ply w/6d nails @ 4/4" i Holddown force (Ibs) - Vs-Shearline force (Ibs) D Interior surface: 5/8" Gypsum WBoard 1-ply w/6d nails @ 4/4" } Compression force (Ibs) Vs/diaphragm length (plf) Frame: Hem-Fir @ 16", blocked S -Shear overturning (Ibs) — V/full height sheathing (plf) • D-Dead (Ibs) 40--0- Drag strut force (Ibs) C I • Factors: S= 0.7 -5' • D=0.6(tens); 1.0 (comp) I x Combined:S- D + E‘qtens); S+ D+ Ev (comp) co Unfactored Loads I co 90 }}} Dead }t. Wind uplift -' 0) O South 0' 5' 10' 15' 20' 25' 30' 35' 40' North 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 20' i i . I 1 I Elevation View i �: Shearline 3, at X= 32 ft, Level 1.. i ' • Flexible Diaphragm Seismic Design. I. - ..... - - -- - - - - _ ^- -- -- _.... _... ........__ .._. .,.. . 15' 2426 728 607 1092 ~ O 68.3 1 i I 10' 164 109 27 246 1 i Factored ! out-of-plane 3-1 force Fp (plf) Anchorage: 13.6 Wall: 9.8 5' 6,� -2 L�-86 .6 14_1 I � 14 .1_ j8 -86 6 42.1 t f i I i S1170 1 ; S1170 I - -- --- - t-11,1___.-------t-111 Perforated,-Co=t0:913,1 - - t 111 _ - - - -. 0' All shearwalls, Design group 1: Factored Forces , Exterior surface: Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 4/12" ► D Shear capacity: 330.2 plf Holddown force (Ibs) -►- Vs-Shearline force (Ibs) _ Interior surface: } Compression force (Ibs) — Vs/diaphragm length/Co (plf) 1/2"Gypsum WBoard 1-ply w/5d nails @ 717" t f} Anchorage force(t) I(plf) V/full height sheathing/Co (plf) Frame: Hem-Fir @ 16", blocked • S-Shear overturning (Ibs) •--► Drag strut force (Ibs) c Critical Segment, in Wall 3-1 (cap. includes Co): D-Dead (Ibs) Factors: S= 0.7 -5' Design shear force: 80.9 plf D =0.6 (tens); 1.0 (comp) X Combined capacity(strong or 2 weak): 330.2 plf Combined: S- D+ Ev (tens); S + D + Ev (comp) lv co S divided by perforation factor Co. o Po Unfactored Loads N - }}} Dead }}I Wind uplift South 0' 5' 10' 15' 20' 25' 30' 35' 40' North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 -- Level 2 of 2 ! • N NIA I I 40' G - - 1595, ------_--L. _ _ - ... - 35 1 I I I I I I i I i - i 1 I 15' • I I I -< ! I ::t' :' ? 5, ', I I rn 'F•i• . P b 1595 i'^ �0 'L.._ 1._�cP3 ' II'j14o r233 � 1 I -5' = 49. I , `9.8 0 102.8-.127.2 i 127.2-- 102.8 i -10 X N Factored shearline force (Ibs) Lai Unfactored applied shear load (Of) _ — L. Factored holddown force (Ibs) 0-0 Unfactored dead load,(plf,lbs) 0) o •C Compression force exists ----II Applied point load or discontinuous shearlin,e force (Ibs) ■ Vertical element required 0' 5' 10' 15' 20' 25' 30' 35' Loads Shown: Qe; Forces: 0.7E+ 0.6D; E= pQe+ 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds=0.78. Orange= Selected wall(s) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 • Elevation View • 25' Shearline A, at Y = 0 ft, Level 2. Flexible Diaphragm Seismic Design. 1595 365 864 365 Ow 410. fro Ply 56.1 -- -- -- ---._... ._ - - - - _....._ _.._...._...___........_.._ ._._..7.._........... ..._......._.. _ -- ,--.. ..,,._ ...... ..._ . 20 105 124 124 105 I I Factored ! I out-of-plane A-1 I force Fp (plf) Anchorage: 11.5 Wall: 8.7 15' ` _m_t ::7Z :Lt _ __t t --1'' • -t7 ,.--t _w--t --t ,a--t tom' .. .8 _ - S 808 S 808 _ _ __--.-..- .....Perforated, Co=-0;89_----- -;--- ---- - ----- ..... ...._ _. .._.. • 10' All shearwalls, Design group 1: ; Factored Forces Exterior surface: • Vertical Horizontal 7/16"Structural sheathing w/8d nails @ 4/12" Shear capacity: 314.1 plf I Holddown force (Ibs) -10- Vs-Shearline force (Ibs) Interior surface: ' i Compression force (lbs) Vs/diaphragm length/Co (plf) cD 1/2"Gypsum WBoard 1-ply w/5d nails @ 7/7" I t ft Anchorage force (t) (plf) -•- V/full height sheathing/Co (plf) Frame: Hem-Fir @ 16", blocked S-Shear overturning (Ibs) 0--0- Drag strut force (lbs) 0 Critical Segment, in Wall A-1 (cap. includes Co): ? D-Dead (Ibs) Factors: S = 0.7 73 - Design shear force: 66.5 plf I D =0.6 (tens); 1.0 (comp) CT capacity(strong or 2 weak): 314.1 plf 5' x Combined: S-D + Ev(tens); S+ D+ Ev (comp) S divided by perforation factor Co. N 90 Unfactored Loads N ! }i+ Dead }t f Wind uplift 6, O • West 0' 5' 10' 15' 20' 25' 30' past WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 ' , • 1 , , .. , Elevation View 25' Shearline B, at Y = 38 ft, Level 2. Flexible Diaphragm Seismic Design. ' . 1595 399 I 797 399 NW f WI Pr MP 57.6 _..... I— - r-- 20' 147 ' 147 147 147 Factored out-of-plane B-1 force Fp (plf) . Anchorage: 11.5 ' Wall: 8.7 ' . 15' I ...42 ji:g_.4__t ,I, t -,—J ,--t -.--t j -.--t ,--t -,—J -..--t t ._ t _ 48 t 7 S882 S882 . . 10' All shearwalls, Design group 1: Factored Forces Exterior surface: Vertical I Horizontal 7/16"Structural sheathing w/8d nails©4/12" 4 Holddown force (lbs) --0- Vs-Shearline force (Ibs) > Shear capacity: 305.6 plf ' . 1 Compression force (Ibs) — Vs/diaphragm length/Co (plf) (To Interior surface: = 1/2" Gypsum WBoard 1-ply w/5d nails @ 717" • fli f Anchorage force (t) (plf) 'ft,-- V/full height sheathing I Co (plf) Frame: Hem-Fir @ 16", blocked . S-Shear overturning (Ibs) lb-0- Drag strut force (Ibs) 0 . Critical Segment, in Wall B-1 (cap. includes Co): - D-Dead (Ibs) Factors: S = 0.7 1:5 , Design shear force:72,5 plf D= 0.6 (tens); 1.0 (comp) Combined capacity(strong or 2 weak): 305.6 plf 5' x Combined: S-D+ Ev (tens); S + D+ Ev (comp) cs) n) S divided by perforation factor Co. oa Qo Unfactored Loads IV —1 Dead f f f Wind uplift CD c) West 0' 5' 10' 15' 20' 25' 30' raSt WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11,2015 16:03:40 Elevation View 25' Shearline 1, at X = 0 ft, Level 2. Flexible Diaphragm Seismic Design. t 1595 811 608 176 111. r illi 43:.1: Br 190 102 I 245 rt1 i Factored out-of-plane 1-1 force Fp (plf) Anchorage: 12.1 Wail: 8.7 15' 55 6 } 165.6 t �5'• rri ___I ,i ,J ,f S 436 S 436 Perforated, Co= 0.97 All shearwalls, Design group 1: Factored Forces Exterior surface: Vertical Horizontal 7/16" Structural sheathing w/8d nails @ 4/12" Shear capacity: 343.8 plf Holddown force (Ibs) —PI- Vs-Shearline force (lbs) Interior surface: } Compression force (Ibs) Vs/diaphragm length I Co (plf) 1/2"Gypsum WBoard 1-ply wl 5d nails @ 7/7" f+f Anchorage force (t) (plf) — V/full height sheathing/Co (pif) D Frame: Hem-Fir @ 16", blocked S -Shear overturning (lbs) •-- - Drag strut force (Ibs) Critical Segment, in Wall 1-1 (cap. includes Co): D-Dead (Ibs) Factors: S= 0.7 5 •Design shear force: 54.1 plf Combined capacity(strong or 2 weak): 343.8 plf • D=0.6i(tens); 1.0 (comp) 0 Combined: S -D + Evi(tens); S+ D + Ev(comp) -0 S divided by perforation factor Co. FIT Unfactored Loads I X . ! }}} Dead If I Wind uplift N N 0:.............. . — — 5' - -- — 10,. ._ 15' _. _... ._ 20' 25' 30' 35' 40' 0' O South North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 Elevation View 25' Shearline 2, at X = 15.75 To 16.25 ft, Level 2. Flexible Diaphragm Seismic Design. - Factored out-of-plane 2-2 I ' force Fp (plf) Anchorage: 7.2 Wall: 5.2 • I I 15' • —__ _. .... .. ... _. — — — 10' All shearwalls, Design group 0: Factored Forces Exterior surface: Vertical Horizontal 5/8"Gypsum WBoard 1-ply w/6d nails @ 4/4" • Holddown force (Ibs) —► Vs-Shearline force (Ibs) Interior surface: 5/8" Gypsum WBoard 1-ply w/6d nails @ 4/4" 1 Compression force (Ibs) Vs/diaphragm length (plf) Frame: Hem-Fir @ 16", blocked . i S-Shear overturning (Ibs) V/full height sheathing (plf) D-Dead (Ibs) s—► Drag strut force(Ibs) Factors: S = 0.7 5 D= 0.6 (tens); 1.0 (comp) Combined: S-D + Ev (tens); S + D+ Ev (comp) Unfactored Loads cD I I ill Dead ttt Wind uplift x I ! Nco j C_T1 90 N -1 0,— 5' 10'.....-----._... ---—— — 15, ... .-..— 20' 25'_. �.�__... .._.. .....— 30' 35' .. - - 40,- 0' 0) O South North , I WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lateral Analysis.wsw WoodWorks®Shearwalls 10.4 Sep. 11, 2015 16:03:40 Elevation View ! ! 25' Shearline 3, at X = 32 ft, Level 2.! , Flexible Diaphragm Seismic Design. 1595 811 622 162 1 -ii. i• 43.1 ND _.. _..._ .. - - ._ _._ ...... _..... 20' 190 102 1 248 38 Factored out-of-plane 3-1 force Fp (plf) Anchorage: 12.1 Wall: 8.7 15' 55 6 55.6 55.6 r...i ,i ...i ,i ___f ..:_g6,1 ,_t ,i ,i ,_i I` ,J , ,1 ,1S _I _1 ....i t 5.6 ' S 436 I 1 I , S 436 1 1 Perforated, Co'=0.97 1 • All shearwalls, Design group 1: I Factored Forces 1 Exterior surface: Vertical I Horizontal 7/16"Structural sheathing w/8d nails @ 4/12" - Shear capacity: 343.8 plf ° Holddown force (Ibs) -► Vs-Shearline force (lbs) Interior surface: � Compression force (lbs) Vs/diaphragm length/Co (plf) 1/2"Gypsum WBoard 1-ply wl 5d nails @ 7/7" ! }t Anchorage force (t) (plf) — V/full height sheathing/Co (plf) D Frame: Hem-Fir @ 16", blocked S-Shear overturning (Ibs) N Drag strut force (Ibs) = Critical Segment, in Wall 3-1 (cap.includes Co): ` D-Dead (Ibs) Factors: S =0.7 5 = Design shear force: 54.1 plf Combined capacity(strong or 2 weak): 343.8 pif D o.(tens); 1.0 (comp) Combined: S-D + Ev (tens); S + D+ Ev(comp) � S divided by perforation factor Co. N Unfactored Loads • x I Ii Dead I f f f Wind uplift N • 1• rn 90 0'_ .. - _..._. 5' 10' 15' 2.0 25 30' 35' 40' 0' O South North A PORTION OF THE,NW 1/4 OF SECTION 25, TOWNSHIP 35 NORTH, RANGE 01 EAST, W.M. N �z ,, N F �J EX.SSMH IE-1871 / ��Inorl GE=302A / IT DI WATER/l Z O INSTALL,6. 7." ... - OOP STRUCTURE E / - w w/ �::.� w /w w w // w w w w w w / WO n ..J �i,.. k .-,,,-;',1,......,_S1PER DETAIL SHT C2 8•'DI ATER 1.11i. . } --w w / w w w •A• - w-/ w w w w w j w sArt —` / z t�-•-•-',- f • ,. -:- .. , ..yc _, / HOT-TAP S"DI.MAIN / �� f- \. N LOCK `I. '' .=,x ,: • .FA,1:-.Iy'c1'11,14 � // // INSTALL WATTER SERVICE/ / f L.: W �,i',•,. y•3. ..1 I j. _ 6r--,=. CONNECTTO EXST.SSMH / -, .� -` 1 + t ' E-187 APPROX]50'NNE OF / / }' •".. t 1., _� I :.. w IX PROPOSED SSMH-01. W -° +'`> , F ,Ei w W �- SEE SHEET C2 FOR PROFILE / / / / W 0 W 114 �; Y 11 I I AND CONNECTION DETAIL / 8'.8".6"iEE 3 70 S i R T� / F"+�y0 Le IL';• k f .L INsinu wvuoz a.7AEDUE:eR J F' y� 1 S`• t ' n CLUSTER PEA— 7'VALVE / sAwcUT,PATCHNG AND WENCH I — / Z O r OFF-SITE SEWER MCCALL PER CRY OF ANACORIES / / — \ Z� � � r4 POST Of COnNEO�IU�HiIEk \ \y /�DETAX ST-01 I. I ' CONNECTION / SAwo,T n..}a, lsesHEE7c# ,� BIZ ',K..: :1- 11 2a1 OF ASPHALT / I / i— —� (3 K 7, f_ s 1 € =sue:: r-� - �y, INSTALL RRE HYDRANT/ EXSt.EDGE�,,r10 �W6}.� SINGL7:MASTER __I ' .I!.a o *Y-�1tNDARDS / �-,-1 � . �y� - i,/ �,, SSMH�-017 '� j 1 TANQE.RE[ ' �". �- ^'8"VASVHiYDRANF AND �• SOMH#3 ... of ASPHALT / / NWD Io '`) INSTALL 46"SANITARY ,I �- � i/'i '� R6S18LOCK L0 �.��J m CI fi L-,-wa:. C' a 7 , !� FT C2 �cC b T-- SEWER MANHOLE y �, .89".f3 I'83' r ( '.`,Y.- `��-^ �� - / // , O j :, j GE=301-7(MATCH) J vy r L. !r"o,1 „-.. IE 2973 _ y� / _1�_�� atr 1-1 VICINITY MAP fI SAN SWR STATION I+51 •r -- / (NTS) f�fF,^i,..J k}r'l, i? • t. SpO �6 Fq f � / pEr2,ducttS Tier „SD-03/ /q I uc/ ,�A Mk I / , , ....--' / \ Evrrosrez4T'ret. • • ;f /ill-irI( -ITT-11— 1711-fp41 i.17^ � ` ' _^.._y� - o ,7 ?� _ s / R . I111�111 I I'I (li 1 �{n F I i�17T1 )7 T.,. \ ,y s f12,4, / 9 / ... 4 SITE INFORMATION �w Ekuy«enTrL Shoo, INSTALL6"PVC ; ' / illll7�l(I (I ! �1 (111 I (>f_�11 GE sops // 1 I \ / ,_ J eA u '' SITE ADDRESS: 37th &0-AVENUE. ANACORTES, WA • - r" SIDE SEWER TO / / 7 t ,. �I I I II I - -� —____.— -__ __ TAX ID NUMBERS: P124667 fi/,�_Ci4ryresrl SIVAb UNITS 1&2 ' / I 1-1 -- / k STATION 1+82 r((1� V.." / -30B — To ,r CURRENT ZONING: R4AAno LoWEdy+ejYBenCsrounc'i,CoYe+r Y� _ 1� SCHOOL DISTRICT: Anocortes School District No. 103 i r f / _ - UN TS &2 -7T I,;T.. " - ---- _ _ _- WATER PROVIDER: City of Anocortes -. •"c '-�= I , 1J-" 1 -_ - - _ --_ ' ' SANITARY SEWER: Cityof Anacortes r'kb�eud6.touS -. • l- I -- - G 306- _ / FF=308 75 POST OFFICE: Anocortes 98221 f' - I ;• _.�.�_ - - •- . - / s y { ) xi!a.k^_ .._s+f._ c:< T..c ----- • n n n �•( 8 - .V/ . I FIRE DISTRICT: City of AnacortesAZ,6T-e•gLMe rA l(;.6a,gSJs.��irrFnjr,,1S / _ I_l .__ .. I - `` . - / C STORMWATER: City of Anacortes � / 'F '� // ._ \ ' a O 0 a , % OWNER1�I�tL _ +¢[rtss II/ / SURGING I ROAD ° - / III 11.1 i l i 1 11 =307 - i sEHA« Allen Family Investments, LLC `- - -- ft_ .. f i 1 PO Box 817 - - / _ '� .. I I^y� / -- /� µ 3,0 .1 ✓ ` I 3 S�i Anacortes, WA 98221-0817 `'� `/� _ _ /i - o J / / 360.293.7754 _ ........... . n n ^ .•,.' f'i ,t�1 / l / / /- \ .',l. i / // /f3 / / / / / / U APPLICANT `=l tt ~ r / / n. i rli ,I $ I l h / 1 �.. / ' Allen Family Investments, LLC / (_ (' ` 'f , � _ / / / / -I a Po Box a17 g'r '. ,, 1 '•- H .lI.. // '� i 1_ _ / —9' /� ' / l - / / - - >� N w ' Ii I I IYI I III II I I II iI I I II II111�� -"'� / 11 360.293.7, WA 98221-D817 T�i f T1? 7TY�-Tr7 fT 360.293.7754 C� I I rI I I I I II / / / / / •-:-/ ,t, _ / Z W o PROJECT ENGINEER �' �— T II fillrfl h [> ,, 1 _-- !' —/ �' - - -'E W ._ w z Dovid A Lervik, PE S ' I f( I I I I I I.i W. .�'' p �: - /'/ / / 1 / / �O N m '� Lei B Engineering MAP KEY Irv-TT �1i ' PO Box 684 / '-' Y t~ / / -- a Anocortes, WA 98221 1 $ �� ,. -fl (� ,I( UNIT 3&4 4 ?�f • / - � / / "�^ >/ '• / i r ' X 3 O re 360.588.1592 SPOT ELEVATION(DESIGN SURF) �l INSTALL 6"PVC I 1 II t t r / LLe /- - / / /� f / F 2� w z CONTACT PERSON PARCEL CORNER(REBAR SET) 0 SIDE SEWER TO I !1 `1 I FF311 25 L I UNESKI,ES 8 °- / / ( / T. :_- / o E I" M WATER METER • u O 3 8.4 I I / L I L/ 1 1 I (' '91.10 snnuvro g,' / / ' } a See applicant STATION 2+24 1. 1 l / -.=. ./ I. 1 N p ' / " / -3 4 , PROJECT SURVEYOR THRUSTBLOCK IE=3W.2 I I Llli.Jl / / / r�J t / �/� C / / 5 �a Robert Parrish, PLS WATER MAIN VALVE F / I I L II l r i -'"�NSTw Vsi ! i/) I / / Q > 0 PO Box an FIRE HYDRANT - {. 1 . f I I I: I l I/ [_L- I ` 'SIDESE►BERT° 1E.809.0 f 4/ may / z I o YARDDRAIN - i' i i - / Z '- TESTING Lopez Island, WA 98261I I CO )1F#F[59&10 - _ oP ROAD CENTERLINE - GE 10,3 1 I' I .t I �STATK)N 3+5e TESTING FIRM , -.. /I .� / .y,a ` �ar /(/._ ICED" / -•. I I wALLio-��"'+ / ' Z xi BUILDING SETBACK UNE �. I r :I r.1. - Mo Mount MATERIALS TESTING, INC ► - - / a7 i Q .7Vernon, WA PRAT SIGBOUN CON UR sSCO-01 ., 1to (/ / s>,5- w / P F 360.755.1990 MAJOR DESIGN CONTOUR— — GE=304.6 � f ~. 2 SE- ARCH r - / _ tD.' � ':: ', i / I E V. CESCL MINOR DESIGN CONTOUR _!!l��,-_ _ — le rhir, I _ See "Project Engineer" MAiOR EXISTING CONTOUR L� ,` r � \---__. _ --=-. ✓ areiri~'�_ , / "--\-- --- CESCL No. EF12151416 MINOR EXISTING CONTOUR -- -- -- --- - - SDCB-04 :• - - �- SD-a5 �' --- -1 - -_< 'V "�� sINGIC-C9URSE / / ' , ll G�303.9 I - - /L .', / � ....�- ,/ L- - _i i=mo. - RET �G ALL. ` / /LEGAL DESCRIPTION INSTALL6"PVC I . (� C� 1 i ! c /' SDIN ' eta : : M =48' / SIDE SEWER TO l "I -� : I ? . / � — ,. I —� / /I '.'i ' . I_ . +y / PER COURSE RYP� / / 'rl - l, ■ - T' `/ a _� = 1r -k. 1 / -. ,:7-, um i PARCEL A , / - Lots 15 through 20 and Lots 1 through 6,Block 36,"KELLOGG AND FORD'S ADDITION TO , II I - NITS 5 & / f-: --- U ITS 7 8r8 / � " / UNIT 9&107 .al. _ — — — ANACORTES according to the plat thereof recorded in Volume 1 of Plats,Page 41,records _ '� r _ l J •-' i -� /FF=312 25 "�L FF= 2(2 FV 312.2 �•_of Skagit County; r / �= 31 5 I + y,- { -- -/ .<, TOGETHER WITH vacated alley in Block 36,vacated in ordinance No,2362 and attaches by t / `- / r // _ 1,I 320-- 1— - _ operation of low:• _..I7 -. -� -�- / l } .:.,_.�� r / - - a EXCEPT the North 12,12 feet of Lots 1 through 6 of said Block 36; INSTALL 4"PVC DRAIN UNE._lit "I�i - ! 1•.` -- �r _ j - - CONNECTTOUNIT5/6DOWNSPOUT I - P / •-- -- A- to �•� / _ _ — - _ AND FOOTING DRAINS. '1<'. -/` .< --"�-- r • I - f:t. /1 I �t' ALSO EXCEPT that portion described as follows: LU i _ /� _-�- r �� / - CONNECT TO SD-05 -. — — —� C _ _ v a"_.. / Beginning at a point on the West line of said Block 36, 12.12 feet South of the Northwest •� - - - l - /\ �' _ - ` / ' 1( )-T RETAINING -_ _ - i .. r CO comer thereof: - - Thence South 8'2°52'32"East for 182.58 feet to an intersection with the East line of Block,36; I' ' I \ , 1 R. 3',. / : // / =7`' " Thence South along the East line thereof for 50 feet to a point 153.88 feet North of the `, Ii I J� /-, T(�/�I / / . • _.„-,./-:-, ':• / /.-;i.:`IJ:' / / - - - - -- Southeost comer thereof Thence North 89.52'32"West for 182.35 feet to the West line of said Block 38; I g \\ \\ \� 1jo� \�\ \ \\-c \ </ / �✓A-,, / / / / �325 J Thence North 0'32'3T West along the West line thereof for 50 teat to the point of beginning: I t `ey, �\ -...__,\ J \\ \ \ -��VAIff1) r��` fl`�Ci/�., -` / AND ALSO EXCEPT right-of-way for existing roadway which provides access to the Ridge 0 - -M� �� - ` - / r- Development as disclosed by Statutory Warranty Deed recorded as Auditor's File No.200404290127. 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