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Home My WebLink AboutPermit File 1914 11th Street (2) 4 TX- 6 City of Anacortes Permit#: BLD-2012-0441 ` 904 6th Street Issue date: 12/04/2012 P.O.Box 547 Expire date: 06/02/2014 -• +' C.7 '' Anacortes, WA 98221-0547 =` (360)293-1901 Job Address: 1914 11TH ST Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-1428 Project: APN: P56074 Remarks: Post frame garage&post frame carport. Owner: LARRY COLLINGE Contractor: SPANE BUILDINGS INC Address: 1914 11TH ST Address: 1611 BUCK WAY ANACORTES WA 98221-1428 MOUNT VERNON WA 98273-2596 Phone: Phone: (360)629-2136 License#: SPANEBI141JD General Information: Fees: Building Valuation 46200 Building Permit Fee 613.95 Plan Review Fee 399.07 State Building Code Fee 4.50 Total Calculated: 1,017.52 Deposits/Receipts: 0.00 Total Due: 1,017.52 b �� 6 / 4 fr/e• ( f-- c- d 74 6(1.0--- • � •.0 r: F:3 fry r• t••a r; +r (rl o 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.n � HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALLs:_, PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR '— NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. sr. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED B t , *ced � Y � in at 7r4 /e v e a G % --Coo 7 fi 7 471 re M 7 A ri O ,crQ // kn . / ' r Pr/ t m r ono r h tea( art e v 4 T< w VI at r — t- e {-ce--rsrc or- iyiN 4 / /1ice A e 7lio ofra kg- ' r;er „motor 3 e6-10a kr? s - � rve r, �y 7/ for .C._ fir € icy iLGc (4rp6rf /S it? 7, 7 i0 Munico de Page 1 of 2 •. , ., • •. :. Anacortes, Washington, Code of Ordinances >> Title 17 - ZONING >> Chapter 17.27 - OLD TOWN • ) OVERLAY DISTRICT >> • • . i . Chapter 17.27 - OLD TOWN OVERLAY DISTRICT • 17.27.010 - Purpose. . 17.27.015 - Applicaloility. 17.27.020 - Prohibited uses. • - 17.27.080 - Maximum land coverage. • 17.,27,09Q LMaximgrixiQuilding.height. • • 17.27.095 - Large structure requirements. ii 17.27.100 - Design standards. , • 17.27.110 - Role of the Historic Preservation Board. , i - . • . 17.27.010- Purpose. I, 1 . This overlay district is intended to recognize the unique heritage, scale, and character of the oldest residential area of the City of Anacortes by establishing particular standards for certain land uses and building :! ,k i! • forms. These standards also seek to encourage sensitively designed infill in keeping with the existing character of Old Town. To maintain the scale of buildings currently existing in Old Town, it is important that the scale of surrounding buildings be taken into consideration when designing additions and new buildings. (Ord. 2794, § 'Mit. A), 12-15-2008) 1 t: • 17.27.015- Applicability. i 1 ) ; ,'• 1 ? _ The provisions of this overlay district shall apply to the area from Twelfth Street north to the Guemes 4 L Channel and from D Avenue east to the mid-line of 0 Avenue, excluding the R4 zone and existing commercial i il t and industrial zones. Standards of the underlying zoning remain in effect, except as modified by the provisions in this section. (See official zoning map.). ! . . : t i• The provisions of this overlay district shall apply to new construction and to alterations and additions to .: i. existing buildings. Existing properties are not required to be changed to meet these provisions. (Ord. 2794, § 1(Att. A), 12-15-2008) , . 17.27.020- Prohibited uses. . _ A. No new construction of triplexes and fourplexes shall be permitted, even as conditional uses. An • i' existing triplex or fourplex substantially destroyed by fire, earthquake, or other natural causes may be rebuilt not exceeding the original dimensions. Planned unit developments shall not be allowed. B. In the Old Town Overlay District, commercial parking lots and parking for commercial establishments shall not be allowed, even as a conditional use. Public parking, including expansion of existing public .: -. . . parking beyond its original site, shall be a conditional use, and shall be restricted to parking which is • ' related to a public facility. Public parking located on a site not contiguous with its related facility shall be not more than five hundred feet from its related facility and shall not occupy more than six thousand il square feet in a block. Private parking required for a use which is a permitted use in this district shall be a permitted use when located on the same site as its related facility. If alley access to private parking is available, use of the alley access is encouraged to serve this facility. Private parking located on a site - not contiguous with its related facility shall not be permitted. • . , • (Ord. 2794, § 1(All A), 12-15-2008; Ord. No. 2812; § 1(Att..A), 1-4-2010) i E 4 j - - 17.27.080- Maximum land coverage. 1 ? 1 , .: :: - . c ' Maximum land coverage shall be no more than thirty-five percent for any single structure and up to fifty 7 i percent with multiple structures. • (Ord. 2794. § 1(Att. A), 12-15-2008) , . • http://library.municode.cona/printaspx?clientID-16193&HTMRequest=http%3a%2P/02fli... 5/24/2011 Municode Page 2 of 2 17.27.090- Maximum building height. ? z Maximum building height shall be twenty-five feet. However, buildings may be increased to a maximum of thirty-five feet if two conditions are met: • A. The upper floor shall not contain a floor area greater than eighty percent of the floor below. B. No exterior wall higher than twenty-five feet shall be closer to an adjacent property line than fifteen feet. (Ord. 2794., § 1(Att, A}, 12-15-2008) - 17.27.095- Large structure requirements. • If a structure covers more than three thousand square feet of land, or if two or more structures on a lot cover more than four thousand square feet of land, the following additional requirements shall apply: A. The minimum side yard setback shall be ten feet. B. For each two hundred square feet of land coverage beyond the above limits, the minimum side yard setback shall be increase by one foot. • (Ord. 2794, § 1(Att. A), 12-15-2008) il 17.27.100- Design standards. A. No new curb cuts shall be permitted on a numbered street serviced by an alley; existing curb cuts may be maintained. Detached garages shall be set back a minimum of fifty feet from the street property line on a numbered street. . B. Any roof above fourteen feet shall have a minimum roof pitch of 4:12, except for roofs on porches, t dormers, bay windows, and similar appurtenances. • C. The maximum continuous wall length shall be forty feet. Buildings may be longer but shall incorporate setbacks, recesses, porches, balconies, bay windows or offsets of at least eighteen inches in depth and f at least eight feet in length and height so that no increment of wall exceeds forty feet. ' (Oaf. 2794, § 1(Att. A), 12-15-2008) 17.27.110- Role of the Historic Preservation Board. . • In order to encourage the preservation of historically and architecturally significant buildings in Old Town, • owners of houses on the Anacortes Registry of Historic Places shall petition the Anacortes Historic • • Preservation Board (AHPB) to review plans when an owner plans to significantly restore or remodel the exterior i . • of such a house ("significantly remodel is defined as costing more than ten percent of the house's assessed value). The goal of such a review would be to determine whether bringing such a house into conformity with current building or zoning codes would significantly alter or compromise the historic integrity of the house. •• If the AHPB should determine that bringing a house on the historic registry into conformity with current i building or zoning codes would significantly compromise the historic or architectural integrity of the house, the AHPB is encouraged to so inform the building department of the City of Anacortes and the city building department is encouraged to approve the restoration or remodel provided that the intent of the codes can be ii • achieved with alternate means and methods that would have less negative impact on the historic and architectural characteristics of the building. F (Ord. 2794, § 1(Att. A), 12.15-2008) 1 http://library.munico de.com/pr int.aspx?ciientID=1619 3&HTMReque st^http%3 a%2 f%2fl i... 5/24/2 011 Municode Page 1 of 3 Anacortes,Washington, Code of Ordinances >> Title 17 -ZONING>> Chapter 17.34- RESIDENTIAL MEDIUM DENSITY DISTRICT(R3)>> Chapter 17.34 - RESIDENTIAL MEDIUM DENSITY DISTRICT (R3) Sections: 17.34.010-Purpose. 17.34.020-Permitted uses. 17.34.030-Permitted accessory uses. 17.34.040-Conditional uses. 17.34.050-Minimum lot size. 17.34.060-Minimum setback rerqq uire ments. 17.34.070-Maximum density. 17.34.080-Maximum land coverage. 17.34.090-Maximum building height. 17.34.100-Off-street parking requirements. 17.34.110-Street improvements. 17.34.010 - Purpose. The R3 district is designed to accommodate a mix of single-family homes and duplexes, with multifamily residences up to four units by conditional use permit. These areas are to be conveniently located in relation to traffic routes, public utilities and community facilities of adequate capacity to serve present and projected demands. (Ord. 2316 (part), 1994) (Ord. 2794, § 1(Att.A), 12-15-2008) 17.34.020 - Permitted uses. A. Single-family dwellings; B. Duplexes; C. Necessary public uses, parks and playgrounds. (Ord. 2316 (part), 1994) (Ord. 2794, § 1(Att.A), 12-15-2008) 17.34.030 - Permitted accessory uses. Garage, swimming pool, tool house, caretaker cottages and other uses customarily incidental to the permitted uses. (Ord. 2316 (part), 1994) (Ord. 2794, § 1(Att.A), 12-15-2008) 17.34.040 - Conditional uses. Conditional uses in an R3 district shall be as follows: A. Churches, home occupations, nurseries and gardens, schools, pre-school facilities, senior center. Neighborhood grocery stores of limited scale, not to exceed one thousand two hundred square feet of retail sales floor space and three thousand two hundred feet total building floor space. No such grocery uses shall be allowed closer than one-quarter mile radius of an existing grocery store; B- Boarding and rooming houses; C. Triplexes and fourplexes; http://library.municode.com/print.aspx?h=&clientlD=16193&HTMRequest=http%3 a%2f%2flibrary.muni... 7/11/2012 funicode Page 2 of 3 D. Landmark building with any approved use, generally not permitted within the area's land use classification, which occurs or will occur in a landmark building recognized as such by the city council; E. Bed-and-breakfast establishments; F. [Reserved.] G. Public parking; H. Private parking; Expansion of a neighborhood medical or dental office in existence and in operation as of December 31, 1986; J. Assisted care living facilities, congregate care facilities and group home facilities; K. Yacht clubs in the Cap Sante R3 zone only. (Ord. 2528 Att. A § 8, 2000; Ord. 2482 Att.A§ 5 (part), 1999; Ord. 2412 Att. A (part), 1996; Ord. 2316 (part), 1994) (Ord. 2794, § 1(Att. A), 12-15-2008;Ord.No. 2812,§1(Att.A), 1-4-2010) 17.34.050 - Minimum lot size. Minimum lot size shall be six thousand square feet for a single-family unit; seven thousand five hundred square feet for duplex, and for each additional unit, beyond the duplex requirement, up to a maximum of four units, an additional two thousand five hundred square feet are required. Units in a multifamily development of two or more units may be attached or detached, provided that the underlying property shall not be subdivided and sold separately unless the subdivided lots meet the setback, lot coverage, parking, and other requirements for the buildings thereon. ingle-family 6,000 sq. ft. uplex 7,500 sq. ft. riplex 10,000 sq. ft. _ aurplex 12,500 sq. ft. (Ord. 2316(part), 1994) (Ord. 2794, § 1(Att.A), 12-15-2008) 17.34.060 - Minimum setback requirements. Minimum setback requirements in an R3 district shall be as follows: A. Front yard, minimum depth twenty feet; B. Interior Side. A minimum of five feet on one side and no less than fifteen feet on both sides combined, except that in no instance shall a setback adjacent to a street be less than ten feet. In the case of a single family home on a lot sixty feet wide or less, both interior side yards may be a minimum of five feet if the height of the home does not exceed twenty-five feet. C. Side yard on a flanking street, ten feet from property line. If street is a designated arterial, twenty feet; D. Rear yard, twenty feet minimum. 1• Where the rear yard does not abut a platted alley, no portion of the primary structure shall extend into the setback area, regardless of the use of that primary structure. A detached accessory structure no larger than one hundred forty-four square feet and twelve feet in height may be placed in a rear yard, or in the rear twenty-five feet of an interior side yard, provided that it is set back a minimum of five feet from the rear property line, and three feet from any side property line. 2. Where the rear yard abuts a platted alley, a detached accessory structure, or that portion of the primary structure used as an accessory structure, may be built in a rear yard up to the alley property line, provided that it is set back a minimum of three feet from any side property line, and is no larger than one thousand square feet and no more than sixteen feet in height. If the ttp://library.municode.com/print.aspx?h=&clientJD=16193&HTMRequest=http%3 a%2fn/o2flibrary.muni... 7/11/2012 Municode Page 3 of 3 accessory structure is a garage, built so that vehicles enter the garage from the alley in a direction substantially perpendicular to the alley, the garage doors shall be set back a minimum of ten feet from the alley property line to allow adequate turning distance for vehicles. 3. One detached accessory structure not exceeding one hundred forty-four square feet shall be permitted without counting as part of the lot coverage. The lot coverage of additional accessory structures or any accessory structure exceeding one hundred forty-four square feet shall count as part of the percentage of lot coverage permitted in this zone. (Ord. 2794, § 1(Att.A), 12-15-2008) (Ord. Na 2871,§2, 3-5-2012) 17.34.070 - Maximum density. Density for the project applied for shall not exceed nine dwelling units per gross acre. (Ord. 2316 (part), 1994) (Ord. 2794, § 1(Att.A), 12-15-2008) 17.34.080 - Maximum land coverage. Maximum land coverage by buildings shall be fifty percent (Ord. 2316 (part), 1994) (Ord. 2794, §1(Att.A), 12-15-2008) 17.34.090 - Maximum building height. Maximum of three stories, but no more than thirty-five feet. (Ord. 2316 (part), 1994) (Ord. 2794, §1(Att.A), 12-15-2008) 17.34.100 - Off-street parking requirements. There shall be at least two off-street parking spaces per dwelling unit. (Ord. 2316 (part), 1994) (Ord. 2794, § 1(Att.A), 12-15-2008) 17.34.110 - Street improvements. Twenty feet of frontage or an easement to twenty feet of street frontage is required on an improved public street with a continuous access route not less than twenty feet wide from the street to the primary portion of the lot. If a private street is proposed, or the twenty feet minimum access to the street frontage is by means of an easement, a conditional use permit is required. Where the zoning administrator approves development fronting on a street which is not improved to current city standards, no building permit shall be issued without a deed restriction being recorded that stipulates that the property owner will not oppose an L.I.D. for street and utility improvements in the future. (Ord. 2794, § 1(Att.A), 12-15-2008) -u , ,------------ K1012,1-TT1\41?arn,aet—httrIOAgalMfoX3flihrarV Tlilini 7/11/2017 • =: : _= CITY OF ANACORTES •=".. ==..-. : A PERMIT CENTER _-•_- 904 6 Street-P.O.Box 547 • - .. .670 _` =_ Anacortes,WA 98221 - .- .- 360-293-1901 Single Family/Multi Family Permit Checklist for Submittal Plans which do not contain the following minimum inforruationwili not be accepted for plan check Project Address: /9/11 i i I-II 6 t Date of Application: /®--rev -(2. Name of Owner: Lk 1712,N1 C 0(t 16k I - Assessors Parcel No.: 2 7 2 /bi +r"�- 0 tc-00 r IP Mailing Address: .Sr�MI� Lot Block _Addition (.b 0? City/State/Zip: 14 tizZ1 t7 j 1.4.3A` Description of Work r 1 Ffl;2AM LS Daytime Phone No.: .,_4e.C) • €:Z' 6 t Ceva iC/1) Please place dreck marks by completed items,and Gross oat those that do not apply. 0 Qi Two Full sets of Plans j] 0 FLOOR FRAMING (Max size 24x36) 0 0 Complete Application Form D jj Fire Resistive Construction where Required 0 0 Provide Floor Plan for County 0 0 Joist Size,Spacing,Grade&Species 0 0 Headers,Doubled Joists,Blocking,etc. 0 0 SITE PLAN(8 lh x71 or 11x1'7) 0 0 Floor Sheathing&Underlayment 0 0 Any Conditions That May Impose Heavy Loads 0 [- Setbacks 0 (j Insulation to be Installed 0 $- North Arrow 0 0 Lot Elevations 0 I] ROOF FRAMING • 0 0 Lot Coverage 0 0'' Lot Size 0 0 Layout of Trusses&Bearing Points,Show Hips, 0 Property Lines(Recorded Survey) Valleys&Ridges&Insulation 0 IA,- Easements,Streets,Alleys 0 0 Ceiling Joist Size,Spacing,Span Species&Grade 0 j}- Location of Utilities 0 fl- Insulation 0 0 Ceiling Finish Material 0 0 FLOOR PLANS 11 -11- Rafter Size,Spacing,Span,Species&Grade 0 -0-- Location,Size,Etc.,of Beams or Purlins 0 11- Inc1'cate Scale of Drawing 0 .11- Provide Dimensions All Roof Systems 0 _11- Size/Locations of Doors&Windows 0 0 Attic Ventiktion(low&height) 0 0 Label rooms&Spaces 0 0 Indicate if Attic Will Be Used For Storage [] 0 Indicate New Construction FromExisting 0 0 Show Attic Across 0 0 Show Decks,Patios Sr Landings 0 0 Show Smoke Detector T ocations Roofing Q 0 Show Attic Access(s) 0 0 Sheathing Type&Thickness 0 0 Show Mechanical Equipment Locations 0 -11- Roofing Type&Weight(provide attachment 0 .14- Indicate Bearing Walls schedule if tile or metal) 0 0 Indicate Shear Walls I) fl-- Underlayment 0 11- Indicate All Header&BeamSizes, Species&Grade 0 0 Show All Plumbing Fixtures Including Deck Detail Floor Drains Q 0 Guardrail,Spacing&Height 0 0 Joist Size,Spacing&Species 0 0 Types of Connectors,Post to Beam,Joist Hangers Type of Decking Material Mechanical Elevations [] 0 Exhaust Fans;CFM&Sone Ratings 0 .4-- Show All Exterior Elevations Including 0 0 Location&Size of Heating Appliances &Proposed Finished Grades from Property Line 0 0 Dryers to Property Line 0 0 Cooking&Other Appliances 0 0 Show a Section Through the Lot at the Driveway 0 0 Range Exhaust Hood (to begin at the street paving or curb) Stair Detail 0 0 Location,Width&Headroom 0 0 Size of Materials&Species 0 0 Rise&Run 0 0 Handrail Type&Height Energy Code Compliance 0 0 Residential/Non-Residential Energy Code Forms 0 0 Energy Code Construction Details Applicant's Signature: bkot r t 1A, rim..(„.. c),A Date: J 0 it- ~ ( -2- Received By: Date: Revised 5/30/00 2 -- - CITY OF ANACORTES -- =x;v PERMIT CENTER `' 904 6TH Street- P.O. Box 547 0 0-9 .. Anacortes,WA 98221 • 360-293-1901 Single Family/Multi-Family Permit Checklist for Submittal Plans which do not contain the following minimuminformation will not be accepted for plan check. Project Address: 1141 /914 I ?` (i-5-r Date of Application: /0 "/6 1 2._ Name of Owner: LA k t,' 7/ cool/1/4164z Assessors Parcel No.: 149`J 6 6.7 4 Mailing Address: 6 A AA-1 I. Lot: Block: Addition: City/State/Zip: AdJA( t iOA Q Description of Work �Q 1 1�'t-e41 ( viii(9( . Daytime Phone No.: 3(cab - 0 6 .2.- 5'66,5 . Please place check marks by completed items,and cross out those that do not apply. [1 Two Full sets of Plans 0 0 FLOOR FRAMING (Max. size 24x36) 0 11.0.° Complete Application Form 1 [1 Fire Resistive Construction where Required 0 if,' Provide Floor Plan for County 0 0 Joist Size,Spacing,Grade&Species 0 0 Headers,Doubled Joists,Blocking,etc. 0 0 SITE PLAN(81/2 x11 or Thc17) 0 0 Floor Sheathing&Underlayment 0 0 Any Conditions That May Impose Heavy Loads [] •ft- Setbacks 0 -f Insulation to be Installed 0 8.' North Arrow 0 0 Lot Elevations 0 0 ROOF FRAMING 0 .8., Lot Coverage 0 .a• Lot Size 0 0 Layout of Trusses&Bearing Points,Show Hips, 0 Property Lines (Recorded Survey) Valleys&Ridges&Insulation 0 Easements,Streets, Alleys 0 0 Ceiling Joist Size,Spacing,Span Species&Grade 0 .,-" Location of Utilities 0 0 Insulation 0 0 Ceiling Finish Material 0 0 FLOOR PLANS 0 0 Rafter Size,Spacing,Span,Species&Grade 0 Location,Size,Etc.,of Beams or Purlins 0 fj-~ Indicate Scale of Drawing 0 Provide Dimensions All Roof Systems 0 14- Size/Locations of Doors&Windows 0 0 Attic Ventilation(low&height) 0 fl- Label rooms&Spaces 0 0 Indicate if Attic Will Be Used For Storage 0 0 Indicate New Construction Prom Existing 0 0 Show Attic Access 0 [I Show Decks,Patios&Landings 0 0 Show Smoke Detector Locations Roofing 0 0 Show Attic Access(s) 0 .-3° Sheathing Type&Thickness 0 0 Show Mechanical Equipment Locations 0 0 Roofing Type&Weight (provide attachment [I .8^ Indicate Bearing Walls schedule if tile or metal) 0 0 Indicate Shear Walls 0 0 Underlayment 0 .®" Indicate All Header&Beam Sizes, Species&Grade 0 0 Show All Plumbing Fixtures Including Deck Detail Floor Drains 0 0 Guardrail,Spacing&Height 0 0 Joist Size,Spacing&Species 0 0 Types of Connectors,Post to Beam,Joist Hangers Type of Decking Material Mechanical Elevations [] 0 Exhaust Fans;CFM&Sone Ratings 0 Show All Exterior Elevations Including [] 0 Location&Size of Heating Appliances &Proposed Finished Grades from Property Line 0 0 Dryers to Property Line 0 0 Cooking&Other Appliances 0 0 Show a Section Through the Lot at the Driveway 0 0 Range Exhaust Hood (to begin at the street paving or curb) Stair Detail [] 0 Location,Width &Headroom [] 0 Size of Materials &Species 0 0 Rise &Run 0 0 Handrail Type&Height Energy Code Compliance [] [] Residential/Non-Residential Energy Code Forms 0 0 Energy Code Construction Details .......__ Applicant's Signature: ik��r�� 1 c---;c 1 Date: AO--/&- I Received By: Date: Revised 5/30/00 2 i 6 r " r_ . Commercial •Building Permit Appli ti .,,L e;) *At, Building Department I '' T 1 6 7 _.. P.O. Box 547 Anacortes,WA 9822 ` Phone No.:360-293-1901 FAX: 360.293:1998._ T rJ.. , .1/ I SITE ADDRESS: I q/q / I CoNT OR : _.... : aMi u arRo C ES TI }:.;. . Name 6PAN st.iikbi � o I )-tok�<<� l GA t� S , Address 1 ,// g(LC,f tP )\ '[ ,, t O 1 r 3 O f City/State/Zip Ml C.�(`�l•2l`1 -)C 4,q�J?7': ©O j..(r Phone 33t 42 4 't6' FAX '' State License# Ps,Ai E 1 9 'Ex' I a' r r ' City of Anacortes License -P ,D 7 PROPERTY 0**R t►lrc of111*-4141000.41141614#1105510.50UNMOIS Name QWI L ct .Ai&Z 'S 77 -/ - ()(. -(:)()Z7 Address r 11.4 t t - f S I . �,/ a � City/State/Zip A'(ttc'�Lo �(l5 (ott.`,c- as P # T; , I Phone3 -.26,Z.-6-v,CSFAX 20d �V • /--.- E-Mail Address Number of Stories t 4,„4. 11 ZNHLOtt 1A4�e Gr l'Nft0if.::"-Building Area: i0 A 0.6.#0cE,C. 3> slgiter I0.. eer0 ii!PYacauti P1 Floor 'O(i s.f. 2nd Floor s.f. Name a Am Ai I ti'I & 3'1 Floor s.f. Basement s.f. Address 7 2 6 (D(h filiz9Y 6 alit Lot Area s.f. Construction Type City/State/Zip )l,V t )l?t/t./QQ(M OA.? 77 Use Zone PhoneE6,6 4i 6" 'z ? FAX Impervious Area, £°00 5-F. E-mail Address S kcq`),A, i 166 to.N. Other(Describe) LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name IN VALUATION PER RCW. Address Name - City/State/Zip Address Phone FAX City/State/Zip E-mail Address Phone No. 1 CONTINUED ON THE BACK kGV 'ar ,"a 611( Commercial Building Permit Application Building Department 'N P.O. Box 547 Anacortes, WA 98221 11/ r ir i Phone No.: 360-293-1901 FAX: 360.293.1938 SITE ADDRESS: / q / te / / COI ITTRACTOR, EYApplicant PRO ECT DESCRIPTION ! Name ! Ahl Z ti h.I J l YJ� ►rtpC: 5 Pn57 17:0-A•M•,'_. Address /b 1 I e i1C IVAY GrtoptQ- City/State/Zip MI t)i 2A10N /iA,144-273 2&fL Orb Phonej 3•- ?4-15Q1PAX T O 6 F., State License# Exp f PARCEL NUMBER i City of Anacortes License Ps Cr?(. 1 PROPERTY OWNS R ' Ll Applicant LEGAL DESCRIPTION Name Li..aver Co(ttett(9&L � '®Ol� - t)OO .a I. i Address 6,it it 1tit Si 1' 1 City/State/Zip AN.A t�/21E r A- PROJECT VAL IATION ) J 5P c 0h Cv loch �af� Phone�3L0•„�!?- Sf;,l/ FAX J E-Mail Address —Number of Stories [ : Ltvki t l itv, G- ( L 4.6.CtVtj 4 ft4 Building Area: !I ❑Arclnrte(.( {Designer l tghteer t App [ lg`Floor S G 0 s.f. 2nd Floor s.f. f Name . .U FA At 1 1 E'IV G.. 3`a Floor s.f. Basement s.f. "I Address eL 2/44 tilt) rtte`L f L 4t4 Lot Area s.f. Construction Type r a 1 i City/State/Zip MTPitsouCnt L )A `tif273 ' Use Zone 1I Phone{31e0` igt d 4 flh FAX Impervious Area !v0 E t`- E-mail Address lielika' Saii2bAductiC5 : 4,0A.A. Other(Describe) TE1 ANT :E Applicant LENDER LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name IN VALUATION PER RCW. Address Name City/State/Zip Address Phone FAX City/State/Zip • i E-mail Address Phone No. 1V 3 CONTINUED ON THE BACK (thlg �„7`69./ 2 — Liz a 2009 INTERNATIONAL RESIDENTIAL CODE Electrical installations shall be installed in accordance with chapter 296-46B WAC or electrical code as adopted by the local jurisdiction. Penetrations of electrical outlet boxes shall be in accordance with Section R302.4. 2. A common 2-hour fire-resistance-rated wall assembly tested in accordance with ASTM E 119 or UL 263 is permitted for townhouses if such walls do not contain plumbing or mechanical equipment, ducts or vents in the cavity of the common wall. The wall shall be rated for fire exposure from both sides and shall extend to and be tight against exterior walls and the underside of the roof sheathing. Electrical installations shall be installed in accordance with chapter 296-46B WAC or electrical code as adopted by the local jurisdiction.Penetrations of electrical outlet boxes shall be in accordance with Section R302.4. R302.2.1 Continuity. The fire-resistance-rated wall or . assembly separating townhouses shall be continuous from the foundation to the underside of the roof sheathing, deck • or slab. The fire-resistance rating shall extend the full length of the wall or assembly, including wall extensions R302.2 Townhouses. Each townhouse shall be considered through and separating attached enclosed accessory a separate building and shall be separated by fire-resistance- structures. rated wall assemblies meeting the requirements of Section Where a story extends beyond the exterior wall of a story R302.1 for exterior walls. below: Exceptions: 1. The fire-resistance-rated wall or assembly shall l. A common 1-hour fire-resistance rated wall assembly extend to the outside edge of the upper story; or tested in accordance with ASTM E 119 or UL 263 is 2. The underside of the exposed floor-ceiling assembly permitted for townhouses where an automatic sprinkler shall be protected as required for projections in system is installed in accordance with NFPA 13 D,if Section R302. such walls do not contain plumbing or mechanical equipment, ducts or vents in the cavity of the common wall. The wall shall be rated for fire exposure from both sides and shall extend to and be tight against exterior walls and the underside of the roof sheathing. TABLE R302.1 EXTERIOR WALLS EXTERIOR WALL ELEMENT MINIMUM MINIMUM FIRE FIRE-RESISTANCE RATING SEPARATION DISTANCE (Fire-resistance rated) 1-hour tested in accordance with ASTM E 119 < 5 feet Walls or UL 263 with exposure from both sides (Not fire-resistance rated) 0 hours > 5 feet E (Fire-resistance rated) 1 hour on the undersidea°b >2 feet to 5 feet Projections (Not fire-resistance rated) 0 hours 5 feet Not allowed N/A <3 feet Openings in walls 25% maximum of wall area 0 hours 3 feet Unlimited 0 hours 5 feet Comply with Section R302.4 < 5 feet Penetrations • All None required 5 feet For IS: 1 foot.=304.8 nun. N/A .=Not Applicable a.Roof eave fire-resistance rating shall be permitted to be reduced to 0 hours on the underside of the eave if fire blocking is provided from the wall top plate to the underside of the roof sheathing. b.Roof eave fire-resistance rating shall be permitted to be reduced to 0 hours on the underside of the eave provided no gable vent openings are installed. (Insert Facing Page 49) • Effective July 1, 2010 Cl) o CD � ® co s = � ...= --C X =.� 000 , • ..... .._..._.._ ._.. . .... . ......... .. ..... . . .. _...... ..__.. .... . __... ....:._.. ....... . :._.. koj • l • • Sle 1 M W . : . .....- .... _.- -. _ .._... ... .... .......v.. ....-. ...._ ........�... ........__....:...._ _ .. __. .. Q [] 1 Q •: ... (f) q N O m W co Z L :� a, z th ;,.., - oo- : .. r . x Lo . , ,il, t ' 4 3 , ,, ipb- •• v, 1 . - N- •1 . .. . ....r.......- .... r _ .. _ .. . ._........................ O r. CO u CO 3 �, - .. ........._..........::.... .._....._... .._.... :. :: . .: :._.._ :_...r..... .::.- Q u__ .: :t : (� 0 � z R \s as i • IC 1 f1®tl1 ©g 30'-0" 10'-0" 10°-0" 10'-0" 2x6 Purlins — 1—1/2"CDX Over P.T.6x6 Post ^ @ 24"0 C± Felt-Tec Where Typ. 1/2"CDX, q TAD, 4 — ,Note¢ �' M 2x6 Girts,"@ 24"O,C. A Flat Between Posts1 y TYp• gN N 1 Ridge 0 �- o q c co p 1/2"CDX 24"x48" c,icNi Skylights N \. DBL Pre-Manuf. 10'x10'OHD o / Trusses Typ. x o ! \PT.4x6 `� �,s Note. / 0—Door Post 4"Concrete 0 �s �TYP Slab Typ. 5/8 T 1 11 —1 M V 30x68-md <— Section(A) v 1'-6"Roof FLOOR OO R PLAN WIND EXPOSURE"B" Overhang 1 SCALE= 1/8"=1'-0" 25#SNOW LOAD Typ. DIAGONAL=36'-5/8" 600 S.F. Field Verify Locations Of Doors&Windows Doors&Windows By Home Owner Anacortes Planning& Community Development Dept. 011R4, Permit Center 49 �w P.O. Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Ryan Larson,Director • Don Measamer,Building Official FAX(360)293-1938 October 18, 2012 Spane Buildings Inc. 1611 Buck Way Mount Vernon, WA 98273 RE: Plan Review notes for the new buildings at 1914 11th St. Please address the following items so I can complete the plan review. 1. Provide elevation views describing type of siding and overall building height from original average grade to highest point of roof for each building. Establish permanent datum to reference these items. 2. The garage,is shown on the site plan with zero setback from the rear property line. The floor plan shows a l' 6"eave overhang. No portion of the building is permitted to be over (K the line into the alley right of way. 3. The carport is shown with a 3' setback to the side property line. Five feet is required. 4. The carport is shown 43 feet from front property line. AMC Section 17.27.100- C, requires a minimum of 50 feet. Sincer ely, 6C24"/ L7div Paul Ingalls Building Inspector/Plans Examiner City of Anacortes trR/4;r C Preliminary/Permit Use / , Larry Collinge Post Frame Building Anacortes,Skagit County,Washington Structural Calculations/Details - CiTY 0!-ANACORTES FERMI('i,,EN i Eri 1 APPROVED PLANS tip. Aip'2-o/9- ` Dk-LF /,'`; A - ;e0tAIES S:..j_q'/Li"-- <!.---- ?ROVED BY_—�. SUBJECT I0 FIELD INSNECTION. OVERSIG OR V101 AT'ON OF CODF IS NOT INCLUDED, Prepared For: Spane Buildings,Inc. Larry Collinge 1611 Buck Way 1914 11th Street Mount Vernon,WA 98273 Anacortes,WA 982.. (360)424-1505 Prepared By: Summit Engineers&Surveyor,,Inc. 2218 Old Highway 99 So. Mount Vernon,WA 98273 (360)416 4999 f. _ Date: October 1,2012 �� SUVMIT ENGINEERS 8 SURVEYORS,INC. Project Name ..r.A/2r Project Number ,f`�., r° t,c) Location 7/17.11 , Client /AA. "SIT, C Building Size Sc, 0, x / . �. ,'E4_t • o • - Design Criteria Code r Jo 9 rRc I Live Loads .� Floor 1 Snow , c J'_-c • Wind 9),/ ic . � ? 1r'-' Seismic �•--- ,� Dead Loads Roofs 7 / i f Floor Soil Values Bearing tie Lateral V1VIIT ENGINEERS 8 SURVEYORS, INC, Calculation Approved By: Date: /b/AY St to IOnly [ IRs 1l./rT1 Summit Engineers Title: Collings Larry Job# 2218 Old Hwy 99 South Engineer: Young Soo Kim Mount Vernon WA. Project Desc.: Post frame building ASCE Seismic Base Shear ENERCaLc,rNc:198320t2;8urtd:6.129 1s;Vers:o:zs YLfe;•#;'`1K11v U69040,9 _,, ' 1, - ' ' LEic 20 x 30 Post frame building. Occupancy Category Calculations per ASCE 7-05 Occupancy Category of Building or Other Structure: "I": Buildings and other structures that represent a low hazard to human life in the ASCE 7-05, Page 3, Table 1-1 event of failure. Occupancy Importance Factor = 1 ASCE 7-05, Page 116, Table 11.5-1 Gridded Ss&:Sivalues from ASCE 7-05,2006109 ASCE 7-05 9.4.1.1 - Max.Ground Motions,5%Damping : Latitude = 48.495 deg North SS = 1.07589 g,0.2 sec response Longitude = 122.620 deg West S 1 = 0.370786 g, 1.0 sec response Location: Anacortes,WA 98221 Site Class, Site Coef. and Design Category Site Classification "C":Shear Wave Velocity 1,200 to 2,500 ft/sec _ C ASCE 7-05 Table 20.3-1 Site Coefficients Fa&Fv Fa 1.00 ASCE 7-05 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv 1.43 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.076 ASCE 7-05 Table 11.4-1 S M1 =Fv*S1 — 0.530 ASCE 7-05 Table 11.4-2 Design Spectral Acceleration S =S *2/3 0.717 ASCE 7-05 Table 11.4-3 DS MS S 0.353 ASCE 7-05 Table 11.4-4 D1-S M1*2/3 Seismic Design Category — D ASCE 7-05 Table 11.6-1 Resisting System ,' • ASCE 7-05 Table 12.2-1 Basic Seismic Force Resisting System. . . Building Frame Systems Light-framed walls with shear panels of all other materials Response Modification Coefficient "R" = 2.50 Building height Limits: System Overstrength Factor "Wo" = 2,00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 2 50 Category"C"Limit: No Limit Category"D" Limit: Limit=35 NOTE See ASCE 7-05 for all applicable footnotes. Category"E"Limit: Not Permitted Category"F"Limit: Not Permitted Redundancy Factor ASCE 7-05 Section 12.3.4 Seismic Design Category of D,E,or F therefore Redundancy Factor"p"=1.3 Lateral Force Procedure ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-0512.8 Determine;Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 11.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta=Ct*(hn A x) = 0.121 sec "IL" : Long-period transition period per ASCE 7-05 Maps 22-15->22-20 6.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.121 sec ASCE 7-05 Section 12.8.1.1 S Dg:Short Period Design Spectral Response = 0.717 From Eq. 12.8-2, Preliminary Cs = 0.287 "R":Response Modification Factor _ 2.50 From Eq. 12.8-3&12,8-4,Cs need not exceed = 1.170 " I":Occupancy Importance Factor = 1 From Eq. 12.8-5&12.8-6, Cs not be less than = 0.032 User has selected ASCE 12.8.1.3: Regular structure, Cs : Seismic Response Coefficient = = 0.2869 Less than 5 Stories and with T«=0.5 sec, SO Ss<=1.5 for Cs calculation Summit Engineers Title : Collings Larry Job# 2218 Old Hwy 99 South Engineer: Young Soo Kim Mount Vernon WA. Project Desc.: Post frame building ASCE Seismic Base Shear - - ENERCALC,INC.1983-2012,Build:6.12.9.16,Ver.6:0.26 U: :s;., a. - 't.:.�y:- ..�y h<S i r..,F, ..t.,�r tt:. .,�:s a .�5� " F a �i"z.'tr r '� k� 4..r 5,. a .��,: •'y .� � R' I 5 -•, : .., -_., ? i t f i 0- 3`a �1!(ltlfl.`f"�E11,111l , 0i. ��-:�T,�u��.�tt z:.�.�..-�t.<.r.z:.�.Yrrs�osv-n !�f�!•L.r i;-.±r..:r,w ..>_..�,�.,rtr�Jn l-nv 1._t i:.;6's�spa., „�. ._..-��i:�. � :.0 ''u..,.... w,.P...:-.., r.r,-..a._o s_1.:.. ,.. C T{., ..,.h_ _i_o. .,. ,,,.. .�...�.,(4``..,�-..�: .,...L Seismic Base Shear . ASCE 7-05 Section 12.8.1 Cs = 0.2869 from 12.8.3 W(see Sum Wi below) = 2.70 k Seismic Base Shear V= Cs*W = 0.77 k Vertical Distribution of Seismic Forces ASCE 7-05 Section 12.8.3 " k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)Ak Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 2.70 11.00 29.70 1.00 0.77 0.77 0.00 Sum Wi= 2,70 k Sum Wi*Hi = 29,70 k-ft Total Base Shear= 0.77 k Base Moment= 8,5 k-ft Diaphragm Forces Seismic Design Category "B"to "F" ASCE 7-05 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx 1 2.70 0.77 0.77 2.70 0.77 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20*S DS * I*Wpx MAX Req'd Force @ Level 0.40*S cis *I *Wpx Fpx: Design Force @ Level Wpx*SUM(x->n) Fi / SUM(x->n)wi, x=Current level, n=Top Level 1 Spane Buildings Inc. Larry Collinge 1914 11th St. Anacortes, WA. 24' x 30' x 11' Post frame building. 85 MPH Exp. B Wind loads. Wind Loads per ASCE 7-05 Analytical Procedure Building wind exposure Exp. B Enclosure classification (enclosed) 3 Second gust Wind Speed 85 mph. Roof pitch 4/12= 18.4 deg. Hill shape (Topographic factor not applicable) Down wind (No) Building width perpendicular to ridge. B=20' Building width parallel to ridge. L=30' Mean height of roof. h in. = 12.65' Directionality constant. Kd= .85 Height of hill or Escarpment. Hh= Narrowest half width of hill at half height. Lh= Horizontal distance from crest to building site. X= Topographic factor Kzt= 1. Gust effect factor G= .85 Velocity pressure exposure coefficient Kh= .849 IBC Load factor for ASD wind, 1605.3.2 (i)= 1. Velocity pressure qh= 12.35psf 2 11' Eave wind loads. Roof diaphragm requirements Projected vertical roof area(SF) 99 Design wind pressure(psf) 10.60 Total roof load pounds 1,049 Wind pressure x vertical area Roof diaphragm design allowable LB per ft 176 Roof diaphragm unit shear 35 Unit shear less than allowable Gable end shear walls Windward wall area sq. ft. 270 Design wind pressure psf 11.62 Windward and leeward wind load 3,137 Total lateral load is 4,1861bs. Gable end sheathing lateral resisting loads. Basic 1/2 CDX= 175p1f. Gable end wall with the most openings governs. Front gable wall governs. Gable end walls=5' + 5' = 10'x 175p1f= 1,7501bs. 4,186— 1,750=2,4361bs. Remaining lateral loads are to be resisted by embedded posts. 11' Eave posts. W=2,436/ 132= 18in. M= W x L x L = (18)(132) (132) 2 = 2 M= 157in.K's Sxx=9 (4x6)=9x21 = 189 Total section. 189 Fb= M (157) (1,000) Sxx 189 Fb= 831 Hem Fir# 2=Fb 850 x 1.33 = 1,130 > 831 Ok to use Hem Fir #2 —4 x 6 posts for all post locations. 3 Eave shear walls. Windward wall area sq. ft. 213 Design wind pressure psf 11.62 Windward and leeward wind load 2,475 Total lateral load is 2,4751bs. Side wall CDX sheathing lateral resisting loads. Basic 1/Z CDX= 175p1f. Side wall with the most openings governs. Right side wall governs. Side walls=26' +26' = 52'x 175p1f=9,1001bs. 2,475—9,100=-6,6251bs. Eave lateral loads govern for determining post size. Ok to use Item Fir#2 —6 x 4 posts for all posts. Truss to post connection. Bearing R= 10' x 30psf=300p1f x 20/2 = 3,0001bs. 3,000/ 1,580 =2 Use two 5/8" through bobs through a 2 x 6 x 12" compression block. Truss uplift. 13.069psf. 13.069 (10')x 20/2= 1,3071bs. Use one 5/8" bolt through truss. oof Purlins 10' span. Bending span 9.25' M= (25 + 5)x2x9.25x9.25 / 8 = 642 S=(642 x 12)/ 1,333 =5.7 Section for 2 x 6 is 7.56>5.7 Ok to use Doug Fir 2 x 6 @ 24" on center Nail purlins to 2 x 6 truss blocking with four 16d nails. Nail_each end of the lapped end with four 16d nails. 4 Roof purlins are to be connected to the trusses with a Simpson H2.5 at every other purlin at gable end locations. Wall gills. Maximum span 12' bending span is 11'. 5" Loading P=Ce Cq Qs I (.62) (.8) (16.4) (1.00) = 8.13 p.s.f. Trib. Loading (8.13 p.s.f.)(24/12)= 16.26 p.l.f. M=wxLxL/ 8 16.26x11.5x 11.5 / 8 = 269.73 Fb =Mx12/ Sxx 269 x 12=3,236/7.6=426 Doug Fir#2 - 875 x 1.33 = 1,164>426 Ok to use Doug Fir #2—2 x 6 @ 24" on center. Post embedment. See attached Enercalc calculations. 11' Tall eave posts require a minimum embedment in a concrete filled posthole of 18" x 3. 3'. A slab is required. Components and Cladding Pnet=Adjustment factor for building height x Importance factor x Pnet30 = Importance factor= 1 x 1 x Pnet30= Pnet30 =Roof slope> 7 to 27 degrees. Building roof zone 2=6 + 19=25psf x 90sf=2,2501bs. 2,250/ 551bs=One screw 9"on center at gable end rafter or truss and roof purlins in for the first 3' along the gable end, at the eave and ridge locations. See attached diagram. Building roof zone 3 =7.5 +30.6=38.Ipsf x 9sf= 3431bs 343 / 551bs=One screw every 4" on center for the first 3 square feet of roof area at the corner and ridge locations. See attached diagram. 5 Building wall zone 5 (corners)= 11.6 + 14.7 =26.3psf x 84sf=2,2091bs 2,209/ 551bs=One 8d nail every 4"the full length of each corner panel and three out from the corner. • Components and Cladding—Method 1 h 5 60 ft. Figure 6-3 Design Wind Pressures al5 & Roofs Enclosed Buildings t T K t ,r y 1y-,1 t A• r nl }r J y \ii � ''L ! l t ,• i it • t 4. t1 t i. rat t'b 1 t � t ,\ ' S4 f x,L ttA l t t• r. \ ''''':\ ��y1 .rt., S. Iv:1.1:4' T 4- f t _r�Sn ,•F ri 4, * ro- • Flat Roof Hip Roof (7° < 0 _< 27°) t�. iti._' i-t,L 1 f: a+ '+ dt asi t i t V se t! G..L t. Sy c k,� y1 T ` ,.N t nr t t G1f S a2 t`�;S t '\,y<6 �y i e J saS w1. F ,^'j t �.i ti�i I )' , \ \a --,3:::.:1,k'T' , V.)1 1 * ,1 4t7 \> f•; /"‘ 4. c,/ 4:, Gable Roof 0 < 7°) Gable Roof �7° < 0 <_ 45°) r-i interior Zones I- End Zones Corner Zones Roofs-Zone l/Walls-Zone 4 Roofs-Zone 2/Walls-Zone 5 Roofs-Zane 9 ''.14,..„..,:k., Notes: 1. Pressures shown are applied normal to the surface,for exposure B,at h=30 ft{9.1m},for I=1.0. Adjust to other exposures and heights with adjustment factor X. 2. Plus and minus signs signify pressures acting toward and away from the surfaces,respectively. 3. For hip roofs with 9<_25°,Zone 3 shall be treated as Zone 2. 4. For effective wind areas between those given,value may be interpolated,otherwise use the value associated with the lower effective wind area. 5. Notation: a: 10 percent of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4%of least horizontal dimension or 3 ft(0.9 m). h: Mean roof height, in feet(meters), except that eave height shall be used for roof angles<10°. I 6: Angle of plane of roof from horizontal,in degrees. imilmstaltIMMIIML 44 ASCE 7-02 Summit Engineers Title : Collings Larry Job# 2218 Old Hwy 99 South Engineer: Young Soo Kim Mount Vernon WA. Project Desc.: Post frame building Pole FootingEmbedded:in SoilINC. 6 ��,�� f� .�1{{. ., .. _ -. � ENERCIALC, �1983-2C0121,1AB�uipld:6.12.9.1�6,,Ver:6.0:26 -�� If.:1y-tt; :_', !df )6130400. ' ' ,'...�:.. . .!_.. x.' .. '. i--, a'.i r'ir _. �';;_. .., , . > ..-.. i ,;,` y ! .-., , "1404.1see`�-v 11.1V I,'T ENG 1F Description : 11'Eave height.A slab is required.Ok to use an 18"x 3.3'concrete filled post hole. Code References:' General Information Pole Footing Shape Rectangular Footing Width 20.0 in Calculate Min, Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 325.0 pcf Max Passive 1,500.0 psf Controlling Values Governing Load Combination : +D Lateral Load 0.7960 k Moment 5.962 k-ft Restraint @ Ground Surface Pressure at Depth Actual 1,020.73 psf Allowable 1,056.25 psf — Soo su __ _ Surface I.alerel Restraint Retraint Force 4,693.90 lbs Minimum Required Depth : 3.250 ft - Footing Base Area 2.778 ftA2 Maximum Soil Pressure 0.0 ksf F -1'.8' Applied Loads Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D:Dead Load 0.1750 k 0.0690 k/ft k-ft k Lr:Roof Live k klft k-ft k L:Live k k/ft k-ft k S:Snow k k/ft k-ft k W :Wind k k/ft k-ft k E :Earthquake k k/ft k-ft k H :Lateral Earth k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 11.0 ft 11.0 ft BOTTOM of Load above ground surface 2.0 ft Load Combination Results _ - _ Forces @ Ground Surface - Required Pressure at Depth : Soil Increase. Load Combination - Loads_ (k) Moments-:(ft k) - =Depth'-(ft) -Actual-(psf) Allow-(psf) _ Factor +D _-. 0.796 5.962 3.25 1,020.7 1,056.3 1.000 - (113 m l — �. (1) Pre-Manuf. Truss 1611 BUCK WAY MOUNT VERNON 1O ® WA 98273 O a 1-800-310-2136 a Plil6-Ai " 360-424-1505 Grade ®Q 3 Bolts c Tl�e� REVISED DATE: - - ----, ,I-, ® Per Engineering Typ. _ I i I i 5/8"T-1-11 I I oo-oo-oo <— 6X Post --------- I I 1 I I This Side I I —r- H I- H Only - i Nails With Block In )f Bolts On End Walls ROOM ELEVATION N 2 SCALE= 1/8"=1'-0" SECTION Left Elevation Same But No Oper 6 Support Blocking N.T.S. 6'7aA41,/ C.77oAl: ------------- r /g '' .44:2aGX_ 30'-0" •-!(i 4i4l.% r/i4/ • 10' o° 10' o" 11-/fd 4',A2.,✓ A4/y,S r - xi 1 26 ga Metal Roofing 2x6 Purlins 1/2" CDX Over P.T. 6x6 Pi Over Felt-Tec Over 1/2" @ 24" O.C.± ' ' Felt-Tec Where Typ. CDX Ply Typ. 0. Az #Z- la �' 2x6 Purlins @ 24"O.C. �!� Typ. doted �; `/ o : \/I ,o �►,` Typ. 0 2x6 Girt 24"O.C, �, �� -J Flat Betwee Post's V \I \ \ gyred Trusses 1 1-6 „its,gip aal . \\\ 1 Typ. F� _ Ridge co \>;s @ Gable Ends I 1/2" CDX Ply Over o.7 // Felt-Tec Where Noted ® `i? ca 1/2"CDX co , CV '' Q N c 1 q Skylights �- �i I 2x6 Girts @ 24"O.C. o I` /I DBL Pre-Mar��i. 10 x10 co x Trusses Ty . coo \ T.4x6 �, .+� li- 2x8 P.T. Baseboard rd i- co Door Post Note: co Typ 4"Concrete 5/8 leg3,d' i i O w x Slab Typ. x I I / I 4 d 0 30x68-md < p. 1 ! 1 Q L1 FLOOR PLAN WIND EXPOSURE B' u' DATE:9-26-12 SCALE= 1/8"=1'-0" 25#SNOW LOAD DM ( °. ) O SO-, SCALE=1I8"=1'-0" DIAGONAL=36'-5/8" 8"=1'-0" • p1 WAS'0� 600 S.F. Field Verify Locations +,-_ DRAWN BY:Daniel L Of Doors&Windows • A f' / CHECKED BY: Doors &Windows By �,1 ' i G Home Owner ,„ , -------.i.,..„e 'b /i , 'zoe ��4i4 rem k , ti ;_,-0 . 44 .1 ,--'re r'` � � XPI15 C - - -- . _ _____ _ ._ i - - 1 • p� f i p y j i ' e CO CA S . 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Y (may O �,J TV Y WAY`+ A rSY� ! tr +�•1 •+Y: • Go Fro) .\Fr•• , > W> Q' Y. ; n w/• LS 2� 35 ,4..40, .. at « ,° r r in g `Ar1 Y �F � r I � T >• —A� v _ I , a .,2„. -- J) rol t: pi: 0 n Girl Y.:/�A * An i avr„ W1-f• A:�w of 7 I th Street NBQ ° 2 a ' d42 ' IV t 1 Alley CL Elevation=0'-0" 37' 30' 22'-1" K T „?.. )1( PL 89'.93'± Proposed E-3 5' `` _ - E-3.5" 20'x30'Garage Existing Gravel N • Driveway Existing X Lawn E-6 E-13" ic.X E-10.5" -g., Deck o Breeze ca co Way V V in co +1 onc� o rn gi Existing Existing a. Lawn 1271 S.F. SFR E6.5" X E-6.5 Proposed 20'x28' Deck Carport 61' ? t 20' A 5'-1" IC �3' Note: Existing City Util. Lawn t_ . - -. . - -. V PL 89'.93'± Existing Driveway ni v` 11th Street Additional notes: Proposed garage site has a gentle slope south. The proposed garage&Carport will be The existing site is lawn 20'x30'Garage. using the Post Frame construction method. The existing sod will be removed from There is approximately 1/3 of a yard of the proposed site and hulled away. soil removed per post hole that will be Approximately 12 yards of crushed rock spread across the building site. will be brought in and spread across Gutters,downspouts with splash blocks proposed garage site. will be used to disperse the water runoff The proposed Carport will be placed where from roof and will drain south. there is an existing garage to be demo. Temporary erosion will be handled by Silt Fence. I NOTES: O aArea of Disturbance Direction of Slope -3 Erosion Control By Home Owner 1160 sq.ft.New Impervious Surface Site Pla n 1611 BUCK WAY MOUNT VERNON 000 sq.ft.New Armored Driveway WA 98273 1-800-310-2136 Breeze Way 20 sell.Total ' III _ 360-424-1505 1180 sq.ft.Total f`■i %■.1J \ NAME: Larry Collings SCALE: 1"=20' ADDRESS: 191411th Street U DATE: 11-5-12 0 10 20 40I 1 Anacortes,WA. NOV0 6 2012 i PAGE: 2 OF 2 TAX ID #: P56074/377-168-015-00 DRAWN BY: Daniel L � i - PHONE: 360-202-5618 - J REVISED: 10-24-12 El D IW �� —LULU �: II III iII ► 11 �� - 4 IL- Eavelight (currrI Il �I 26 ga StelRoner L1.I_ I II I i r �_ 1_1L0 1 gdffng~JL111T .Felt Tec Over 1/2"CDX - . .I 1-l_I-I U__ _-1 _I I I.-L_ __ ver Felt-Tec +B'-7" j — _�ll V1 l.I I 1 [Over 2x6 Purlins T -1 L_1 I I .1, 1 f 1I1T I 1 _ Over 7/16 OSB Typ. iir ii i i Yp ,i i li ram' ii� r II 1i , (—� Plate 1 Y _ .. T - _i�, _ - (1) 2x6 Fascia Beyond 1611 BUCK WAY Open Open Z7 MOUNT VERNON WA 98273 zo 1-800-310-2136 4 4x6 P.T. 360-424-1505 Post T YP 0 0 Liw"--- y 611 Alley REVISED DATE: I I I ' rit h ]J__18" Dia,x24n I I Grade I --- lle I I I I I I I I g 11-6-12 Embedment / / I I I I I I I I 1 I 1 1 Elevation =-8" I 1 I I Typ. I I I I I I I I I- -I I- -I l-J L_. I,A SCALE = 1/8 =1 -02 SCALE = 1/8"=1'-0" ` "'""�`M G. [—..„ CV ri_ c) t: a _, Cs j. 281-0" ric-- -.1---=Z 141-0" 141-0" 11 Nco CV I' `k 12 26 ga Steel Roofing Over la( 4 pc ix Cedar Shake Siding ; -Beam �4 Fylpt.Tec Over 1/2"CDX P.T. Post 6x12 Over Felt-Tec 1 T Beam Over 7/16 OSB T Eavelight Z Typ, On This Side ' Yp x < I 2x12 Rafters 2x12 Endrafter I I 1 2x6 Girts Typ. Typ. n ml 1 Typ 2x12 Rafters u � 7 I 29 ga Steel Siding mll 4 °' I 2x6 Open Beam , Over 2 Layers Of o Fascia p Type"X"GWB Over O co o q i 4x6 P.T. "' 2x6 Girts Typ. , 0 zo I < — 6x8 P.T. Post ao 4 Past Typ, : 6x6 P.T. Post's Gravel Floor Typ. — I ..›.1 N Grade 2x8 P.T. Baseboard ` Cl)yp ''nn J VJ 6x12 L J I FJ i— 6x P.T. Post In 18" DIA,x 4'-0" I �I r1 IX 0 Z i 1'-6"Roof I I I I `` U , r Beam 4---Ic I I Concrete FTG TYP, 1 4 O RT. 6x8 Post Overhang Typ. On This Side On Three , 6" Concrete Punch Pads Typ. I- -I rn Q E 1 Only 5'-0" 201-0." Ri chi I - 4— 24" Eavelight24' --'�43�ecTion _rA1--- 4 SCE©TO©J ( Q )) DTE1-: 15.11'o" o < 2 Slope Slope) SCALE = 1/8 =1-0 A E, 4:12 , 4:12 Field Verify Front Elevation - DRAWN BY: Daniel L Location & R 4'-0" CHECKED BY: 4x6 P.T, � 9'-7° Dimensions -_ _ L_ Post's Typ. , I /,/ FLOOR PLAN 1 , SCALE= 1/8"=1'-0" WIND EXPOSURE"B" j DIAGONAL= 34'4-7/8" 25#SNOW LOAD c 560 S.F. 11 I - v - _ __ w to) . -15'-0" i_ v j R.H. - ��, - c0 I P> s` -`=�� 26 ga Metal Roofing 0 1 1 -- Over Felt-Tec Over 1/2" i5;. _ _ -- -_ - �. CDX Y Yp�_ 0' 9" E' 1 �1 ' 1 PIT 0 f _- �`,, cI i :, , � AN _.�• Plate I 2x6 Purlins 11 ' 1 11 1 _ 1 1 �1 _l _ 1 111 iiIII Cedar siding Over i 11 111N1111 PreManufI 2 T 2 0'-0" Blocks4 3/4" Bolts;I: �_ i r_ r — �r-.t r -- - a- � n II 11 it I ��Grade Grade -6.5, r V , �-� rY��- Alley Per Engineering Per Engineering Typ. - - g I I I I 5/8" I I I I Grade -til' I If i I I T 1-11 I I I I Ii 0 ( Average00-00-00 I This Side I I i 1 -I iI I I - 6X Post IOnlyI I I I I I I Elevation=-6.5" EF- -1 I- -I I- -I l-1 12- 16d Nails With Block In Place Of Bolts On End Walls • 2 MC N T ELEVATION I BACK ELEVATION Typ. SCALE= 1/8".1'-0" 3 SCALE= 1/8"=1'-on JCTII©Left Evation Same But No Openings 6 � w t i Support Blocking i N.T.S. L 73 cv ,r- �� Ni.i co i 30' 0" 4:::, 14 10' 0" 10'-0n 0'-0rr I� Q I 11 Q r • `I 26- . .,..T- fillinglitilliiiiiiii ':"e._ — Approximate OverF Metal Roofing oOver g1/2" '1 2x6 Purlins -----1 112" CDX Over RT. 6x6 Post - �� CDX Ply Typ. ._ i W 24" - `nor''-�- l� /�r� t �� II,� !� 12 Typ. 1/2" CDX _ __ T doted 4 ' 2x6 Purlins @ 24"O.C, Felt-Tee ec Where T o cn Typ, f I/" a lI �— _ , 3 . I _i 1 1 Its_ --_ ��' i - �'� \ �� Typ, 2x6 Girt @ 24 O.C. �`. / �. A �.Iz "' Flat Betwe� Posts V , ` / -� - 1- - ". .. 1 + \ 1 \\ / -� �1/ Cedar Sitllnc �' '� SECTION 20' Pre-Manufactured Trusses - 71,..6n ra lin i� ( ) DBL At Posts u, �j p o r �` /� { ---- 11 Felt-Tee OvE Typ. mill c® 0 12 ; Ridge �\ /� I 4 ' 111 11 1/2" CDX Il Single Gable Truss @ Gable Ends 1/2" CDX Ply Over �f " " s ��/ �� o ® ® � I 1 d �� Gx P.T. Post Felt-Tec Where Noted c&t 1/2 CDx -A.24 x4a co L I.111 I v N Skylights // �� I CO ,' n ( 1 i 2x6 Girls @ 24"O.C. Q DBL Pre cl, a2u . �/ 10'x10'OHD \\ �© L L.I-11 ®4" Concrete Slab ! > co x Trusses TY -� Ill Typ. co (0 ® -0a _ i _• I 2x8 P.T. Baseboard 1- U) c®P T.4x6 a Grade L` 7 4 ;,~�,, Gratle co Door Post Nate: , - - -� i _--1_/� -� --_ L_ 7 •. CO 4" Concrete X I I I I I I I I I ® uj cD Le) Typ. Slab Typ.' ] 5/8 T-1-1i1 ,. _ . t . m w I 1 I 1 1 I 1 1 / 6x P.T. Post In 18" DIA.x 4'-0" 1 / I r- U Z W I I I i 1 1 1 1 1 i l4 I 1 II II 1 I I Concrete FTG TYP, 1 / I z 30x68-md Section (A) -I I- ' 6" Concrete Punch Pads Typ. - - CL L 1 yp <C 1'-6" Roof FROM' ELEVATION Nl 20- - '-0" r r [(�f�OOG� PLAN[`t� WIND EXPOSURE"B" Overhang 4 SCALE= 118"=1'-0" DATE: 11-5-12 L 1 I Typ. Left Elevation Same Without SECTION Q SCALE=1/8"=1'-0" SCALE= 1/8 -1-0 25#SNOW LOAD5Q DIAGONAL= 36'-5/8" Opening SCALE= 1/8"=1'-0" 600 S.F. Field Verify Locations DRAWN BY: Daniel L Of Doors&Windows CHECKED BY: Doors&Windows By 111 Home Owner L _- Lyj---— -- __ -_— —— - —— _ -- - — — - - - — - -- .— - -- --- _-----—--- - - --, - - -- -- ,------ - _ --__- ----_----- T 7 fw 4, +15'-0" z �. R.H, -- c9 �._ _ 26 ga Metal Roofing o 111 I �` O F T 112" I. T?iT & _ +1 ice' CDX Y YA 0 " L I ( �, l lI r PI tT e 13.5ce Over c Over .._�:_,..,�_ ��;_T .�. ail i OS l - - Cedar Siding Over 2x6 Purlinsin .� . ! 0 i .1 1 �11 ' T I i i l I Felt-Tec Over 11 ,�i» - N n 1 �n 11 i - ! L 1L ___ Pre Manuf® ® ) �n lt�_ Truss 2x6Fascia MONVERNON i 1 I t�11 - Ill ■/I 1 IIII L l�I� 1l 2x6 Support ��• ® 360 ^24 1505 I I I 1 r 0'-0° blocks ® 314" Bolts _ E: ___ �..._. -I � ..- -- is I PAI II f Ii -1 T FIT T iI ( IT Il I i II I T it III c� D REVISEDDAT . Grade __._ Grade 6,5 �� Per Engineering Per Engineering Typ. - —- - T r - ;- -- , r r Alley ® gineenn T _ _ 00-00-00I I 5/8" T 1-11 I / Grade I I I 1 I a 6X Post I I I I 1 I I I f I Average/ I 1 This Side i t 1 1 1 I I Elevation =-6.5"I I I I Oni 1 1 1 1 I IY I- - -I LI I- H E 12- 16d Nails With Block In Place Of Bolts On End Walls 2 G ONT ELGMQMN 3 o AC K C LCMQ` IIOO N Typ, SCALE = 1/8 -1 0 SCALE= 1/8 =1 0 _ ��— Left Elevation Same But No Openings 6 SECTION��1(� Q D ( _--_ ----:.J 1" Support Blocking , ! N.T.S. 'f cv o CV i ei CC 1 1 ll 30' 0" 'L. Co41 ! 1 10'-0" 10'-0" 10'-0" G7 = n i ' ,; ''." ;51- I 26 ga Metal Roofing '�_.�..b.��.. ,,.a... ,,.,._.,,., 1/2" CDX w� Approximate Over Felt-Tec Over 1/2" D I 1 2x6 Purlins �, 112 CDX Over PA', 6x6 Post CDX Ply Typ W 24" O,C,t 0-1-- -�� Felt-Tec Where T " 4 �� - „YA 1/2 CDX �N 12 2x6 Purlins @ 24 O,C. TYA KY1 1 _ 4 . 7 Typ, 0 2x6 Girt 24" O,C. l / Cam'" �_ 1 "") Flat Betwe�� Posts V \ `• // II ; SECTION 20' Pre-Manufactured Trusses Tip, �� ••\ /, :-�- -y Cedar Sidinc (B) DBL At Posts v 11 6" J • i - _ Felt-Tec OvE _,, Typ. I Ridge n r �• ,� I- 'c 4 'C I i'} I L`1 1/2"CDX Single Gable Truss @ Gable Ends 1/2" CDX Ply Over i y j _ _ �, 4 Felt-Tec Where Noted �? c� /2" CDX 24"x48" o / _ e _ 1_ I 6x P.T. Post 4 o RI Skylights // •`� ® F.® + 2x6 Girts @ 24"O.C. `L N I /I DBL Pre-Pi- 10'x10'OHD �� L-- 4" Concrete Slab 6 >III co o ` Trusses Typ. --,r -n � �� 11 I�II� Typ 2x8 P,T. Baseboard o V `'' P,�T.4x6 Grade 7 r i ,U A -4 Grade a I CJ) tD 600r Post Note: «� o -; �= . , -—I ch x I I I I I I I 1-- I 4ConcretE� P O LLi TYA 5/8 T 1 11U Z Slab T o I I I I I i 6x RT. Post In 18" DIA.x 4`-0" I I Typ, ■ - I I I I I I I I I I l►=' iaar� n■ ti I I I I I I I I Concrete FTG TYP. I I < 0 L 30x68-md Section (A) _3 H -{ I- -I - -4----- 6" Concrete Punch Pads Typ. J �' Q E 1' 6" Roof FRONT ELEVATION EVATI OO N 4 20'-0" - FLOOR G� PLAN WIND EXPOSURE °B" Overhang 4 SCALE= 118"=1' 0" DATE: 11-5-12 1 SCALE = 118"=1' 0" 25#SNOW LOAD Typ' Left Elevation Same Without 5 SECTI l ( Ai SCALE=1/8"=1'-0" DIAGONAL=36'-5/8" Opening SCALE = 1/8"=1'-0" - - -- - 600 S.F. Field Verify Locations DRAWN BY: Daniel L Of Doors &Windows CHECKED BY: Doors &Windows By —4 1 Home Owner 1 I //IL Preliminary/Permit Use Larry Collinge Post Frame Building Anacortes, Skagit County, Washington Structural Calculations/Details Prepared For: Spane Buildings, Inc. Larry Collinge 1611 Buck Way 1914 1 lth Street Mount Vernon, WA 98273 Anacortes, WA 982.. (360) 424-1505 Prepared By: Summit Engineers & Surveyors, Inc. 2218 Old Highway 99 So. Mount Vernon, WA 98273 (360) 416-4999 Date: October 15, 2012 SU\.4V11T ENGINEER. & SURVEYOR&,INC. Project Name �a / ,/ Project Number / 4 Location � � ors f_ Client < _,/ z� Building Size Za Q <_ P x 7�5 P S - --� lip' `� ®c,/d7 I esig i Criteria Code a0 I _ Live Loads G Floor , Snow r d Wind Sic eft AV.. .8 (J ,ejc I) Seismic Dead Loads Roofs e 6 Floor Soil Values Bearing %5G4 /J' Lateral � SLJVIIVHT ENGINEERS & SURVEYORS, INC. 4. o WAS'//f 4 �0' Calculation Approved By: `w ` , �� ' 32 Date: / /.r/, ifr,,,5:s;),/ s r,_. St al 1E0 v-69ISM Summit Engineers g Title . Larry Collinge Job# 2218 Old Hwy 99 South Engineer: Young Soo Kim Mount Vernon WA. Project Desc.: 20'x 28'Open bldg. ASCE Seismic Base Shear • File c Atka Documents\ENERCALCData Fileslspane buildings collinge open bldg:ec6 - ' ALC,INC..1983 2Q12Build:612.916;Ver:6.0:26 tic: # `K ;•06004019 RCLieensee; SUMMITENGINEERING EN 20'x 28' Post frame building. Roof only. Occupancy Category Calculations per ASCE 7-05 Occupancy Category of Building or Other Structure: "I":Buildings and other structures that represent a low hazard to human life in the ASCE 7-05, Page 3, Table 1-1 event of failure. Occupancy Importance Factor = 1 ASCE 7-05, Page 116, Table 11.5-1 Gridded Ss&Slvalues from ASCE 7-05,2006109 ' ASCE 7-05 9.4.1.1 Max.Ground Motions,5%Damping: Latitude = 48.495 deg North SS = 1.07589 g,0.2 sec response Longitude = 122.620 deg West �` S 1 = 0.370786 g, 1,0 sec response Location: Anacortes,WA 98221 Site Class,Site Coeff.-and Design Category Site Classification "C":Shear Wave Velocity 1,200 to 2,500 ft/sec _ C ASCE 7-05 Table 20.3-1 Site Coefficients Fa&Fv Fa — 1.00 ASCE 7-05 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv _ 1.43 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.076 ASCE 7-05 Table 11.4-1 S M1 =Fv*S1 0.530 ASCE 7-05 Table 11.4-2 Design Spectral Acceleration S DS S MS 2/3 — 0.717 ASCE 7-05 Table 11.4-3 S 0.353 ASCE 7-05 Table 11.4-4 D1 S *M1213 Seismic Design Category — D ASCE 7-05 Table 11.6-1 Resisting System - ASCE 7-05 Table 12.2-1 Basic Seismic Force Resisting System . .. Building Frame Systems Light-framed walls with shear panels of all other materials Response Modification Coefficient "R" = 2.50 Building height Limits: System Overstrength Factor "Wo" = 2.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 2.50 Category"C"Limit: No Limit Category"D" Limit: Limit=35 NOTE!See ASCE 7-05 for all applicable footnotes. Category"E"Limit: Not Permitted Category"F"Limit: Not Permitted Redundancy.Factor ASCE 7-05 Section 12.3.4 Seismic Design Category of D,E,or F therefore Redundancy Factor"p"=1.3 Lateral Force Procedure ASCE 7-05 Section 12.8 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-0512.8 Determine Building-Period • - Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems " Ct"value = 0.020 "hn":Height from base to highest level = 12.50 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn^x) = 0.133 sec "IL":Long-period transition period per ASCE 7-05 Maps 22-15->22-20 6.000 sec Building Period"Ta"Calculated from Approximate Method selected - 0.133 sec ASCE 7-05 Section 12.8.1.1 S t1s:Short Period Design Spectral Response = 0.717 From Eq. 12.8-2, Preliminary Cs = 0.287 " R":Response Modification Factor = 2.50 From Eq. 12.8-3&12.8-4,Cs need not exceed = 1.063 "I":Occupancy Importance Factor = 1 From Eq. 12.8 5&12.8-6, Cs not be less than = 0.032 User has selected ASCE 12.8.1.3:Regular structure, Cs :Seismic Response Coefficient = = 0.2869 Less than 5 Stories and with T<<=0.5 sec, SO Ss<=1.5 for Cs calculation Summit Engineers Title: Larry Collinge Job# 2218 Old Hwy 99 South Engineer: Young Soo Kim Mount Vernon WA. Project Desc.: 20'x 28'Open bldg. ASCE Seismic Base Shear File:c:UsersSDooumentslENERCALC Data Files\spane buildings collinge open bldg.ec6 ENERCALC,INC.1983-2012,Bulld:6.12:9.16,Ver..6.026 Lrc. #:,,KW-0800401B , acensee S r r fi V 7 a,_.. Seismic.Base Shear ASCE 7-05 Section 12.8.1 Cs = 0.2869 from 12.8.3 W(see Sum Wi below) = 3.10 k Seismic Base Shear V= Cs*W = 0.89 k Vertical Distribution of Seismic Forces ASCE 7-05 Section 12.8.3 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)"k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 3.10 12.50 38.75 1.00 0.89 0.89 0.00 Sum Wi= 3.10 k Sum Wi*Hi = 38.75 k-ft Total Base Shear= 0.89 k Base Moment= 11.1 k-ft Diaphragm,Forces Seismic Design Category"B"to"F" ASCE 7-05 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx 1 3.10 0.89 0.89 3.10 0.89 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*S Ds *I*Wpx MAX Req'd Force @ Level 0.40*S os *I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi I SUM(x->n)wi, x=Current level,n=Top Level 1 Spane Buildings Inc. Larry Collinge 1914 11th St. Anacortes, WA. 20' x 28' x 8.75' Post frame building. Roof only. 85 MPH Exp. B Wind loads. Wind Loads per ASCE 7-05 Analytical Procedure Building wind exposure Exp. B Enclosure classification (unenclosed) 3 Second gust Wind Speed 85 mph. Roof pitch 7/12= 30.26 deg. Hill shape (Topographic factor not applicable) Down wind (No) Building width perpendicular to ridge. B =20' Building width parallel to ridge. L=28' Mean height of roof. h in. = 11.8' Directionality constant. Kd= .85 Height of hill or Escarpment. Hh= Narrowest half width of hill at half height. Lh= Horizontal distance from crest to building site. x= Topographic factor Kzt=1.0 Gust effect factor G= .85 Velocity pressure exposure coefficient Kh= .849 IBC Load factor for ASD wind, 1605.3.2 (1)= 1. Velocity pressure qh= 12.35psf 2 8.75' Eave wind loads. Roof diaphragm requirements Projected vertical roof area(SF) 185 Design wind pressure(psf) 13.45 Total roof load pounds 2,488 Wind pressure x vertical area All lateral loads are to be resisted by embedded posts. 2,488 /2 = 1,244 8.75' Eave height. M=WxL= 1,244 x 6.75 = 8,397 x 12 = 100,764/ 1,130 = 89/3 = 30 Sxx=for 6 x 6 posts is 32> 30 Hem Fir#2 - Fb850x 1.33 = 1,130 Ok to use Hem Fir #2 - 6 x 6 posts for all 8.75' posts. 14.6' Eave posts. M=W x L= 1,244 x 12.6= 15,674 x 12= 188,088 / 1,130= 166 /3 =55 Sxx=for 6 x 8 posts is 58 > 55 Hem Fir#2 - Fb 850 x 1.33 = 1,130 Ok to use Hem Fir #2 - 6 x 8 posts for all 14.6' posts. Rafter size. 20' Rafter span. 25psf Snow load. See attached Enercalc calculations. Ok to use 2 x 12 Doug Fir #2 @ each side of the posts. 14' Roof support beams. See attached Enercalc calculations. Ok to use a Doug Fir #2 —6 x 12 beam. 3 Connect rafters to 6 x 12 beams with a Simpson H2.5/A-35 metal tie or equal at every other rafter. Post embedment. See attached Enercalc calculations. 8.75' Tall eave posts require a minimum embedment in a concrete filled posthole of 18" x 3.4'. A slab is not required. 14.6' Tall eave posts require a minimum embedment in a concrete filled posthole of 18" x 4.1'. A slab is not required. Components and Cladding Pnet=Adjustment factor for building height x Importance factor x Pnet30 = Importance factor= 1 x 1 x Pnet30= Pnet30=Roof slope> 7 to 27 degrees. Building roof zone 2 = 6 + 19 =25psf x 90sf=2,2501bs. 2,250/551bs=One 8d nail 9"on center at gable end rafter or truss and roof puffins in for the first 3' along the gable end, at the eave and ridge locations. See attached diagram. Building roof zone 3 =7.5 +30.6= 38.1psf x 9sf= 3431bs 343 /551bs=One 8d nail every 4"on center for the first 3 square feet of roof area at the corner and ridge locations. See attached diagram. 1 • Components and Cladding— Method.1 h S 60 ft. Figure 6-3 Design Wind Pressures Walls & Roofs Enclosed Buildings , 3i , i x. _, Mt },.. S,i � 1 lr you=• u 11\ •,`Pi'..1)i;r''. ,_,;4_,:s):34:4;41"';',,:;i ' ...A •„ I1 -IS,' _„ ., ..•, •':"':.-:•';`'‘ \ • • . • . . •,, • \:4 Nt,=,,, , ,,,, ,•!::'' eb. L.,.: ' ,.:...,.,,. .,• -...• . ,. ,,,,,i\::„,,.- vt-e> Qom/ t1",. ` V .F:; a . d a Flat Roof lip Roof (7° < 0 _ 27°) y a =-g 3 ii . 1 �n .0 i K, P y �STf '� may? h °it ,rt•• } } c;iw',r�s Q2 ,i!•.? n<y�' �s�L�F.. trat i*'''.\>\,. ';\ <r2 ` Ike. v� ,, a eta v ' -'S r x��.e(`?i Mi t `3; r r p` i53 . �:'Z fX z 3 ilif r k C. 11 �,i i r5 t: ; ll4y l Yii .41, Illi ' ;. ;11rr yyl ` ' %. !flyy:#_;F' ;,}y sf1 d 14c. 0 2 Gable Roof (0 _< 7°) Gable Roof (7° < 0 <_ 45°) ri Interior Zones ',..:--:.;1.:?.. End Zon es II Corner Zones i,Nl�n Roofs-Zone 1/walls-Zone 4 Roofs-Zone 2/Wa11s-Zane 5 Roofs-Zone 3 Notes: 1. Pressures shown are applied normal to the surface,for exposure B,at h=30 ft(9.1m),for 1=1.0. Adjust to other exposures and heights with adjustment factor X. 2. Plus and minus signs signify pressures acting toward and away from the surfaces,respectively. 1 For hip roofs with 0<_25°,Zone 3 shall be treated as Zone 2. 4. For effective wind areas between those given, value may be interpolated, otherwise use the value associated with the lower effective wind area. 5. Notation: a: 10 percent of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4%of least horizontal dimension or 3 ft(0.9 m). h: Mean roof height,in feet(meters), except that eave height shall be used for roof angles<10°, 0: Angle of plane of roof from horizontal,in degrees. ...i 44 ASCE 7-02 Summit Engineers Title: Larry Collinge Job# 2218 Old Hwy 99 South Engineer: Young Soo Kim Mount Vernon WA. Project Desc.: 20'x 28'Open bldg. - File:c3User�CocumenislENERCALC Data Fileslspane buildings collinge open bldg.ec6 Wood Realm --- - ENERCALC.INC.1983:2012,Build:6.12.9.16,Ver6.0.26 LIc.:#••KW-,06004019 :, ... . Licensee.;:SUMMITEt�1�CtNEER1NGr Description: 20'Rafters.Ok to use Doug Fir#2-2 x 12's @ 24"on center. CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,164.0 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 850 psi Ebend-xx 1600 ksi Fc-Prll 1400 psi Eminbend-xx 580ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625 psi Wood Grade :No. 1/No.2 Fv 180psi Ft 500 psi Density 31.57 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.008) Lr(0.05) + * i i + 2x12 Span= 19.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0080, Lr=0.050, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.810 1 Maximum Shear Stress Ratio = 0.267 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 1,083.90psi fv:Actual = 48.04 psi FB:Allowable = 1,338.60psi Fv:Allowable = 180.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 9.625ft Location of maximum on span = 18.384ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.547 in Ratio= 422 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.675 in Ratio= 342 Max Upward Total Deflection 0.000 in Ratio= 0 <180 • Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb V fv F'v +D 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.154 0.051 1.00 1.00 1,00 1.15 1.00 1.00 1.00 0.54 205.53 1338.60 0.10 9.11 180.00 +D+Lr+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.810 0.267 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.86 1,083.90 1338.60 0.54 48.04 180.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0.646 0.213 1.00 1.00 1.00 1.15 1.00 1.00 1.00 228 864.31 1338.60 0.43 38.30 180.00 +D+0.750Lr+0.750L+0.750W+11 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19,250 ft 1 0.646 0.213 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.28 864.31 1338.60 0.43 38.30 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=19.250 ft 1 0,646 0.213 1.00 1.00 1.00 1.15 1.00 1.00 1.00 2.28 864.31 1338.60 0.43 38.30 180.00 Summit Engineers Title: Larry Collinge Job# 2218 Old Hwy 99 South Engineer: Young Soo Kim Mount Vernon WA. Project Desc.: 20'x 28' Open bldg. VIIOOC� BeamFile:-c IUsers .Documents\EN_ ERCALC Data Fileslspane buildings collinge open bldg.ec6 ENERCALC,INC.1983-2012,Build:6.12.9.16,Ver;6.0.26 . .. .-., ,,, . `�: _ ;:`L.zcensee :SUM TER1r;INEE R�1�1Ca z Description : 20'Rafters.Ok to use Doug Fir#2-2 x 12's @ 24"on center. Overall Maximum Deflections Unfactored Loads Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span D+Lr 1 0.6748 9.721 0.0000 0.000 Vertical Reactions Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.594 0.594 D Only 0.113 0.113 Lr Only 0.481 0.481 D+Lr 0.594 0.594 Summit Engineers Title: Larry Collinge Job# 2218 Old Hwy 99 South Engineer: Young Soo Kim Mount Vernon WA. Project Desc.: 20'x 28'Open bldg. File:c 1Use Documenls\ENERCALCbale Fileslspane buildings collinge open bldg.ec6 Wood Beam; ENERCALC,INC.1983=20.12,Build:6.12.9.16,Ver:6.0.26 Lics-# KW-D6004019 Licensee SUMMIT;EI GINEER1NG;j Description: 14'Roof support beam.Ok to use Doug Fir#2-6 x 12 beams. CODE REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set: IBC 2006 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,164.0 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 875 psi Ebend-xx 1300ksi Fc-Pril 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625 psi Wood Grade :No.2 Fv 170 psi Ft 425 psi Density 31.57 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.05) Lr(0.275) i i i i i (- ) 2 A 6x12 Span = 13.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.050, Lr=0,2750, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.632 1 Maximum Shear Stress Ratio = 0.269 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 736.11 psi fv:Actual = 45.79 psi FB:Allowable = 1,164.00psi Fv:Allowable = 170.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 6.625ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.212 in Ratio= 749 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.261 in Ratio= 608 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&`Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D 0.00 0,00 0.00 0.00 Length=13250 ft 1 0,119 0.051 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,40 138.74 1164.00 0.36 8.63 170.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13,250 ft 1 0,632 0.269 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.44 736.11 1164.00 1.93 45.79 170.00 +D+0.750Lr+0.750L+1-1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.250 ft 1 0.504 0.215 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.93 586.77 1164.00 1.54 36.50 170.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.250 ft 1 0.504 0.215 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.93 586.77 1164.00 1.54 36.50 170.00 +D+0.750Lr+0.750L+0.5250E+1-1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.250 ft 1 0.504 0.215 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.93 586.77 1164.00 1.54 36.50 170.00 Summit Engineers Title: Larry Collinge Job# 2218 Old Hwy 99 South Engineer: Young Soo Kim Mount Vernon WA. Project Desc.: 20'x 28' Open bldg. • - File:c:1UsersilinDocurnents1ENERCALCData Files\spane buildings collirige open bldg.ec6 Wood Bdam _ _ _ ENERCALC,INC.1983-2012,Build6.12.9.16,Ver6.0,26 '•.• ' - , , • ' , '•'- , , • • -- k k ;;;-: k •-re Description : 14'Roof support beam.Ok to use Doug Fir#2-6 x 12. beams. Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr 1 0.2614 6.691 0.0000 0.000 Vertical Reactions - Unfactored Support notation Far left is#1 Values in KIPS _ Load Combination Support 1 Support 2 Overall MAXimum 2.245 2.245 D Only 0.423 0.423 Lr Only 1.822 1.822 D+Lr 2.245 2.245 Summit Engineers Title : Larry Collinge Job# 2218 Old Hwy 99 South Engineer: Young Soo Kim Mount Vernon WA. Project Desc.: 20'x 28' Open bldg. Pole Footling Embedded 1111 SOH File:cAUse.rs-1110111111.1rocuments1ENERCALC Data Files\spane buildings collinge open bldg.ec6 ENERCALC,INC.1983-20.12,Build;6.12.9.96,Ver6.0.26 Lic.# KW-06004019 : Licensee° SUMMIT ENGINEERING Description : 8.75'Eave height.A slab is not required.Ok to use an 18"x 3.4'concrete filled post hole. Code References Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used : 2006IBC&ASCE7-05 Genera!Information Pole Footing Shape Rectangular Footing Width 20.0 in ¢: Calculate Min, Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 325.0 pcf Max Passive 1,500.0 psf Controlling Values „ Governing Load Combination : +D =1 Lateral Load 0.3060 k Ly Moment 2,678 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 357.439 psf _ Soil Surface • ___No lateral restraint Allowable 356.503 psf Minimum Required Depth 3.375 ._ft = - Footing Base Area 2.778 ftA2 Maximum Soil Pressure 0.0 ksf Footing-Width=1'-8' Applied Loads Lateral Concentrated Load Lateral Distributed Load Vertical Load D : Dead Load 0.3060 k k/ft k Lr: Roof Live k klft k L: Live k k/ft k S :Snow k k/ft k W :Wind k k/ft k E : Earthquake k k/ft k H : Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 8.750 ft ft BOTTOM of Load above ground surface ft Load Combination Results Forces @ Ground Surface Required Pressure at 113 Depth :Soil Increase Load Combination _ -.Loads=(K) Moments-(ftk) - :Depth-(ft) Actual (psf) Allow-(psf) Factor +D 0.306 2.678 3.38 357.4 358.5 1,000 Summit Engineers Title: Larry Collinge Job# 2218 Old Hwy 99 South Engineer: Young Soo Kim Mount Vernon WA. Project Desc.: 20'x 28'Open bldg. Pole Footin Embedded in Soil File:c:lUsers• 'ocuments\ENERCALCDataFiles\spanebuildingscollingeopenbldg.ec6 g - ENERCALC,INC,1963-2012,.Budd:6.12.9.16,Ver:6.0,26 Lic # ;:KW.46d04,019 , _ i ,� � .' icen'see o �4 v v v .0 1 Description : 14.6'Eave height.A slab is not required, Ok to use an 18"x 4.1'concrete filled post hole. Code References Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE 7-05 Load Combinations Used : 2006IBC&ASCE7-05 General Information Pole Footing Shape Rectangular Footing Width 20.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 325.0 pcf Max Passive 1,500.0 psf Controlling Values Governing Load Combination : +D Lateral Load 0.3060 k Moment 5.386 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 435.653 psi Allowable 436.511 psi Solt Surface _ No lateral restralM Minimum Required Depth - 4.125 - ^! Footing Base Area 2.778 ft^2 Maximum Soil Pressure 0.0 ksf Foiling 9 11tl�ti =1'-8' Applied Loads Lateral Concentrated Load Lateral Distributed Load Vertical Load D:Dead Load 0.3060 k k/ft k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind k k/ft k E:Earthquake k k/ft k H : Lateral Earth k klft k Load distance above TOP of Load above ground surface ground surface 17.60 ft ft BOTTOM of Load above ground surface ft Load Combmatton Results Forces @-.Ground Surface- Required - Pressure at 1/3 Depth - Soil Increase Load Combination - _Loads (k) Moments (ft-k) Depth (ft) Actual-(of) Allow-=(psf} Factor 0.306 5.386 4.13 435.7 436.5 1.000 I Li ----- (mmii U im all CL Z 1111 1611 BUCK WAY Open MOUNT VERNON WA 98273 jp,J1-s 6�[8 360-4241-800-310 05 6 81 { ED N��c .. J2k�! 't`� Grade O REVISED DATE: R G. I 10-8-12 $7 A i'L f i'f S1A�S LEFT 2 SCALE= D. �A 2 .~ 2X/ (,..,+:,,:_s_ . Z 14'-0" 5/..y.5d,-/ ACA(MAX) Ar E.Ace slDe of rIF I r— gdAtiA/IJ t'o,c.47AAA✓EL_ W �dST - E0G4s3 /2`' 6.C.. s44D, V /601 4,ALV, As/AL-5 P.T.I Z (Z M 8,,AX 4cger) Typ IJ J 0 / co co N •e.° APAr-r4/eE 7i441ED C o N axe iz W o Ig �� o w �- z Beam J rn Q a —� LS' 0 DATE:10-5-12 n 5� ,„,. �„ SCALE=1I8=1_0, CUIe (� ��r G' / _a F ro,c_.''` DRAWN BY:Daniel L —FLOOR PI • -.* CHECKED BY: 1 SCALE=118"= f'" -, DIAGONAL=3 (:, 560 S.F. iJ1' 44 1 rr, 1 �lEA © 1 © El l mime am ci i l 11 L.i .� 1 lJ.L. tIM fz W:11 f (. 26 ga•Steel Roofing !J �_.Felt-Tec Over 1/2"I !- T Over 2x6 Purlins T)— 1611 BUCK WAY Open MOUNT VERNON WA 98273 1-800-310-2136 360-424-1505 All@ © REVISED DATE: ED Y IAverage 11-8-12 I I I Elevation=-8" I � I 1 2 L T CL 1 SCALE- 118 - , 11 ( 17,...t L CD i e p ill e A A 8 3 9 $ __________-.7-- li 1 -ing Over W "CDX „ LI L P.T.6x6 Post Typ.On This Side Z 2x12 Endrafter a Typ, Steel Siding 4 1 PLeyers-Of P1 0 �'®ver n f co , 0 00 o its Typ. 0 (1) � Q N T. Posts 2 T. Baseboard ... , N ii M Ili o ii■ CO � co 6; - O w z —P.T.6x8 Post B Z 2 Typ,On This Side a r < Cl.. .at---I 1_ 4— 24" Eavelight 24' —► DATE:11-5-12 SCALE=1/8"=1'-0" DRAWN BY: Daniel L CHECKED BY: yEl _ 1 1 ID i i Alley CL Elevation=0'-0" C 37' 30' 22'-1" I' , )1( PL 89'.93'± tic__.--- Proposed . —� x 20'x30'Garage Existing Gravel N ; • ., _ - Driveway Existing X Lawn E-6 E-13" `LX E-10,5" 9. Deck o Breeze cI co Way +� v a) t.--- � � cc'. N a 0) 0) Existing Existing a a Lawn 1271 S.F. SFR E 6. E-6.5„ X I— Proposed 20'x28' Deck Carport 61' ) r�2'0' \-F-r Note: Existing c�' ,ei S City Util. Lawn e ' c ... L. . _ _ • _ ____ PL 89'.93'± Existing Driveway CL 11th Street Additional notes: Proposed garage site has a gentle slope south. The proposed garage&Carport will be The existing site is lawn 20'x30'Garage. using the Post Frame construction method. The existing sod will be removed from There is approximately 1/3 of a yard of the proposed site and hulled away. soil removed per post hole that will be Approximately 12 yards of crushed rock spread across the building site. will be brought in and spread across Gutters,downspouts with splash blocks proposed garage site. will be used to disperse the water runoff The proposed Carport will be placed where from roof and will drain south. there is an existing garage to be demo. Temporary erosion will be handled by Silt Fence. NOTES: C N Z 0 Area of Disturbance -✓✓ A Direction of Slope —> Erosion Control By Home Owner 1160 sq.ft.New Impervious Surface Site PUan 1611 BUCK WAY MOUNT VERNON 000 sq.ft.New Armored Driveway WA 98273 1-800-310-2136 Breeze Way 20 sq.ft.Total (A1� 360-424-1505 1180 sq.ft.Total (,•' ■�11 � � � \) % NAME: Larry Collings I� Ii SCALE: 1"=20' ADDRESS. 191411th Street U DATE: . 1 5 12 0 10 20 40 Anacortes,WA. NO 212 PAGE: 2.OF 2 TAX ID #: P56074/377-168-01 " • ..i u' 11- DRAWN BY: Daniel L , iiii .nuPHONE: 360-202-5618 4, REVISED: 10-24-12I } 1 Alley CL PL 89'.93'± ---9 .. Existing Existing Gravel . Existing 408 S.F. Driveway Lawn Garage To X Be Removed /� Deck //: . `V I X O M• CU Existing Existin Lawn g — a 1271 S.F. SFR ' I F . Existing Deck Gravel Driveway Lo Note: Existing City Util. Lawn L. . U •PL 89'.93'± Existing Driveway CL 11th Street NOTES: U z Area of Disturbance CD cLo Direction of Slope_ Genital slope south As b U i I t Total Lot Size =89,777 S.F. Existing Impervious Surface=1679 S.F. Site Plan ExistingArmored Driveway1404 S.F. 1611 BUCK WAY ' MOUNT VERNON Total Existing=3083 Sq.Ft. Woo 310-2136 To be Removed=408"S.F. A '� 360-424-1505 Net=2675 Sq.Ft. 11 NAME: Larry Col linge SCALE: 1°=20' `" ADDRESS: 191411th Street DATE: 10-8-12 I Anacortes,WA. PAGE: 1 OF 2 0 la 20- 40 TAX ID #: P56074 f 377168 015-0008 DRAWN BY: Daniel L PHONE: 360-202-5618 REVISED: oo-oo-oo