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Home My WebLink AboutPermit File 3802 Leeward Lane (2) Cityof Anacortes invoice/Permit#: BLD-2016-1329 904 6th Street Applied date: 06/13/2016 P.O.Box 547 C Anacortes, WA 98221-0547 Issue date: ';. (360) 293-1901 Expire date: 12/10/2017 `•< ,bra Job Address: 3802 LEEWARD LN Permit Type: Single Family Residence Permit ANACORTES WA 982.21 Project: APN: Remarks: sfr Owner: KEN ELLIS Contractor: STRANDBERG CONSTRUCTION Address: 4933 HEATHER DR Address: PO BOX 319 ANACORTES WA 98221-3001 ANACORTES WA 98221-0319 Phone: (360)293-9298 Phone: (360)293-7431 License#: STRANCIO2OCC General Information: Fees: Plan Review Deposit 200.00 State Building Code Fee 4.50 Sewer Inspection Fee 50.00 Storm Drain GFC-Residential 1,408.06 Sewer GFC-Residential 8,987.40 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 12,164.96 Deposits/Receipts: 0.00 Total Due: 12,164.96 r; I ni .a ,`, r� m C1 v o, r LA ,titi NI -4 .., ry ti 0 • r, .-+- 1-- i if CY .-- 0••. 0) f) "=1 i•-•• :I -ice c) r. •• •o 2 0 ,-•, .. t,;, P1 114 ' '' H n . 11 C+} THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAMSS= CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMM€AIDE©:• -: HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVIWN5: OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR iciT., I�♦;. GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER1. TAT5:OR4 LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. "•.. s'•.41: u.. t' ':: 0 0 tt+ CA I•-.. ci L) 11 Tf = SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY - ~• ` Y -S. • C, '' C ty of Anacorr`.tes -• 904 6th Street Invoice/Permit #: BLD-2016-1329 . ,Applied date: 06/13/2016 y P.O.Box 547 Issue date: 07/19/2016 <i- ,''0 ' Anacortes, WA 98221-0547 -r_ A- Expire date: 01/15/2018 (360) 293-1901 Job Address: 3802 LEEWARD LN Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: Single family residence constructed per approved plans. Owner: KEN ELLIS Contractor: STRANDBERG CONSTRUCTION Address: 4933 HEATHER DR Address: PO BOX 319 ANACORTES WA 98221-3001 ANACORTES WA 98221-0319 Phone: (360) 293-9298 Phone: (360) 293-7431 License #: STRANCIO20CC General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R-2, PUD Building Permit Fee 2,959.35 Basement Square Footage 1418 Plan Review Fee 1,723.58 Lot Area 19000 Mechanical Permit Fees 146.30 1st Floor Square Footage 2132 Plumbing Permit Fee 188.00 Garage Square Footage 868 State Building Code Fee 4.50 Deck Square Footage 140 Sewer Inspection Fee 50.00 Porch Square Footage 93 Storm Drain GFC-Residential 1,408.06 Building Valuation 450500 Sewer GFC-Residential 8,987.40 # of Heat Pumps 1 Park Impact Fee 615.00 # of Bathtubs 1 Traffic Impact Fee 900.00 # of Clothes Dryers 1 Total Calculated: 17,182.19 # of Clothes Washers 1 Deposits/Receipts: 200.00 # of Dishwashers 1 Gas Outlets 1 Total Due: 16,982.19 # of Gas Fireplace 3 # of Gas Piping 1 # of Gas Water Heaters 1 :� -. :, -r� :-•: Its I # of Water Piping 1 m , r--+ ..' 1a4 F. I # of Hose Bibbs 4 .p i- :LI I I:'.) 1 # of Kitchen Sinks 1 =1 -1- :r•. ID # of Lavatories 5 ••.1 :I al : , NI �I # of Range Hoods 1 # of Showers " -*' CO I , 4 m-1 ke, - -,. ;f1 I.,. 7-1 # of Slop Sinks 1 , L,;I 1t, # of Ventilation Fans 6 r-, , 1 # of Water ClosetsCO r y F L 7.1 --a 1 A. C •... IC./ .-. (,--•I .•`y 0 --,1 •{,I I.-a , H . o c •-•:, 0%I Y •-" IA ,.. ..a. .. :' NI cs 441 9 ••:I I 0 o:1 "1 •u ,.-1 t:1 C� P.•) 42. CI ••+ I--+ 1:1 -I:I I-•.. i ,-I- APPENDIX C- RESIDENTIAL INSPECTION FORM JULY 2011 Gti o.4 �_= = Public Works orks Ce0 Engineering and Development Services Residential Inspection Address: 3 5.50, L.41=WNf-ad L-i Date: L/2 3/,JZ Owner: fr EL Lts Contractor: S r"2ito ijZ 1 0-01 . 1-f- . -10 Inspected by: ` 'w`.�;,,, 1. Water Meter Box l Set firm and level to finished grade or backside of sidewalk elevation. ® Lid and box undamaged. ® Water meter and customer shutoff installed. Ll No debris. El Accessible-no landscape obstruction. k14 ❑ Driveway installation has drive-over box and lid. _.....,......_.,M Customer gate valve intact. ® No leaks at connections. 2. Curb and Gutter No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable 1-1 marks. If road frontage improvements: ❑ Expansion joints every 15 feet and at driveways. ❑ Concrete has broom finish. ❑.. No low spot at curb line, especially at driveway cut. Maximum grade change in 20 feet is '/a inch. 3. Sidewalk "A 1-1 No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. ❑ ADA compliant- 1 percent slope to curb. If road frontage improvements: .❑....._..Expansion joints every 15 feet and at driveways:._..._............-.._.......... ❑ Concrete has broom finish 4. Driveway Approaches �)7 No cracks, damage, graffiti, footprints, finishing blemishes, or other objectionable marks. :.....ADAw compliant:...-......_..,..-.....................__..__._.._....._.....,,..._..,..,._-....-_........._._.._.. APPENDIX C: INSP-02 ` G Cod WASHINGTON S-.�ATE,UNTvE ITY EXTENSION ENERGY PROGRAM u Q ' Y t (!ZI Res den oa0 Alr Leakage Test power«wee° Door Test) Results ---Permit#: — '3 F c' 2 House address or lot number: I- L�` ,��:�,�.�,t C ya' Q3rr-�f.�d City: / c��,<--'o Zip: ✓ ' Cond. Floor Area (ft2): } `� `�` Age of house: Source (circle one): a is Estimated Measured Results shall be reported as Air Changes per Hour at 50 Pascals (ACH50) and shall be calculated as follows: ACH50 = (CFM50 x 60)/Volume Where: CFM50 = Blower door fan flow at 50 Pascal pressure difference Volume = Conditioned Floor Area of the housing unit x ceiling height Blower Door Test Result: 2 l ACH50 6 t CFM@50Pa Ring (circle one if applicable): ep t A B C Blower Door Fan Location: 6 `°' �;��- t'� �� 3` Weather Conditions: ' `' " I certify that these blower door results are accurate and determined using standard industry protocol. Company Name: � �'4 '` - f�e ,s4" -7J Technician: 0 kJ/ ®ate: Technician Signature: �� 1�ij/y�-' �.`2 H 7 �'tl 6 Ali g Phone Number: 2015 Washington State Energy Code reference: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals).Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Once visual inspection has confirmed sealing (see Table R402.4.1.1), operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. SUPERIDR INSULATION PRODUCTS INSULATION CERTIFICATION CARD Insulation Contractor Name: SUPERIOR INSULATION PRODUCTS Jobsite Contractor: .X-I 1 At\I D6 / - CON 5 Jobsite Name: Jobsite Address: 3 c;?.- L t'e wit)-g-:)) 1 Al / g - Ceiling Insulation Manufactures Name: uC F CW i;NS 0,044N6- ow ENS 06a_ivrr*iG- InsulationType: CLo,S*-? C,e4I 1;11N IE5Vre,G( 5`� 0j -rz 6r6.4YsS R-Value of Insulation: 1�-, •--- PP3 a- ,V, Thickness of Insulation Installed: ,r / R, r q-ri Location of Insulation Installed: e,e i 1.446, C�i 1,i,„ - diIJ Iz._ 7141-i il'T7(G- Wall Insulation Manufactures Name: Oil eNS (70R_4 la 6- Insulation Type: FL 6evz6 GfS 5 R-Value of Insulation: Q j Thickness of Insulation Installed: 5 6-it it Location of Insulation Installed: tk je'tlu a- ( Ayks Floor Insulation Manufactures Name: tO(A)keiv5 dodNieri- ArOvAiS 6e.6W/6- Insulation Type: Yt 3.e(za-d5.5 F/6Y,,,�:.6-�,pg,S R-Value of Insulation: R e) (c1/7 Thickness of Insulation Installed: f�j it Tj i Location of Insulation Installed: Ci i,vi-5AC-c- eiNT'-er/ Pt-ioi_- THIS CARD MUST BE POSTED IN A PROMINENT LOCATION AND RETURNED TO THE BUILDING DEPARTMENT BEFORE YOUR FIN SPE ION SUPERIP880M7 Insulation C n ractors Signature License # 45-l &r I/ Date PC 1613q 101.l • 1A11* a JUN 1. LON t , a D -•E d; 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: 360 Z. LEIE v ARO LAN E PtGOKrE.S Vvrt R®Z24 CONTRACTOR ❑Applicant PROJECT DESCRIPTION Name STKett40,155R4.1 Cohismv .-n ON ( Etnl sFc• Address P.O. 50,, 311 A"Nv+tORTac City/State/Zip Phone 510-245-71161FAx State License#S10441Gl OZOt.C. Exp �1h 8 PARCEL NUMBER City of Anacortes Business License:914-Yes ❑No U�-+5� PROPERTY OWNER Applicant LEGAL DESCRIPTION I t4NETH Fht-t-l5 �K1wl t_.®f Lo r �� - L►EELA' b L s4 D B 1,44 Name Address 1153 crn4 LA1r4E City/State/Zip ANrAevtz-VE..5 l.Ai/A _ PROJECT VALUATION � co Phone FAX 1 -[! coo Number of Dwelling Units E-Mail Address Number of Stories t Building Area: ,�r?. �a ❑Architect Designer 0 Engineer 0 Applicant 1 Floor , s.f. 2 Floor s.f. Name Sr12.1'tt-401900-11 D.ESltshl 3`d Floor s.f. Basement 1418 s.f. Address p.0. jot 5.1 I I4rvffC012 TES Garage 86,8 s.f. Carport s.f. City/State/Zip Deck_D 4i 7 s.f. Lot Area lei,000 s.f. Phone 3dvd -2,95" '43I FAX Grv• PoU-c4=4-13 s.r. Urit-Iv-e P 4 s.c. E-mail Address,yrlQStr+wtidberseovISINCltort.ED v►� CONTACT 0 Applicant LENDER LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name J 1 inn SYPL b P-q IN VALUATION PER RCW. Address Name Al(A City/State/Zip _ Address Phone FAX City/State/Zip E-mail Address Phone No. liv i Straev►dbertyn.erue..4 an,e 0vr) CONTINUED ON THE BACK Residential Mechanical Fixtures Fuel Type al Natural Gas ❑ Electric ❑ Wood ❑ Propane Gas ❑ Other Type of Equipment Number of Type of Equipment Number of Fixtures Fixtures Furnace <400K BTU Clothes Dryer Boilers/AC/Heat Pump I Gas Water Heater I Gas Outlets 5 Gas Fireplace 3 Ventilation Fans 5 Fireplace Insert Stove, Appliance 1 Other Units Range Hood Residential Plumbing Fixtures Type of Fixture Number of Type of Fixture Number of Fixtures Fixtures Toilet 4 Clothes Washer I Bathtub i Electric Water Heater Shower ¢ Utility Sink Dishwasher 1 Hose Bibb Hand Sink 5 Water Piping �£ac Kitchen Sink w/Disposal I Additional Fixtures I HEREBY ACKNOWLEDGE IT HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACI I'IVIES COVERED BY TILLS PERMIT APPLICATION. WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENSE. STOP WORK ORDERS WILL BE ISSUED ON JOB SITE WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER LICENSE. • to -i3 - kit, AI' ICANT'S SIGNATUR , DATE Last Updated Nov.9,2012 ANACORTES PUBLIC WORKS DEPARTMENT tiY °� Steven Lange, Project Manager P O.BOX 547,ANACORTES,WA 98221 PH(360)293-1920 E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 10016 Memo Date:June 30,2016 To: Paul Ingalls, Plans Examiner From: Steven Lange for Jim Baldwin �'�`^ �"�t Subject: Site Plan Review for 3802 Leeward Lane cc: Eric Shjarback, Jim Baldwin The submitted site plan for 3802 Leeward Lane was reviewed by the Public Works Engineering Department on June 30, 2016. The following comments are provided: • No Public Works issues. ey... 4C • • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services Washington State Energy Code: Component Performance Worksheet, Type R-3 Occupancies Ellis - 3802 Leeward Lane, Anacortes WA 98221 Main Floor: 2,132 sq.ft. Finished Basement: 1,448 sq.ft. Garage: 868 sf Heating System Size Ducts are located in unconditioned spaceE Conditioned Floor Area 3550 Equipment size over design load 110%o . Conditioned Building Volume _ 38005 Btu/hour output 53,908 Weather Station Anacortes KW 15.8 Component Performance,R-3 occupancies Code Target Values Proposed Design Values Area UA. Area. UA Vertical Glazing U = 0.300 533 159.8 1147 250.2 Overhead Glazing U = 0.500 0 0.0 0 0.0 Doors U = 0.200 216 43.2 216 64.3 FlatNaulted Ceilings U = 0.027 2132 57.6 2132 54.7 Wall (above grade) U = 0.056 2596 145.4 1981 79.2 Floors. U = 0.029 435 12.6 435 12.6 Slab on Grade F = 0.360 0 0.0 0 0.0 Below Grade 2'. depth, wall U = 0.042 0 0.0 0 0.0 2' depth, slab F = 0.590 0 0.0 . 0 0.0 3.5' depth, wall U = 0.041 300 12.3 300 0.0 3.5' depth, slab F = 0.640 30 19.2 30 13.5 7' depth, wall U = 0.037 660 24.4 660 0.0 7' depth, slab F = 0.570 60 34.2 60 27.0 Target UA Total 508.6 Proposed UA Total 501.6 Target Credits from Chpt. 9 1.0 Proposed Credits from Chpt. 9 1.5 If the Proposed UA <_the Target UA, and the Proposed Credits From Chpt. 9 are z 1 than the home meets the 2009 WSEC. Check other code requirements Copyright 2010,WSUEEPI0-009(Version 10) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/10/2016 1 of 6 Washington State Energy Code: Component Performance Worksheet, Type R-3 Occupancies Vertical Glazing Plan Component Glazing Width Height • ID Description Ref. U Qt. Feet Inch Feet Inch Area UA W 1 Marvin - Ultrex " 0 0.240 1 6 0 5 ° 30.0 7.2 W2 Marvin - Ultrex V 0 0.240 1 1 8 3 0 5.0 1.2 W3 Marvin- Ultrex V 0 0.240 1 3 0 7 10 23.5 5.6 W4 Marvin - Ultrex V 0 0.240 1 3 0 7 10 23.5 5.6 W5 Marvin - Ultrex v ' 0 0.240 1 3 ° 1 10 5.5 1.3 W6 Marvin - Ultrex V 0 0.240 1 3 0 7 10 23.5 5.6 W7 Marvin - Ultrex V 0 0.240 1 3 4 1 10 6.1 1.5 W8 Marvin - Ultrex V 0 0.240 1 3 0 1 10 5.5 1.3 Wg Marvin - Ultrex V ! 0 0.240 1 3 6 7 10 27.4 6.6 W 10 Marvin - Ultrex V 1 0 0.240 1 3 6 7 10 27.4 6.6 W11 Marvin - Ultrex 0 0.240 1 3 6 1 10 6.4 1.5 W12 Marvin- Ultrex V 0 0.240 1 3 6 1 10 6.4 1.5 W13 Marvin - Patio Door V 0 0.300 1 10 0 8 0 80.0 24.0 W14 Marvin - Ultrex V 0 0.240 1 3 4 1 4 4.4 1.1 W15 Marvin - Ultrex V 0 0.240 1 3 4 1 4 4.4 1.1 W16 Marvin - Ultrex V I 0 0.240 1 3 4 1 4 4.4 1.1 W17 Marvin- Ultrex V 0 0.240 1 3 10 2 0 7.7 1.8 W18 Marvin - Ultrex V 0 0.240 1 3 10 2 ° 7.7 1.8 W19 Marvin - Ultrex V 0 0.240 1 3 10 2 0 7.7 1.8 W20 Marvin - Ultrex J 0 0.240 1 5 2 8 ° 41.3 9.9 W21 Marvin - Ultrex V ' 0. . 0.240 1 5 2 8 ° 41.3 9.9 W22 Marvin - Ultrex V 0 0.240 1 5 2 8 ° 41.3 9.9 W23 Marvin - Patio Door V 0 0.300 1 5 2 5 8 29.3 8.8 W24 Marvin - Ultrex y 0 0.240 1 5 2 5 8 29.3 7.0 W25 Marvin- Ultrex V ' 0 0.240 1 5 2 5 8 29.3 7.0 W26 Marvin - Ultrex V 0 0.240 1 2 8 8 0 21.3 5.1 W27 Marvin - Ultrex V 0 0.240 1 2 8 5 8 15.1 3.6 W28 Marvin - Patio Door V 0 0.300 1 12 0 8 ° 96.0 28.8 W29 Marvin- Ultrex V 0 0.240 1 2 0 7 10 15.7 3.8 W30 Marvin- Ultrex V 0 0.240 1 5 ° 1 8 8.3 2.0 W31 Marvin - Ultrex V 0 0.240 1 2 6 5 ° 12.5 3.0 W32 Marvin- Ultrex V 0 0.240 1 4 10 6 ° 29.0 7.0 W33 Marvin - Ultrex _ V 0 0.240 1 4 0 5 ° 20.0 4.8 W34 Marvin -Ultrex V 0 0.240 1 5 0 2 0 10.0 2.4 W35 Marvin- Ultrex V 0 0.240 1 8 0 6 ° 48.0 11.5 W36 Marvin - Patio Door V 0 0.300 1 8 0 8 ° 64.0 19.2 W37 Marvin - Ultrex _ V I 0 0.240 1 5 2 6 6 33.6 8.1 W38 Marvin - Ultrex V 0 0.240 1 5 2 6 6 33.6 8.1 W39 Marvin- Ultrex V 0 0.240 1 5 2 6 6 33.6 8.1 W40 Marvin- Ultrex V 0 0.240 1 2 8 6 ° 16.0 3.8 W41 _ V 0 0.000 1 8 0 6 ° 48.0 0.0 W42 V 0 0.000 1 5 0 1 8 8.3 0.0 W43 V 0 0.000 1 5 0 1 8 8.3 0.0 W44 V 0 0.000 1 0.0 0.0 W45 • 0 0.000 1 5 6 2 4 12.8 0.0 Copyright 2010, WSUEEPIO-009(Version 10) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/10/2016 2 of 6 Washington State Energy Code: Component Performance Worksheet, Type R-3 Occupancies W46 V ' 0 0.000 1 5 6 2 4 12.8 0.0 W47 _ v 0 0.000 1 5 6 2 4 12.8 0.0 W48 v 0 0.000 3 3 1 0 2 4 26.8 0.0 V 0 0.000 2 4 6 2 4 21.0 0.0 v 0 0.000 2 4 6 2 4 210 0.0 v 0 0.000 0.0 0.0 v 0 0.000 0.0 0.0 Sum of Area and UA 1147.1 250.2 Glazing Area Weighted U 0.218 Exterior Doors Plan Component Door Width Height ID Description ' Ref. U Qt. Feet Inch Feet Inch Area UA 1 Exempt Door if less than 24 SF #NIA NA 3 ° 6 8 0.0 Codel Door _ V 1 Custom 0.280 1 3 ° 8 ° 24.0 6.7 LaCantina Door V Custom 0.300 1 24 ° 8 ° 192.0 57.6 v Custom 0.000 0.0 0.0 V 0 0.000 0.0 0.0 v 0 0.000 0.0 0.0 v 0 0.000 0.0 0.0 v ; 0 0.000 0.0 0.0 v 0 0.000 0.0 0.0 v 0 0.000 0.0 0.0 V 0 0.000 0.0 0.0 If exempt door is selected, must be <_ 24 SF. Sum of Area and UA 216.0 64.3 • Copyright 2010,WSUEEPIO-009(Version 10)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/10/2016 3 of 6 i Washington State Energy Code: Component Performance Worksheet, Type R-3 Occupancies Overhead Glazing: Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA •1 0 0.000 0 0 ° 0 ° 0.0 0.0 v 0 0.000 0.0 0.0 0 0.000 0.0 0.0 V 0 0.000 0.0 0.0 0 0.000 0.0 0.0 V 0 0.000 0.0 0.0 .J 0 0.000 0.0 0.0 Sum of Area and UA 0.0 0.0 Flat/Vaulted Ceilings Plan Component Attic ID Description Ref. U Area UA Manufactured Trusses W/ R-49 Blown v ' Custom 0.030 1206.0 36.2 R-10 CCF& R-38 HD FG Batts V Custom 0.020 926.0 18.5 v 0 0.000 0.0 v 0 0.000 0.0 Sum of Area and UA 2132.0 54.7 Copyright 2010, WSUEEPI 0-009 (Version 10)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/10/2016 4 of 6 Washington State Energy Code: Component Performance Worksheet, Type R-3 Occupancies Walls (Above Grade) Plan Component Wall ID Description Ref. U Net Area UA 2x6 Wall With R-21 Insulation V I Custom 0.040 1981.0 79.2 v Custom 0.000 0.0 v 0 0.000 0.0 V 0 0.000 0.0 0 0.000 0.0 v 0 0.000 0.0 V 0 0.000 0.0 • 0 0.000 0.0 v 0 0.000 0.0 v 0 0.000 0.0 v 0 0.000 0.0 v 0 0.000 0.0 v 0 0.000 0.0 Sum of Net Wall Area and UA 1981.0 79.2 Floor (over crawl or exterior) Plan Component Floor ID Description Ref. U Area UA R30 vented Joist 16oc V j 10-3 0.029 435.0 12.6 V 0 0.000 0.0 V 0 0.000 0.0 v 0 0.000 0.0 Sum of Area and UA 435.0 12.6 Slab on Grade (less than 2 feet below grade) Plan Component Slab Slab ID _ Description Ref. F Length UA V1 Custom 0.000 0.0 0.0 0 0.000 0.0 0 0.000 0.0 0 0.000 0.0 Sum of Area and UA 0.0 0.0 Copyright 2010, WSUEEPI0-009 (Version 10) Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/10/2016 5 of 6 Washington State Energy Code: Component Performance Worksheet, Type R-3 Occupancies Below Grade Walls and Slabs: 2 foot depth Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA v 0 0.000 0.0 0.0 0.000 0.0 0.0 v 0 0.000 0.0 0.000 0.0 V 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 Sum of Area, Length and UA 0.0 0.0 0.0 0.0 Below Grade Walls and Slabs: 3.5 foot depth Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA Custom Below Grade 3.5' depth v Custom 0.000 300.0 0.0 0.450 30.0 13.5 v 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 Sum of Area, Length and UA 300.0 0.0 30.0 13.5 Below Grade Walls and Slabs: 7 foot depth Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA Custom Below Grade 7'depth v Custom 0.000 660.0 0.0 0.450 60.0 27.0 v 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 V 0 0.000 0.0 0.000 0.0 Sum of Area, Length and UA 660.0 0.0 60.0 27.0 Chapter 9 Options Total of 1 Credit Required Opt. Opt. Description 1 a High Efficiency HVAC Equipment 1 0 1.0 1 b High Efficiency HVAC Equipment 2 ❑ 1 c High Efficiency HVAC Equipment 3 ❑ • 2 High Efficiency HVAC Distribution System ❑ 3a Efficient Building Envelope 1 ❑ 3b Efficient Building Envelope 2 ❑ 3c Super-Efficient Building Envelope 3 ❑. 4a Air Leakage Control and Efficient Ventilation ❑ 4b Additional Air Leakage Control and Efficient Ventilation ❑ 5a Efficient Water Heating I] 0.5 5b High Effieciency Water Heating ❑ 6 Small Dwelling Unit El 7 Large Dwelling Unit ❑ 8 Renewable Electric Energy ❑ kW Total Credits 1.50 Copyright 2010, WSUEEP10-009 (Version 10)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 6/10/2016 6 of 6 1 CITY OF ANACORTES "AS-BUILT" • - 0,Sewer .c ( .tone - NTRACTOR: f DR?QZs 1tD�,1 Vateir CbNS rYWcrtokil PLAT/DIVISION: 04 30161 4 BLOCK • . LOT ADDRESS: 3S02 . ,..ti DATE: I47/ tto t PERMIT ItSCALE �, �t)? � �d ,,;,� er, , S .T R E E 'T _ t,. (10 1 • . . . . 1 tr d s � � - . . ®- ice �� OC'.AT STREET(S)ON GI MAP y g y Anacortes Planning& Community Development Dept. Permit Center P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Qg Don Measamer,Building Official,Planning Director FAX(360)293-1938 June 22 2017 RE: Temporary Occupancy for: New Single Family Residence Permit #BLD-2016-1329 Location: 3802 Leeward Ln. This letter will stand as a"Temporary Certificate of Occupancy"for the project at the above referenced address. This will expire within 90 days from the above date, at which time the corrections listed below will be completed, and the final Certificate of Occupancy will be issued. Items to complete within 90 days: 1 Install shower glass 2 Install glass banister 3 maintain erosion control while completing landscape instalation If you have any questions,please contact me at 360-293-1901 Thank you, David Diamond Building Inspector/Permit Tech Date 06/22/2017 City of Anacortes Acknowledgement: f ? Owner:� 1 [ li� Signature Date CONSTRUCTION INC. February 15, 2017 Justin Symonds City of Anacortes Dear Justin, The landscaping including plants and trees located at 3802 Leeward Lane, Anacortes will be complete by no later than Sept 15, 2017. Based on our commitment,we'd like to gain certificate of occupancy. Please issue upon final inspection. Thank you. Feel free to call with any questions regarding this concern. �. Sincerely, Wendy Misencik EXCAVATION • CUSTOM HOMES • DESIGN PO BOX 319 2018"R"AVE.,ANACORTES,WA 98221 360.293.7431 PHONE 360.299.8660 FAX www.strandbergconstruction.com VEP.JT.I.TPLILL. JUN 1 3 201G STRUCTURAL CALCULATIONS FOR Ellis Residence 3802 Leeward Lane Anacortes, WA 98221 2012 IBC REV. 1 05/27/2016 16-040 PREPARED BY: James T.Schemmer,P.E. t�04 C ,. ti SCHEMMER CONSULTING GROUP PLLC r—ENGINEERING CIVIL-STRUCTURAL-PLANNING-SURVEYING _ 5 1 Q (, RESIDENTIAL HOME DESIGN "•'RFGISTEik". '' 3014 Commercial Ave. Suite C,Anacortes, WA 98221 `87ONAI� office:360-293-9006 fax:360-293-4051 ©5-2.-7-20(6 SCHEMMER CONSULTING ORCIIP PLLC•3014 COMMERCIAL AVE.,SUITE C,ANAL DETER,WA.9E221 •I360)293•9006 1 I _ _I 1 ■■■ ■ ■ ■ ■■ 11 1 I 1 ral tillI I 1141 j kinglia 1 t x ‘ pal , 6 : _. X rar # 111 FS -in y . 2 ii . ihatip liu i I '. a 1 � . ■5� ,7 1 Iv i . 4 ) ?<$. - 3 . l 1 y .b 1 - ll • L Is , . 40 , 7z - _ - �� ' / C = Cool/ g ___ - - 4/ M C Ce ---- ;-_,:f ;:tr4 ' 4° 1 ( '2:4 ' V.. . :111°4 \ /1141 m cre ;I. ff g ce. . e r A —7 rie• I S X/ —7' ', ' e UM_ WP! s ii Ill1M11 2POA 9 4l --- — / 4 ...— ram- _4e•-••;5am' ) • -- NI ;. 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Project ID: 16-040 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 PrInted:23 MAY 2016, 7:40AM ASCE Seismic Base Shear File=ClUsersladminlDOCUME-11ENERCA-1116-040'-1.EC6 ENERCALC,INC.1983-2015,Bulld:6.15.12.9,Ver..6.16.2.28 Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC House Risk Category Calculations pee ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I, III,and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss &Sivalues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 48.495 deg North SS = 1.087 g,0.2 sec response Longitude = 122.620 deg West S 1 = 0.4308 g,1.0 sec response Location: Anacortes,WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D": Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.07 ASCE 7-10 Table 11.4-1& 11.4-2 (using straight-line interpolation from fable values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 =Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS=S MS213 = 0.772 ASCE 7-10 Eq. 11.4-3 S D1 S M*2/3 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1 &-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C"Limit No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 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 = 13.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta=Ct*(hn"x) = 0.137 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.137 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS:Short Period Design Spectral Response = 0.772 From Eq.12.8-2, Preliminary Cs = 0.119 "R":Response Modification Factor = 6.50 From Eq. 12.8-3&12.8-4,Cs need not exceed = 0.506 "1":Seismic Importance Factor = 1 From Eq. 12.8-5&12.8-6, Cs not be less than = 0.034 Cs:Seismic Response Coefficient = - 0.1188 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12.8.1.1 W(see Sum Wi below) = 127.00 k Seismic Base Shear V= Cs*W = 15.08 k Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 16-040 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:23 MAY 2016, 7:40AM ASCE Seismic Base Shear File=C,lUsersladmin\DOCUME-11ENERCA-1116-040-1.EC6 ENERCALC,INC.1983-2015,Bulid:6.15.12.9,Ver.6.16.2.28 Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Vertical Distribution of Seismic Forces ASCE 7-10 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 2 45.66 22.00 1,004.52 0.5289 7.98 7.98 0.00 1 81.34 11.00 894.73 0.4711 7.11 15.08 87.75 Sum Wi= 127.00 k Sum Wi*Hi = 1,899.25 k-ft Total Base Shear= 15.08 k Base Moment= 253.6 k-ft Diaphragm Forces : Seismic Design Category "B"to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 2 45.66 7.98 7.98 45.66 7.98 7.05 14.10 7.98 7.98 1 81.34 7.11 15.08 127.00 9.66 12.56 25.11 12.56 12.56 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 DSI *Wpx MAX Req'd Force @ Level 0.40*S DSI *Wpx Fpx: Design Force @ Level Wpx*SUM(x->n) Fi I SUM(x->n)wi, x= Current level, n =Top Level Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-040 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:23 MAY 2016, 7:40AM ASCE Seismic Base Shear File=C:\Usersladmin\DOCUME-11ENERCA--1116-040-1.EC6 ENERCALC,INC.1983-2015,Bulld:6.15.12.9,Ver..6.16.2.28 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC GARAGE Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I, III,and IV ASCE 7-10,Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&S1values ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 48.495 deg North SS = 1.087 g,0.2 sec response Longitude = 122.620 deg West S 1 = 0.4308 g, 1.0 sec response Location: Anacortes,WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D": Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.07 ASCE 7-10 Table 11.4-1& 11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 =Fv*S1 = 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS213 = 0.772 ASCE 7-10 Eq. 11.4-3 S D1 S M1213 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category • = D ASCE 7-10 Table 11.6-1 &-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System. .. Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 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 = 9.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7 : Ta=Ct*(hn A x) = 0.104 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.104 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS: Short Period Design Spectral Response = 0.772 From Eq. 12.8-2, Preliminary Cs = 0.119 "R":Response Modification Factor = 6.50 From Eq. 12.8-3&12.8-4,Cs need not exceed = 0.667 "I":Seismic Importance Factor _ 1 From Eq. 12.8-5&12.8-6, Cs not be less than = 0.034 Cs :Seismic Response Coefficient = - 0.1188 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1188 from 12.8.1.1 W(see Sum WI below) = 18.07 k Seismic Base Shear V= Cs*W = 2.15 k Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave., Suite C En9ineer: James T. Schemmer, P.E. Project ID: 16-040 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:23 MAY 2016, 7:40AM ASCE Seismic Base Shear File=C:lUsersladminlDOCUME�-11ENERCA-1116.040-1.EC6 ENERCALC,INC.1983-2015,Bulld:6.15.12.9,Ver:6.16.2.28 Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Vertical Distribution of Seismic Forces ASCE 7-10 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 18.07 11.00 198.80 1.0000 2.15 2.15 0.00 Sum Wi= 18.07 k Sum Wi*Hi = 198.80 k-ft Total Base Shear= 2.15 k Base Moment= 23.6 k-ft Diaphragm Forces : Seismic Design Category "B"to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 1 18.07 2.15 2.15 18.07 2.15 2.79 5.58 2.79 2.79 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 DSI *Wpx MAX Req'd Force @ Level 0.40*S Ds 1 *Wpx Fpx: Design Force @ Level Wpx*SUM(x->n) Fi I SUM(x->n)wi, x= Current level, n =Top Level Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-040 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:23 MY 2016, 7:40AM ASCE Seismic Base Shear File=C:\UsersladminlDOCUME--1IENERCA--1116-040--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver..6.16.2.28 Lie. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Steel Frame Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I, III,and IV ASCE 7-10, Page 2, Table 1.5-1 • Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 Gridded Ss&S1vafues ASCE-T-10 Standard ASCE T-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 48.495 deg North SS 1.087 g,0.2 sec response Longitude = 122.620 deg West S 1 0.4308 g, 1.0 sec response Location: Anacortes, WA 98221 Site Class, Site Coeff. and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.07 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.57 Maximum Considered Earthquake Acceleration S Ms=Fa*Ss = 1.158 ASCE 7-10 Eq. 11.4-1 S M1 =Fv*S1 -- 0.676 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S M82/3 = 0.772 ASCE 7-10 Eq. 11.4-3 S Di-=S M1213 = 0.451 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1 &-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Moment Resisting Frame Systems Ordinary steel moment frames Response Modification Coefficient "R" = 3.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 3.00 Category"C"Limit: No Limit Category"D"limit: Not PermittedP-h NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Not PermittedP-h Category"F"Limit Not PermittedP-i Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Eouivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 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 = 27.875 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn A x) = 0.243 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected - 0.243 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS Short Period Design Spectra(Response _ 0.772 From Eq. 12.8-2, Preliminary Cs = 0.221 R :Response Modification Factor 3.50 From Eq. 12.8-3&12.8-4, Cs need not exceed = 0.531 "I": Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.034 Cs :Seismic Response Coefficient = = 0.2205 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.2205 from 12.8.1.1 W(see Sum Wi below) = 20.64 k Seismic Base Shear V= Cs*W = 4.55 k i Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-040 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:23 MAY 2016, 7:40AM ASCE Seismic Base Shear File=C:\Users'admin\DOCUME-11ENERCA-1116-04&4EC6 ENERCALC,INC.1963-2015,Build:6.15.12.9,Ver..6.16.2.28 Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Vertical Distribution of Seismic Forces ASCE 7-10 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 2 7.20 27.88 200.70 0.5649 2.57 2.57 0.00 1 13.44 11.50 154.56 0.4351 1.98 4.55 42.11 Sum Wi= 20.64 k Sum Wi*Hi = 355.26 k-ft Total Base Shear= 4.55 k Base Moment= 94.5 k-ft Diaphragm Forces : Seismic Design Category "B"to "F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 2 7.20 2.57 2.57 7.20 2.57 1.11 2.22 2.22 2.57 1 13.44 1.98 4.55 20.64 2.96 2.07 4.15 2.96 2.96 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 Dsl *Wpx MAX Req'd Force @ Level 0.40*S DSI *Wpx Fpx: Design Force @ Level Wpx*SUM(x->n) Fi / SUM(x->n)wi, x=Current level, n=Top Level Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P.E. Project ID: 16-040 Anacortes,WA 98221 Project Descr: 360,293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:9 MAY 2016,3:48PM IBC 2012 1609.6 Alternate All-Heights Wind File=c:\Users\admin\DOCUME-11ENERCA-1116-040-1.EC6 g ENERCALC,INC.1983-2015,Bulid:6.15.12.9,Ver:6.16.2.28 Lic.#: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: New House Analytical Values Calculations per IBC 2012 1609.6 User verified these IBC 2012 All-Heights Wind Method Limitations: Analytical Values,., , 1609.6.1 (1): Total Height<=75 ftwith(Height!Least Width)<=4 Exposure Category,ASCE 7-10 Sect 26.7.3 Exposure B ' -or- Fundamental frequency>= 1 hertz Mean Roof Height 27,50 ft • 1609.6.1(2): Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26,8.2 1609.6,1(3): Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0 1609.6,1 (4): Simple diaphragm building per ASCE 7-10 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 Yes 1609,6.1 (5): Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1*K2*K3)^2 = 1.000 roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed 110.0 mph slopes>45 deg,solid free standing walls&signs. per ASCE 7-10 26,5.1 1609.6.4.1 : Aware of need to check torsion per ASCE 7 Fig.27.4-8 MWFRS Table per IBC 2012 1609.6.2, Section 1 Design Pressure P = 0.00256 VA2 K C et Kzt WINDWARD WALLS&PARAPETS WALLS PARAPETSps# Kz based on ibc 20121609,6.4,2 Item 1 Enclosed Partially Enclosed Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed 0-15' 0.570 7.60 12.90 1.94 18.55 22.62 22,62 20' 0.620 8.26 14.03 2.11 20.18 24.60 24.60 25' 0.660 8.80 14.94 2.25 21.48 26.19 26.19 30' 0.700 9,33 15.84 2.39 22.79 27,78 27.78 40' 0.760 10.13 17.20 2.59 24.74 30.16 30.16 50' 0,810 10.80 18.33 2.76 26.37 32.14 32.14 60' 0.850 11.33 19.24 2.90 27,67 33.73 33.73 70' 0,890 11.86 20.14 3.03 28.97 35.32 35.32 80' 0.930 12.40 21.05 3.17 30,27 36.90 36.90 90' 0.960 12.80 21.72 3.27 31.25 38.09 38.09 100' 0.990 13.20 22.40 3.38 32.22 39.28 39.28 Enclosed Partially Enclosed LEEWARD&SIDEWALLS +Internal -Internal +Internal -Internal Kz based on IBC 20121609.6.4,2 Item 2 0.680 Leeward Wall -10.75 -4.43 -17.50 2,32 Side Wall -13.91 -7.38 -20.45 0.84 Parapet Wall:Leeward Both Directions -17.92 Both Directions -17,92 Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave.,Suite C En9ineer: James T.Schemmer,P.E. Project ID: 16-040 1 Anacortes,WA 98221 Project Descr: 360,293.9006 jt,schemmer@scgeng.com Title Block Line 6 Printed.9 MAY 2016,3:48PM IBC 2012 1609.6 Alternate All-Heights Wind File=c:lUsers\admin\DOCUME-11ENERCA-1h16-040-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic.#: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: New House MWFRS per IBC 2012 Table 1609.6.2 Section 1 Kz per IBC 2012 1609.6.4.2 Item 2 = 0.680 Design Pressure P = 0.00256 VA2 K C et K z nzt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +Internal -Internal +Internal -Internal Leeward Roof or Flat Roof -13.91 -7,38 -7.80 -0.84 Windward Roof Slopes Slope<2:12 (10 deg) Condition 1 -22.98 -16.65 -29,72 -9.91 Condition 2 -5.90 0.42 -12,65 7.17 1 Slope<4:12 (18 deg) Condition 1 -15.39 -8.85 -21.92 -2.32 II Condition 2 -1.05 5.27 -7.80 12.02 Slope<5:12 (23 deg) Condition 1 -12,23 -5.90 -18.97 0.84 Condition 2 0.63 7.17 -6,11 13.70 Slope<6:12 (27 deg) Condition 1 -9.91 -3.37 -16.44 3.16 Condition 2 1.26 7,80 -5,27 14.33 Slope<7:12 (30 deg) Condition 1 -7.80 -1.26 -14.33 -5.48 Condition 2 1.48 7.80 -5.27 14.55 Slope<9:12 (37 deg) Condition 1 -5.69 0,84 -12.23 7.38 Condition 2 2.95 9.28 -3.79 16,02 • Slope<12:12 (45 deg) 2.95 9.28 -3,79 16.02 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -22.98 -16.65 -29.72 -9.91 Roof& Overhang Components&Cladding per IBC 2012 Table 1609.6.2, Section 2&3 Design Pressure P = 0.00256 VA2 K Cz net K Description Continuity item Type Eff,Area Kz Enclosed Partially ft 2 Enclosed No Discontinuity Gable or Overhang,6:12<Slope<12:12 10.00 0.680 + : 0.00 0.00 0.00 0.00 Wall&Parapet Components&Cladding per IBC 2012 Table 1609.6.2, Section 4&5 Design Pressure P = 0.00256 VA2 K Ci et Kzt Description ContinuityItem Type Z,Ht.Above Ground Eff,Area Kz Enclosed Partially d pyp Level,ft ftA2 No Discontinuity Wall Elements,h<=60 ft 25 10.00 0.66 + : 20.46 27.01 -22.30 -28.64 SHEARWALL SCHEDULE Mark# Sheathing Nailing Notes © 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box© 6" 1, 2, 6, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 4" 2, 3, 6, 9 (i) or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field (3) 7/16" Structural Grade II OSB 1 FACE8d Common or 10d Box @ 3" 2, 3, 7, 9 or Structural Grade II CDX plywood o,c. panel edges, 12°° o.c. field � 7/16" Structural Grade II OSB 1 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 \� / or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field (5) 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 4" or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 2, 3, 4, 8, 9 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 3" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field ii 7/16" Structural Grade II OSB 2 FACE 8d Common or 10d Box @ 2" 2, 3, 4, 8, 9 or Structural Grade II CDX plywood o,c. panel edges, 12" o.c. field 0 IFKAIVE-StKPSOL) , SHEARWALL NOTES: 61v1I^ -IZ9A1-05%13s.Z5x542,5' 1. ALL EXTERIOR WALLS TO BE TYPE 0 U.N.O. 0 2. BLOCK ALL PANEL EDGES 3. PROVIDE NOMINAL 3x FRAMING AT ABUTTING PNL. EDGES RECEIVING EDGE NAILING 4. PROVIDE 3x SILL PLATE 5. OFFSET PANEL EDGES 6. PROVIDE 1/2" A.B. @ 48" O.C. W 1/4" x 3" x 3" PLATE WASHERS, OR (2) 16d @ 8" O.C. 7. PROVIDE 112"A.B. @ 24" O.C. W 1/4" x 3" x 3" PLATE WASHERS. 8. PROVIDE 1/2"A.B. @ 12" O.C. W 1/4" x 3"x 3" PLATE WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C. HOLD DOWNS Mark# Type Simpson MSTC52-FLOOR TO FLOOR O2 Simpson MST48 between floors . Simpson HDU2-SDS2.5 W/SSTB20&(2)STUDS OR STHDIORJ O4 Simpson HDU5-SDS2.5 W/SSTB24&(2)STUDS OR STHD14RJ 5O Simpson HDU8-SDS2.5 W/SSTB28&4x6 POST 6O Simpson HDU14-SDS2.5 W/SB1x30$6x6 POST 0, Simpson MSTC72 8O Simpson HDU11 -SDS2.5 W/SB1x30&6x6 POST 0, Simpson STHD14RJ 10 Simpson STHD14 POST t w/. 16 LUV2,S-7A6 b P.b"Ck'T Q k{UCQa IZSD$ 11 Simpson EPB86 6x(,0oST w/ 12 Simpson EPB66PHDG ACC- 54-6 l.OTA' 9c9 !.1WCQ612-0S 1) Stronger hold downs can be used in lieu of these. 2) See Simpson Wood Construction Connectors book for proper installation. 3) 3x sill requires"SSTBL"hold downs where"SSTB"are labled above. 4) IF PONY WALL IS BELOW STHD, USE EQUAL OR GREATER PHD WITH ALLTHREAD AND COUPLER. oO O i I I I I I I I I L__ J I ___J a GARAGE-OUTLINE- Sq-QARW XL(- ?l./+J /\- 1.1 ELLIS-3802LEEINARDLANE-ANAGORTESINA98221 Strandberg A ova 0 ' )' AL) o g• 11 Li L di, z u: 2 �( T----- r 7 ` „ O 1 O 4M O, O. Bn�0 w i I 3 2 1 1 rT) L----J 9 O Z 'u c M 1 41. cM 1 /0\- C M ci) \r al MAIN FLOOR PLAN-OUTLINE "S HSAR WkL.L PM J ELLIS-3802LEEYVARDLANE-ANAGORTESINAA8221 StrandbDESIGN erg }e - At 11 4 11 t% \----------t___j Aa.),.. m G6� _- 7 r s>,. s`��'`J�� aaa2� 9P��M�'N1 �U'(LIN 1,p.Ne-ANh�R''fE54^fA �4L15-36�a LE��`R9 SIMPSON SIMPSON STRONG-TIE COMPANY INC. 5956 W,Las Positas Blvd., Pleasanton,CA 94588 Strong-Tie (800)999-5099 e www,strongtie.com Strong Frame® Selector OMF Output Ellis Residence 3802 Leeward Lane Anacortes, WA Design Firm Schemmer Consulting Group PLLC Date May 27, 2016 Input by James T. Schemmer, P.E. Frame ID: Ellis Residence Date: 5/27/2016 Page 1 of 8 SIMPSON SIMPSON STRONG-TIE COMPANY INC. Y 5956 W.Las Positas Blvd., Pleasanton,CA 94588 gl nil�'>,�I P5 :j (800)999-5099 ------ ® wwWstrongtie.com General: Job Name: Ellis Residence Engineer: James T. Schemmer,P.E. Date: 5/27/2016 Frame ID: Ellis Residence Strong Frame®Selector 4.4.0.0 Frame Model: OMF2S-1299-195x135.25x342.5 Design Criteria: Beam 2 Deflection Limits: Design Code: IBC 2012 For Live Load: L/360 SDS: 0.77 For Dead +Live Load: U240 Seismic Drift Limit: 0.025 hx For Snow/Wind Load: U360 Wind Drift Limit: No limit Beam 1 Deflection Limits: Importance Factor: 1.0 For Live Load: L/360 Redundancy Factor: 1.3 For Dead +Live Load: U240 ASD Design Loads: LRFD Lateral Loads: ASD Lateral Loads: Seismic Load at Beam 2 level: 2572 lbs Seismic Load at Beam 1 level: 3854 lbs Seismic Load at Beam 2 level: 1801 lbs Seismic Load at Beam 1 level: 2698 Ibs Note: When R=6.5 is selected for OMF,frame design is based R: 3.5, Omega: 2.5,Cd: 3 on R=3.5 with a lateral seismic load factored by 6.5/3.5. Wind Load at Beam 2 level: 2080 lbs See ASCE 7-05 section 12.2.3.1 and 12.2.3.2 for combination Wind Load at Beam 1 level: 2634 lbs of lateral systems. ASD Uniform/Partial Uniform Loads:(Negative for uplift): Beam 2 i Load Value Left End Right End Load Value Left End Right End (plf) (ft) (ft) (plf) (ft) (ft) WDL1 210.00 0.00 17.25 WLr 0.00 0.00 17.25 WDL2 0.00 0.00 17.25 WLL1 0.00 0.00 17.25 - WDL3 0.00 0.00 17.25 WLU 0.00 0.00 17.25 Snow Load 350.00 0.00 17.25 Rain Load 0.00 0.00 17.25 t- Wind Load 0.00 0.00 17.25 ASD Uniform/Partial Uniform Loads: (Negative for uplift):Beam 1 f Load Value Left End Right End Load Value Left End Right End (plf) (ft) (ft) (Plf) - (ft) (ft) WDL1 456.00 0.00 17.25 WLL1 400.00 _ 0.00 17.25 i WDL2 0.00 0.00 17.25 �_WLL2 0.00 0.00 17.25 r------ W0L3 0.00 0.00 17.25 WLL3 0.00 1 0.00 17.25 1 Disclaimer: It is the designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Co. Inc. at 1-800-999-5099. Frame ID: Ellis Residence Date: 5/27/2016 Page 2 of 8 i SIMPSON SIMPSON STRONG-TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Strong-Tie (800) 999-5099 ® www.strongtie.com General: Job Name: Ellis Residence Engineer: James T. Schemmer, P.E. Date: 5/27/2016 Frame ID: Ellis Residence Strong Frame® Selector 4.4.0.0 Frame Model: OMF2S-1299-195x135.25x342.5 ASD Design Loads:(Cont.) ASD Vertical Point Loads at Beam 1: (Negative for uplift): Point Load Dead Load Live Load Point Load Distance (lbs) (Ibs) (ft) I Pi 1 0 300 I I Xi 8.13 I P2 - - I 3580 0 I [ X2 I 17.25 I P3 1 0 3400 I I X3 16.25 1 P4 I 1310 1990 I I X4 0.00 I Frame ID: Ellis Residence Date: 5/27/2016 Page 3 of 8 SIMPSON SIMPSON STRONG-TIE COMPANY INC. ;_, al.- 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Y �'� _ II{ ,4 (800) 999-5099 _.. - o www,strongtie.com Analyzer OMF Output: Level 2 Summary: Governing Load Combination (LC) Beam 2 DCR 0.36 51: 1.2 D+W+ 0.5 L+0.5 S Top Left Column DCR 0.23 52: 1.2 D -W+ 0.5 L+0.5 S Top Right Column DCR 0.23 51: 1.2 D+ W+ 0.5 L+0.5 S - Elastic Seismic Deflection (in) 1.21 56: (1.2+ 0.2 SDS) D- E+ 0.5 L+0.2S _ j Seismic Drift (in) 2.79 56: (1.2 + 0.2 SDS) D-E + 0.5 L+0.2S Allowable Seismic Drift(in) 5.38 N/A Seismic Drift Ratio 0.52 56: (1.2 +0.2 SDS) D- E+ 0.5 L+0.2S Wind Drift (in) 0.71 23: D- 0.45 W+ 0.75 L+ 0.75 S �~ Allowable Wind Drift(in) No limit Designer to varify Wind Drift Ratio N/A 23: D- 0.45 W+ 0.75 L 4-0.75 S Moment Connection OCR 0.36 52: 1.2 D-W+0.5 L+0.5 S Beam 2 Deflection (L) (in) L 0.00 2: L - --- - Beam 2 Deflection (D+L) (in) -0.04 9: D + L Beam 2 Deflection (D+Lr) (in) -0.05 10: D + Lr Beam 2 Deflection (S) (in) 0.09 4: S (Absolute Max) -�- --- - -- Beam 2 Deflection (W) (in) � 0.08 6:W(Absolute Max) Level 1 Summary: Governing Load Combination (LC) Beam 1 DCR 0.66 52: 1.2 D-W+ 0.5 L+0.5 S Bottom Left Column OCR 0.33 54: 1.2 D- W+0.5 L+0.5 R - Bottom Right Column DCR 0.33 53: 1.2 D+W+ 0.5 L+ 0.5 R Elastic Seismic Deflection (in) 1.18 56: (1.2 + 0.2 SDS) D-E + 0.5 L+0.2S Seismic Drift(in) 2.72 56: (1.2+ 0.2 SDS) D- E + 0.5 L+ 0.2S Allowable Seismic Drift(in) 3.42 N/A Seismic Drift Ratio 0.80 56: (1.2 + 0.2 SDS) D- E+ 0.5 L+0.2S Wind Drift (in) 0.67 23: D- 0.45 W+ 0.75 L+0.75 S Allowable Wind Drift(in) No limit Designer to varify Wnd Drift Ratio N/A 23: D-0.45 W+0.75 L+0.75 S Moment Connection DCR 0.68 52: 1.2 D-W+0.5 L+ 0.5 S Left Base Plate DCR 0.22 52: 1.2 D-W+0.5 L+0.5 S Right Base Plate DCR 0.25 51: 1.2 D +W+ 0.5 L+ 0.5 S Beam 1 Deflection (L) (in) -0.10 2: L Beam 1 Deflection (D+L) (in) _ -0.19 9: D+ L Frame ID: Ellis Residence Date: 5/27/2016 Page 4 of 8 SIMPSON SIMPSON STRONG-TIE COMPANY INC. 5956 W.Las Positas Blvd., Pleasanton,CA 94588 r� 1 "` o (800)999-5099 --- ® www.strongtie.com OMF Frame Summary: siuFL OEFJJ I MI ,. . ,_ 'VP OF flFIR-ERTAllrh?..TO PIAIT Model:OMF2S-1299-195x135.25x342.5 J a g R 11 t I I 11 Beam 1 Size4,5 B9, Steel Beam Depth:8.5" P Er1.4 7 ° 4- r Beam 2 Size4,5 B9, Steel Beam Depth:8.5" _— . Column Size 4 C12, Steel Column Depth:12" W1 Dimension 3'6 16'-0" W2 Dimension 3.6 18'-6" 4 H1 Dimension 1 11'-3 1/4" .1 — — — D Dimention 1'-2 1/4" ` a. H2 Dimension 2 16'-7" O H1_Clear Dimension.110'-2 1/4" H2_Clear Dimension 2,7 15'-41/2" TL4 OF FLOOR SHEQfsltk: - '-- - - - .--— ..—�,_—.�.—.— — — —••—----- 7 �..Ng- - 5 Column C.C.Spacing 17'-3" �° s Steel Beam Length 16'-3" ca ° w Steel Column Length 8 28'-61/2" 44;_ t1 a a �3— - , End Plate Bolting Pre-Tensioned . 1 End Plate Bolts 7/8"Dia A325 Bolts ,„ Min.Beam 2 Top Nailer Bolt 2 ki Min.Beam 1 Top Nailer Bolt 3 `_ lag 4 2 FL — — — T * •., o Ill • WI .1 t. . ,___.ti rt 1 .arils aI MI a 1 S — Notes 1. H1 and H1_clear dimensions assume 1-1/2"thick non-shrink grout. 2. H2 dimensions assume 1-1/2"thick field installed nailers. 3. Anchorage solution may require additional studs on side of columns, see anchorage design output for final W1 and W2 dimensions. 4. Column and beam sizes shown are depth of steel only and do not include nailers. 5. For frames with C18H or C21 H columns, beams require 4x beam top nailers. 6. For frames with C18H or C21 H columns, W1 and W2 assume (2)2x inside nailers. 7. Dimension from top of sheathing to bottom of beam 2 nailer. 8. Dimension from bottom of base plate to top of cap plate. 9. Simpson Strong-Tie®Strong Frame®and the Yield-LinkTM structural fuseare protected under US patent number 8,001,734, B2 and must be supplied or licensed through Simpson Strong-Tie. Frame ID: Ellis Residence Date: 5/27/2016 Page 5 of 8 SIMPSON SIMPSON STRONG-TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton, CA 94588 Strong-Tie: (800) 999-5099 - _. - _: m www.strongtie.com Foundation Forces (ASD): Left Column (Node 1) Reactions: Right Column (Node 6) Reactions: Load Shear Axial Load Shear Axial Cases (kips) (kips) Cases (kips) (kips) D -0.50 8.44 D 0.50 10.71 L -0.63 5.80 L 0.63 6.79 Lr 0.00 0.00I, Lr 0.00 0.00 S 0.18 3.02 S -0.18 3.02 R 0.00 0.00 R rV 0.00 0.00 -- i _ W 3.94 -8.40 W 3.92 8.40 0.7E 2.25 -4.62 0.7E 2.24 + 4.62 Load Max Shear Axial with Max Shear Load - Max Shear Axial with Max Shear Combination (kips) (kips) Combination (kips) (kips) 17 2.93 13.61 33 r 2.10 1.31 -- r Load Min Shear Axial with Min Shear Load Min Shear Axial with Min Shear Combination (kips) (kips) Combination (kips) (kips) 432 -2.11 -0.05 16 -2.93 15.88 Load Shear with Max Tension Max Tension Load Shear with Max Tension Max Tension Combination _ (kips) (kips) Combination (kips) - (kips)34 -2.04 -0.52 35 j 2.04 0 T Load Shear with Load Shear with 1 Combination Max Compression Max Compression Combination Max Compression Max Compression 1 (kips) (kips) (kips) (kips) 29 - - 2.67 19.37 28 2.66 _ 22.56 Foundation Forces (LRFD), Load Combination 36-60 : Left Column (Node 1) Reactions: Right Column (Node 6) Reactions: Load Max Shear Axial with Max Shear Load Max Shear Axial with Max Shear Combination (kips) (kips) Combination (kips) (kips) 54 - 5.04 21.73 58 3.59 + 1.06 Load Min Shear Axial with Min Shear I 4 Load Min Shear Axial with Min Shear Combination (kips) (kips) Combination (kips) (kips) 57 -3.60 -0.99 53 -5.03 24.95 Load Shear with Max Tension Max Tension Load Shear with Max Tension T Max Tension Combination (kips) (kips) Combination (kips) (kips) 57 -3.60 -0.99 58 3.59 0 _-- Load Shear with Load Shear with Combination Max Compression Max Compression Combination Max Compression Max Compression (kips) - (kips) _ (kips) (kips) 52 - 4.98 23.30 51 7 -4.96 26.52 + Frame ID: Ellis Residence Date: 5/27/2016 Page 6 of 8 Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-040 Anacortes, WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:27 MAY 2016, 7:03AM General Footing File=C:\Usersladmin\DOCUME-11ENERCA-1116-040--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2,28 Lic.# : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP PLLC Description : FRAME-FOOTINGS Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values f'c: Concrete 28 day strength - 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 100.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 tp Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.670 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ksf Use ftg wt for stability,moments&shears • Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom&shear : No Dimensions Width parallel to X-X Axis = 4.25 ft Length parallel to Z-Z Axis = 4.25 ft Z Footing Thicknes = 12.0 in El I { Pedestal dimensions.., I x px: parallel to X-X Axis in I I pz: parallel to Z-Z Axis = in Height in Rebar Centerline to Edge of Concrete... 1 Q. at Bottom of footing = 3.0 in P. u Reinforcing 4' " . • Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5 Reinforcing Bar SizE = # 5 . .5 .5Bars , � 6 SBeB Bandwidth Distribution Check (ACI 15.4.4.2) _ — T. Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H 1':Column Load = 10.710 6.790 3.020 8.40 4.620 k OB : Overburden = ksf M-xx = 0.10 k-ft M-zz = k-ft V-x = k V-z = k Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave.,Suite C Engineer; James T.Schemmer,P.E. Project ID: 16-040 Anacortes,WA 98221 Project Descr: 360.293.9006 jt,schemmer@scgeng.com Title Block Line 6 Printed:27 MAY 2016,7:03AM File=C:1Usersladmin\DOCUME-11ENERCA--1116-040-1.EC6 General Footing ENERCALC,INC.1983-2015,Bulld:6.15.129,Ver,6.16.228 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: FRAME-FOOTINGS DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9033 Soil Bearing 1.355 ksf 1,50 ksf +D+0.750L+0.750S+0.450W+H about Z-2 PASS 340,954 Overturning-X-X 0.070 k-ft 23.867 k-ft +0,60D+0.70E+0,60H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0,0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0,0 k 0.0 k No Uplift PASS 0.2324 Z Flexure(+X) 3.270 k-ft 14.066 k-ft +1,20D+0,50L+0.50S+W+1,60H PASS 0.2324 Z Flexure(-X) 3.270 k-ft 14.066 k-ft +1,20D+0.50L+0,50S+W+1.6011 PASS 0.2324 X Flexure(+Z) 3.270 k-ft 14.066 k-ft +1.20D+0,50L+0,50S+W+1.60H PASS 0.2324 X Flexure(-Z) 3.270 k-ft 14,066 k-ft +1,20D+0.50L+0.50S+W+1.60H PASS 0.2406 1-way Shear(+X) 18.046 psi 75.0 psi +1.20D+0,50L+0.50S+W+1.60H PASS 0.2406 1-way Shear(-X) 18,046 psi 75.0 psi +1.20D+0.50L+0,50S+W+1.60H PASS 0.2406 1-way Shear(+Z) 18.046 psi 75,0 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.2406 1-way Shear(-Z) 18.046 psi 75.0 psi +1.20D+0.50L+0.50S+W+1.60H PASS 0.5233 2-way Punching 78.489 psi 150.0 psi +1,20D+0,50L+0.50S+W+1,60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio 1 X-X,+D+H 1.50 n/a 0.0 0,7379 0,7379 n/a n/a 0.492 X-X,+D+L+H 1,50 n/a 0.0 1.114 1.114 n/a n/a 0.743 X-X,+D+Lr+H 1.50 n/a 0.0 0.7379 0.7379 nla nla 0.492 X-X,+D+S+H 1,50 n/a 0.0 0.9051 0.9051 n/a n/a 0.603 X-X,+D+0,750Lr+0.750L+H 1,50 n/a 0.0 1.020 1.020 n/a n/a 0.680 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.145 1.145 n/a n/a 0.763 X-X,+D+0.60W+H 1.50 n/a 0.0 1.017 1.017 n/a n/a 0.678 , X-X,+D+0,70E+H 1.50 n/a 0.05072 0.9116 0.9224 n/a n/a 0.615 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.229 1.229 n/a n/a 0,819 X-X,+D+0.750L+0,750S+0.450W+H 1.50 n/a 0.0 1,355 1.355 n/a n/a 0.903 X-X,+D+0.750L+0,750S+0.5250E+H 1,50 n/a 0.02726 1,276 1.284 n/a n/a 0.856 X-X,+0.60D+0.60W+0.60H 1,50 n/a 0.0 0.7218 0.7218 n/a nla 0.481 X-X,+0.60D+0,70E+0.60H 1.50 nla 0.07479 0.6164 0.6272 n/a n/a 0.418 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.7379 0.7379 0.492 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.114 1.114 0.743 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0,7379 0.7379 0.492 ' Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.9051 0.9051 0.603 Z-Z,+D+0,750Lr+0.750L+H 1.50 0,0 n/a n/a n/a 1.020 1,020 0.680 Z-Z,+D+0,750L+0.750S+H 1,50 0,0 n/a n/a n/a 1.145 1.145 0.763 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 1.017 1.017 0.678 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.9170 0.9170 0.611 Z-Z,+D+0.750Lr+0,750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.229 1.229 0.819 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0,0 n/a n/a n/a 1.355 1.355 0.903 Z-Z,+D+0,750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.280 1,280 0,853 Z-Z,+0,60D+0.60W+0,60H 1.50 0.0 n/a n/a n/a 0.7218 0.7218 0,481 Z-Z,+0.60D+0,70E+O.60H 1.50 0.0 n/a n/a n/a 0.6218 0.6218 0.415 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft nfinity OK X-X,+D+L+H None 0.0 k-ft nfinity OK X-X,+D+Lr+H None 0.0 k-ft nfinity OK i X-X,+D+S+H None 0.0 k-ft nfinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK X-X,+D+0.60W+H None 0.0 k-ft nfinity OK I X-X,+D+0,70E+H 0.070 k-ft 35.197 k-ft 502.81 OK X-X,+D+0,750Lr+O.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.7505+0.450W+H None 0.0 k-ft Infinity OK Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,RE, Project ID: 16-040 Anacortes,WA 98221 Project Descr: 360,293,9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:27 WY 2016,7:03AM File=C:1Users\admin\DOCUME-11ENERCA--1116-040-1.EC6 General Footing ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic.#: KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: FRAME-FOOTINGS Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0,750L+0.750S+0.5250E+H 0.05250 k-ft 49.113 k-ft 935.49 OK X-X,+0,60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H 0,070 k-ft 23.867 k-ft 340.954 OK Z-Z,+D+H None 0,0 k-ft nfinity OK Z-Z,+D+L+H None 0.0 k-ft nfinity OK Z-Z,+D+Lr+H None 0,0 k-ft nfinity OK Z-Z,+D+S+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK Z-Z,+D+0.60W+H None 0.0 k-ft nfinity OK Z-Z,+D+0.70E+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750Lr+0,750L+0.450W+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750L+0,750S+0.450W+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750L+0.7505+0.5250E+H None 0.0 k-ft nfinity OK Z-Z,+0,60D+0.60W+0,60H None 0.0 k-ft nfinity OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft nfinity OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status 1 k-ft Side? Bot or Top? 102 in^2 in"2 k-ft X-X,+1.40D+1.60H 1.874 +Z Bottom 0,2592 Min Temp% 0.3647 14,066 OK X-X,+1.40D+1.60H 1.874 -Z Bottom 0.2592 Min Temp% 0.3647 14.066 OK X-X,+1.20D+0.50Lr+1,60L+1,60H 2.965 +Z Bottom 0.2592 Min Temp% 0.3647 14,066 OK X-X,+1.20D+0,50Lr+1,60L+1.60H 2.965 -Z Bottom 0.2592 Min Temp% 0.3647 14,066 OK X-X,+1.20D+1,60L+0,505+1,60H 3.153 +Z Bottom 0.2592 Min Temp% 0.3647 14,066 OK X-X,+1.20D+1,60L+0,505+1.60H 3.153 -Z Bottom 0.2592 Min Temp% 0.3647 14,066 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 2.031 +Z Bottom 0.2592 Min Temp% 0.3647 14,066 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 2.031 -Z Bottom 0.2592 Min Temp% 0.3647 14.066 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 2,132 +Z Bottom 0.2592 Min Temp% 0,3647 14.066 OK X-X,+1,20D+1.60Lr+0.50W+1.60H 2.132 -Z Bottom 0.2592 Min Temp% 0,3647 14.066 OK X-X,+1.20D+0.50L+1.60S+1,60H 2.635 +Z Bottom 0.2592 Min Temp% 0.3647 14.066 OK X-X,+1.20D+0.50L+1.60S+1,60H 2.635 -Z Bottom 0.2592 Min Temp% 0.3647 14.066 OK ' X-X,+1.20D+1.605+0.50W+1,60H 2.736 +Z Bottom 0.2592 Min Temp% 0,3647 14.066 OK X-X,+1.20D+1.60S+0,50W+1.60H 2.736 -Z Bottom 0.2592 Min Temp% 0.3647 14.066 OK X-X,+1.20D+0,50Lr+0.50L+W+1.60H 3.081 +Z Bottom 0.2592 Min Temp% 0.3647 14.066 OK X-X,+1,20D+0,50Lr+0.50L+W+1.60H 3.081 -Z Bottom 0.2592 Min Temp% 0.3647 14,066 OK X-X,+1,20D+0.50L+0,50S+W+1.60H 3.270 +Z Bottom 0.2592 Min Temp% 0.3647 14.066 OK X-X,+1.20D+0.50L+0,50S+W+1.60H 3.270 -Z Bottom 0.2592 Min Temp% 0.3647 14.066 OK X-X,+1,20D+0.50L+0.70S+E+1.60H 2.884 +Z Bottom 0.2592 Min Temp% 0,3647 14.066 OK X-X,+1.20D+0.50L+0.70S+E+1,60H 2.861 -Z Bottom 0,2592 Min Temp% 0.3647 14.066 OK X-X,+0.90D+W+0.90H 2.255 +Z Bottom 0,2592 Min Temp% 0.3647 14.066 OK X-X,+0.90D+W+0.90H 2.255 -Z Bottom 0.2592 Min Temp% 0.3647 14,066 OK X-X,+0.90D+E+0,90H 1.794 +Z Bottom 0.2592 Min Temp% 0.3647 14,066 OK X-X,+0,90D+E+0.90H 1.771 -Z Bottom 0.2592 Min Temp% 0,3647 14.066 OK Z-Z,+1.40D+1.60H 1.874 -X Bottom 0.2592 Min Temp% 0.3647 14.066 OK Z-Z,+1.40D+1.60H 1,874 +X Bottom 0.2592 Min Temp% 0.3647 14,066 OK Z-Z,+1.20D+0.50Lr+1.60L+1,60H 2.965 -X Bottom 0.2592 Min Temp% 0.3647 14,066 OK Z-Z,+1.20D+0..50Lr+1.60L+1.60H 2,965 +X Bottom 0.2592 Min Temp% 0.3647 14.066 OK Z-Z,+1.20D+1.60L+0.50S+1.6011 3.153 -X Bottom 0.2592 Min Temp% 0.3647 14,066 OK Z-Z,+1.200+1.60L+0.50S+1.60H 3,153 +X Bottom 0,2592 Min Temp% 0.3647 14.066 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.031 -X Bottom 0,2592 Min Temp% 0,3647 14.066 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.031 +X Bottom 0,2592 Min Temp% 0.3647 14.066 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 2.132 -X Bottom 0.2592 Min Temp% 0.3647 14,066 OK Z-Z,+1.20D+1.60Lr+0.50W+1,60H 2.132 +X Bottom 0.2592 Min Temp% 0,3647 14.066 OK Z-Z,+1.20D+0.50L+1,605+1.60H 2.635 -X Bottom 0.2592 Min Temp% 0.3647 14,066 OK Z-Z,+1.20D+0.50L+1.60S+1,60H 2.635 +X Bottom 0,2592 Min Temp% 0.3647 14.066 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.736 -X Bottom 0,2592 Min Temp% 0.3647 14.066 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.736 +X Bottom 0,2592 Min Temp% 0.3647 14,066 OK Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave., Suite C Engineer: James T. Schemmer, P.E. Project ID: 16-040 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng,com Title Block Line 6 Printed:27 MAY 2016, 7:03AM General FootingFile=C:lUsersladmin\DOCUME-11ENERCA-1116-040-1.EC6 ENERCALC,INC.1983-2015,Build:6.15.12.9,Ver:6.16.2.28 Lic. # : KW-06009216 Licensee : SCHEMMER CONSULTING GROUP`PLLC Description : FRAME-FOOTINGS Z-Z, +1.20D+0.50Lr+0.50L+W+1.60H 3.081 -X Bottom 0.2592 Min Temp% 0.3647 14.066 OK • • Schemmer Consulting Group PLLC Project Title: Ellis Residence 3014 Commercial Ave.,Suite C Engineer: James T.Schemmer,P,E, Project ID: 16-040 Anacortes,WA 98221 Project Descr: 360.293.9006 jt.schemmer@scgeng.com Title Block Line 6 Printed:27 MAY 2016,7:03AM General Footing Ale=C:lUsersledmin\DOCUME-11ENERCA-1116-040-1.EC6 ENERCALC,INC.1953.2015,Bulid:6.15.1 Z9,Ver.6.16.2,28 Lic.#:KW-06009216 Licensee:SCHEMMER CONSULTING GROUP PLLC Description: FRAME-FOOTINGS Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? BotorTop? in"2 in"2 in"2 k-ft Z-Z,+1.20D+0,50Lr+0.50L+W+1,60H 3.081 +X Bottom 0.2592 Min Temp% 0.3647 14.066 OK Z-Z,+1.20D+0.50L+0.505+W+1,60H 3.270 -X Bottom 0.2592 Min Temp% 0,3647 14.066 OK Z-Z,+1.20D+0,50L+0.505+W+1.60H 3.270 +X Bottom 0.2592 Min Temp% 0.3647 14.066 OK Z-Z,+1.20D+0.50L+0,70S+E+1.60H 2.873 -X Bottom 0.2592 Min Temp% 0.3647 14.066 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 2.873 +X Bottom 0.2592 Min Temp% 0.3647 14.066 OK Z-Z,+0.90D+W+0.90H 2,255 -X Bottom 0.2592 Min Temp% 0,3647 14.066 OK I Z-Z,+0.90D+W+0,90H 2,255 +X Bottom 0.2592 Min Temp% 0.3647 14.066 OK Z-Z,+0.90D+E+0,90H 1.782 -X Bottom 0.2592 Min Temp% 0.3647 14.066 OK Z-Z,+0.90D+E+0.90H 1.782 +X Bottom 0.2592 Min Temp% 0.3647 14.066 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 10.344 psi 10.344 psi 10.344 psi 10.344 psi 10.344 psi 75 psi 0.1379 OK +1.20D+0.50Lr+1.60L+1.60H 16.362 psi 16.362 psi 16.362 psi 16.362 psi 16.362 psi 75 psi 0.2182 OK +1.200+1.60L+0.505+1.60H 17,404 psi 17.404 psi 17.404 psi 17.404 psi 17,404 psi 75 psi 0.232 OK +1,20D+1.60Lr+0.50L+1.60H 11,209 psi 11.209 ps 11.209 psi 11,209 psi 11.209 psi 75 psi 0.1495 OK +1.20D+1.60Lr+0,50W+1.60H 11,764 psi 11.764 ps 11.764 psi 11,764 psi 11.764 psi 75 psi 0.1569 OK +1.20D+0.50L+1.60S+1.60H 14.543 psi 14.543 ps 14,543 psi 14,543 psi 14.543 psi 75 psi 0.1939 OK +1.20D+1.605+0,50W+1.60H 15,098 psi 15.098 ps 15,098 psi 15,098 psi 15.098 psi 75 psi 0.2013 OK +1.20D+0,50Lr+0.50L+W+1,60H 17.004 psi 17.004 ps 17.004 psi 17.004 psi 17,004 psi 75 psi . 0,2267 OK +1,20D+0.50L+0.50S+W+1.60H 18,046 psi 18.046 ps 18.046 psi 18,046 psi 18.046 psi 75 psi 0.2406 OK +1.20D+0,50L+0.70S+E+1.60H 15.855 psi 15.855 psi 15.788 psi 15.921 psi 15,921 psi 75 psi 0.2123 OK +0.90D+W+0.90H 12.445 psi 12.445 psi 12,445 psi 12.445 psi 12.445 psi 75 psi 0.1659 OK +0.90D+E+0.90H 9.837 psi 9.837 psi 9,771 psi 9.904 psi 9,904 psi 75 psi 0.1321 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1,40D+1.60H 44,992 psi 150psi 0.2999 OK +1.20D+0.50Lr+1.60L+1.60H 71,164 psi 150psi 0,4744 OK +1.20D+1.60L+0.50S+1.60H 75.695 psi 150psi 0,5046 OK I +1.20D+1.60Lr+0.50L+1,60H 48,752 psi 150psi 0.325 OK +1.20D+1.60Lr+0.50W+1,60H 51,168 psi 150psi 0,3411 OK +1.20D+0.501.+1.605+1.60H 63,251 psi 150psi 0,4217 OK +1.20D+1.605+0.50W+1,60H 65.667 psi 150psi 0,4378 OK +1,20D+0.50Lr+0.50L+W+1.60H 73.958 psi 150psi 0.4931 OK +1.20D+0.50L+0.50S+W+1.60H 78.489 psi 150psi 0.5233 OK +1.20D+0.50L+0,705+E+1.60H 68.959 psi 150psi 0.4597 OK +0.90D+W+0,90H 54,129 psi 150psi 0.3609 0K +0.90D+E+0,90H 42,787 psi 150psi 0.2852 OK SIMPSON SIMPSON STRONG-TIE COMPANY INC. 5956 W. Las Positas Blvd., Pleasanton,CA 94588 Strong-Tie (800)999-5099 ® www.strongtie.com Foundation Forces(LRFD), Omega Load Combination and Frame Capacity: Left Column(Node 1)Reactions: Load Shear(kips) Axial(kips) Combination Omega Capacity Abs Min. Omega Capacity I Abs Min. 61 -7.55 -10.60 -7.55 -2.27 -41.07 -2.27 62 9.45 10.58 9.45 32.15 41.01 32.15 63 -7.87 -9.90 -7,87 -10.51 -32.13 -10.51 64 8.60 9.90 8.60 23.10 32.13 23.10 Right Column(Node 6)Reactions: Load Shear(kips) Axial(kips) __ Combination Omega Capacity Abs Min. Omega Capacity Abs Min. 61 -9.42 -8.69 -8.69 35.72 44.65 35.72 62 7,53 8.66 7.53 1.30 -44.59 1.30 63 -8.57 -9.16 -8.57 24.80 33.82 24.80 64 7.84 9.16 7.84 -8.82 -33.82 -8.82 I I Frame ID: Ellis Residence Date: 5/27/2016 Page 7 of 8 SIMPSON SIMPSON STRONG-TIE COMPANY INC. 5956 W.Las Positas Blvd., Pleasanton,CA 94588 St lgatirle (800)999-5099 - ---i---- m www.strongtie.com Anchorage Design For: Job Name: Ellis Residence Engineer: James T. Schemmer, P.E. Date: 5/27/2016 Frame ID: Ellis Residence Strong Frame®Selector 4.4.0.0 Frame Model: OMF2S-1299-195x135.25x342.5 Foundation Type:Stemwall Anchorage Design Details:MFSL Anchoage Model: MFSL-30-HS5-KT Anchorage Grade: A449, Diameter:0.625" Anchorage SQ Footing Width,W: 16.00" Extension Kit: Not Required Anchorage Footing Depth, D: 10.00" Min. Edge Distance: 1.25", Embedment,de:6.00" Concrete Code: ACI 318-11 Concrete fc': 2500 psi Stemwall Width: 8" Concrete: Uncracked SDC: D Stemwall Height: 16" Left Column: Right Column: Inside End Distance: 6.00"(Additional studs are not required) Inside End Distance: 6.00"(Additional studs are not required) Outside End Distance: 6.00"(Additional studs are not required) Outside End Distance: 6.00"(Additional studs are not required) Final Frame WI and W2 Dimensions(Including Additional End Distance where required for Anchorages): W1: 16'-0" W1 Final: 16'-0" W2: 18'-6" W2 Final: 18'-6" Plan View: Section View: OUTSIDE II END DISTANCE 1Ya" EDGE DISTANCE Mill STEMWALL CM* WIDTH cp �� Ir. 1 (— — _ I STEMWALL WIDTH \. #4 BAR, HOOK II w DOWN AT ENDS. o ■ I )� •® e �� l c~n j��\�\ (MAY BE I I j'uJ FOUNDATION U ' z z = _a REINF. d 4 W/2 W/2 c II w =_'-a MFSL -4 ► 4--- \w d' 4 . •, . 4. . • WDTH (W) ` ! w i—WIDTH--- Notes: 1. Actual footing/grade beam size and reinforcing must be determined by Designer based on project specific geometry and allowable soil bearing pressures. 2. The following end distance corresponds to pre-installed wood nailer flush with end of concrete: C6-41/2", C9-41/2", C12- 6", C15-71/", C18H-9", C21H-10.5",W10-5%", W12-6%4",W14-7",W16-8.25". 3. End distance is measured from centerline of nearest anchor bolt to edge of concrete. Frame ID: Ellis Residence Date: 5/27/2016 Page 8 of 8 27'-0" 35,6" 5...g• • y �p.t," 1rA tn" 1 �.. . .. ' 10'•21 n- I B'•P V ® ® L __ C0 • A4 I • b1•�"-� V ZI1 I I . 0 I• I • • . I /„„? I � Im 1 I 15"Isgft 1 V) Alik — IY ICI _ — 1 � - /4113 ,, I , _ I F.- I ; L_ • .-� I • F•12g t • x_,� .. J . . . • - ,� w fl . . " � FRAME F T P [ ... . T ... 1 ....... ......i ..., .1 . . . . i in . L_ ___ _ .. _ i _ . _ 0 • tr :II IIan 8 1 ; y. A4 .4 I 2 I ti . • bl 30',6" [, r . 7• j et ' � 'I j I n �NCRETE SLAB► kft I © 4 ( ^4 \ v 1 ,b02sgft • ® �14 I --- I X I c z,rr' I. - N I - ' I —1• .t } Aa —i_ CONCRETE I3 I '` I I /�'/I I ; o b� saFt 1 ` "� I - - 1 I c c37-� .g t �T - I Fa l : . I r-11 i ° I 35.1C 4.O" 3'-11 1 ^ 11r4" I tx-T 11r b'•5 '!x J.,:. 1 170" L 1— ,:Li�. - zi-1 —r a • 6'X ,b"CONCRETE FOOTING A • avr1 1. � i - Ira" � r r ,D-r' owl-- ,r-r1n^ -0't'�50•� ,.4„ z-i1rr� r4 ) tr-r r n Lg. GRAWLSPAGE VENTILATION h - 8 • 1 zr • J - • 0O I r 60 :n GRAWLSPAGEAREA423SO.FT. '•. I• a n ! w - 423115D•2.65A.FT.OFYEN7.15 REQUIRED. at - , 11 USIN66X Ib FOUNDATION VENTS.4 VENTS ARE \ I >Y • O • O I - , ` Z REQUIRED. ONE SUCH VENTILATING OPENING Z r h ...r ~O SHALL BE NETHIN 9 FEET OP EACH CORNER Of - O . Q O • $• _ O THE 8UILOING. 20I21RG-R40b.7 1. I • V J OLL >L FINAL LOGM1QRG OF FOUNDATION VENTS ,, 01 b •• I ~ I :n } W DL-TF�HINED ON SITE. , Fes-- - K • a• K ILI F- 2 \ U O • 0 I I I,�I) • S V X • J/ • 04 t 1\ // A4Cr limmlu".... " r__ _ __( - - I 1 A4IV A4 b. A4 ��.1 • y OS 23'-,0" • 13._2" _ B•-6" 13%4" —2-0" 6-0" I 3r-0 yCFF ARGNITEGr Xb f.R+V IF LT. FOUNDATION PLAN •_,L_. ELLISIN - 3802 LEEARD LANE - , N>hGORTES lNA 18 Strandberg fro• - r 221DESIGN 0. "E 5-2-16 Is Eiviv ( ROCK NULL BUILDUP-TOP 1 35'-11 112" 30'-0 1a' 24'-0` 11'-11 1/2" 1'-2" T i'-11TS -{ -1-6^-I�1'.6- 4-0' 1'-b- 9,-0- 1-6" -0- I I 1-11" I-1'-6"-{,--ROGK NULL BUILDUP-TOP Q 15b" '5, --1- /I ' (b.1.---2 1 Fl I 90Y0 :9_ / $.':_. I , I a, Y4X-120F1/2 HDR 4X12 DDR*HDRm 4050_ 4X12DF42HDR 5 i o U' I` - i YL; r1 [i'' 36'-01rz-- I 12'-to' 3'-41a" 5'-31a-- �. f I 0'-viz. a" 3'-3- I % 3'-31a' b'05` 3'•b la" 5-41a" 1 1,6-.-1-. / I WDt 60505E 21930AWN. I i , �--_' r 0 , 1 A 9p` o4XDHDR..„. L - � 1 _ TILED$HOYtER.... v p I 1� la" -12 3'-4 1/?`1 1 5'-31a'. OFFICE "'"'" BATH a 14150 FTt_z° G �j� 51 5Q FT GARAGE -1 P. ev45Q FT 6.!I - o 2d6. 10'CEILING I 115 , LAC o -^ _ woc ocr. ci tr A. r, qqq i W I MUDF.7OM!LAUNDRY ..c ,."m )1 —o /'J1 •"50 FT o t o Cji 5 I 10'CEILING'. '1_E_7._- 1- �' ¢ I I LOCKERS -- 15'$ I 20'-11 1a' I 20'-7 1a" 35-11 112" 25'-3 1/2" GARAGE MAIN FLOOR PLAN I SCALE: 1/4"=1' 133'-0" COHiT A0LHITEGT Yd GARAGE MAIN FLOOR PLAN `"''�V ELLIS - 3802 LEEWARD LANE -ANAGORTES YAIA G8221 S rafl W ic bell g r:-- DESIGN 5-2-16 111-111/2• 26'41/2•' 1'-b" 14'-4" 13'-3- 6-0 51-0' .-BUILT UP PARAPET ON TOP OF TRUSS -TOP CO 144" t 4.3 {, • u " nairnauxvco ' u U U u u u u U In u u u u u u u u U•10010/11.09.0101116110•Sallit 14 u u u u"uv u, u"u 4"u"a u f t4 TRENCH TO oRNN PAIN it BUILT Our TRE NCH FOR DRAINAGE A 12" HEEL I �" t _ A H100EH DRAIN rot © r _. 1@, ,,, L O rA ui o m °�,' 2� - _ J o w O La g JEt I . o -_ tV .a r: r t O �' m r• li;, _ I cc, = 7 1 cc ,9 2 t\ t : t,: .1 Ato 'I I �—/ MANUFACTURED TRUSSES 24" O.G. `' E cc LLQ S os : 12_Sil — - — 437/Y1 -0 �` ROCK NALL OVERBUILD -TOP@174" 4 .-- .-_ - - -. -_.._.- '- - - J ROOK N7ALL BU0.DUP-TOP ® 1T4'mI`— k_' ;azaiL44tp* • ibSCIAqIM� a 24" OVERHANG I II ��rro{ E., .—� II�.�-.. .i +'^ �'\ 1 • CEILING BEAM-BOTTOM 0121 Ur 7 iI�• ': /P f 9 ({�l Yi. ^• .: I' 70 !, II • II II a T g�� I. _ 0 � �� iii \//r m - ♦1/2:12 _ 1! aWa I I: �Aq� �` 1/2:12 - a _ —�' All o I1W O � LL 6- Nkr 2 K 27$" sa 1 2-0"-- r in A r` I- Al , < �1t _ '� 1T-11 Ur s0'-o 1n" I pi LI A 17. E( T 1!"\r t.0 LL 1r) 1 — F tt6" ._.6-0" C3 m a� i X - to ROCK NALL BUILDUP-TOP ® 1Sb" = 5 ' , j n n O' Ia jl `Y `b'` ze scoons -13 in 1 W ('ZI44> " " _ t —cz K HEADER / ��pr 1 ^Y a a a 1 /2:12 z 112:12 kr N - 4 1 0 (I Ep _ = w 01 17 1 c W ' .' BUILT UP PARAPET ON • Top OF TRU55 -TOP ® 144" w j' " Ill .. Nq a / B44T ` tu -. ••.•.•. •: 3:a S!:•:•...:. > :ri •: dn.::'.�r+ r.}:.L .�.y":vn w.:'::.�.itir'•:�•:•Siis I I v y/1 I ENCLOSED SOFFIT( -2X 16 FASCIA i 24'OVERHANG h r\ i I POST TO FLOOR BEAM SELONL— 'T zinr5oNiNNGER T J( ILu I( (( {( {{ (I 71---. i 1.4 {{ (( ' ` "- _ - A9 I i it - .__GHIMNEYGMASE DIMS. ' �, _ - _ _ 6'{/'- b -- 1?— '--. 1 r'. ?. U \ �, -_. .:I -- ii it :. N N C {I isi + om t , + I iW b �� LL IA0 / MANUFACTURED TRUSSES 24" O.G. ' _ 1 o © sr " : I 5 4 W C ( ' A9 Al LI i" 12 HEEL i ' 1 1Y HEEL 1- .s --�. .- �..,.......•..- . .....,-.,... J- •...•r-y'-,•^�'T'� ` I� . .. I •©t + ( -a- ` i +1 '^`' '.uwt ) re I I zo A B'OVERHANG B'•OVERHANG a ENCLOSED SOFFIT(VENTED)- 5/4 X 12 FASCIA 25'-91/2" 5'-111/2" b'-41/T TA 112" 13'-71/2" -Y-o" 0-0" 103'-0" ' CHIEF ARCHrtCGt No ROOF FRAMING PLAN wrr ELLIS - 3802 LEEY`l{�RD LANE - ,�N,�GORTES NAg8221 Strandberg 1IE DESIGN 5-2.16 1 T-11 Vr 26'4 1/2` d-�' 0'.3" d-701f4' 1b'-73/4' I 5'-10" II 3'-10" I-1-• 3'-10" 1 W1731020 PIG. I W1631020 PIG. KM a,o o PIG. I ..++ K t j, ��_ " ^i 4XD N0 t s6 —4 r tint o` ��IC • 1�• ' $ - - -rv7co I , V . FIREPLAGE'�'� V 7 .' '2• '' t3 Z KITCHEN233 sQ FT <it I 10`GEIUNG I dF2 I 42"X 120- ISLAND DINING - a 20b SQ FT - corEREvoecx F. •• a : (y �-t in m I 1 $ lot CEILINGtilI I 171 II Ea . m I i I U. � � I IIIr ,,: CI tfTf m �• l7i'. �5� L _ C _, ti _If-. 1 14'-d' I .I m ,, K. .. ' I t, i V R I ♦1 nn k< N Y i In �� J � � ROCK WALL BUILDUP -TOP Q 174"-x I—51 " 1/2� ' ` X // f n . .7 7.0142:1111111M :. / : ;Mgr, . ,. ='vim r - w r... �. I CEILING TRANSITION NANA•1^1AU n I o v U . u" 7 •; 1 V152 51026 PIC. V453 31026 PIG. W54 4626 PIG- W55 4626 PIC A _N a Ii;;, al ',o a of Q ON IT-I '�V F WINDOWS IN Y'IALLA -j 'W/b X6 NOR �11 9 of ef ,p � l •g lbp • vv = _ . 3 m m I- _� — ry0 X .. — � lit ?AN/ I� Va /�N10 •�1'0 � 1, . �' � •J I Lao 1bv I ; a o 7•! ]/�. �, ts q� I1S111 M = �, • �UI u " � r'J\ bf , - IS _ X - x -y 2 N. -' I , STAIRS 12 t- ii" �5d-0tn" - ,r - 10b5Qrfi • IFGJ � y � a n'at UT , sNEI_F 1` c LIVING 5 `o `-' 1'-t el- - 'EC 0 I 3 M.. q.p^ L•--.{+1 .11"-1 - I I RA x t'� .0 • 496 5Q FT t m fvI _ {" '6-'4 ROCKt^lAl-L BUILDUP •TOP Q 156' I a yi - T 1� I I- `n u t)o -- ./- ... - HIGH CEILING 16 N N oil! m m 14. 1 ©accr 3 1 0 E UPPER VAULTED CEILING OF LIVING z frit 1' 4, !f " \ — _ _ b 1 M et i - -{ _ til i ‘i g 4250 ! r�. C inm � . d w � � ^ 4X12DFl:2HDR � b I � o :u Sr c'�cm m I § a- S !76Y s N � Ti, \ I ,; ENTRR Yu = I �✓ _ I 735QFT griR 13 r I " b 16�. 10' CEILING 1 w I ' 12'-10" 3%41/X'- --- t //2" f 14'-6 1f3" o I ( 'I► _ 6'-511Y •- 1111 d 1!, j ''3" 'CI'* ' 1� m � '."• M x-Y 2.0" 13'-t 112" ��I I_ - = 5'-3112' b'-51/2': 4'-1I1f7 •ONO IN VIVIABOVE-TOP AT 176"Wl6X6 DR T3 i16'1 :••—_3131/2'd b'-d' r-3'S tIT' 3'-41/T' �TS�t' „� I - - 4010 - y b r, r 4XDNDR® 170 fV - i WA160505L. Y♦121D3 AWN. h 16 / W574626 PIG. W5b 4626 PIG. `� HDR®96• I 4XDH;RA'46--04%DHOR.®96" is%D HDR.,p 96- HA1L4XDHOR ' 1 r... fwa� W2T 301 PIG. I ) I'�L. �I FIRcPLAGE n VY2630710 PtGIY_- __ i �1jF , •s a\ 1 CD fit 2'_r1'_yp' m • lb' 128 5Q FT z d.to • i11I.fC SHOWER I e 10' CEILING a• b "1 — IL 1'-1 1/2" 4.t'-t0' 13'-9112" � 3'-4111" —5'•317T" 31,6, 1 6'-3" 5•3 _ rs 3-S� alml - � — v�Hw 1- 2D6D OFFICE _ BATH -- 3-0 ,rr-��90� b k I 147 5Q FT o t0 +i 57 SO FT e,�, CLOSET _ .{� _ j fwr. a (/ 2Dbs a- ® 5H01^tER D o lb SO FT ,. ° e q a aosar MASTER BDRM n '` 44,15014T 237 SO FT up m Ir q b i S I b $ 211-2.: SF 465DPT m , \ vaewr X el o S fJGMffX 51-6" C. MUDR 11154 LAUNDRY G flail 10'GEIWNG t'' .f — V 111 5C F7 17 2 .., iv CEILING 110 ! as 2666 °Pi° na--,�'°/ �7.6"—}"-7•b"--}�7-b' I 2'-b"—Ia^+ lL, e 4lot t •1'_ _ m 23 2 EC III I I. T. LOCKERS ^L I� ° 4J- I I 4XD HMCo '4xD - . 4 -` ^6• 1 4X6 HDR®46- I 4XDNDR 4D' of W3340505H. PG241060 BOT.AWN. YV12650 SOT.AWN. Y•G05016 PIG. I W2120710 PIC. 4'4" -I 1t 1"l 4 70' I1.a:I 2•b"�9 5"— . .1' S'.�..-5-0 —'I" -- I.- 7.0'- 7D'-7 172" I I 25'-3 l/2" 5'-11 1/2" b'-41/2" 7'-9 1/2" t'-4 tr2 o'•to' a 5T-01n" 21-0' GNIS*ARLHITCGTXD MAIN FLOOR PLAN ELLIS - 3802 LEENARO LANE - ANAGORTES NIA 18221 Strandberg Ur cl. DESIGN '.` 5-2-lb I ! \( CANTILEVER DECK OLAM' Ex6INEERT05rE0IFY _� 1�_ DECK SEAM 'r ' TO TILEVETDEGK DVJ(LONNEGr1ON �� I ��on�I�>_�at��a�� l�I! 1 I�f�;: _ r: -. -i — EMI .I _ !� q° b ,11� 4 © - f v. .� �� O ® ao so 1us to < L ® W \ 6.) N , _I '� / ain SIHPSON OTT72/5 REPUIRCD W ///qqq��, , `1 ` ® 111 I V ('r® OR SURABLE N-TC'RHATNE E-., � 1 J • I :1 A4 Li o w rir ; I e ! �I� X � et SIMPSON HAYGCRS I A ,_. : p ` u N? / A I 1 v 41 i� 1111i. I ICI �1 rAIM �'. I ! T ��anMel_ i SIMPSON DMZ AS REQUIRED I OR SUITABLE A'-TERNATNE �/� J j CARING HALL O I — ! I 6VI _ - „' �� ' n ,Ih.6%6 POST TO FQOTING-FLecRBEAM III' I— — — —Jr. I ��S. POST FOOTING! `- -R 11 1 II I I AIhr nit ' I N jfn I l Ir r`��_, 411 II _J \ s�j^ - - — , I I m ,6.� gt ) it v t1:, tr Iwait 8 �, 1 / 1 I UI �51HPSON HANG`_ ,� / II ' V rc I _i SIMr50NHAHGERS E ry E" 22'461fr I T-9 V2- I `I 1 I \ m g / �'. — f 30•-6• o - FLOORBPI,M BEARING TOHDR �!. a . m J III_ o''t , .�.I o Co al 1— 6-0 It 11 ° o in p - 2 I m A4 F IIo ,3 A4 IS fI L' " ' �I ]6i ii o — —f9 T _ k et — • 1�/ ] SIHPSGN HANGERS 0 F °tater _I ,�q tell: _ 1 361-6" r pI, .3„. 4 i '\\ ' !f_I 1 IL I 1 , 19'-9 lir r ry�dA IL_ ' Q'-0 t/2• 1 t2'•9112" LITIF�.1]�51fY ,M r�:7 J}r T-51(2 a� A7I=ani nailing.I ff, ill lei ' 11: I -�i--- fl ■ ' �l� ' 11 it ii I 11�I �11 _ 1� � ' ' MOOR BEAR ° \\>1 n" If ' 1� \J � fV I�I� �Ipipll'IiI/11 `: Illr'8�I�L_ ___ . ..�WAD _ _ �.— _ I ,]I c f�l�lrb"'111�1i/1�1�IMI�1Ml�l� I �y -_,_- Y_- �p , -0 —= a _hf�I F IP LOOR OEAM A4 _�! •'' C SIMPSON DMZ AS REQUIRED J! C C ORSUR -LC ALTERNATIVE V I;0151MPSONHAHGERS—� �J/F '�. 1 4 I �v+�� • IIII = V _ 19 I- o !ma f bi 4). 4 is •. traMINNIMIL 1 i V 19 51MPSGN HANGERS O h Z w LL o m I o e. W I" SIHPSOH HANGERS I II�® „ ■ /5IHrSON NANGEl5 ■■I I .—_-.—Naa _ ,. / R• .� 91 5 . �.Jco N m al , o: '� I i I I %� V - �Dy 1 ��y+ j! �Da Oqr� y.� TT o I B .X. �� . IFi j i, L ! / I • • . a I m r O m - I I �' w d L. II •SIMPSOH HANGERS m Ian 1 © � e- l Y , ©= p ti 4 m,�� I ._ 51HPt TIZ IS AVGUIREO NW V ��Q�'p O..II'1. - !/ OR S ALTERNATVE Cr - - �� : 11_ I I Ir 1 )1 _ _ _ _ _ _ __ _ _ —I y, -,� r+.F� II n it n 1' o y re IF �. n ,� �I �1�' I' m . I i� .. • o : © r • GK a A ENGINEERTOSPECIFY' �— v.� I El3 I A BEAM CONNECTION A. c _ 13. 12'-10'• 12%-ft I 12'-1(7 I b 5 15'-T -e-2-0 _•--•-2-0• 4'4' Ias 10 CNIU ARCtOTECTXG FLOOR FRAMING PLAN :;. .. �� rr\ re ( I e r r ' t!0' � 1 ELLIS - 3802 LEEY 1ARD LANE - ANACORTES INA 118221 1 �''� � ' I DESIGNS ow 5-2-,b c- 6T•6" 2T-0"- . • . I,-_ 3_5-6" I� D A _W w,.... ....,. 5-0" r — 1V-41n" 6-0" 10'•21/2' 614' -0"� . - 5 T 2" ry.w . —.. ...o YD4 YJ20 PIG. �. �.- ` ' i ` , r � - \ ji — , 4XbHOR®% i n 4 r )— — 5H0r.SR l ..1 BATH o e•.*. ILi — 1 am t®r 10 ti c BEDROOM 5". 1 : - 735OFT 1895aFT 41141.S. � S 1 i �' to' GEIUNG• A y ''• STORAGE z ,3'n EXTERIOR PA110 la 1;, / '\ • 1'0' CEIUNG ` • DC! i.1U . � 10 • 1 F ` ib 1r9tn" yS I 15'-q »---3'•2" 5-6" 2.5" . 24' 5- - i S I —4 0 - — _ 1_60662 . 11• 0" i P w " typ° 1 i d CLOSET 4 jr-1," 6'•0" I r-6 '��I ' . iv ,yto+. jC.4 2450 FT EkTiIJ e YC&5080T�AT10DOOR -„ wafter.* .-. I.. I .mmg �..._. h ... . 1'- .• / i J..�� 4XDHDR'®9D'.—^ ! CI 1•-Y - 4'3" ^�~ � I b'•b" 5'•31n" b1 ; 8'-7 1fY' � a 3 to - ' f^'-�1\ m ;;IG _ I , , LC- • a At: In ri . ..or ? r UP 1 1 ! m 1 I >. y ` . 1'43f4" .2.T..1 174" BB • 29'•0" 3_ _ 14 0 b' 1-5 — b r _� 1 R � HALL FAMILY x l P. r—� I. I� 0 3145aFT 39'! SOFT o mccr. 10' GEIUNG 0 10' CEILING X Pf _ 03 r • If Y.. \ b4 I Cs = 211� Inn s. !E 36'-b" I a ' 14-T i/Y' IL a SSS F . 23'•61/2• 12-91,r' 6'-5 t/Y' 4'-3" 7 T•51/2" b'•2• 6'-0" 1 ?".. w. . . _ _ oft w „ •. .. • °: ' • •i' I 1. IL. N. — � !cjI*& L! 2 I•41- .... .o5'401/2" 41•2" . I .• _I`.� L% .J -� 15'-11tt 1 o - -' 1 h '; di S. I g UTILITY 6 X BEDROOM x .�� iMatt = 1 2185aFr ,,, t i BATH1 221SaPT di: 6 -J er a : Fl w- ' i i d a 1 lb 1 1. m 10'CEILING o a LI g. n Ala f 11 i � 99 I . ij 0 ... t0 III c 1 8 ` 3 1 1 I 1 p 9 ' 3-2"rj a R tom. $D1 '1 I 1 i F S 7,+ 5HV R 1 / �9_y —in / R II b ` i "�. �- _— •- 1 1 / $ ,. z -�4XaaDR�96'®.J..�'"• 'p .4X611DR®96• I ti nRw• •� 1 �t ..... .�_ a. ... .— .1: L. - — r 42 5010 PIG. - _ 1II ��I y 5-11" �!V 51Y l 4'•6' I 13'-31/2" L 0'-6" �;�J� 0'•9'�- _2-0: . .._ 13' 4 24"- —6•-0" 23'•9112" ••�� CHIEPARGWT'.LTX6 BASEMENT PLAN — "` : ELLIS - 3802 LEEYk1ARD LANE - ANAGORTES Y a8221 Strandberg 11b*• V DESIGN �� 5-2-lb Project: Ellis page Jim Sykora Location: Ellis - Basement Door Header IJFtl'iJIa Strandberg Design Uniformly Loaded Floor Beam _ I Mount Vernon , WA 98273 of [2015 International Building Code(2012 NDS)] " 5.125 IN x 12.0 IN x 13.0 FT 24F-V4 -Visually Graded Western Species - Dry Use StruCalc Version 9.0.2.5 2/20/2017 8:22:40 AM Section Adequate By: 1.8% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM! Live Load 0.31 IN L/499 Dead Load 0.23 in Total Load 0.54 IN L/287 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B — Live Load 4074 lb 4011 lb Dead Load 2993 lb 2938 lb Total Load 7067 lb 6949 lb 1 Bearing Length 2.12 in 2.09 in BEAM DATA Center - - - - - Span Length 13 ft Unbraced Length-Top 0 ft A - - 13 ft Floor Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.35 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL = 40 psf 40 psf 24F-V4 -Visually Graded Western Species Floor Dead Load FDL = 28 psf 28 psf Base Values Adjusted Floor Tributary Width FTW = 5 ft 9.5 ft Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2400 psi Point Live Load LL = 545 lb Cd=1.00 Point Dead Load DL = 479 lb Shear Stress: Fv = 265 psi Fv' = 265 psi Point Load Location @ 5.8 ft Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Wall Load WALL = 0 plf Comp. -l-to Grain: Fc- L= 650 psi Fc --1-' = 650 psi BEAM LOADING Controlling Moment: 24156 ft-lb Beam Total Live Load: wL = 580 plf Beam Total Dead Load: wD = 406 plf 6.5 ft from left support Beam Self Weight: BSW = 13 plf Created by combining all dead and live loads. Controlling Shear: 7067 lb Total Maximum Load: wT = 999 plf At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 120.78 in3 123 in3 Area (Shear): 40 in2 61.5 in2 Moment of Inertia (deflection): 616.68 in4 738 in4 Moment: 24156 ft-lb 24600 ft-lb Shear: 7067 lb 10865 lb NOTES /� CHIEF ARCHITECT X1 I ' {, ' jr-,Y ; ni 1 f, 1 x2Y ,I, 1 I , , i '° : I. % ; 1 ' - t ;, ; A.J. SYKORA, GPSO • n. .11 ) 1• ` SCALE I1^ 1 m 13 1 !8 1 i i '! 4 ° I 1 -1 .."+ n l l •ti ;: ' s >_ D .. J L.+ 1 '? I .J L td. : 1 . :1 ; PATE 11-. . i 6-13-16 1x I ,• 1 + 1...--1 '.....-1 l....1 Li L-�. ...j 10 - - °- a 1031-0" C3) . 641-0' 34d'- - 24'-0' 11'-11112' 26'-6 112' 1'•6• 261•011 e'-0' -5'•0" 0.•3' d•3'Ii d•10114' (1) 16'-73/h' I 3'-10•�'-',- -- 3'-10°--rr--3'•10' { w W1131020 PIG. nib 31020 PIO. Y11131020 PIG. O IL ,:.:. - - i -I 1 • - ,- � .-- Ta _._<. .- � 1�1 ►- 9.SX 11�P.C.I. ®t06• - - - -/:14 ; - kiii, in I -� - FFS�H�AY I ' 1--1.8 Li i ( . FIREPLACEI 1111C.3 = T KITCHEN 13 t i 1 233 SO FT YUTER PROOF DECK fi m X 1 1O' CEILINGC 1 I _ - o i °- ® 0 o DINING ti I o COVERED DECK -I 4- , 211 SOFT E e Y 2CO 1 ir- ° R c I P 42'X 120 ISLAND 10 CEILING o o r :\\ `Li i° `� I LL L p3 _1 Or) d z n a 1 1 14' o I_ a{1 o ' sw 1tr --1- i " - ROCKWALLBUILDUP- TOP@174" 1 T x 1 q fti1/:///i % if �// 1� :72 /'i /-%/� I,' . CEILING bEAM TBD-BOTTOM ® 12111e' '� 1�.: , 1 e :' 1 ? •: I .50Mv!-j zi0'-T'-`.:fear 1, r.�i:yi ; /,./i . - , > .i .rye:{-L.:>: ..i:// /":4h71. C '�y O 1 1 Y ` CEILING TRANSITION FOLDING DOOR o V V c tr F. Fr C pf, F. pl:_� in ;° ° o ® --•- PH • � WIN DOW5IN WALL ABOVE-TOP AT IT6'W/6X8 HOR T /.'�?� a- 8c i. 3 -,, in 1- r' 116 ' c m C \ •�'�' IK - . a+ .... .: ® I0- 2 � - - U.O IrID m 2 § ':'- d '? tD ri 116 L) o n99. 0 N V. Z m FW-• V'. -10 tr b a T. H , = 6• p '^ pO1y K x 1L ftlf o ° d X r 01 IS W m "" a ' 16 STAIRS 12 .� " n -1 • z al n �33 311-0" . i g - 106 SO FT - m -a a a_ Q a m SI 3 241.0' 11'-11 12' 4.- X 9 I- x r ' SHELF < c -1'-6'-}.rfi° - 4.d• - •r-6• 4-0• 1's- 1••2•' 4.0' I 11'.t1"-I - . f��.t =--•-,,,- -:-_,�, Q LIVING 4- N i � � 1 6'' ROCK WALL BUILDUP - TOP @ 156' eH I q u 112 ""a"` e - "• 499 5O FT 16 .1 o I n 'F" `•' t"A � -r ty r H a a T L-: E . � b HIGH GEIUNG - � I � e f '9 ill Z to o HIj j 16% j I so 0 UPPER VAULTED CEILING OF LIVING O • .ryp , .1, ems ugl corn. I- Z .61- _Oil °080 i • W80 b:-.. ' 'u. t•; `/ fi �:.. •• -I lV�LS I Z o = ° 'ma• E' 4X12DFtt2@16" � i 4X12DFIt2@ °b" lI I r-4" j 5 ` ;� il 4 ` - - - O m -- - - - \ i 1 ., : �- , i i a. W f Fa V a o ♦ A5 . O {�\\ 6 4 X 12 DFtF2 @ �" ° 6 1L j .1 tr I,,.' • - a in Tat 99 CI z = L' m 1 4ifi § > Itbi. lx A � ry iL a 35'-0" - -�, ENTRY u o tn Z iahh->< 3L I ;. , I a - iL l - 13 50 F7 I ~ 1--i I i v I ° 2 u. 111b%I 101 CEILING I 4 Z f ' 17-10' 3'-1117 i-31/r 14'•b I/2 m ^ m IL_- - •5 -6,-0` A •~ ` ' I I t2 3a• va• ua . I 13' 1 trr b VT ;,v 1 ;b 1 4 at -T ---9� I 6•bIrr Yi s? I +a•--I 4-3.-e If.r 1 1O a•11 UT WINPOYt5 IR KALLABOV2-TOP AT 17b-W/6 Xb HDR. + � 1fiF 1,)< ! I • F1. I W0160505I. W021030 AWN. W0330710 PIG I b eOFIYJ® 1 L1 8' 1 ' - •. •- y - 1 ••_. . - - __j r . :i4.� - - • _ - ._m 40e0 Hp: W::pQLp:Y�:4:.'.\:``i„ :nS: Y.iVv':.�ti/.,. . .`:'!•xki✓•.i, __ ...I �" in L9 13 1 4 X 76 THE/1 4Xe 0PA2®%- nLED ixbvm m•Iv I 4Xe DFm®ab- ✓: 4Xe DFt12a"aarn. .:,1<., FIREPLACE L. PUT 2D59 1- rI f HALL \--C 'ry 4XD DF42HORPOR PIREPLALE 1'J�11 ' W2628E0 q i�9 ®� h Il 1\I11b� i21- 50 FTQ f ry 1.5) : . 12.6 112' ` -- - v a 101 CEILING i in y .I.or�r=i•c • st-1 - , /�� I . I I..-�-4.0' It" 2-5' 7-0• I O ; \ `e Zo 3'-6' I 6...5. I b'-i 112' 3'-10^- d-t y" �' (•(O''�II . ' I b 1 um " EPATH 'E 7� - 3 - •aOEfT t 2868 -agam iti r tL i Ir Ht± (O ^L C OFFICE - 10 ;� CJ I �Q FT °Fh CLOSET I� 1 6 \ f •GARAGE 141 5O F7 :""I 2 ` ILI eb4 50 FT N w 286s j 10' CEILING c; I. o a I••-3'•3111� T•b"�-I i� 1 i w CLOSET m 0_ Y� 5h10YVER y e"EOF o H ( 15 § .aR. ; 4 1650Fr �. i IA5TER BDRM < cm . � c '4 4T - - - - ;I 237 SO =T ® a § ? A xbEQ .'' _ •, 10_OFT- w 0 > / Big? CURELESS CAYH T F. i % /s.T, 10 CEILING a }I ': \A: 6 . wlrNw t !- AS IstNmf,4-_-, _ C 3066 m _ �e►. m o X $ � e• 81 ./� - J MUPROOM / LAUNDRY """"" .. 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' A* ' , " , \ lir* \ \\‘. .: ..: ..-•• .' :*.‘"°. *'*.•"° • '. 1 . ...\ \ .:,... . •• ,DRIVENW. ,_ . ,.. •: . _ . , . \, . ..., ,- Ar‘,, • „.----- , ,*, ',,, , , „,,i;2,jogipii• ‘, . 1 424 s•ci ft .. . , . .. . .. . , , , , -- • ,..,...---- ., \ \ \ \ \ , . , . ,• . . , . ,,.._ . . , •• . , ... ... . . .„..:, ...._., f.....i .... 0.--• 4 \ \ al .• . • \s- \ • ... -, : • •• . ...,- .,..-; • I .A 1 0 i 0% f 0 1 " ' " ' -.-Er , 0 '\ , A ,--- ---- ' , ,- , , , , , , , . .. , • • r\ Nko ...... ' \.• , , --------\\ ....›\ ------ e le 1 1 i 1 • ' / 4\ 4 \ ' ' • ;" 6\0- • ....- , ...--. . ,... , —. ; . . , . , ,, . 1 0\ ../ • ."•• ..••••-• \ Z ‘04) ...44/\ ./'......... r t . . . AREA NOR-IH OF . . , , \ • • -- - I ,\ ,\••,\ \ . , . , . , ...- • .C5' , ..----- 1 1 0 $ 0 '0 1' 1 1 . 1,)'2 , \ .••••••• . \ \ ...."' •••'>...' I ••••.••••••'..- . ' ' ' ' 200' LINE ---, 1,545 SF \\. '() ,s;', \ FF@ 92.00' \ \ ' 3 • . \ - • - - • .,, . ‘. „_„., r_,...-. ..........•.-.:- ,. \ \ U- Z 1:111 • iir--. -----..--- -- • • • • • 1 0 0 / 0 v •-,%v • r 41114 i t I • It 0 01\10 1,\ •. ....." ,J..% .....----• ® : ' . ' .\ ' . ' ' ' '. . • .... . A Y'_.....---" ' '' • • - • •)0 4•''..--').''.r..• ...-. -; '--:-\ ..- ........, ..„........„...../..."..-••'rl. ..'.' \ \ \ . \ \ \ K Ili (g• t- _.... 0\ . . . ) f / .0 „' , ' .MAX IMPERVIOIUS=2,203 SF; 'It `,‘, . .1-.' \, 6941,111111110.,\ . 41% 1 f • 0 4 ", Ni ' \ .. .:‘••••• . ,•''' ' "IA\.1\ • ., - - .v t ...-.1 --t , , , ‘\ . 1 \ thi K . . ° , -- 6) ., . 3; 1,.....130. \ \ \ . . , , . . I, , , . . • 0 S 1 ...........::,.....„----.4. ..- • . 0 0 1 0 4 0 * 0 1 1 1 4 1 .‘ ‘ ./..' ..) .: • / 0111, 00 ! . . 4 i . . •, ...... ,...!, .."..,.-' .,,,-, \ (r.'•••• .‘. ''',4.4...44•' 0 1 0 4 4 4 1• 0 4 0 1 0\ v. ' 't ' \t \t ' 411i1W0114.10‘ ''`. ' /4.7:''••-••...,.,..,---4 44-'-':-....---/' ' \• \ \.. / - .-•-•-• "-•• • \ 11)1 kr) 4m.1 \ F' -'' 0 1 t . ) a . •o *ka 4 0 0 4\ 0 I, 4 ) 1044 , ! 001 , 04 0 0 I s..0 % 1 0$11*,....,00 ,,,„,...!•''''''. 0 4 / 0 00 1 t • 4 / 0* \ _„........?..,......, ......- 1 .\' ‘..... ‘ . \ • . - ..-. , • . .,, \ \ .....".•-..... 0 CN1 0 . 111 ...1 ... . ‘ ' ••6''\ ' 0 ' 0 f . ‘4, 0 VAVilit 111000 , 00 14 41 . 41, .,c5\ eri;.\ ••';11>.-"---. % 0 •••'. • \ \ ..r.' MINIMUM TREE DENSITY ..-- ‘ 0\'' (--- t 0 4 I l i ) , , 4 , . , , 4 t . V 'I,, v " • ' + ' " A ' " '\ ' \ .V, , 04 , 140 / k4 , ., V, . S1,. „,, . • 1 . te.\\..,3 • • . x, c•, -,,, • ,,,.....-......--'...-)" ,,,,..•. : - ,. • ''') \• •,,,.,.,,,I..1.-• . AMC.01001,111IW3L 10 54M, SMALL PARCEL STORM WATER PLAN \---- _ ..--------. --- Ui Cn \ IS- %----- , , , , 4 00f4 /. / 410, 1\ 4 r . • . . e 1, 0 f • 0 s 0 0 r .1.\, \ '.., .0 0 I\ 4 0 4 0‘,. b \ ii a 4 1 4\_I..- 4 1114 I . l 1 ••••• , ..it'-\ ..„, ...--:-.--'''.-' :••••' \c'' •''''' 11. ',..` \ j ......-- '• "".;-- GolculaUon of the Total Tree Units Required.The total number of tree units . __------- required to be provided by a regulated project or tree conservation permit approv-al listed In Section 16.50.100 shall be calculated by dividing gross 0-1 ....'"• site area,minus any public or private street righis.of-way,ty one thousand I SFSF#1 CONSTRUCTION ACCESS ROUTE \ \- ----- ---- . ...-- ------ \ A) A GRAVEL CONSTRUCTION ROAD SHALL BE •••••-* • 4 4 \14 41V 40 94\ 4\ \ / ........ \\ \ .L...---•'-.5-55:- ..--• ....."" . / „:.... Table 16.50.120(P).The result of the calculation will be the total number of - .- tree units required for the project approval within the building site. INSTALLED WHICH SHALL REMOVE AS MUCH Mur) \, v-, \ 4 • 1 .0 1 1 4 4 k, , , , -k , N.,„, \ I•-• \ \ 1.„,, .., ''' . ' 1 AND DIRT FROM THE VEHICLE5 A5 POSSISLE PRIOR ... 1'10- 0.,\ , ., ...,.....i„ .. , , , , . . 4 .\-!.... \, \ 1 \...,,,,,,-", •--- TO ENTERING THE PUBLIC ROADWAY. THE ...- .----"--' \ ilti • •-••.,.;4, . :,,,., ,..:".1)::••:.\• i ' \i 1 1.• \ •t,.. - -....•-'-'1".• ....,..,. .., 7. LOT SIZE:19,000 SO.FT. I TREES REQUIRED:19 EFFECTIVENESS AND EFFICIENCY OF THE REMOVAL \ Q." .';-.4"3. '313s;.::.'\ ' ' \ \ N. . 1 • -"" . SHALL BE TO THE SATISFACTION OF THE orFiciAL. - \ . '‘'" e, '''.• , --_-- ,.. ',.. LANDSCAPE LEGEND \ -,---;" t 't \,\_•„--....:---''' \ \-.•,\- \ %\. --- --"--\\ B)SEDIMENT TRACKED ONTO THE PUBLIC ROADIA1AY . \ \ ‘ \ I\ \I 1 • SHALL SE CLEANED ON AT LEAST A DAILY BASIS. \ Z =vilel 14,11aEa •31 \ .--• ‘ a 0'13 \ • ‘ I' I \ • \ LAVIN AREA Llg,,i z;s45 ® SFSP#2 STABILIZATION OF DENUDED AREAS D ----- 9,0 , L, , ,i.,„,‘ i , \ - \ t.igq C\l' \ - - ------ -- \ ..1 ', `:::!.., 1 \ \,, . \ --- 1 At ALL EXPOSED SOILS SHALL BIE PREVENTED FROM , • 1 \ \ ' i,,..... i :.... MOVING OFF SITE OR INTO NATURAL.OR ARTIFICIAL DRAINAGE SYSTEMS THROIJGH SUITABLE ill Oil (Z) ....•..."---- 1-',/, 1 I • -ri.: .. -1 CONCRETE DRIVE APPLICATION OF BMP'S. \ 0.—• 0/s.c. "A‘ \ ..------------------ 5‘ 1 \ „ I \ •)/.. I 1 ':.-'- . .._.J . . 27.11i \ gli411' .- -" . \ 0 % —\ % ILI 5.,• 1 . ....------ ...1.-- , ‘, 4. N,.. \\ . Cs ) SPSP#3 PROTECTION OF,47JACENT SITE PLAN SUMMARY ..lag 0 \ \ \ .,,i,, \ • --/ PROPERTIES 11— 2t-aa, 0 .S... ..- , \ CiN .I. . MULCI-1-PLANTING BED thlir 0 111 "5.- ‘ 1 • \ 1r- , ..:‘ \ . ... FROM SEDIMENT DEPOSITION 5.1"APPROPRIATE U5£ PROJECT ADDRESS: I \\ OF VEGETATIVE BUFFER STRIPS,SEDIMENT til l'i?.1 3602 LEEWARD LANE tili ---..-----' 14- 0_, ; •,, , ‘‘.‘,..... i'..m., 1 \;• ; ' BARRIERS OR FILTERS,PIKES,FIERMS,OR MULCHING, `i 11 .-L. r... , •....) V-- II-‘-- . '. , \ \ ‘N1 \ \ ‘.\\\. 4 , :. ,....: .-;------;- - (47\i SPSP#4 MAINTENANCE • ANACORTES INA18221 ONNER APPROVAL / FARCEL#TBD c....4, > -k.....,,k ::..4...4, . 0 ) ....1 \ ‘ kS) \ IC) C> \ 1 \: \ IP \ ', <X \ . ‘'• ':.,.. ‘1, ‘-;.... .....- %,-"-';:-.. 1...•••\---. ...--"---- .:i...-.: ,'- ,- DECIDUOUS TREE ..„....... ,.. , . .-..- A) ALL EROSION AND SEDIMENT CONTROL BHP'S SHALL BE INSPECTED AMP MAINTAINED REGULARLY LOT SIZE:141,000 SGZ.FT. INITIAL ________ )0" \ fOt \ <"- t 1, .1 .1" . \ •------•• ...------ -- BY THE DEVELOPER TO ENSURE CONTINUED - PAGE: 1 0 0 \ 1 \ .6 \ „, . - .••••• • '- PERFORMANCE OF THEIR INTENDED FUNCTION. BUILDING FOOTPRINT:3,166 50.FT. ,. ----- .---'''-- ,-- •;--•-------1'1' CONIFER TREE -- ....- \ t -- 30%IMPERVIOUS AREA=1,345 SO.FT. 1 \ • rNif ., M 1 - , \ ............10,, ,k• -t--- • , , \ ,....---- ...----- ® SPSP#5 OTHER BHP'S ,-- • , \ t t .r. 0 1 -- • A) OTHER APPROPRIATE BMP'5ITO MITIGATE THE 13 ...-- I 1 -A 1 1 1, 1 - .••••••• EFFECTS OF INCREASED RUN-OFF OR INADEQUACY MAX IMPERVIOUS COVERAGE=2,203 SO.FT. OF: 7*-1•,-,,4"; V--- , t -;:--- ------ .:••••$:•••• --rr. :-.Z.:e OF ALREADY INSTALLED BHP'S SHALL BE APPLIED AS \ 1 CQ; . k 1 ...., .. ...'" \ .••••• :,,j,..,...,‘it:.: SHRUf35/PLANTINGS ........,...-, g,"\\ REQUIRED OR ORDERED BY TH£OFFICIAL. STRUCTURE IMPERVIOUS=2,201 50.FT. ` \ I •‘ 1 \ \ .---*--- \ W--='-' \ , ....• • • • . • • AREA MAP MOST HYDRAULICALLY REMOTEHEAD ELEVATIONS-CROSS SECTION OF HOME HEAD / of PRESSURE REO'D AT STREET 2 HEAD _.• IH,15 GPM 26 PSI 60 IC, HD SYMROI MODEL I K FACTOR MAX SPACING IrI"{ •r, -, , T 0 RFC43-12 SIN-RFC43-RA0612 4,3 12X12 9.• 1 +'- a. I -106 FT 0 RFC43-14 SIN-RFC43-RA0612 4.3 14X14 re- � al ..". ,_ OQ RFC43-16 SIN-RFC43-RA0612 4.3 16X16 _- - - ' _ - ' - 0 RFC43-18 SIN-RFC43-RA0612 4.3 18X18 ` E a d a cm a . a w' 1 OG RFC43-20 SIN-RFC43-RA0612 4.3 20X20 .J Minimum d"Q14ad Sprinkler DIUII«W , I I GARAGE N .V 100 FT „ 1 Model GlIb� Fac Temp tor Diem Single Sprinkler Two o-Moro Sprinklers I ., „ ac (P1) ('F) (A) To Wad Row Pressure Flow Ea Pressure Ea 7 0 0 I_ (ft•) (990 (al) Cr) (PS) + di1p : . ., 12x12 6 12 7.8 12 7.8 ~ � ' I_ 14 x 14 7 13 9.1 13 9.1 :- _, SW 8FCA1 1/2• 165 4.3 18 x 18 8 13 Ai 13 At I• p I II 18 x 18 9 18 n.5 18 17.5 • Yy tea• . _I_ II MAIN FLOOR 20 x20 10 21 218 21 21.8 II 1 C J N swnY / . -90 FT M Z q NUMBER OF SPRINKLER HEADS:30 = p ' d. Imo-• cr8 • U WATER SUPPLY - /// It Requires •WSM.PP•Vi - ' I Q .11 5 I . \ T up alma PIP Rabonbe me O/ 0 SUPPLY mw a e.na"o�dmm" I 1" METER e.a;ab ."e.ae„P,,. _ pu..mre«n.w. S.0 LOWER FLOOR '. q n- a 4 STATIC PRESSURE 60.000 �� ` Q CC 10 i Q : 80 FT RESIDUAL PRESSURE 52.500 �� Z "Q 11.1 •" G AVAILABLE FLOW(GPM) 40.000 j/ JrANIFOLD EXAMPLE :n, e a -2UTh,ar11c } L7 hr TOTAL PRESSURE REQUIRED 50.310 tr.//��J//, 3802 LEEWARD LANE, ANACORTES, WA 98221 I Iu TOTAL REQUIRED FLOW(GPM) 26.000 TRAPPED AIR SPACE 0 Ce ®" C. VI SAFETY MARGIN (PSI) 6.309 :ATTRPRINS ON TENTED } x.« t1 OVER Pwwc �•__ . .__-_•____.............®.....TD'•'I:M4 ...--®_-�--- -}+-•----a.10^.-•_•-e}{+•••...7'•1D ..--•+}}e-.0•10 -...-+}+-•. __ W ea 1 w SAFETY MARGIN(GPM) 14.000 TENTING I WI 1 310:0 PIY• vats;81nx,.*'ICI, ri1A 31020 PIC 1 b" - ---- 11 4 u2 -- -- »» » w» »» V». --- ___-_ -_ T y __-_�. 1 ? - l!// /11//I/i/ii./%�, l/,'//l/fr//r///i'/l//11.r/i1/.%ri/l//l/1'I///J////�:> 17. 1/../ /]/ ; y y Lu ;11 •:• +r{/ / ;..Y.• r+..J .r .i .' " .... ..., .... ..... .... , r 5 YS4 5�J20 Ma. m` CO W THIS SYSTEM UTILIZES A 1"WATER METER AND 1"SERVICE LINE %�1.1 t),+.•yy ii::'9 iiir:://,.:•y/✓J/ii 4:ihic;X:5•yy ?r, j T �. ...., ..« .S' N r; F1 a ., �- O r CAPABLE OF PROVIDING 26 GPM @ 60 PSI. - y a1'.6" I,..71 "A h`\5 Z 1 i?i � ! ^I PUG: _-_ -.- -_ __-i' -T`-- ti »i /i55i/ii3l %/i r• iiiii�iii tir;';I :,ioiririiir/ii i i ri,.; ° g vse �i 1. SYSTEM TYPE:NFPA 13D MULTI-PURPOSE FIRE PROTECTION SYSTEM. tHat I -- "� • _ mm � � F� M Tr } L..� �� ' r II II /%r;;%iii r /rim° /r/r% 4U L] d S ,. y, r6...T °lull , .„,- ,..... . 2 FIRE PROTECTION PIPE: RAUPEX NON-BARRIER-U.L. LISTED FOR MULTI-PURPOSE Y M KITCHEN DINING s J I','• 43-16 BEDROOM % f , . .N ' 10'CEILING 10'CEILING I /•N'h�R PRDOr L. C ,r6'iNDf I - �M ioi WET PIPE FIRE SPRINKLERS SYSTEM. •• s -•6 D F -- FSF#9WSR r 10'CEILING /' -ci • 3. SPEARS FLAMEGUARD PIPE-U.L. LISTED AND APPROVED FOR s i a # 2u" BATH " "" ::I -__ f QQQQ $nE. RFC 3-1ii i ; RFC43-16 car«raoscK ! I i f3.. H22 16 I 4. FITTINGS: EVERLOC-U.L.LISTED FOR MULTI-PURPOSE .t . - �_ _ a w t.-_-._.._ ' (' H.12 ..-.._............. H.11 I . I - 11 n FIRE PROTECTION SYSTEM. �' �+ M1.:::y:::::::;::: :T .:::: :: ,. '4 m ° 4]' X 120" ISLAND I I -- +::.... . 5.FITTINGS:SPEARS CPVC-U.L.LISTED FOR NFPA 13, 13R&13D SYSTEMSQ. ' `` -_ ... I' I I N1 § 'I ws •.. ..�.� .. r,kl: 1„ • 1 I .. .. ..... . ... .. J n, £ • ! Al -11 �� I: ;...,• j n EXTERIOR PATIO t�' �' m R i 26 34 I g I RFC43 12 .. .. ....... ... .. Z a L-._ J .A 3 H.20 O - - L___.____ € --a STORAGE ��-"e s+ ; „jjjtll, •ti<t't'c's} 0 v" 10'CEILING -/I r MTaD•BUT'rOM 171118" - + 1 u f -1 n/ / n,r /ir •/ /r rrevs Jrr,+s { H 1 I f 4 I,0000000cooaa0000nyyyPl• _-6C9.°® I?�?opK '' _-._-:?- 1,pe_. M%% f�i/i r/iiii�r,r /�/ ,• t s+ r � r h 3 r=�c:T-" � , : T ..1 Oco z f/////1llrl///! .f11/lf rf;%//%/////?;OgPi�A°: 41 A�e sA/��P• J_.. .- .. . emus*d1lA.. .. .. ... .. �. .. .. .. .. -... __- f'1,1°aA + J !A / i1 p. e.4.;to •F4^C�.:" t i / 1 y r 2 1 - 7.. .. .» ..�. _ ww_ _ : .. CJ ILINCs T12ANBITION 1sOLDINCy POOR tt "s • '' T' = , $ ?NM MO rem?DOOR ,;°,,,,: . • E S I V M 9.9 112u 1i"0" VI h_ : r_-.....�_.................g.e, -S._ _, i C:IUN6 WOW F11? :.*.I 1 °.'FJ)'u?,;;;3 '�7 l,J�IitiW•i 2 T.2 t ry - v^::< Dlllla N T.3 r 1v --_- • / / /r /,/ s": m u2 c ._...... (,4 I„ . 'it .vA,., *:.t i`.)i 1- WCilb tDa sf . .u�.IL�. 1//////1- hit',rfie;,,r „ QF.aW, "F43-16 RFC43-16 RFC43-16 _ 13",-.a ;. O Et / D 'rw :.3 H 15 P1,6 H.16 7 ... .. i p ICY. r.e Z O V Z �, - IMF : r A tN 7 C43-16 RFC43 16 l I Z Q Q O ØIIQRANGE4 --.*+.. ,tl DI ... , tr b Ikly -' -- H 24 H.26 C O H O Z = r .k \\ a s �7 P;, P; Oa I w U N a 0 a MAIN FLOOR MANIFOLD IN WALL EXAMPLE k , LIVING _, H.30 !S --tr \ UP RFC43-16 W Mif iAt H L" bl� - -'" �'- n MOST DEMAND HEADS T ( la �"-• Fy .______-__ r \\ 3 $ _ lit �ssu«w««««««ss««« v "- ROCK BUILDUP••TOP 156" •" "1,.' H 14, H.15 h �' ' \\ --{• ' .: .. ----- - I - g 1 I X"I tel A Z V)i M%'`" „ , �� 6 0 ° +• 1• REQUIRED FLOW 26 GPM m t"Li \\ .CI " _-_- _ _-- L) FAMILY ,%„ ;HOHNSTROHE 1 I ' 4 - 45 m ?A y,1 IT.4I :o L N. }� ... •... ...., .•. . .{-- 1o'CEILING h : 3� r x Aio 44 Ar. ,^ Ai C'1:�• li S3 M d 1 ,n MI U I �i� y _qT \ win : Z W Iclt e' r, ., , lf , b a [ �.._ n n -6.. ... .. ...r \ -6'•0 • - k 4 � �I Is Z Z _-_ _LJ� •- �k; t .1 •ir. • I „ •IFC43-16 �� i £ m ; O O +*' 7p h :. H.8 n vv 0 4. ;11 ._ +' fA W fA /i • - „+ ( a 6 \ ( , RFC43-16 I RFC43-16 RFC43-16 1 y 0 w ►- ) CI _-_- --�.__ - - - ___y 1 E r2 t! \ H.29 H.23 H.25 z E W Q W $b + - --+- - - - - RFC43-16 RFC43-16 Pz: H.17 ,6 \ i a •. 1 P90 Pd i 8- moF �� 7, 0 en 4 �1 a , n / 11u H.14 H.17 c a, ,, 4 .27 / - -- --- t�''iD" - --- -- 41R" 6'•9 1/7-- -_ t4'-b 112'•--- b- - 4 -- WATER SERVICE \ \ \ s 4 z Z 11 ENTRYy 'a 10'CEILING \ s.,' Fit_ .� OM,m F8" 0.S • co R d5 II� Vp um 18 c f� 7,.B,rr n� - salm Wit lu' ,�.6a - w;^ 1r.u" 1 J 1. 1" SERVICE LINE -_ I .A E • I I :+5 C t[„r,k, � a 0 Q 2 '� y`ibi .rl5,. AL, I YYi.ld AYahL IF7357i110 P�"I` •4. .. .: as, r rr ,'.r- +, F� ,gf;;: 1 �'+ 4• :•XI d _� ter." L-r,,._�_ „ . . � � / ' ,.I . ', •,:. A,...,,,,, . A , l //iinir/r. 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H.19 la 6 c�--W `' a UTILITY RFC43-16 II A FIRE SPRINKLER �, 3 kT W c PJ ea CAO O pp RFC; 12 s H.2 H.3 \1 �J ) MASTER BDRM :., RISER/MANIFOLD 9 i (n W 'W H. ,. 1 I I 10'CEILING L. 33 •r BEDROOM n s a CLOSET I 3 ': 1010EILING � �,,_.r �__' RFC43-16 - _ RFC43 3 46"x46" ` E. 11 BATH :a £ - U I• " 10'CEILING I Q... •m.m.row«.m....�. , 11 1 it rut 1 + • 7W F • ryt....rn::j / t fi[•••�•Fn y Ill I I n + ; ; llT '"1 1` .._ . .i I _r.. Ir• ,' ? 'a i Z U) 1 ) hr / R I "' all LOCKERS iii ::;W: :;r. - ; `•' 11 r:, i s jIro I I) ce N- I //% S'n:Wiiiaiirit": i/ir/S/i/P,�,<,<,,,,,,. r-_t_ _ i„r,_ rR_nu___-:s__:._e_ .,,ice. . . .. .,,,4,74,, i/a�/e.imw,, . Ns>o , ,,,.// a/'5,,., »i555-005-M0050550%.,Wi,n:X:, ----------------;:: ::1. il • , 0> IN354CMC 51d. 14152 41080 SOT,ANN. 151 2680 BUT NNN. YatA 9C11"Ytr,, .• .... ....• .... ..s i{�•.-- .." b /../,./.. i /o .... .,.. ,.t ., .i ! / /•,/ Ri - •�, Ni,1117D'f 1n FIG, �__-_.-___-__. v __.-__ _. .__ • 6. ( I - i. _ 204112" .- -4'4"'----"r.tt_ 4'•10 1 .-4-- 7•ba- .- 3-5 •It•Y 4-------5'•0".--- yp".-. r• J - ------•-� - --- razz• /;il ///1./11? ,// : :,'U,'y//////// /%/7W/r'1 HDUIIi 1..� _-_..__-_............- - T t - " "�" " "'t ' '1 I I"' F'-" - ' • 4'1 VI",3L » ...- sr1.1 10 W 1'41/7 G•1D' a LN .. •... MAIN FLOOR PLAN LOWER FLOOR PLAN tJ Z co tJ wii W � w HANGERS AND SUPPORT-CPVC FLAMEGUARD PIPE HANGERS AND SUPPORT- PEX PIPE GENERAL NOTES CONTRACTORS INFO. OWNER AND OCCUPANT STANDARD SYMBOL KEY HYDRAULIC CALCULATION SYMBOL KEY c co r�2 ti PIPE SIZE MAXIMUM SUPPORT NEPA 130 PERMITS'SUPPORT METHODS COMPARABLE TO THOSE REQUIRED BY LOCAL PLUMBING CODES." NOMINAL TUBING DIAMETER(in.) SPACING(in.) 1"FLAMEGUARD(CPVC) PIPE SPRINKLER HEAD WITH HEAD S.0 SOURCE Dia INSIDE DIAMETER OF PIPE ag -C 7 o THE HANGAR/SUPPORT REQUIREMENTS MUST ASLO BE FOLLOWED ON NFPA I30 SYSTEMS. 1.THESE HYDRAULIC CALCULATIONS AND SYSTEMS (Q (INCHES) SPACING(FEET) ARE DESIGNED IN COMPLIANCE NTH NFPA139 STRANDBERG CONSTRUCTION ELLIS KENNETH RONAN H90 NUMBER, SPRINKLER TYPE C O> „h - TOLCO CPVC HANGER 3/8",1/2",3/4",1" 32" TUBE TALON 2.ALL INTERIOR PIPING TO BE"REHAU"PIPE UNLESS 1.5"FLAMEGUARD(CPVC) PIPE H,1 HEAD NUMBER C-Factor INSIDE OF PIPE SMOOTHNESS L- _ N to 3/4" 5-1/2 FT OTHERWISE NOTED. PO BOX 319 4933 HEATHER DRIVE RFC43-16 NUMBER&COVERAGE �\ .- = N X 1.HORIZONTAL RUNS MUST BE BRACED SO THAT THE STRESS 5RISERS MUST BE SUPPORTED BY PIPE CLAMPS I.PLASTIC HANGERS AND STRAPS ARE RECOMMENDED,BUT 3. MINIMUM SPACING BETWEEN SPRINKLERS IS WO° IN DOMESTIC PIPING R.30.A RISER NUMBER FT FLOWING TEE a� •- 41 N co ca X LOADS WILL NOT BE PLACED ON A FITTING OR A JOINT. OR BY HANGERS LOCATED ON THE HORIZONTAL METAL SUPPORTS WHICH ARE DESIGNED FOR USE WITH PER NFPA 13D,REFER TO SPACING CHARTS FOR ANACORTES,WA 98105 ANACORTES, WA 98221 - r 03 CA v11. 1" 6 FTMAXIMUM SPACING BETWEEN SPRINKLERS AND SUPPORT SPACING IS SHOWN IN THE FOLLOWING TABLE. HANGERSANCLOSETS THE RISER.ONLYVERTICAL LISTED PLASTIC TUBING CAN BE USED. FROM WALLS. 3/4"REHAU PEX PIPE T.30 TEE 1B 1 BRANCH OF A TEE HANGERS S AND SUPPORTED CAN AT USED.V LSTICAL a. 1-1/4" 6-1/2 FT 2.WHENA SPRINKLER NBEACITIVATES,ASGN%CANT NESMUSTBESUPPORTEDATINTERVASTOVERTICALTUBNGTHEIGBESUPPORTEDAiEVERYFLOOR pc 4.THEROU NGOFTHETUBNGSHOWNON THIS.THI REACTIVE FORCE CAN BE EXERTEDONTHE PIPE WITH AVOID PLACING EXCESSIVELOAD ONA FITTING .111111i -- -2. BEFEET TO IO-FEET HEIGHT)ANDAT THE MIDFLOOR GUIDE DRAWING IS INTENDEDTO BE SCHEMATIC.THIS PHONE (360)-293-7431 1"REHAU PEX PIPE HORN STROBE P.1 PIPE NUMBER 1R 1RUN OFATEE1-1/2" 7 FT APENDET HEAD,THIS REACTIVE FORCE CAN CAUSE THE AT THE LOWER END.THIS CAN BE DONE BY USING BETWEEN FLOORS, DRAWING SHOWS SUGGESTED ROUTING ONLY,PIPE TO LIFT VERTICALLY IF IT IS NOT SECURED PROPERLY. RISERCLAMPSORDOUBLE.BOLT PIPE CLAMPS • AS L.1 90 DEGREE ELBOW PT PSI TOTAL 1H 1 SPRINKLER HEAD 3.WHEN PENETRATING METAL STUDS,UTILIZE A PROPERLY.DESIGNEDTE THE SPRINKLERS ARE CONNECTED IN THE2 8 FT DIAMETER PIPE.THE PIPE MUST BE BRACED AGAINST THE BUSHING OR SLEEVING MATERIAL ON ALL PENETRATIONS TO PROTECT ® ARRANGEMENT , VERTICAL LIFT.UP WITH THE CLOSEST HANGER. 6.THE RISER SHALL BE SUPPORTED VERTICALLY TUBING. 5.ALL PIPING TO BES SUPPORTED ACCORDING TO D.T DOMESTIC TEE PF PIPE FRICTION 1L 90 DEGREE ELBOW 2-1/2" 9 FT WITHIN 2 FEET OF THE CEILING OR BOTTOM .IIIIII'II . 3.ALL INTERIOR PIPING TO BE I5"SPEARS CPVC. OF THE JOIST. 4.%PING LAID ON OPEN JOISTS OR RAFTERS SHALL BE SUPPORTED IN 6.THE PIPING ARRANGEMENT AND HYDRAULIC T.30 . NODE(TEE)NUMBER RISER FLOOR CONNECTER PE PSI ELEVATION MNF MANIFOLD sioni 3" 10 FT SCHEDULE 80 FITTINGS AND PIPE A MANNER THAT PREVENTS LATERAL MOVEMENT. CALCULATIONS ARE PROPRIETARY PROPERTY T.MAINTAIN VERTICAL PIPING INASTRAIGHT ® OF%FIRE AND XFIRE RESERVES THE EXCLUSIVE RIGHTS P11 PIPE NUMBER t_-L,+ AND RISER NUMBER QA GPM L.2 90 DEGREE ELBOW 4.SPRINKLER RISER DIAMETER TO BE 1.6" ALIGNMENT WITH SUPPORTS AT EACH FLOOR 5.SPRINKLER PIPING SHALL BE SUPPORTED INA MANNER TO PREVENT THE TO THEM. UNAUTHORIZED REPRODUCTION OR USE IS ;, , LEVEL,OR AT 10 FEET INTERVALS. MOVEMENT OF PIPING UPON SPRINKLER OPERATION, FORBIDDEN. QT GPM QUANITY D.T DOMESTIC TEE