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Permit File 2318 37th Court
00.6,Alremilve"wkne cloivyriw,r,",,Five4or 1A„,ct. \ Y 0 CITY OF ANACORTES WASHINGTON 7,1111111161,4 ,•. BUILDING DEPARTMENT c 0 II CERTIFICATE OF OCCUPANCY This is to certify that the(Description of Building or Structure): Single Family Residence Located At: 2318 37th Court STREET 4 NUMBER Owner: Ronald Oberst Constructed By: Ronald Oberst owNgR OFI PONTRACT6R BLD-2011-0121 Bldg.Permit#: Date Issued: May 18, 2011 Occ.Group: R-3 Use Zone: R 2 Has Been Inspected And Occupancy Is Hereby Authorized. This 23rd Day November 20 11 Aktrwa;or.OFFICIAL SEE REVERSE SIDE FOR SPECIA4 REQUIREMENTS. et. 0-0 it)lZ'7d/i Engineering auto Development Services v 9 ,q tC Y O PO Box 54 7 Anacortes-WA 98221 �Q�i_� >:, G� _ TN. 360 293 1920 FAX 360.293.1938 v - EMAIL engineering@cityofanacortes org tinRIGHT-OF-WAY PERMIT APPLICATION 4. 'W RCW 19.122 Underground Utilities 4CO3.4 CALL BEFORE YOU DIG -(800)424-5555 '4.p."�W p' Applicant shall submit application 5 days prior to start of work and application shall include: , ❑ (1) Payment of assessed fee ❑ (2) Drawing illustrating proposed work and its location. See checklist on Page 2 of 2. Li (3) Liability insurance CG 2026 or similar. City named as additional insured. Minimum$1,000,000 each occurrence,$2,000,000 general aggregate and$2,000,000 products-completed operations aggregate limit. ❑ (4) Proof of both state and city business licenses ❑ (5) Performance Bond—Construction cost x 150% before work begins ❑ (6) Encroachment Agreement Required To be completed by City: [i Yes I No Site Address .,2 313 3'4-L. (o...(* City Approved Exemption r Yes L No EDEN ASSIGNED PERMIT NUMBER: Parcel No. 0(ii -p?O'1 - 0I5 ) Owner information (Required) Contractor Information (Required) Name A\Oh ® Le( Name S^_( _L .11 Eft Ei w 4-t�r1 Address 1 .0,2 6-r t ;ot+ P i a`r Address 4 5 1 1 c H T S �1 tAs, 4 V. City City ` , Aka.c0ACS A-hcico ej ., -'7 Phone Phone ?Go -1 tI -3r3 � 140 -01-i-3- 955)- Email Email Address Address S 'cc Ca..o@ Cdyr►Ce,. . n,d- Work Includes (check all that apply) ❑ Curb Cut ❑ Water ❑ Sewert4C Storm ❑ Street Cut ❑ Sidewalk ❑ Phone ❑ Other Describe Work to be Performed: (Notification of Utility Companies is Required) n it I•r.11.411 OtArtt in tote c•r-ort °► ooU nr stcQe#i se. I4/6,0- V-o " 0 ayr tn-I;o 5-1-Tercel' r%91* 04 r,1C441 a rtJ ci-inc n /V v r4-IN q.h.Gl eac+CnQl v b ' PVC dcc.on 14 ,. 4,0 V 4-e,- 4-t0-n Pdnoi . -tor 3 ,4I e,ari- IV t4 • IO l I/ ' ---.1City Appro i ur ate 4 ,--, 4 By signature below Applicant concurs that the Applicant shall defend, indemnify and hold the City, its officials, em- ployees and volunteers harmless from any and all claims, injuries,damages, losses or suits including attorney fees, Cr t:i ci arising out of or in connection with activities or operations performed by the Applicant or on the Applicant's behalf i.:, a out of issuance o ,hi;Permit,except for injuries and damages caused by the sole negligence of the City. `�' (it,.i L V•.-\ -(- 11 (-) Applicangnature Date Final Inspection Approval Signature Date NON-REFUNDABLE PERMIT FEE: (To Be Completed by City) (7) ❑ Curb Cut $50.00 ❑ Street Cut $50.00 O Inside Travel Way $50.00 Outside Travel Way $20.00 ❑ Sewer Inspection Fee $50.00 ❑ Sewer Re-Inspection Fee $25.00 TOTAL FEE ASSESSMENT $ ,CO A Site Plan (to scale) must be attached that include all of the following: This checklist will aid the applicant in preparing a site plan. Permits that require installation of substantial improve- ments may require plans drawn and designed by a licensed engineer. Please check with City staff prior to submit- • ting your application. • Draw the plan to a standard Engineering Scale[1"=10', 1"=20"etc.]on a minimum size sheet of 8'/2 x 11 and a maximum size of 11x17. • Include the owners name,the parcel ID number, site address, north arrow,drawing scale and date. • Include the contractor's name.address and phone number. • Existing Right-of-Way lines, property lines, edge of pavement, curb/gutter. sidewalks,driveways and plant- ing strips with dimensions between each. • Adjoining street name(s)to the reference property. • All existing public and private utilities in the area of the proposed project(Water, Sewer, Storm, Phone,TV, Gas and Power), dimensioned to the edge of pavement,curb/gutter, sidewalk,driveways, planting strips. • If applicable show easements, critical areas such as streams,wetlands and steep slopes. • Proposed new construction.The proposed improvements shall be shown in heavier line type than the ex- isting information • Dimension the proposed new construction to the edge of pavement,curb/gutter,sidewalks, driveways, planting strips, or another identifiable site feature that will help identify the proposed improvements in the field. • Erosion Control Plan. • Traffic Control Plan per current MUTCD(See standard drawings at htto://mutcd/fhwa.dot.gov). If the work requires any lane or street closures,the City of Anacortes Public Works Inspector must be notified a mini- mum of 48-hours prior to scheduled work for proper public notification by the City of Anacortes. Work within the City Right-of-Way is permitted by approval of the City Engineer. All work in the right-of-way must be bonded. The applicant and owner must use warning signs,traffic control, and barricades as necessary to ensure public safety in the work area. The applicant and owner must restore the right-of-way to previous condition. Perma- nent restoration may include overlays of portions of the right-of-way and restoration of landscaping which have been disrupted by excavation work. The applicant and owner are liable for damage to public and private property. V Page 2 of 2 ' 2 -1 0042 /3 c:/2c1 1 001 r a nit 5 Fees 009000 .12501 4.40 Y C,} :_, City of Anacortes Permit#: BLD-2011-0121 904 6th Street Issue date: 05/18/2011 '""' P.O.Box 547 �.. " '40 ' Anacortes, WA 98221-0547 Expire date: 11/13/2012 ': (360) 293-1901 Job Address: 2318 37TH CT Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: P116526 Remarks: Single Family Residence per approved plans. Owner: RONALD OBERST Contractor: Address: 1902 CREEKSIDE PL Address: ANACORTES WA 98221-2470 Phone: (360)588-8846 Phone: License#: General Information: Fees: 1st Floor Square Footage 1881 Plan Review Deposit 100.00 Garage Square Footage 781 Building Permit Fee 1,330.50 Building Valuation 220000 Plan Review Fee 376.45 #of Bathtubs 1 Mechanical Permit Fees 81.95 #of Clothes Dryers 1 Plumbing Permit Fee 125.00 #of Clothes Washers 1 State Building Code Fee 4.50 #of Dishwashers 1 Sewer Inspection Fee 50.00 #of Gas Piping 1 Storm Drain GFC-Residential 1,244.00 #of Gas Water Heaters 1 Sewer GFC-Residential 7,287.00 #of Water Piping 1 Park Impact Fee 615.00 #of Hose Bibbs 3 Traffic Impact Fee 900.00 #of Kitchen Sinks 1 Total Calculated: 12,114.40 #of Lavatories 3 Deposits/Receipts: 100.00 #of Range Hoods 1 #of Showers 1 Total Due: 12,014.40 #of Slop Sinks 1 #of Ventilation Fans 3 #of Water Closets 2 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. ihr)I S GNATURE OF OWNE OR AUTHORIZED AGENT ISSUE.,BY Duct testing Calculator (New Construction) House address or lot#: L: h y ,' �,A 4/ ,:'. = `S' Conditioned Floor Area: Duct tester location: Pressure tap location: Ring (if applicable): Open 1 2 3 At Rough-in (Total Leakage) Test Method & Test2 Calculated Standard' CFM25 Target • Air Handler Present .06 X CFA<_ CFM25 5 6 CFM25 per 100 sf of CFA Air Handler not Present .04 X CFA<_ CFM25 54CFM25 per 100sfofCFA Post Construction Test Method & Test2 Calculated Standard' CFM25 Target Air Handler Present(Total Leakage) .08 X CFA<_ CFM25 5 8 CFM25 per 100 sf of CFA Air Handler Present(Leakage to Exterior) .06 X CFA_< CFM25 .5 6 CFM25 per 100 sf of CFA 1. Test results must comply with one of the Standards options. 2. Test CFM25 must be equal to or less than the calculated target. Air Leakage testing Calculator (Blower Door Test) Standard Tested CFM Calculated Test Res_ ult 50 ((_ 111 9 CFM50 X 0.055)_ ( k'::a"i' CFA X 144)) =SLA 0.00030 SLA (r I:: s' �1..p-. divided by '' �''' "�f � = SLA SLA=,h'''. '3,`, Glossary Rough-In: After installation of the complete air distribution system but before installation of insulation and sheet rock. Allows for access to all duct seams and connections for re-evaluation of seal integrity if standard is not met in intitial test. Post Construction: At or near final inspection. The home must be complete enough to pressurize the home to 25 pa. Total Leakage: Aggregation of the entire systems duct leakage in a duct test. Leakage to Exterior: Aggregation of all duct system leaks to the exterior of the CFA in a duct test. CFA: Conditioned floor area ,rr�� - CFM25: Cubic feet per minute of air leakage at 25 pascals of pressuret� / CFM50: Cubic feet per minute of air leakage at 50 pascals of pressure Pascal(pa): Unit of pressure SLA: Specific leakage area Code } 1�iA,�ci�llsii V EtLl 3" lit4V" Y Duct Leakage Affidavit Permit#: // House address or lot number. ,-;?)3,6 3 211.k%, Cou v- F City: ),l 4 Cvrk S Zip: -1 (1;t Cond.Floor Area(ft2): / 900 Source(circle one): laps Estimated Measured ❑Duct tightness testing is not required for this residence per exceptions listed at the end of this document Air Handler in conditioned space?❑yes(a no Air Handler present during test?❑yes❑no Circle Test Method: Leakage to Outside Total Leakage Maximum duct leakage: Post Construction,total duct leakage: (floor area x.08)=1 34:-/CFM@25 Pa Post Construction,leakage to outdoors:(floor area x.06)= CFM©25 Pa Rough-In,total duct leakage with air handler installed:(floor area x.06)= CFM@25 Pa Rough-In,total duct leakage with air handler not installed:(floor area x.04)= CFM@25 Pa Test Result: /36' CFM@25Pa Ring(circle one if applicable): Open 2 3 134/0400 ester Location: �G°SPressure Tap Location: , I certify that these duct leakage rates are accurate and determined using standard duct testing protocol. Company Name: S!XXYi , Eery, Serf>ite$ Technician: /0/19L 4L'(L70 Technician Signature: Date://51// Phone Number,-9Ot lf'4.I Washington State Energy Code reference: 503.10.3 Sealing.All ducts,air handlers,filter boxes,and building cavities used as ducts shall be sealed.Joints and seams shall comply with Section M1601.3 of the International Residential Code or 603.9 of the International Mechanical Code. Duct tightness testing shall be conducted to verify that the ducts are sealed.A signed affidavit documenting the test results shall be provided to the jurisdiction having authority by the testing agent.When required by the building official,the test shall be conducted in the presence of department staff. Exceptions: 1.Duct tightness test is not required if the air handler and all ducts are located within conditioned space. 2.Duct testing is not required if the furnace is a nondirect vent type combustion appliance installed in an unconditioned space. A maximum of six feet of connected ductwork in the unconditioned space is allowed.All additional supply and return ducts shall be within the conditioned space.Ducts outside the conditioned space shall be sealed with a mastic type duct sealant and insulated on the exterior with R-8 insulation for above grade ducts and R-5 water resistant insulation when within a slab or earth. Invoice Date: November 5,2011 Ccci AleLsi'EJ- Invoice*: 3208 Shelly Hill Rd. Customer ID: RWPH&AC Mount Vernon,WA.98274 Purchase Order# 206-919-6642 ph/bct Bill To: Ship To (If Different): Ron Oberst [Name] 2318 37n'Court [Company Name] Anacortes,Wa.98221 [Street Address] 360-941-3536 [City,ST ZIP Code] [Phone] Description Line Total Duct Pressure Test 2318 37.Court,Anacortes,WA 98221 $225.00 Due upon receipt SOUND ENERGY SERVICES c -' CERTIFIED INDEPENDENT --- DUCT TESTING Phone!Txt(206)919-6642 HAL WOOD Email SES.HalWood@Gmail.com The Duct Meister Subtotal $225.00 Special Notes and Instructions Discount N/A Tax/VAT Rate 0.00% Tax/VAT N/A S&P N/A Total $225.00 Make all checks payable to Sound Energy Service Thank you for your business! ..FiU. .., H:nY r.,� �. �R C S z n � h 9 r � l" [a . Lt, ' .., h rc„rt n," ", , v .,t i l .s..#4i•.GA^ ) r� r !f 4a w '„;i..r.:tr:,', �,:-' 3 1 , k .F•C , , , i :,, ,�r ,s' e3I t,:f_ ..? t _S„.^u4� a ,: riw s �aK�..>a=Jg+a " i�" qi�, i„.,;o.�r r,.�,a r � � ;k ; ,rrj.Ig.,s ,. {r. .L�4 t��dd'0a:�"•1l . rA.iu:.-- �•�_ i :,-Off',..,.Y�.�2y�„. oL6 ..a fr_? .Yw. " � y Y.,f {:.�� !;t.Pf,� e1O;,. ",{.P�ai';;a�.!v Ye l,l , d. w r�S� SA. }-$n S �rP N5jE y u.�" . AS1 ;' „ n r Ivi Ar. * } I yt:"1 . .I .,u : l}r°a CY,:w4:"Yo, n .qY J. .a-• M1„A f A B:.:. ' �:,," ry �„. ro , U � bK * iaF 4 v ' •9r,: , ti , . I. :,; ail 'el 4c�r I ;Ia, {�.r I {._ ..._... ..a P..._ t, .�,,.;., .r�.,,.a..,..r,.......« � .., ....,t�. ,: .. ,,,_; ,,�sr,:_ . ! :?, �,..� �� ° p .. " Services Gale Contractor 'ces A Masco Contractor Services Company k ' } 16910 59th Ave. NE,Suite 100 Arlington,WA 98223 Installed Insulation Certificate .,,,, { n "We certify that insulation material listed here and installed at the following residence surrounding conditioned space meet applicable federal,state,and local specifications," I''''':'''''„'_'..:•.:,1.,'1,,''',..':,.‘,,,,': Loose Fill Kraft Unfaced Foil Foam Cellulose R-Value Thickness No.Pkgs Ceiling ® ❑ E3 CI ❑ ❑ R-49 16.25" 40 GEW , ; Ext Walls ❑ El ® CI ❑ R-21 5.5" • GCA ❑ ❑ CI ❑ ❑ ❑ R-19 6.25" `, i Crawlspace ❑ ❑ ® ❑ (3 ❑ R-30 10" Contractor Laura Halgren Address or Lot Number 2318 37th Court (Signature) City,ST,Zip: Anacortes,WA 98221 Title Office Manager ' Date Installed: September 8th,2011 i,, i— l C h A Pali , ., .,., c. t'' :1 .:a. L 1„ II:� AIr-;, , .A ' ,.::.,. .,,. .,,., .0 ..., . .. ,.... • a,,..-,. 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', E,, 1,. °f :1. ;,f :{,r .,w, i .%,-, • ,'L.Sg r1 '.,a Y x:..T,Y., 1, A1C .r .,v,?t, 'L •i:- 5:.=:.r;,'&°i-�;y�sY:y. .,t!� ,,.:a. .,q:. ,•ti ti>. '�Mr 3r .+i >:1 vy. .•,r-s. ..�'•.w"s,•M,t..-r�`7, n a .k1-+:,. .i.r.'z•.c'•"-,t,.a,.°m .., :. .. :..,: �,._,. 1...,. - - - ,., .,. n.: -. #... : c --i,c:.y.r..a`.,. �W:F vrt•::�.). ,...-k ':iY�.a.,r,.r:,y pww .1 :'IY :.. ,...,:. .,: .. ... r- :_ .:. ..... ......... ..._ ,.: ,,.. _..,, lai. d t._ M1. '9ir" A:`,�: . :I .,4 ,r.. .,..,+1,:', ,"�:;'':{,. Si .. ._ .. .. ,. .. ? - -_- - -_____-___- -___---_---_-__-__---_-_-_' ----- ' ` Ronald ^�T� _ Oberst zz --�2 7- - ^/ / Wood Strong-Wall®: Garage Portal Systems on Concrete Foundations Page 1 of 5 SIMPSON: E7V od . tr ng-W ®, Garage Ported S yst ii s on Concrete cr Foundations Garage Portal systems provide increased lateral resistance over site-built shearwalls v;u:;,,,,tc. in locations where space is at a premium. Portal walls shall be installed with a Product Dataiis minimum 12"nominal deep header for adequate shear nailing. Because the portal Product Data odu walls and header are tested as a system,the resulting portal frame offers superior Pi `t information engineered performance over site-built walls. Loa d ; „cw es Ca'taiod Page See installation information. P 3sc s•we• i 1ifcri,;Rtioli http://www.strongtie.com/products/strongwall/wood-strongwall/garage-portal.asp 4/26/2011 Wood Strong-Wall®: Garage Portal Systems on Concrete Foundations Page 2 of 5 ` is — _ i T -"T I •. Multi-ply headers may • •be used c' . NOTE FOR A GARAGE PORTAL WALLS: Cripple walls over [ the garage header by Designer sa 3oM H fl sraonc-wau ) I SHEARWAIJ H ; 44 i ,\\ T -- Foundation Design (size and reinforcement) i \1.- _ 7.— ��..:�. by Designer '.0 • 6 G \\_.,..._,„_ . ' http://www.strongtie.com/products/strongwall/wood-strongwall/garage-portal.asp 4/26/2011 Wood Strong-Wallet: Garage Portal Systems on Concrete Foundations Page 3 of 5 Details: .top Detail 1 —Single-and Double-Wall Garage Portal t Beam splice Drag tie across beam splice by Designer - ._ - _ —Single-portal systen - 0. _ _ —Double-portal system - - - - 1 �1 i Header size shall match LSTA24 I ,, k, Y t % nominal wall thickness x strap(n>in.i 1 Header size shall match nominal \ 11 �� 12 min.nominal depth o m .. /\4, - Wall thickness x 12'min.nominal depth yr`f 8 Mni . 16-4 .Max — - 16.-4°Max. --+ �T. (3) LTP4 at suPpart Post '`\ / �/�� ' ) to Wood Strong-Watt' post r`Q �/,N_ 114.)_, Headersvppoit post by Designer \[ , I1 ri i I p ill NI Column base detail by Designer •- , \'�e \\ (not shoem for clarity) `. - 1. Beam to support post and support post to foundation uplift connectors may be reduced where justified by calculations. N. 2. This detail reflects lateral load requirements of a Single-and Double-Wall Portal system. It is the Designer's responsibility to provide a complete load path for all loads in accordance with the governing codes. 3. System rating equals the sum of the Single-and Double-Wall Portal values. 4. Alternate Installation:A single-piece header(no camber)may be substituted for the two headers shown.The design rating for this condition may then be evaluated as the sum of the individual single-wall ratings. 5. Longer header spans can be accommodated if larger headers are used such that equivalent stiffness is equal to or greater than that provided by the minimum header and maximum length indicated. 6. Simpson Strong-Tie®LTP4 and LSTA24(by Designer)are minimum requirements to achieve the allowable loads.. http://www.strongtie.com/products/strongwall/wood-strongwall/garage-portal.asp 4/26/2011 Wood Strong-Wall®: Garage Portal Systems on Concrete Foundations Page 4 of 5 Detail 2—Single-Wall Garage Portal header size shall match nominal Ill di II/i.•• wall thickness x 12'min.nominal depth . i i . ..AssimpsoN I. LSTA24 strap(min.)-` at beam to post /sremic•wau - S Mn. 16-4 Max. IA. ,• t mcaw.0 z Support post •- ..f ri if 1 j'.. I. All by Designer \`,V/ 1.. LIMN.4\1 _- k 1/ urb• holdosm --.. ii, \,1,/.: (min.? • ��1 Column base detail by Designer t. 114 (not shown for clarity) 1. Beam to support post and support post to foundation uplift connectors may be reduced where justified by calculations. 2. This detail reflects lateral load requirements of a Single-Wall Portal system.It is the Designer's responsibility to provide a complete load path for all loads in accordance with the governing codes. 3. Longer header spans can be accommodated if larger headers are used such that equivalent stiffness is equal to or greater than that provided by the minimum header and maximum length indicated. 4. Simpson Strong-Tie®STHD10 and LSTA24(by Designer)are minimum requirements to achieve the allowable loads. Garage Portal Wall Product Data: atop . Number of Mudsill Holdown Model W H T Fasteners Anchors' Anchor Bolts No. (in) (In) (In) in Top j of Waal Oty. Dia. Oty. Model SW16x7x4 16 78 4 8-SDS Wx6' 2 3 2 SWAB'% SW16x7x6 16 78 53 i 8-SOS Y4 x6' 2 % 2 SWAB'% SW16x8x4 16 90 4 8-SDS YAW 2 % 2 SWAB'% SW16x8x6 16 90 5% 8-SDS Y4'x6' 2 3 2 SWAB'% SW22x7x4 22 1 78 4 10-SDS v.'x6' 2 gib 2 SWA97/8 SW22x7x6 22 9 78 53/4 10-SOS v4'x6' 2 % 2 SWAB'/8 SW22x8x4 22 90 4 10-SOS WA' 2 % 2 SWAB'/s SW22x8x6 22 90 53 10-SDS Wx6' 2 % 2 SWAB% 1. Recommended minimum 5/8"x12"mudsill anchor. Product Information: atop Naming Scheme: http://www.strongtie.com/products/strongwall/wood-strongwall/garage-portal.asp 4/26/2011 ., Wood Strong-Wall®: Garage Portal Systems on Concrete Foundations Page 5 of 5 SW16x7x4 Wand �T _ wiillls 'l3�rtrirr;i,'r't:tll Irtr,) Tlrr kr e Nan¢rfinarl r;irr.'r Itr+it l lit.) Load aes: Atop • 2006 IBC Allowable Shear&Drift Values; and Multi-Ply Headers for Garage Portal Walls-Allowable Load per Portal Wall(PDF) • Allowable Vertical and Out-of-Plane Loads for Strong-Wall Panels(PDF) stop • ICC-ES ESR-1267(PDF)Revised 1O11;1k. • City of L.A. RR 25427(POF) • State of Florida FL11177(PDF) =.ataliog Page: Atop C-SW09(Strong-Wall Shearwalls), pages 41-43(PDF) Order free catalogs by mail Printed April 26,2011 from http://www.strongtie.com/products/strongwall/wood-strongwall/garage-portal.asp ©2011 Simpson Strong-Tie© http://www.strongtie.com/products/strongwall/wood-strongwall/garage-portal.asp 4/26/2011 Page 1 of 1 Measamer, Don From: Ron Oberst[oberstr@comcast.net] Sent: Thursday, May 12, 2011 9:39 AM To: Measamer, Don Cc: brett@dsgnconsult.com Subject: Re: 2318 37th Court Plan Review Don Measamer, Thank you for the timely review and comments. Item 1. Another extra copy of the floor plans will be provided with the submission of the items indicated in items 2-5. Item 2. A revised landscape plan is completed per Ord. 2756 and Ord. 2794 and will be submitted with the other items. Items 3-5. Brett has completed items 3 and 4, plus the engineering is done for item 5 and he is showing it to the plans. Documentation of all of the items is expected to be finished and submitted in the next 2-3 working days. Ron Oberst Original Message From: "Don Measamer" <don@cityofanacortes.org> To: "brett@dsgnconsult.com" <brett@dsgnconsult.com> Cc: 'oberstr@comcast.net" <oberstr@comcast.net> Sent: Tuesday, May 3, 2011 9:51:41 AM Subject: 2318 37th Court Plan Review Brett, The following comments are a result of the plan review for the SFR located at 2318 37th Court. Please respond to each item in writing and by revising the plans as needed. 1. Please provide a copy of the floor plans or the Skagit County Assessors office. 2. Call out type and size of proposed trees to the landscape plan. A minimum of 1 tree is required per 1,000 sf of lot area. Trees need to be a minimum 1 '/2 inch caliper at breast ht. Minimum landscape area of 20% needs to be shown on the plan. 3. Call out lot area and lot coverage to the site plan. 4. Call out overall building height from existing grade and existing grades to the site plan. 5. Provide a braced wall plan consistent with the 2009 IRC and show the proposed simpson strong wall to the plans. Best regards, Don Measamer City of Anacortes Assistant Director, Planning& Community Development Building Official don@cityofanacortes.org Phone 360.293.1901 Fax 360.293.1938 5/12/2011 Brett, The following comments are a result of the plan review for the SFR located at 2318 37th Court. Please respond to each item in writing and by revising the plans as needed. 1. Please provide a copy of the floor plans or the Skagit County Assessors office. 2. Call out type and size of proposed trees to the landscape plan. A minimum of 1 tree is required per 1,000 sf of lot area. Trees need to be a minimum 1 1/2 inch caliper at breast ht. Minimum landscape area of 20% needs to be shown on the plan. 3. Call out lot area and lot coverage to the site plan. 4. Call out overall building height from existing grade and existing grades to the site plan. 5. Provide a braced wall plan consistent with the 2009 IRC and show the proposed simpson strong wall to the plans. Best regards, Don Measamer City of Anacortes Assistant Director, Planning & Community Development Building Official don@cityofanacortes.org Phone 360.293.1901 Fax 360.293.1938 J p,_9�1 —N 89°S4'39"IL'73.91'_ 1 _ _ 0- r .-i ' ' TIG-HTLSE DUUINSPCjIL5--_•---__ ocISTNG seteRme �., -1 1. TO EXISTIT{.:Sp S-TAS _ •._ , t0'-0`55 FASc-P1BdT 2 p"! / T _ _7"_ 'T ; .,ry 11- 1 ,9. I tc�pfl �- f —T 5 AREA 1 1 1 11 I - -ri 20 0'.E-=IHACK j II 1 11 II I I t I AREA CALCULATIONS 8w1‘ 1 f ON REVERSE II 11 I r I 1 E3CSTING I I II !_I j/ SIDGVALK I I II 141 tl II i ID illiExlscullIlk z 1 b1I RESIDENCE 1: a 1 ©I sIL F. ELEV. 103.0 1, O ...1 i — . * CONC.LANDING 11 W. s STEPS I II /1 U 1 Z I -.E.i 'I II 4,. I w t u 1 _ I `••,... / !( RADIUS J pRIv�J'U �AY , li Q I ` f `11 N i I -� „� I ti �T S 89°8-, E 6 ...• — O PROP.WA,c- a SLOPE°RIVIUAY , . . i'ki ere 1i {cj: f SWALE TO DRAIN by t PROP.rx'cuLVERT� I IN EXISTING PITCH 5 RADIUS / t 35'TO EXISTING FIRE HYDRANT \N-s------E7cISTINCs SIDEWALK e'c•, io'o f t ROCK CONSTRUCTION ENTRANCE TO BE PLACED AS PA—MATERIAL UNDER CONCRETE DR/yak/AY tt - I 3 W-i, STREET -. ..-3. — — k ' . LOT 01, PLAT OF 31th. COURTSITE PLAN L10°119'.I?il ti A PTN, OF TWE SW 1/4 OF THE NW 1/4 OF I 11 t SEC. 25, TWP. 35 NORTH, RNG. I EAST, W.M. !11t hi" ANACORTES, WASHINCTON SCALE- I1 = 2© � ,�DRAWN DESIGN TaJ PROPOSED RESIDENCE FOR: DATE CONSULTANTS i�ON SHERRY 0�3 i�ST APRIL 20,2011 -Building Design Services- A AA y y� iOH NO. M CUSTO HOMES•MULTI-FAMILY•LIGHT COMMERCIAL•REMODELS 2318 — 31th. COURT, N COR 1 ESe WA 11-2293 224 STEINART ROAD,SURE 201 ©1011 MOUNT VERNON.WA$S273 {360�424-3334 OM S Z C 1 TANi6, - APPENDIX B - SINGLE FAMILY AND DUPLEXES JANUARY 2009 City of Anacortes Public Works DepartmenfiBuilding Department Small Parcel Storm Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: Proposed Residence for Ron & Sherry Oberst Owners: Ronald D. and Sherry S. C. Oberst, 1902 Creekside Place, Anacortes, WA 98221 Tel (360) 588-8846 Site Address: 2318 37th Court, Anacortes, WA Parcel ID Number: P117627/4743-000-001-000 Sec. 25 Twn 35 North Rng 1 East, W.M. Prepared By: Ronald Oberst, Owner, 1902 Creekside Place, Anacortes, WA 98221 Tel (360) 588-8846 The Small Parcel Storm Water Plan needs to be submitted with the Building permit. To assist City Staff in reviewing your plans, please include any notes or comments you may have regarding individual requirements as they may pertain to this development. APPENDIX B - SINGLE FAMILY AND DUPLEXES JANUARY 2009 1. SPSP No.1 -- Construction Access Route. a. Construction vehicle access shall be limited to one route, unless approved by the official. Located at proposed new driveway from 37th Street. Proposed 12 inch SD culvert to be tightlined from existing 12 inch culvert in ditch at exit from under 37th Court to existing 12 inch pipe at entrance driveway to property on west side of site and backfilled with pit run type material. b. A gravel construction road shall be installed which will remove as much mud and dirt from the vehicles as possible prior to entering the public roadway. The effectiveness and efficiency of the removal shall be to the satisfaction of the official. Gravel to be placed so it can be used as base material under concrete drive. c. If conditions are such that an insufficient amount of material is removed from the tires by contact with the aggregate, the tires shall be washed prior to entering the public right-of-way. The water from this process shall be directed to a sedimentation pond or other appropriate sediment-trapping BMP for treatment prior to release to the public storm water system. d. The entrance shall be maintained in a condition that shall prevent the tracking or flow of mud onto the public right-of-way. Periodic maintenance of the entrance, including the removal and replacement of aggregate, and cleaning and/or repair of sediment-trapping devices shall be performed as conditions dictate or as directed by the official. e. Sediment tracked onto the public roadways shall be cleaned on at least a daily basis. Single Family and Duplex Public Works Submittal Requirements APPENDIX B - SINGLE FAMILY AND DUPLEXES JANUARY 2009 2. SPSP No.2 -- Stabilization of Denuded Areas. All exposed soils shall be prevented from moving off-site or into natural or artificial drainage systems through suitable application of BMP's, including but not limited to sod or other vegetation, plastic covering, mulching, or application of ground base on areas to be paved. Silt fence to be installed as needed to retain exposed soil. Ground base to be applied at driveway. 3. SPSP No.3 - Protection of Adjacent Properties. Adjacent properties shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these measures and other appropriate BMP's. Generally level lot with slight slope per topography in site plan. a. Surrounding properties shall be protected from storm water runoff from the development. This shall be accomplished by constructing private drain lines on the perimeter of the development and discharging the storm runoff into a public storm sewer system. Open space tracts and buffers shall not be used for this purpose, unless otherwise approved. Private drain lines shall be contained in private drainage easements with appropriate statements placed on approving documents. b. Drainage conveyance shall be provided to all impervious areas of the development. Each lot or other developed area shall be provided with direct connection to the main public storm water conveyance system; sidewalk drains will only be allowed with approval of the official. Adequate provisions, to the satisfaction of the official, must be provided for directing storm water runoff away from all neighboring lots. This may be accomplished by providing private drainage easements on common lot lines and/or construction of drainage swales, curtain drains or perforated pipe and connecting to the public storm conveyance system. Proposed 4 inch PVC footing and gutter lines at perimeter of proposed residence to be connected to existing ADS SD stub at property line. Single Family and Duplex Public Works Submittal Requirements APPENDIX B - SINGLE FAMILY AND DUPLEXES JANUARY 2009 c. Verification shall be provided to the city engineer that the as-built detention/retention facility is in compliance with the project requirements. d. All site-generated storm runoff shall be directly conveyed to a public storm conveyance system, unless otherwise approved by the official. Easements and/or hold-harmless agreements shall be obtained from affected property owners to allow passage of all site-generated storm runoff that is not directly conveyed to a contiguous public storm conveyance system. e. Adjacent properties shall be protected from sediment deposition by appropriate BMP's including, but not limited to, vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these and other appropriate measures. Silt fence to be placed between temporary soil stockpile area and adjacent properties. 4. SPSP No.4 -- Maintenance. All erosion and sediment control BMP's shall be inspected and maintained regularly by the developer to ensure continued performance of their intended function. 5. SPSP No. S - Other BMP's. Other appropriate BMP's to mitigate the effects of increased runoff or inadequacy of already installed BMP's shall be applied as required or ordered by the official. 6. SPSP No.6 - Financial Liability. Performance bonding, or other appropriate instruments, may be required for all projects to ensure compliance with the approved small parcel storm water plan. (Ord. 2441 § 10, 1997) Single Family and Duplex Public Works Submittal Requirements BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Floor Support Beam Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 4x 6 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=3.4 in2 R2=3.4 in2 DL Defl 0.01 in Data Beam Span 4.0 ft Reaction 1 LL 1080# Reaction 2 LL 1080# Beam Wt per ft 4.68# Reaction 1 TL 1359# Reaction 2 TL 1359# Bm Wt Included 19# Maximum V 1359# Max Moment 1359.# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/775 LL Max Defl L/480 LL Actual Defl L/975 Attributes Section(in3) Shear(in2) TL Defl (in) LL Defl Actual 17.65 19.25 0.06 0.05 Critical 14.76 13.59 0.20 0.10 Status OK OK OK OK Ratio 84% 71% 31% 49% Fb(psi) Fv(psi) E(psi x mil) Fc 1 (psi) Values Base Values 850 150 1.3 405 Base Adjusted 1105 150 1.3 405 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:540 Uniform TL: 675 =A Uniform Load A Z . R1 = 1359 R2= 1359 SPAN=4.0 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Entry Porch Beam Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 6x 6 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=1.4 in2 R2= 1.4 in2 DL Defl 0.03 in Data Beam Span 6.5 ft Reaction 1 LL 387# Reaction 2 LL 387# Beam Wt per ft 7.35# Reaction 1 TL 567# Reaction 2 TL 567# Bm Wt Included 48# Maximum V 567# Max Moment 921 '# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/936 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in') Shear(in2) TL Defl (in) LL Defl Actual 27.73 30.25 0.08 0.06 Critical 19.22 6.07 0.33 0.16 Status ` OK OK OK OK Ratio 69% 20% 26% 35% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 575 140 1.1 405 Base Adjusted 575 140 1.1 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL: 119 Uniform TL: 167 =A Uniform Load A 0 R1 =567 R2=567 SPAN=6.5 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Entry Porch Beam Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 6x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=2.1 in2 R2=2.1 in2 DL Defl 0.05 in Data Beam Span 9.13 ft Reaction 1 LL 885# Reaction 2 LL 885# Beam Wt per ft 10.02# Reaction 1 TL 1287# Reaction 2 TL 1287# Bm Wt Included 91 # Maximum V 1287# Max Moment 2935'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/627 LL Max Defl L/480 LL Actual Defl L/911 Attributes Section (in') Shear(in2) TL Defl (in) LL Defl Actual 51.56 41.25 0.17 0.12 Critical 46.97 11.35 0.46 0.23 Status OK OK OK OK Ratio 91% 28% 38% 53% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Base Values 750 170 1.3 625 Base Adjusted 750 170 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL: 194 Uniform TL: 272 =A Uniform Load A Z\ R1 = 1287 R2= 1287 SPAN=9.125 FT Uniform and partial uniform loads are lbs per lineal ft. w BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Entry Porch Beam Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 6x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.6 in2 R2= 1.6 in2 DL Defl 0.02 in Data Beam Span 7.13 ft Reaction 1 LL 691 # Reaction 2 LL 691 # Beam Wt per ft 10.02# Reaction 1 TL 1005# Reaction 2 TL 1005# Bm Wt Included 71 # Maximum V 1005# Max Moment 1790'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl (in) LL Defl Actual 51.56 41.25 0.06 0.04 Critical 28.63 8.87 0.36 0.18 Status OK OK OK OK Ratio 56% 21% 18% 25% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 750 170 1.3 625 Base Adjusted 750 170 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL: 194 Uniform TL: 272 =A Uniform Load A 0 R1 = 1005 R2= 1005 SPAN =7.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Garage Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 4x 6 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=0.9 in2 R2=3.3 in2 DL Defl<0.01 in. Data Beam Span 2.13 ft Reaction 1 LL 211 # Reaction 2 LL 816# Beam Wt per ft 4.68# Reaction 1 TL 361 # Reaction 2 TL 1346# Bm Wt Included 10# Maximum V 1346# Max Moment 586'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl (in) LL Defl Actual 17.65 19.25 0.01 <0.01 Critical 6.36 13.46 0.11 0.05 Status OK OK OK OK Ratio 36% 70% 6% 7% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 850 150 1.3 405 Base Adjusted 1105 150 1.3 405 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 11 =A Point LL Point TL Distance 1027 B= 1674 1.69 Uniform Load A Pt loads: B R1 =361 R2= 1346 SPAN =2.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Garage Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 4x 4 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.6 in2 R2= 1.6 in2 DL Defl<0.01 in. Data Beam Span 2.13 ft Reaction 1 LL 444# Reaction 2 LL 444# Beam Wt per ft 2.98# Reaction 1 TL 636# Reaction 2 TL 637# Bm Wt Included 6# Maximum V 637# Max Moment 668'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/960 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in') Shear(in2) TL Defl (in) LL Defl Actual 7.15 12.25 0.03 0.02 Critical 6.29 6.37 0.11 0.05 Status OK OK OK OK Ratio 88% 52% 25% 35% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 850 150 1.3 405 Base Adjusted 1275 150 1.3 405 Adjustments CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 11 =A Point LL Point TL Distance 888 B= 1243 1.06 Uniform Load A Pt loads: I B R1 =636 R2=637 SPAN=2.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Garage Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 4x 4 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=0.5 in2 R2=2.5 in2 DL Defl<0.01 in. Data Beam Span 2.13 ft Reaction 1 LL 129# Reaction 2 LL 725# Beam Wt per ft 2.98# Reaction 1 TL 195# Reaction 2 TL 1029# Bm Wt Included 6# Maximum V 1029# Max Moment 277'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl (in) LL Defl Actual 7.15 12.25 0.01 <0.01 Critical 2.61 10.29 0.11 0.05 Status OK OK OK OK Ratio 37% 84% 11% 15% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Base Values 850 150 1.3 405 Base Adjusted 1275 150 1.3 405 Adjustments CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:25 Uniform TL: 46 =A Point LL Point TL Distance 800 B= 1120 1.85 Uniform Load A Pt loads: (B R1 = 195 R2= 1029 SPAN =2.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Entry Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 4x 4 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=0.8 in2 R2=0.3 in2 DL Defl<0.01 in. Data Beam Span 2.13 ft Reaction 1 LL 221 # Reaction 2 LL 79# Beam Wt per ft 2.98# Reaction 1 TL 324# Reaction 2 TL 126# Bm Wt Included 6# Maximum V 324# Max Moment 180'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl(in) LL Defl Actual 7.15 12.25 0.01 <0.01 Critical 1.70 3.24 0.11 0.05 Status OK OK OK OK Ratio 24% 26% 7% 9% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 850 150 1.3 405 Base Adjusted 1275 150 1.3 405 Adjustments CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 11 =A Point LL Point TL Distance 300 B=420 0.56 Uniform Load A Pt loads: B 0 0 R1 =324 R2= 126 SPAN =2.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Entry Door Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 4x 4 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=0.6 in2 R2=0.6 in2 DL Defl 0.01 in Data Beam Span 3.29 ft Reaction 1 LL 150# Reaction 2 LL 150# Beam Wt per ft 2.98# Reaction 1 TL 233# Reaction 2 TL 233# Bm Wt Included 10# Maximum V 233# Max Moment 365'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl (in) LL Defl Actual 7.15 12.25 0.04 0.02 Critical 3.43 2.33 0.16 0.08 Status OK OK OK OK Ratio 48% 19% 21% 29% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Base Values 850 150 1.3 405 Base Adjusted 1275 150 1.3 405 Adjustments CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 11 =A Point LL Point TL Distance 300 B=420 1.65 Uniform Load A Pt loads: B R1 =233 R2=233 SPAN=3.292 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Entry Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 6x 6 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.8 in2 R2=5.9 in2 DL Defl<0.01 in. Data Beam Span 2.13 ft Reaction 1 LL 449# Reaction 2 LL 1459# Beam Wt per ft 7.35# Reaction 1 TL 745# Reaction 2 TL 2379# Bm Wt Included 16# Maximum V 2379# Max Moment 1187'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 27.73 30.25 0.01 <0.01 Critical 24.77 25.49 0.11 0.05 Status OK OK OK OK Ratio 89% 84% 9% 11% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Base Values 575 140 1.1 405 Base Adjusted 575 140 1.1 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 11 =A Point LL Point TL Distance 1908 B=3085 1.63 Uniform Load A Pt loads: IBI 0 0 R1 =745 R2=2379 SPAN=2.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Living Room Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 2x 4 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=0.3 in2 R2=0.3 in2 DL Defl<0.01 in. Data Beam Span 3.13 ft Reaction 1 LL 78# Reaction 2 LL 78# Beam Wt per ft 1.28# Reaction 1 TL 129# Reaction 2 TL 129# Bm Wt Included 4# Maximum V 129# Max Moment 100'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 3.06 5.25 0.03 0.02 Critical 0.95 1.29 0.16 0.08 Status OK OK OK OK Ratio 31% 24% 16% 20% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Base Values 850 150 1.3 405 Base Adjusted 1275 150 1.3 405 Adjustments CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:50 Uniform IL: 81 =A Uniform Load A R1 = 129 R2= 129 SPAN =3.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Living Room Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 4x 4 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=0.7 in2 R2=0.7 in2 DL Deft 0.02 in Data Beam Span 4.13 ft Reaction 1 LL 194# Reaction 2 LL 194# Beam Wt per ft 2.98# Reaction 1 TL 301 # Reaction 2 TL 301 # Bm Wt Included 12# Maximum V 301 # Max Moment 310'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/848 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Deft(in) LL Defl Actual 7.15 12.25 0.06 0.04 Critical 2.92 3.01 0.21 0.10 Status OK OK OK OK Ratio 41% 25% 28% 36% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 850 150 1.3 405 Base Adjusted 1275 150 1.3 405 Adjustments CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL: 94 Uniform TL: 143 =A Uniform Load A 0 R1 =301 R2=301 SPAN =4.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Living Room Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 2x 4 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=0.4 in2 R2=0.4 in2 DL Defl<0.01 in. Data Beam Span 2.13 ft Reaction 1 LL 100# Reaction 2 LL 100# Beam Wt per ft 1.28# Reaction 1 TL 153# Reaction 2 TL 153# Bm Wt Included 3# Maximum V 153# Max Moment 81 '# Max V(Reduced) N/A IL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl (in) LL Defl Actual 3.06 5.25 0.01 <0.01 Critical 0.77 1.53 0.11 0.05 Status OK OK OK OK Ratio 25% 29% 9% 12% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Base Values 850 150 1.3 405 Base Adjusted 1275 150 1.3 405 Adjustments CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:94 Uniform TL: 143 =A Uniform Load A 0 R1 = 153 R2= 153 SPAN=2.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Bedroom#3 Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 2x 4 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=0.3 in2 R2=0.3 in2 DL Defl<0.01 in. Data Beam Span 2.13 ft Reaction 1 LL 73# Reaction 2 LL 73# Beam Wt per ft 1.28# Reaction 1 IL 116# Reaction 2 TL 116# Bm Wt Included 3# Maximum V 116# Max Moment 62'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl (in) LL Defl Actual 3.06 5.25 0.01 <0.01 Critical 0.58 1.16 0.11 0.05 Status OK OK OK OK Ratio 19% 22% 7% 9% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Base Values 850 150 1.3 405 Base Adjusted 1275 150 1.3 405 Adjustments CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:69 Uniform TL: 108 =A Uniform Load A . . R1 = 116 R2= 116 SPAN=2.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Bedroom#3 Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 6x 6 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=3.5 in2 R2=2.4 in2 DL Defl<0.01 in. Data Beam Span 3.13 ft Reaction 1 LL 876# Reaction 2 LL 632# Beam Wt per ft 7.35# Reaction 1 TL 1425# Reaction 2 TL 965# Bm Wt Included 23# Maximum V 1425# Max Moment 1035'# Max V(Reduced) N/A IL Max Defl L/240 TL Actual Defl L/>1000 LL Max Deft L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl (in) LL Defl Actual 27.73 30.25 0.02 0.01 Critical 21.60 15.27 0.16 0.08 Status OK OK OK OK Ratio 78% 50% 13% 16% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 575 140 1.1 405 Base Adjusted 575 140 1.1 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 11 =A Point LL Point TL Distance 1070 B= 1720 0.73 438 C=613 2.73 Uniform Load A Pt loads: B C Z . R1 = 1425 R2=965 SPAN =3.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Bedroom#3 Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 6x 6 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=0.9 in2 R2=2.1 in2 DL Defl<0.01 in. Data Beam Span 3.13 ft Reaction 1 LL 240# Reaction 2 LL 598# Beam Wt per ft 7.35# Reaction 1 TL 365# Reaction 2 TL 865# Bm Wt Included 23# Maximum V 865# Max Moment 766'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Deft L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 27.73 30.25 0.01 <0.01 Critical 15.99 9.27 0.16 0.08 Status OK OK OK OK Ratio 58% 31% 8% 11% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Base Values 575 140 1.1 405 Base Adjusted 575 140 1.1 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 11 =A Point LL Point TL Distance 838 B= 1173 2.23 Uniform Load A Pt loads: B . . R1 =365 R2=865 SPAN =3.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence MBR&Bdrm#2 Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 4x 4 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=0.6 in2 R2=0.6 in2 DL Defl<0.01 in. Data Beam Span 3.13 ft Reaction 1 LL 144# Reaction 2 LL 144# Beam Wt per ft 2.98# Reaction 1 TL 223# Reaction 2 TL 223# Bm Wt Included 9# Maximum V 223# Max Moment 332'# Max V(Reduced) N/A IL Max Defl L/240 IL Actual Deft L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in') Shear(in2) TL Defl (in) LL Defl Actual 7.15 12.25 0.03 0.02 Critical 3.12 2.23 0.16 0.08 Status OK OK OK OK Ratio 44% 18% 18% 25% Fb(psi) Fv(psi) E(psi x mil) Fc I (psi) Values Base Values 850 150 1.3 405 Base Adjusted 1275 150 1.3 405 Adjustments CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 11 =A Point LL Point TL Distance 288 B=403 1.56 Uniform Load A Pt loads: B . . R1 =223 R2=223 SPAN=3.125 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Laundry Window Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 6x 6 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1=2.6 in2 R2= 1.3 in2 DL Defl<0.01 in. Data Beam Span 2.63 ft Reaction 1 LL 743# Reaction 2 LL 345# Beam Wt per ft 7.35# Reaction 1 TL 1064# Reaction 2 TL 507# Bm Wt Included 19# Maximum V 1064# Max Moment 877'# Max V(Reduced) N/A TL Max Defl L/240 IL Actual Deft L/>1000 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 27.73 30.25 0.01 <0.01 Critical 18.31 11.40 0.13 0.07 Status OK OK OK OK Ratio 66% 38% 8% 11% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Base Values 575 140 1.1 405 Base Adjusted 575 140 1.1 405 Adjustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 11 =A Point LL Point TL Distance 1088 B= 1523 0.83 Uniform Load A Pt loads: B 0 R 1 = 1064 R2=507 SPAN =2.625 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Garage Man-Door Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 4x 6 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.8 in2 R2= 1.4 in2 DL Defl<0.01 in. Data Beam Span 3.29 ft Reaction 1 LL 500# Reaction 2 LL 388# Beam Wt per ft 4.68# Reaction 1 TL 744# Reaction 2 TL 587# Bm Wt Included 15# Maximum V 744# Max Moment 1038'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/480 LL Actual Defl L I>1000 Attributes Section(in') Shear(in2) TL Defl (in) LL Defl Actual 17.65 19.25 0.03 0.02 Critical 11.27 7.44 0.16 0.08 Status OK OK OK OK Ratio 64% 39% 16% 21% Fb(psi) Fv(psi) E(psi x mil) FcI(psi) Values Base Values 850 150 1.3 405 Base Adjusted 1105 150 1.3 405 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 22 =A Point LL Point TL Distance 888 B= 1243 1.44 Uniform Load A Pt loads: B . . R1 =744 R2=587 SPAN=3.292 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Garage Door Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 4x 6 HF#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.5 in2 R2= 1.5 in2 DL Defl 0.10 in Data Beam Span 8.38 ft Reaction 1 LL 394# Reaction 2 LL 394# Beam Wt per ft 4.68# Reaction 1 TL 623# Reaction 2 TL 623# Bm Wt Included 39# Maximum V 623# Max Moment 1305'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/385 LL Max Defl L/480 LL Actual Defl L/609 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 17.65 19.25 0.26 0.17 Critical 14.17 6.23 0.42 0.21 Status OK OK OK OK Ratio 80% 32% 62% 79% Fb(psi) Fv(psi) E(psi x mil) Fc E(psi) Values Base Values 850 150 1.3 405 Base Adjusted 1105 150 1.3 405 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:94 Uniform TL: 144 =A Uniform Load A Z\ 0 R1 =623 R2=623 SPAN=8.38 FT Uniform and partial uniform loads are lbs per lineal ft. BeamChek v2004 licensed to:Design Consultants Reg#427-248 Oberst Residence Garage Door Header Job#11-2293 Prepared by: BJ Date:4/15/11 Selection 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2001 Min Bearing Area R1= 1.7 in2 R2= 1.7 in2 DL Defl 0.19 in Data Beam Span 18.38 ft Reaction 1 LL 634# Reaction 2 LL 634# Beam Wt per ft 9.57# Reaction 1 TL 1090# Reaction 2 TL 1090# Bm Wt Included 176# Maximum V 1090# Max Moment 5007'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/482 LL Max Defl L/480 LL Actual Defl L/828 Attributes Section(in') Shear(in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.46 0.27 Critical 60.69 9.08 0.92 0.46 Status OK OK OK OK Ratio 82% 23% 50% 58% Fb(psi) Fv(psi) E(psi x mil) Fc 1 (psi) Values Base Values 900 180 1.6 625 Base Adjusted 990 180 1.6 625 Adjustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform LL:69 Uniform TL: 109 =A Uniform Load A Z . 0 R 1 = 1090 R2= 1090 SPAN= 18.38 FT Uniform and partial uniform loads are lbs per lineal ft.